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Home My WebLink About17601 59th Ave Ne_BLD4482_2025 âœ” âœ” âœ” âœ” âœ” âœ” âœ” âœ” âœ” âœ” âœ” âœ” âœ” âœ” 17601 59th Ave NE 197,172 31052200400200 Construct a 2,184 sf single story building for single vehicle storage and miscellaneous road crew equipment and signage. Snohomish County PUD No. 1 / Jessica Raab 425.783.8293 Hjeoralmabghreonlmgren@snopud.com 425.512.2708 2320 California Street Everett w 98201 Rolluda Architects/Kathi Williams (Alex Rolluda 206.624.4222 AkaOtRhi)@rolludaarchitects.com 206.371.3703 105 S Main St, Suite 323 Seattle WA 98104 6250 February 24, 2024 Reid Middleton / Paul Crocker 425.741.5022 pcrocker@reidmiddleton.com 425.754.3002 728 14th St SW, Suite Everett WA 98204 200 37358 June 29, 2023 tbd tbd tbd tbd tbd tbd tbd tbd tbd IIB S-1 2,184 1 2184 vehicle storage (not a parking garage), equipment, sign and miscellaneous storage (not high pile) âœ” âœ” âœ” âœ” âœ” âœ” âœ” âœ” COMMERCIAL BUILDING DESIGN REQUIREMENTS Community and Economic Development City of Arlington â€¢ 18204 59th Ave NE â€¢ Arlington, WA 98223 â€¢ Phone (360) 403-3551 THIS BROCHURE IS INTENDED TO PROVIDE DETAILED INFORMATION REGARDING PLAN PREPARATION FOR COMMERCIAL BUILDINGS. 1. Check each box to designate that the information has been provided. 2. Please submit this checklist as part of your submittal documents. A. THE CITY OF ARLINGTON CURRENTLY ENFORCES THE FOLLOWING: A1. International Codes 1. 2018 International Building Code (IBC) 2. 2018 International Residential Code (IRC) 3. 2018 International Mechanical Code (IMC) 4. 2018 International Fuel Gas Code (IFGC) 5. 2018 International Fire Code (IFC) 6. 2018 Uniform Plumbing Code (UPC) 7. 2018 International Property Maintenance Code (IPMC) 8. 2018 International Existing Property Code (IEBC) 9. 2018 Washington State Energy Code (WSEC) 10. 2017 Accessible & Usable Buildings and Facilities (ICC/A117.1) A2. 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 B. STRUCTURAL REQUIREMENTS Design Wind Speed: Exposure C - Ultimate Design - 98 miles per hour Exposure C - Nominal Design - 72 miles per hour Ground Snow Load: 25 pounds per square foot Dead Snow Load: 10 pounds per square foot Seismic Zone: D1 Seismic category-D, E, or F, subject to soil, location, risk category and building characteristics. Climate Zone: 4-C 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) C. PLAN DIMENSIONS AND DETAIL 1. Minimum plan size is 18â€ x 24â€ and maximum plan size is 30â€ x 42â€. 2. Plans shall be on standard drafting paper. 3. All Plan Sheets shall be the same size and sequentially labeled. 4. Plans are required to be legible with scaled dimensions; indelible ink, blue line, or other professional media. 5. 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. D. SITE PLAN â€“ 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 1â€ = 20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. COMMERCIAL BUILDING DESIGN REQUIREMENTS 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 (5) feet elevation contour lines. 9. Show the location of all existing underground utilities, including water, sewer, gas and electrical. 10. Show existing structures to remain on site. 11. Flood hazard areas, floodways, and design flood elevations as applicable. E. ARCHITECTURAL DRAWINGS E1. Cover Sheet 1. Building Information a. Specify model code information b. Construction Type c. Number of stories and total height in feet. d. Building square footage (per floor and total) e. IBC Occupancy Type (show all types by floor and total) f. Mixed-Use ratio of commercial versus residential dwelling units, (if applicable) g. Occupant load calculation (show by occupancy type and total) h. List work to be performed under this permit 2. Design Team Information a. Design Professional in Responsible Charge b. Architects c. Structural Engineers d. Owner e. Developer f. Any other Design Team Members E2. Floor Plan 1. Plan view 1/8-inch minimum scale. Details a minimum Â¼-inch scale. 2. Plans must show the entire building and/or tenant space. 3. Specify the occupancy type of each room/area. 4. Provide an occupant load calculation on the floor plan. (on every floor, in all rooms and spaces) 5. Show ALL exits on the plans; include new, existing or eliminated. 6. Show Barrier-Free information on the drawings. 7. Show the location of all permanent rooms, walls and shafts. 8. Note the uses in the adjacent tenant spaces, if applicable. 9. Provide a door and door hardware schedule. 10. Show the location of all new walls, doors, windows, etc. 11. Provide details and assembly numbers for any fire resistive assemblies. 12. Indicate on the plans all rated walls, doors, windows and penetrations. 13. Provide a legend that distinguishes existing walls, walls to be removed and new walls. E3. Reflected Ceiling Plan 1. Plan view 1/8â€ minimum scale. Details a minimum Â¼-inch scale. 2. Provide ceiling construction details. 3. Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details. 4. Show the location of all emergency lighting and exit signage. 5. Detail the seismic bracing of the fixtures. 6. Include a lighting fixture schedule. E4. Framing Plan 1. Specify the size, spacing, span and wood species or metal gage for all stud walls. 2. Indicate all wall, beam and floor connections. 3. Detail the seismic bracing for all walls. Page 2 of 3 COMMERCIAL BULDING DESIGN REQUIREMENTS REV 12/2021 COMMERCIAL BUILDING DESIGN REQUIREMENTS 4. Include a stair section showing rise, run, landings, headroom, handrail and guardrail dimensions. E5. Storage Racks 1. Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. 2. Eight feet or less, show a positive connection to floor or walls. 3. High pile storage shall meet the requirements of current International Building and Fire Codes. 4. Special Inspection and Testing Agreement required. F. WASHINGTON STATE ENERGY CODE 1. Required by WAC 51-11. 2. Complete Non-Residential Energy Code Envelope Summary Form (NREC). G. OCCUPANTâ€™S STATEMENT OF INTENDED USE 1. If the building occupancy contains Hazardous Material, submit a narrative describing how the materials are used. 2. May require the submittal of a Hazardous Material Inventory Statement (HMIS). H. SPECIAL INSPECTION â€“ See SPECIAL INSPECTION AND TESTING AGREEMENT I. TENANT IMPROVEMENTS I1. Snohomish Health District â€“ FOOD HANDLING 1. If any tenant improvement work in a space that involves food handling or preparation it will require Snohomish Health District approval before the permit can be issued. 2. You must provide the Permit Center a copy of the approval letter or the approved plans. 3. Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. I hereby certify that I am the hereby certify that I am the OwneOwner Architect Engineer Contractor and have verified that the information appears on the Plans or will be submitappears on the Plans or will be submitted with the application. Katherine (aka 'Kathi') Williams 3/2/2022 SignatureSignature Print Name Date Page 3 of 3 COMMERCIAL BULDING DESIGN REQUIREMENTS REV 12/2021 DEFERRED SUBMITTAL REQUESTS The undersigned has been issued a permit for construction prior to final approval of the following. The following items shall be considered deferred submittals and shall be submitted AND approved prior to installation. PERMIT NUMBER: APPLICANTS NAME PHONE EMAIL PRIMARY PHONE CONTACT EMAIL TAX I.D. NUMBER PROJECT NAME PROJECT DESCRIPTION SITE ADDRESS 1 | P a g e ITEM : Date ITEM : Date ITEM : Date ITEM : Date ITEM : Date ITEM : Date I hereby assume all risk, financially and otherwise, for any construction performed that may need to be removed if the deferred submittals listed above are not appropriate. I understand that certain inspections will NOT be performed until the submissions are accepted, reviewed and issued. I understand additional fees will be required based on the additional time spent for plan review. All deferred submittals must be submitted to the City of Arlington Community and Economic Development Department for review. Architect/Engineer of Record Date hereby certify that I am the Own 3/2/2022 ppears on the Plans or will be subm Signature Signature Owner Date Signature 2 | P a g e SNOHOMISH COUNTY PUD NORTH COUNTY OFFICE ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 HEATED PARKING - BID ALTERNATE #3 FAX (206)624-4226 VICINITY MAP N PROJECT TEAM DRAWING INDEX NTS OWNER SNOHOMISH COUNTY PUBLIC UTILITIES DISTRICT GENERAL 2320 CALIFORNIA STREET G0.01 COVER SHEET EVERETT, WA 98201 CONTACT: DOUG WILSON G0.02 GENERAL NOTES & SYMBOLS drwilson@snopud.com G1.01 BUILDING CODE SUMMARY & PLAN TEL: (425) 783-8078 G1.02 ENERGY CODE - BUILDING ENVELOPE REQUIREMENTS ARCHITECT ROLLUDA ARCHITECTS GEOTECHNICAL 105 S MAIN ST, SUITE 323 GI0.01 FOUNDATION GROUND IMPROVEMENT SEATTLE WA, 98104 CONTACT: KATHI WILLIAMS ARCHITECTURAL kathi@rolludaarchitects.com A1.01 OVERALL SITE PLAN TEL: (206) 624-4222 FAX: (206) 624-4226 A1.02 ENLARGED SITE PLAN - WEST A1.03 ENLARGED SITE PLAN - MIDDLE A2.01 PLANS STRUCTURAL REID MIDDLETON A2.02 PLANS 728 134TH STREET SW, SUITE 200 EVERETT, WA 98204 A3.01 ELEVATIONS CONTACT: PAUL CROCKER A4.01 BUILDING & WALL SECTIONS pcrocker@reidmiddleton.com A6.01 SCHEDULES - ROOM, DOOR, & DOOR HARDWARE TEL: (425) 741-3800 A7.01 DETAILS - WALL ASSEMBLIES A8.01 INTERIOR ELEVATIONS MECHANICAL HARGIS 1201 3RD AVENUE, SUITE 600 STRUCTURAL SEATTLE, WA 98101 S0.01 GENERAL STRUCTURAL NOTES CONTACT: BRIAN CANNON S0.02 GENERAL STRUCTURAL NOTES brian.cannon@hargis.biz TEL: (206)448-3376 S0.03 SPECIAL INSPECTION SCHEDULES S0.04 ABBREVIATIONS AND SYMBOLS S2.01 FRAMING PLANS ELECTRICAL HARGIS PROJECT S7.00 TYPICAL CONCRETE DETAILS 1201 3RD AVENUE, SUITE 600 SITE S7.01 TYPICAL CONCRETE DETAILS SEATTLE, WA 98101 CONTACT: DOUG FORSLUND doug.forslund@hargis.biz MECHANICAL / PLUMBING TEL: (206)448-3376 M0.01 MECHANICAL LEGEND M0.02 MECHANICAL GENERAL NOTES AND ABBREVIATIONS TELECOM/ HARGIS M0.03 MECHANICAL ENERGY CODE NOTES SECURITY 1201 3RD AVENUE, SUITE 600 M2.01 MECHANICAL FLOOR AND ROOF PLAN SEATTLE, WA 98101 M6.01 MECHANICAL SCHEDULES CONTACT - TELECOM: BEN HELMS M7.01 MECHANICAL DETAILS ben.helms@hargis.biz TEL: (206)448-3376 M9.01 MECHANICAL CONTROLS AND SEQUENCES M9.02 MECHANICAL CONTROLS AND SEQUENCES TRUE PROJECT SITE CONTACT - SECURITY: SUJE ANTON M9.03 MECHANICAL CONTROLS AND SEQUENCES suje.anton@hargis.biz P6.11 PLUMBING RISER DIAGRAM N TEL: (206)859-5374 REVISION P7.01 PLUMBING DETAILS NTS CIVIL DAVID EVANS & ASSOCIATES ELECTRICAL 1620 W MARINE VIEW DR, SUITE 200 E0.01 ELECTRICAL LEGEND, ABBREVIATIONS, AND GENERAL NOTES EVERETT, WA 98201 E5.01 ELECTRICAL ENLARGED PLANS DATE CONTACT: John Smith JNS@deainc.com E6.01 ELECTRICAL SCHEDULES NO. TEL: (425)259-4099 TELECOMMUNICATIONS PROPERTY LINE T0.01 TELECOM LEGEND LANDSCAPE NAKANO ASSOCIATES T2.01 TELECOM WIRELESS DEVICE PLAN - LEVEL 1 OFFICE BUILDING 853 HIAWATHA PL S SEATTLE, WA 98144 T7.01 TELECOM DETAILS CONTACT:JIM YAMAGUCHI T7.02 TELECOM DETAILS WAREHOUSE jy@nakanoassociates.com TEL: (206)292-9392 SECURITY SE0.01 SECURITY LEGEND AND GENERAL NOTES AUDIO/VISUAL THE GREENBUSCH GROUP SE2.01 SECURITY DEVICE PLAN - LEVEL 1 1900 W NICKERSON ST, SUITE 201 SE7.01 ACCESS CONTROL DETAILS SEATTLE, WA 98119 SE7.02 ACCESS CONTROL DETAILS CONTACT: ADAM JENKINS adamj@greenbusch.com SE7.03 ACCESS CONTROL PANEL ELEVATION AND DETAILS TEL: (206)378-0569 FIRE PROTECTION HEATED PARKING FP0.01 FIRE SPRINKLER COVER SHEET COST PRODIMS FP0.02 FIRE SPRINKLER SITE PLAN 1 FUEL ISLAND ESTIMATOR 520 KIRKLAND WAY, SUITE 301 KIRKLAND, WA 98033 FP0.03 FIRE SPRINKLER SITE PLAN 2 CONTACT: DENNIS TESCHLOG FP1.01 LEVEL 1 FIRE SPRINKLER PLAN dteschlog@prodims.com FP2.01 SWAY BRACE AND HANGER DETAILS TEL: (425)828-0500 FA1.00 FIRE ALARM COVER SHEET FA2.01 FIRE ALARM PLANS FA3.01 FIRE ALARM DETAILS SCOPE OF WORK LEGAL DESCRIPTION HEATED PARKING SCOPE (BUILDING C.2): ALL OF LOTS 1 AND 2 OF PUBLIC UTILITY DISTRICT NO. 1 OF SNOHOMISH COUNTY ARLINGTON BINDING SITE PLAN, RECORDED IN AUDITOR'S FILE CONSTRUCTION OF A SINGLE STORY 2,160 SF HEATED NUMBER 202105145008. PARKING BUILDING. SITUATED IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. ARCHITECTURAL WORK CONSISTS OF CONSTRUCTION OF EXTERIOR METAL STUD WALL SYSTEMS WITH METAL SIDING; TYPE OF CONSTRUCTION: IIB BATT AND RIGID INSULATION; SBS MODIFIED ROOF SYSTEM; SHEET METAL FLASHING AND TRIM; INTERIOR METAL STUD OCCUPANCY: S WALLS WITH GYPSUM BOARD WITH PAINT FINISH AND CEMENT BOARD WITH HIGH PERFORMANCE REINFORCED TOTAL ENCLOSED BUILDING AREA: 2,080 SF EPOXY COATING, SWING DOORS; SECTIONAL DOORS; AND SPECIALTY EQUIPMENT AND FURNISHINGS AS NOTED ON REFERENCE G1.01-G1.02 FOR ADDITIONAL CODE INFORMATION PLAN. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: STRUCTURAL WORK CONSISTS OF CONCRETE FOOTINGS BUILDING IDENTIFIER: AND FOUNDATIONS; CONCRETE SLAB-ON GRADE; STRUCTURAL METAL ROOF DECK WITH LIGHT WEIGHT CONCRETE TOPPING; STEEL FRAMING WITH STEEL COLUMNS, BEAMS, JOISTS, AND BRACED FRAMES. C.2 MECHANICAL WORK CONSISTS OF HOSE BIBBS, VENTILATION SYSTEM WITH SENSORS, FIRE SPRINKLER SYSTEM, AND SHEET TITLE: UTILITIES. COVER SHEET ELECTRICAL WORK CONSISTS OF POWER AND LIGHTING. ADDITIONAL WORK INCLUDES TELECOM AND SECURITY SYSTEMS AS NOTED IN DRAWINGS. NE CORNER SE CORNER A B LEAD: KW/RM NTS NTS DRAFTER: AM/ES DATE: 03/22/22 SHEET: G0.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 GENERAL NOTES REFERENCE SYMBOLS TRUE 1. THE DRAWINGS ARE INTENDED TO DESCRIBE THE XX XX XX N N AX.XX AX.XX AX.XX OVERALL SCOPE OF WORK. CONTRACTORS SHALL FIELD VERIFY EXISTING CONDITIONS AND ALERT THE ARCHITECT TO ANY CONFLICTS BEFORE BEGINNING BUILDING SECTION INDICATOR WALL SECTION INDICATOR NORTH ARROW WORK. 2. (E) OR 'EXIST. INDICATES EXISTING CONDITION, XX DIMENSION OR DATUM. VERIFY ALL EXISTING AX.XX XX CONDITIONS AND DIMENSIONS ON PROJECT PRIOR TO AX.XX XX COMMENCEMENT OF WORK. 3. DO NOT SCALE DRAWINGS. THE CONTRACTOR SHALL USE DIMENSIONS SHOWN ON THE DRAWINGS AND ENLARGED DETAIL INDICATOR SECTION DETAIL INDICATOR WINDOW INDICATOR ACTUAL FIELD MEASUREMENTS. NOTIFY THE ARCHITECT OF ANY DISCREPANCIES WITH DRAWINGS. XX XX 4. TYPICAL WALL SECTIONS, FINISHES, AND DETAILS ARE NOT INDICATED EVERYWHERE THEY OCCUR ON XX PLANS, ELEVATIONS, AND SECTIONS. REFER TO AX.XX AX.XX XX AX.XX XX DETAILED DRAWINGS. CONTRACTOR TO PROVIDE AS IF DRAWN IN FULL. 5. NOTHING IN THE DRAWINGS SHALL BE CONSTRUED TO XX PERMIT AN INSTALLATION IN VIOLATION OF EXTERIOR ELEVATION INDICATOR INTERIOR ELEVATION INDICATOR APPLICABLE CODES. ALL WORK PERFORMED UNDER THIS CONTRACT SHALL BE IN FULL ACCORDANCE WITH THE LATEST RULES, REGULATIONS, RESTRICTIONS, REQUIREMENTS, AND CODES OF THE GOVERNING MATCH LINE X JURISDICTIONS. SEE XX/AX.XX AX.X.X 6. ALL WORK SHALL CONFORM TO APPLICABLE BUILDING AND ENERGY CODES. MATCH LINE INDICATOR DRAWING REVISION INDICATOR WALL TYPE INDICATOR (REFER TO A6.0 FOR LEGEND) 7. GENERALLY PLAN DIMENSIONS SHOWN ARE TO FACE OF CONCRETE, FACE OF CMU, AND FACE OF STUD, X.X X.X UNLESS NOTED OTHERWISE. X.X 8. ADHESIVES, CAULKING AND SEALANTS. USE PRIMERS AS REQUIRED BY MANUFACTURER. BACKING RODS OR X.X TAPE AS RECOMMENDED BY MANUFACTURER AND PER SPECIFICATIONS. 9. CONTRACTOR SHALL VERIFY LOCATION OF ALL COLUMN GRIDLINE INDICATOR KEYNOTE & FLAGNOTE EXISTING UTILITIES AND PROTECT AS REQUIRED MATERIAL PRIOR TO COMMENCEMENT OF WORK. 10. CONTRACTOR TO VERIFY ALL DIMENSIONS, XX'-XX" EL XXX.XX EL. XXX'-XX" MEASUREMENTS AND CONDITIONS BEFORE XXXXXXX MAT BEGINNING WORK. ANY DISCREPANCIES, ERRORS OR X'-X" OMISSIONS TO BE BROUGHT TO THE ATTENTION OF HEIGHT THE ARCHITECT/ DISTRICT IMMEDIATELY. DATUM INDICATOR/WORK POINT SPOT ELEVATION INDICATOR CEILING HEIGHT/MATERIAL INDICATOR 11. UNLESS OTHERWISE NOTED, ALL ANGLES TO BE RIGHT ANGLES, ALL LINES WHICH APPEAR PARALLEL ARE TO EXXXX EQUIPMENT INDICATOR BE PARALLEL, AND ALL ITEMS WHICH APPEAR ROOM X XXXX FIXTURE INDICATOR (NON-RATED PARTITION) CENTERED ARE TO BE CENTERED. CONTRACTOR TO NAME FXXXX FURNITURE INDICATOR (1-HOUR RATED PARTITION) BE RESPONSIBLE FOR MAINTAINING ALL LINES TRUE, XXXX LEVEL, PLUMB, AND SQUARE. G XXXX GRAPHIC/SIGNAGE INDICATOR (2-HOUR RATED PARTITION) 12. CONTRACTOR SHALL MAINTAIN CURRENT RECORD ROOM INDICATOR MISCELLANEOUS INDICATORS DRAWINGS FOR ARCHITECT'S PERIODIC REVIEW. 13. SHOP DRAWINGS. PROVIDE SHOP DRAWINGS FOR THE ARCHITECT/DISTRICT APPROVAL AND AS REQUIRED BY THE SPECIFICATIONS AND LOCAL JURISDICTION PRIOR XX TO CONSTRUCTION. 14. SEE DIVISION 1 SPECIFICATIONS FOR PHASING AND REVISION ACCESS REQUIREMENTS. (DOOR) OPENING INDICATOR PARTITIONS (AS NOTED ON CODE PLAN) 15. CONTRACTOR TO COORDINATE ALL OPERATIONS WITH DISTRICT, INCLUDING: SITE ACCESS, MATERIALS STORAGE, AND STAGING, INTERRUPTION OF PLAN SYMBOLS ELECTRICAL AND MECHANICAL SERVICES AND TIMING DATE OF NOISY AND DISRUPTIVE OPERATIONS. CONTRACTOR TO VERIFY SEQUENCE OF WORK WITH NO. DISTRICT. FE MOUNTED TO WALL WITH NEW BRACKET FE IN WALL-MOUNTED FUTURE (AS NOTED ON PLANS) CABINET TYPE OF WORK FIRE EXTINGUISHERS RCP SYMBOLS STANDARD LIGHT FIXTURES CEILING HEIGHT/ CEILING-MOUNTED MISC ITEMS MATERIAL INDICATOR HVAC DIFFUSERS CEILING-MOUNTED MATERIAL (SIZE AND TYPE PER 2'X2' LIGHT FIXTURE MECHANICAL DRAWINGS) CEILING-MOUNTED MAT HVAC RETURNS/EXHAUSTS 2'X4' LIGHT FIXTURE X'-X" (SIZE AND TYPE PER HEIGHT MECHANICAL DRAWINGS) CEILING-MOUNTED 1'X4' LIGHT FIXTURE CEILING-MOUNTED ACCESS PANEL 12x12 UNO PENDANT -MOUNTED LIGHT FIXTURE CEILING FINISHES M OCCUPANCY SENSOR WALL-MOUNTED OTS P PHOTO SENSOR STRIP LIGHT FIXTURE GYP BD SOUND CANCELATION DEVICE DOWNLIGHT ACP SD SMOKE DETECTOR SCONCE-TYPE (WALL-MOUNTED) WD CLNG S SPEAKER LIGHT MTL C SECURITY CAMERA SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 CEILING-MOUNTED EXIT LIGHT PROJECT: FIRE SPRINKLER BUILDING IDENTIFIER: WALL-MOUNTED EXIT LIGHT FIRE ALARM WIFI C.2 SHEET TITLE: GENERAL NOTES & SYMBOLS LEAD: KW/RM DRAFTER: ES DATE: 03/22/22 SHEET: G0.02 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A B C PHONE (206)624-4222 FAX (206)624-4226 99 SF 300 1 32" ELEC ROOM 3 34" 102 1 FE 34" 32" 1 49'-3" FE FIRE EXTINGUISHER - OFCI, 4 PLACES 1888 SF 300 7 HEATED PARKING 101 31'-4" FE FE 2 2 TOP OF STORED PRODUCT 32" 2 TO BE LESS THAN 12 FT AFF. 32" (NO HIGH PILED STORAGE) 34" 34" TRUE LEGEND CODE PLAN N 1 SCALE:1/8" = 1'-0" FLOOR AREA XX SF FLOOR AREA PER OCCUPANT OCCUPANT XX TOTAL OCCUPANTS OCCUPANT LOAD LOAD TAG XX ROOM NAME ROOM OCCUPANCY NET AREA PER OCCUPANT TWO EXITS TEXT ROOM NUMBER NUMBER ROOM NAME CLASSIFICATION AREA OCCUPANT LOAD REQUIRED XX 101 HEATED PARKING STORAGE 1888 SF 300 SF 7 NO REQUIRED CAPACITY WIDTH (BASED ON 102 ELEC ROOM ELECTRICAL/STORAGE 99 SF 300 SF 1 NO EGRESS CAPACITY FACTOR (0.15" X Total 1987 SF 8 OCCUPANT, WITH SPRINKLER SYSTEM) PER REQUIRED IBC SECTION 1005.3.2, EXCEPTION 1, BUT REVISION CAPACITY NOT LESS THAN 32" PER IBC SECTION WIDTH AT XX" XX" XX 1010.1.1 NON-STAIR MEANS OF EGRESS REQUIREMENTS NUMBER OF OCCUPANTS USING EXIT/PATH LOCATIONS PROVIDED CLEAR WIDTH (REFER TO DOOR DATE SCHEDULE FOR PANEL SIZE) TABLE 1006.2.1 MAXIMUM COMMON PATH OF EGRESS TRAVEL: NO. OCCUPANT OCCUPANTS LOAD AT XX ALLOWED PROVIDED EGRESS OCCUPANCY S-1 100' (SPRINKLERED) N/A TRAVEL DISTANCE PATH OF XX' EGRESS TABLE 1017.2 EXIT ACCESS TRAVEL DISTANCE, NOT TO EXCEED: ALLOWED PROVIDED EMERGENCY E OCCUPANCY S-1 250' (SPRINKLERED) 48'-10" LIGHT ILLUMINATED EXIT SIGN FIRE EXTINGUISHER CABINET FEC FIRE EXTINGUISHER FE FIRE ALARM F PULL STATION 1 HOUR RATED WALL SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: BUILDING CODE SUMMARY & PLAN LEAD: KW/RM DRAFTER: AM/ES DATE: 03/22/22 SHEET: G1.01 SHEET OF AIR BARRIER / ENVELOPE PERFORMANCE REQUIREMENTS ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 1. INSTALL A CONTINUOUS BUILDING AIR BARRIER SYSTEM OVER THE ENTIRE EXTERIOR ENVELOPE (ROOF, WALLS, AND FLOOR) SEPARATING THE INTERIOR CONDITIONED AIR FROM THE EXTERIOR UNCONDITIONED AIR. THE CONTINUOUS AIR BARRIER SYSTEM INCLUDES AIR TIGHT CONNECTIONS TO ANY PENETRATIONS, WINDOWS, DOORS, LOUVERS, AND BETWEEN ADJACENT DIFFERENT TYPES OF AIR BARRIER SYSTEMS. 2. THE PROJECT SHALL COMPLY WITH THE 2018 WASHINGTON STATE ENERGY CODE FOR COMMERCIAL BUILDINGS SECTION C402.5 AIR LEAKAGE -THERMAL ENVELOPE (MANDATORY). 3. THE AIR BARRIER SHALL BE TESTED IN ACCORDANCE WITH ASTM E 779 AND SHALL NOT EXCEED 0.25 CFM/FT2 (ALTERNATE) AT 0.3 IN WATER GAUGE. 4. A REPORT THAT INCLUDES THE TESTED SURFACE AREA, FLOOR AREA, AIR BY VOLUME, STORIES ABOVE GRADE, AND LEAKAGE RATES SHALL BE SUBMITTED TO THE BUILDING OWNER AND THE CODE OFFICIAL. 5. IF THE TESTED RATE EXCEEDS THAT DEFINED HERE BY UP TO 0.15 CFM/FT2, A VISUAL INSPECTION OF THE AIR BARRIER SHALL BE CONDUCTED AND ANY LEAKS NOTED SHALL BE SEALED TO THE EXTENT PRACTICABLE. AN ADDITIONAL REPORT IDENTIFYING THE CORRECTIVE ACTIONS TAKEN TO SEAL AIR LEAKS SHALL BE SUBMITTED TO THE BUILDING OWNER AND THE CODE OFFICIAL AND ANY FURTHER REQUIREMENT TO MEET THE LEAKAGE AIR RATE WILL BE WAIVED. 6. IF THE TESTED RATE EXCEEDS 0.40 CFM/FT2, CORRECTIVE ACTIONS MUST BE MADE AND THE TEST COMPLETED AGAIN. A TEST ABOVE 0.40 CFM/FT2 WILL NOT BE ACCEPTED. (6.0 - IF NO RENEWABLE ENERGY) 2018 WASHINGTON STATE ENERGY CODE - SECTION C402 BUILDING ENVELOPE REQUIREMENTS 1. NEW BUILDING UNDER 2018 WSEC, COMMERCIAL PROVISIONS, TO ADHERE TO COMPONENT PERFORMANCE AIR BARRIER KEYNOTES ALTERNATIVE MEASURES FOR INSULATIVE VALUES (WSEC C402.1.5) CLIMATE ZONE: SNOHOMISH COUNTY MARINE 4C TABLES C402.1.3 & C402.1.4 1 EXTERIOR WALL - APPLIED AIR / WRB SYSTEM ENVELOPE / INSULATION PRESCRIPTIVE PATH: MINIMUM R VALUE MAXIMUM U FACTOR 2 ROOF - SELF-ADHERED AIR / VAPOR BARRIER SYSTEM ROOFS: METAL BUILDINGS R-25 + R-11 LS + U-0.031 MIN. 1/2", R-3.5 3 FLOOR - CONCRETE SLAB AIR / VAPOR BARRIER SYSTEM THERMAL SPACER BLOCK WALLS: METAL BUILDINGS R-19ci OR R-13 + R-13ci U-0.052 SLAB ON GRADE FLOORS - UNHEATED R-10 FOR 24" VERTICAL F-0.54 OPAQUE DOORS - NON-SWINGING R-4.75 U-0.34 LEGEND OPAQUE DOORS - SWINGING N/A U-0.37 OPAQUE DOORS - GARAGE < 14% N/A U-0.31 (U=0.057 SPECIFIED) BUILDING AIR BARRIER TABLE C402.4 ENVELOPE FENESTRATION: N/A - NO FENESTRATION IN PROJECT PRESSURE BOUNDARY C402.4 MAX VERTICAL FENESTRATION AREA: N/A - NO FENESTRATION IN PROJECT SEE WSEC COMPLIANCE FORMS FOR ADDITIONAL INFORMATION. FULLY CONDITIONEDHEATED ONLY SEE SHEET A6.01 FOR DOORS. SEE SHEET A7.01 FOR ASSEMBLIES AND ROOF. GENERAL NOTES 1. THESE PLANS AND SECTIONS ARE DIAGRAMMATIC AND INTENDED ONLY TO SHOW WHOLE BUILDING AIR BARRIER SYSTEM PRESSURE BOUNDARY TO BE TESTED. REFER TO BUILDING PLANS, ASSEMBLIES, SECTIONS AND DETAILS FOR ACTUAL AIR BARRIER SYSTEM LOCATIONS AND EXTENTS. 2 1 C B A 1 REVISION 2 A4.01 DATE NO. 2 2 1 1 TOP OF WALL TOP OF WALL 17' - 0" 17' - 0" 1 1 ELEC ROOM 102 HEATED PARKING HEATED 101 PARKING 10' - 0" 101 LEVEL ONE LEVEL ONE 0' - 0" 0' - 0" 3 3 CROSS SECTION - BUILDING ENVELOPE LONGITUDINAL SECTION - BUILDNG ENVELOPE 1 2 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: ENERGY CODE - BUILDING ENVELOPE REQUIREMENTS LEAD: KW/RM DRAFTER: AM/ES DATE: 03/22/22 SHEET: G1.02 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 HALEY & ALDRICH, INC. 3131 ELLIOTT AVENUE, #600 SEATTLE, WA 98121 PHONE (206)324-9530 WWW.HALEYALDRICH.COM 1/20/2022 NOTES: A B C 1. ALL FOOTINGS SHOULD BEAR UPON 2 FEET OF COMPACTED CRUSHED SURFACING BASE COURSE [WSDOT SECTION 9-0.3.9(3)] ABOVE APPROVED SUBGRADE. IF SUITABLE SOILS EXIST AT THE FOUNDATION LOCATIONS, AS DETERMINED BY THE PROJECT GEOTECHNICAL ENGINEER, THE LOWER 6 INCHES OF BASE COURSE MAY BE REPLACED BY IN-PLACE SOILS COMPACTED TO A FIRM AND NONYIELDING CONDITION. 2. ALL BASE COURSE AND GRAVEL BORROW SHOULD BE COMPACTED TO 95 PERCENT RELATIVE COMPACTION (ASTM D1557). 3. THE 2 FEET OF COMPACTED BASE COURSE SHOULD EXTEND A MINIMUM OF 1 FOOT OUTWARDS FROM THE EDGE OF ALL FOOTINGS, IN EACH DIRECTION. 1 SEE NOTES 1 THROUGH 3 FOR SUBGRADE PREPARATION RE4UIREMENTS FOR ALL FOOTINGS 1 GI0.01 REVISION 2 DATE NO. FLOOR SLAB (SEE STRUCTURAL) EXAMPLE FOOTING (SEE STRUCTURAL) 15 MIL VAPOR RETARDER COMPACTED GRAVEL BORROW 4-IN CAPILLARY BREAK MIN. FOUNDATION AND FIRST FLOOR PLAN 1/8" = 1'-0"1 1-FT MIN. 1-FT MIN. COMPACT SUBGRADE BELOW CAPILLARY BREAK TO A FIRM AND NONYIELDING CONDITION 18-IN 6-IN CRUSHED SURFACING BASE COURSE [WSDOT SECTION 9-03.9(3)A] NATIVE SUBGRADE LOWER SIX INCHES MAY CONSISTS OF COMPACTED NATIVE SUBGRADE AT ENGINEER'S DISCRETION (SEE NOTE 1) BUILDING C.2 FOUNDATION SUBGRADE PREPARATION 1 SCALE: NOT TO SCALE GI0.01 SNOHOMISH COUNTY PUD NORTH COUNTY COMMUNITY OFFICE HEATED PARKING 17601 59TH AVE NE ARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: FOUNDATION GROUND IMPROVEMENT LEAD: PNC DRAFTER: RLC DATE: 1/18/2022 SHEET: GI0.01 SHEET OF A B C A B C ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 2 1 1 2 1 1 SEATTLE, WA 98104 A4.01 A3.01 A4.01 A4.01 A3.01 A4.01 PHONE (206)624-4222 4" CONCRETE PAD FAX (206)624-4226 50' - 0" INSIDE FACE 51' - 9" OF GIRT 25' - 0" 25' - 0" MECH UNIT, SEE 0' - 10 1/2" 25' - 0" 25' - 0" 0' - 10 1/2" MECH DRAWINGS 3' - 5 1/2" PRE-FINISHED METAL PRE-FINISHED METAL GUTTER ELR DOWNSPOUT A15.0.8 A17.0.8 PRE-FINISHED METAL 101A DOWNSPOUT 2' - 8 1/2" S S 1 1 ACP FA FACP M S 5 S 0' - 10 1/2" 4' - 3" 102A 8 A8.01 6 10' - 4" ELR 8' - 9" SERVICE SINK 7 WITH EYE WASH. A1.0.6 A1.0.6 ELEC ROOM A15.0.8 SEE PLUMBING 4" VTR 102 SEE MECHANICAL LATERAL BRACING 99 SF A17.0.8 A17.0.8 EQ. 12' - 6" J J 4 4 S RIDGE TRENCH DRAIN,TYP. S A3.01 A3.01 METAL SEE PLUMBING 0' - 0" AFF ROOFING 2 TRENCH DRAIN 2 4" / 1'-0" PANEL 2 A3.01 -0' - 2" BELOW FF A3.01 TRENCH DRAIN -0' - 2" BELOW FF 2 41' - 9" 101E HEATED 101B 40' - 0" 1 A8.01 3 PARKING 14' - 0" 3 3 101 A4.01 A4.01 CENTERED ON 1888 SF 4 SECTIONAL DOOR, TYP. PRE-FINISHED METAL S S RIDGE CAP J J 4" / 1'-0" EQ. METAL 6' - 0" ROOFING TYP. PANEL 2 LATERAL BRACING 12' - 0" 12' - 0" 2 2 M S S REVISION S S 101D 101C " . 0 P BOLLARD, TYP. - Y PERIMETER A17.0.8 INSIDE PRE-FINISHED METAL ELR ' 5 T ELR DOWNSPOUT 0' - 0" AFF FACE DATE 0' - 10 1/2" 3 3 OF GIRT A3.01 A3.01 NO. PRE-FINISHED METAL PRE-FINISHED METAL 3' - 6" 4' - 6" PAINT STRIPING AT 11' - 0" DOWNSPOUT GUTTER TYP. DOORS, SEE DETAIL 3/A2.01, TYP. TRUE TRUE ROOF PLAN N FLOOR PLAN N 1 2 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" 4' - 6" 4" WIDE YELLOW " 0 PAINT LINES - ' 5 1 ' - 0 " 4 5 Â° STRIPING DETAIL 3 SCALE:1/2" = 1'-0" SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 KEYPLAN SHEET TITLE: PLANS LEAD: KW/RM DRAFTER: AM/ES DATE: 03/22/22 SHEET: A2.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 A B C A B C 1 2 1 2 A3.01 1 A4.01 A4.01 A4.01 A4.01 50' - 0" 51' - 9" 25' - 0" 25' - 0" LIGHT FIXTURE PER ELEC 0' - 10 1/2" 25' - 0" 25' - 0" 0' - 10 1/2" 0' - 10 1/2" 1 1 101A M M GYP 10' - 0" ELEC ROOM CABINET 102A 102 STORAGE WORK BENCHES (OFOI) (OFOI) ELEC ROOM 102 CROSS-ARM STORAGE (OFOI) M BRACED BAY TIE-RODS, TYP. M 4 A3.01 2 2 HOT-STICK A3.01 RACKS (OFOI) 101E 101B 40' - 0" TRUCK 40' - 0" (OFOI) HEATED 3 3 PARKING A4.01 A4.01 101 RIDGE LINE HEATED PARKING 101 FLAGGER STORAGE (OFOI) HOT-STICK M OPEN TO M RACKS SHELF STORAGE (OFOI) STRUCTURE (OFOI) RACK STORAGE, 2 NOT TO EXCEED 12' HIGH (OFOI) REVISION 101C DATE 101D 2 2 M NO. 0' - 10 1/2" 3 A3.01 TRUE TRUE REFLECTED CEILING PLAN FFE FLOOR PLAN 1 N 2 N SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 KEYPLAN SHEET TITLE: PLANS LEAD: KW / RM DRAFTER: AM / ES DATE: 03/22/22 SHEET: A2.02 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 C 1 B 2 A 2 3 1 A4.01 A4.01 A4.01 PRE-FINISHED PRE-FINISHED METAL METAL EAVE FLASHING ROOF RIDGE RIDGE CAP ROOF RIDGE METAL ROOFING 24' - 10 1/2" 24' - 10 1/2" PRE-FINISHED METAL ROOF TRIM PANEL PRE-FINISHED METAL DOOR PRE-FINISHED TRIM CONTINUOUS METAL PRE- SECTIONAL DOOR BAR STYLE ROOF TRIM, TYP. FINISHED SNOW GUARD 9' - 4" PRE-FINISHED METAL PRE-FINISHED METAL METAL GUTTER GUTTER GUTTER TOP OF WALL TOP OF WALL 17' - 0" 17' - 0" PRE-FINISHED METAL PRE-FINISHED METAL PRE-FINISHED DOWNSPOUT DOWNSPOUT METAL PRE- DOWNSPOUT WALL MOUNTED LIGHT FINISHED FIXTURE, SEE ELECTRICAL PRE-FINISHED METAL METAL CORNER TRIM, TYP. LOUVER, SEE DOWNSPOUT PRE-FINISHED METAL MECHANICAL PANEL SIDING METAL SIDING WALL ASSEMBLY (FROM INTERIOR TO EXTERIOR): ELECTRICAL EQUIPMENT. PEMB FRAME SEE ELECTRICAL. PRE-FINISHED METAL LINER PANEL MECH UNIT, SEE PRE-FINISHED VAPOR RETARDER 14' - 0" R-30 BATT INSULATION IN GIRT CAVITY MECHANICAL METAL 8" WIND GIRTS DRAWINGS CORNER TRIM, TYP. R-0.75 MIN. THERMAL SPACER BLOCK / 10' - 0" BREAK STRIP 4" CONCRETE PRE-FINISHED METAL PANEL SIDING PAD LEVEL ONE LEVEL ONE 0' - 0" 0' - 0" POWER OUTLET NORTH ELEVATION EAST ELEVATION 1 2 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" REVISION DATE A B C 1 2 NO. 2 1 3 A4.01 A4.01 A4.01 PRE-FINISHED METAL BUILDING ID SIGN PRE-FINISHED EAVE FLASHING METAL ROOF RIDGE RIDGE CAP ROOF RIDGE PRE-FINISHED METAL ROOF TRIM METAL ROOFING 24' - 10 1/2" 24' - 10 1/2" PANEL PRE-FINISHED METAL DOOR TRIM CONTINUOUS PRE-FINISHED BAR STYLE METAL ROOF TRIM, PRE- SECTIONAL DOOR SNOW GUARD TYP. FINISHED METAL PRE-FINISHED METAL PRE-FINISHED METAL GUTTER GUTTER GUTTER TOP OF WALL TOP OF WALL 17' - 0" 17' - 0" PRE-FINISHED METAL PRE-FINISHED METAL PRE- DOWNSPOUT DOWNSPOUT FINISHED METAL WALL MOUNTED PRE- PRE-FINISHED DOWNSPOUT LIGHT FIXTURE, FINISHED METAL CORNER WALL MOUNTED SEE ELECTRICAL METAL TRIM TYP. LIGHT FIXTURE, DOWNSPOUT PRE-FINISHED METAL SEE ELECTRICAL PANEL SIDING PRE-FINISHED WALL MOUNTED METAL PANEL LIGHT FIXTURE, SIDING SEE ELECTRICAL 12' - 3" PRE-FINISHED METAL CORNER TYP. TRIM, TYP. 10' - 0" 10' - 0" 1' - 5" LEVEL ONE LEVEL ONE 0' - 0" 0' - 0" POWER OUTLET LOUVER, POWER OUTLET SEE MECHANICAL SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: SOUTH ELEVATION WEST ELEVATION BUILDING IDENTIFIER: 3 4 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" C.2 SHEET TITLE: ELEVATIONS LEAD: KW/RM DRAFTER: AM/ES DATE: 03/22/22 SHEET: A3.01 SHEET OF 2 1 2 1 40' - 0" 40' - 0" ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 INSIDE FACE 3 INSIDE FACE INSIDE FACE 3 INSIDE FACE PHONE (206)624-4222 OF GIRT A4.01 OF GIRT OF GIRT A4.01 OF GIRT FAX (206)624-4226 SUPPORT 1'-0" 1'-0" 6 SECTIONAL DOOR TRACK BACK TO 4" 4" A4.01 STRUCTURE TOP OF WALL 17' - 0" TOP OF WALL 16' - 0" 17' - 0" MAINTAIN CLEAR OF ALL EXHAUST FAN ELEC, MECH, & SPRINKLER STENCIL NOTE ON PLYWOOD DECK : WORK "DO NOT USE FOR STORAGE 3' - 6" MAINTENANCE ACCESS ONLY" MANUAL DOOR OPERATOR ELEC ROOM PEMB MANUFACTURER TO PROVIDE (TYP. OF 2) 102 SUPPORT FOR CEILING AT EXTERIOR HEATED WALL HEATED PARKING PARKING 101 101 11' - 10 1/2" 10' - 0" LEVEL ONE LEVEL ONE 0' - 0" 0' - 0" TRENCH DRAIN -0' - 2" BELOW FF CROSS SECTION - GRID B CROSS SECTION 1 2 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" C B A 25' - 0" 25' - 0" TYPICAL ROOF ASSEMBLY 1 A (FROM INTERIOR TO EXTERIOR): INSIDE FACE SUPPORT SECTIONAL INSIDE FACE OF GIRT DOOR TRACK BACK 1 2 OF GIRT BANDING, LONGITUDINAL & TRANSVERSE TO STRUCTURE A4.01 A4.01 VAPOR RETARDER PRE-FINISHED METAL RIGID FRAME-1 R-25 UNFACED BATT INSULATION ROOF TRIM, TYP. 5 R-11 UNFACED BATT INSULATION A4.01 PURLIN R-3.5 THERMAL SPACER BLOCK PRE-FINISHED METAL ROOFING PANEL REVISION SPRINKLER PIPING TO FOLLOW SLOPE OF ROOF, PRE-FINISHED METAL ROOF TRIM TYP. TOP OF WALL DATE 17' - 0" METAL SIDING WALL ASSEMBLY 16' - 0" CONTINUOUS (FROM INTERIOR TO EXTERIOR): NO. BAR STYLE MAINTAIN CLEAR OF ALL SNOW GUARD PEMB FRAME EXPOSED ELEC, MECH, & PRE-FINISHED METAL LINER PANEL LATERAL BRACING SPRINKLER VAPOR RETARDER WORK R-30 BATT INSULATION IN GIRT CAVITY 8" WIND GIRTS THERMAL SPACER BLOCK OR BREAK STRIP PRE-FINISHED TOP OF WALL PRE-FINISHED METAL PANEL SIDING METAL INTERIOR 17' - 0" LINER PANEL PEMB MFR TO ADJUST HEATED CABLE ANCHOR POINTS AS REQUIRED PARKING TO PROVIDE 101 CLEARANCE FOR DOOR AT CENTER OF BAY LEVEL ONE SECTIONAL 0' - 0" DOOR WIND GIRTS PER PEMB MANUFACTURER LONGITUDINAL SECTION PEMB RIGID FRAME, 1 3 BEYOND SCALE:1/4" = 1'-0" METAL WALL PANEL WALL ASSEMBLY CONC CURB HEATED PER PLAN METAL LINER PANEL SS HEMMED COVER HEATED (EXTERIOR) PARKING (EXTERIOR) LAP CURB 1 1/2" FLASHING W/ (+) SLOPE PARKING 101 & SOLDERED END 101 DAMS AT ENDS 0' - 8" PAVEMENT 0' - 6" 0' - 4" LEVEL ONE VAPOR BARRIER 0' - 0" BELOW SLAB XPS INSUL (R-15) 4 SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 0' - 6" 6" HIGH CONCRETE TAP-CON ANCHOR, A4.01 PROJECT: CURB VAPOR BARRIER BELOW SLAB SPACED 4' O.C. BUILDING IDENTIFIER: SELF ADHERED FOOTING PER FOOTING PER STRUCTURAL FLASHING STRUCTURAL LEVEL ONE LEVEL ONE C.2 SUBGRADE 0' - 0" 0' - 0" DAMPPROOFING SHEET TITLE: BUILDING & WALL SECTIONS LEAD: KW/RM DRAFTER: AM/ES FOOTING DETAIL WALL SECTION WALL SECTION 2 DATE: 03/22/22 4 6 5 SHEET: SCALE:1 1/2" = 1'-0" SCALE:1/2" = 1'-0" SCALE:1/2" = 1'-0" A4.01 SHEET OF ROLLUDA ARCHITECTS, INC. ROOM FINISH SCHEDULE 105 S MAIN ST, #323 SEATTLE, WA 98104 FLOOR WALL CEILING PHONE (206)624-4222 FAX (206)624-4226 N E S W NUMBER NAME MATL FINISH BASE MATL FINISH MATL FINISH MATL FINISH MATL FINISH MATL FINISH COMMENTS 101 HEATED PARKING CONC SEALED - MLP PF MLP PF MLP PF MLP PF OTS PRIME & PAINT EXPOSED STRUCTURE 102 ELEC ROOM CONC SEALED RB GWB PT GWB PT GWB PT GWB PT GWB PT PRIME & PAINT EXPOSED STRUCTURE ROOM FINISH LEGEND MLP = METAL LINER PANEL, PF = PRE-FINISHED DOOR SCHEDULE DOOR FRAME DETAILS FIRE HARDWARE MARK WIDTH HEIGHT THICKNESS TYPE MATL FINISH RATING GLAZING U VALUE TYPE MATL FINISH RELITE HEAD JAMB SILL SET COMMENTS 101A 3' - 0" 7' - 0" 1 3/4" B HM PT IG 0.37 MAX 1 HM PT - 17 ELECTRIC LOCK - FAIL SECURE; CARD READER 101B 16' - 0" 16' - 0" 2" C STL PT - - 0.057 2 STL PT - 20 DOOR OPERATOR 101C 3' - 0" 7' - 0" 1 3/4" B HM PT IG 0.37 MAX 1 HM PT - 17 ELECTRIC LOCK - FAIL SECURE; CARD READER 101D 3' - 0" 7' - 0" 1 3/4" B HM PT IG 0.37 MAX 1 HM PT 17 ELECTRIC LOCK - FAIL SECURE; CARD READER 101E 16' - 0" 16' - 0" 2" C STL PT - - 0.057 2 STL PT - 20 DOOR OPERATOR 102A 3' - 0" 7' - 0" 1 3/4" A HM PT - - 0.37 MAX 1 HM PT - 17 ELECTRIC LOCK - FAIL SECURE; CARD READER DOOR LEGEND: DOOR SCHEDULE - NOTES DOOR HARDWARE SCHEDULE FF: FACTORY FINISH HM: HOLLOW METAL Hardware Group #17 1. VERIFY ALL ROUGH OPENINGS AND JAMB DEPTHS PRIOR TO ORDERING. PT: PAINT SG: SAFETY GLASS STL: STEEL 2 ea. Hinges FBB199NRP 4.5 x 4.5 US32D STANLEY 2. U VALUE OF ALL EXTERIOR HM DOORS TO BE .37 OR BETTER. 1 ea. Electrified Hinge CC8-FBB199 4.5 x 4.5 US32D STANLEY IG: INSULATED GLAZING 1 ea. Electrified Lockset 45HW7DEU 15M w/ 630 BEST 3. LOCATE DOOR 4" FROM ADJACENT WALL AT HINGE SIDE TYPICAL UNO. Brass Construction Core 1 ea. Final Core 1C72 - BEST 4. COORDINATE / PROVIDE SECURITY & LOW VOLTAGE WIRING / KEY CARD 1 ea. Closer/Stop Arm QDC113 689 STANLEY ACCESS AT CARD READERS SEE ELECTRICAL. 1 ea. Threshold 172A FHSL14 - PEMKO 1 ea. Door Bottom 315CN - PEMKO 1 ea. Weather Strip S88D (Head & Jambs) - PEMKO 1 ea. Rain Guard 346C - PEMKO 1 ea. Power Supply By Access Control Contractor - - 1 ea. Door Position Switch By Access Control Contractor - - 1 ea. Card Access Reader By Access Control Contractor - - Hardware Group #20 All Hardware By Door Manufacturer REVISION DATE 0' - 2" 0' - 2" WIDTH NO. HEIGHT 0' - 2" FINISHED FLOOR TYPE 1 TYPE 2 SINGLE DOOR SECTIONAL DOOR FRAME TYPES SCALE:1/4" = 1'-0" WIDTH WIDTH WIDTH 0' - 6" 0' - 6" HEIGHT 0' - 6" IMPACT RESISTANT BOTTOM SECTION HEIGHT HEIGHT 3' - 6" 3' - 0" FINISHED FLOOR A B C SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: DOOR TYPES BUILDING IDENTIFIER: SCALE:1/4" = 1'-0" C.2 SHEET TITLE: SCHEDULES - ROOM, DOOR, & DOOR HARDWARE LEAD: KW/RM DRAFTER: AM/ES DATE: 03/22/22 SHEET: A6.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 WALL LEGEND TYPICAL PARTITION CONFIGURATION NOTES SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 WALL TYPE FIRE RATING CORE THICKNESS STRUCTURE 1. THE PARTITION TYPE DESIGNATION IS A 4 DIGIT 3. ALSO SEE EXTERIOR WALL SECTIONS AND 6. ALL GYPSUM BOARD IS TO BE 5/8" THICK, TYPE 10. SEE STRUCTURAL FOR SIZE, GAUGE AND/OR CORE MATERIAL ASSEMBLY # CODE THAT INCLUDES THE CORE TYPE & DETAILS FOR ADDITIONAL WALL/PARTITION "X", UNO. REINFORCEMENT. ASSEMBLY CONFIGURATION, FIRE RATING FRAMING NOT SPECIFICALLY IDENTIFIED ON A MTL STUD # (SEQUENTIAL 0 NOT RATED 1 1 1/2" FRAMING STUDS AND GWB, WHERE OCCURS, (WHERE APPLICABLE), & CORE THICKNESS. AN 'S' THE FLOOR PLANS. 7. SEE PROJECT SPECIFICATIONS FOR LIGHT # FOR WALL CONTINUOUS TO UNDERSIDE OF AT THE END OF THE CODE INDICATES AN GAGE METAL SUPPORT FRAMING AND B CMU ASSEMBLY) 1 1 HOUR 2 2 1/2" FRAMING STRUCTURE ACOUSTICAL WALL ASSEMBLY 4. ALL FIRE RATED ASSEMBLIES ARE BASED ATTACHMENT, GYPSUM BOARD, THERMAL BRACE WHERE REQUIRED. BRACING UPON IBC/ICC, UL, US GYPSUM AND CURRENT INSULATION, ACOUSTIC TREATMENT, TRIM, 3 3 5/8" FRAMING NOT ALLOWED WHEN STRUCTURE IS CORE TYPE & ASSEMBLY EDITION OF GYPSUM ASSOCIATION FIRE AND ACCESSORIES. OPEN TO VIEW IN PUBLIC AREAS UNO. FIRE RATING RESISTANCE DESIGN MANUAL GA-600. FIRE 4 4" FRAMING CORE THICKNESS RATED PARTITIONS ARE TO BE CONSTRUCTED 8. BLOCKING / BACKING IS REQUIRED AT THE CEILING AS SCHEDULED IN ACCORDANCE WITH THE REQUIREMENTS FOLLOWING LOCATIONS: 6 6" FRAMING 'S' INDICATES OF THE TESTING AGENCY(IES) LISTED. REFER A. WALL MOUNTED CABINETS ACOUSTICAL INSULATION TO SPECIFIC TEST REPORTS FOR REQUIRED B. WALL MOUNTED ACCESSORIES AND 8 8" FRAMING SEE PARTITION CONSTRUCTION TYPES WALL TYPE TAG: A#.#.#S COMPONENTS AND ASSEMBLY. EQUIPMENT C. WALL MOUNTED DOORSTOPS # OR AS NOTED, SEE 5. ALL NON-STRUCTURAL PARTITIONS ARE TO BE D. WALL MOUNTED DOOR HOLD-OPEN DETAIL FLOOR 2. PARTITION TYPE INDICATORS ARE NOTED ON CONSTRUCTED IN ACCORDANCE WITH THE DEVICES AND OR CLOSERS FLOOR PLANS. SEE CODE PLANS FOR REQUIREMENTS OF THE SPECIFICATIONS, E. OTHER LOCATIONS AS REQUIRED BY LOCATION AND EXTENT OR LIMITS OF RATED MATERIALS MANUFACTURER, AND INDUSTRY THE ARCHITECT AND INDUSTRY PARTITIONS. STANDARDS. STANDARDS. F. HANDRAILS CORE CORE METAL PANEL PER ELEVATIONS CORE METAL PANEL PER ELEVATIONS R-30 BATT INSULATION R-30 BATT INSULATION HEATED ELECTRICAL CONTINUOUS MEMBRANE OR CONTINUOUS MEMBRANE OR PARKING ROOM FACING (INSTALLED SEPARATELY FACING (INSTALLED SEPARATELY OR ADHERED TO INSUL) OR ADHERED TO INSUL) PRE-FINISHED METAL LINER PANEL FRP PANEL WIND GIRTS PER PEMB WIND GIRTS PER PEMB 5/8" GYPSUM SHEATHING 5/8" GYPSUM SHEATHING MANUFACTURER MANUFACTURER MTL STUDS (HOT DIPPED MTL STUDS (HOT DIPPED R-0.75 MIN. THERMAL SPACER R-0.75 MIN. THERMAL SPACER GALVANIZED, MIN. G90) GALVANIZED, MIN. G90) BLOCK OR BREAK STRIP BLOCK OR BREAK STRIP 5/8" GWB 5/8 GYPSUM PRE-FINISHED METAL LINER PANEL WALL TYPE A1 WALL TYPE A4 WALL TYPE A15 WALL TYPE A17 SCALE:1" = 1'-0" SCALE:1" = 1'-0" SCALE:1" = 1'-0" SCALE:1" = 1'-0" STANDING SEAM R-11 UNFACED ROOF PANEL BATT INSULATION EXTERIOR PANEL CLIP R-25 UNFACED REVISION TOP 3/4" F.T. PLYWOOD BATT INSULATION THERMAL SPACER BLOCK, MIN. 1/2" CONTINUOUS MEMBRANE FRAMING PER STRUCTURAL (6" JOISTS THICK AND MIN. R-3.5 AND VAPOR RETARDER AT 16" O.C. WHERE NONE INDICATED) (CONCEALS PURLIN) DATE PURLIN PER PEMB MANUFACTURER METAL BANDING, NO. LONGITUDINAL AND TRANSVERSE 5/8" GYP BD CEILING FINISH PER ROOM SCHEDULE INTERIOR BOTTOM ROOF ASSEMBLY GYP BD CEILING SCALE:1" = 1'-0" SCALE:1" = 1'-0" SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: DETAILS -WALL ASSEMBLIES LEAD: KW/RM DRAFTER: AM/ES DATE: 03/22/22 SHEET: A7.01 SHEET OF 2 1 A B C ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 INSIDE FACE INSIDE FACE OF INSIDE FACE RIGID FRAME-1 INSIDE FACE OF GIRT OF GIRT GIRT OF GIRT SPRINKLER LINES TO FOLLOW LINE SPRINKLER PIPING EXPOSED OF ROOF, TYP. TO FOLLOW SLOPE LATERAL BRACING OF ROOF, TYP. 16' - 0" MAINTAIN CLEAR OF ALL ELEC, MECH, & EXPOSED SPRINKLER 1' - 6" VENT PIPING WORK PRE-FINISHED METAL LINER GRILLE REGISTER FRP PANELS AND PANEL SEE MECHANICAL CHASE WALL AT 8'-0" AFF SERVICE SINK AND EYEWASH STATION PRE-FINISHED 4" EXPOSED CONCRETE BASE METAL LINER PANEL 8' - 6" 4" EXPOSED 8' - 3 1/2" CONCRETE BASE 101 HEATED PARKING - WEST 1 101 HEATED PARKING - NORTH SCALE:1/4" = 1'-0" 2 SCALE:1/4" = 1'-0" 1 2 C B A INSIDE FACE INSIDE FACE OF GIRT OF GIRT INSIDE FACE OF GIRT RIGID FRAME-1 INSIDE FACE OF GIRT SPRINKLER LINES TO FOLLOW LINE OF ROOF, TYP. SPRINKLER PIPING TO FOLLOW 16' - 0" 16' - 0" SLOPE OF ROOF, MAINTAIN MAINTAIN CLEAR OF TYP. CLEAR OF ALL ELEC, MECH, & ALL ELEC, SPRINKLER WORK REVISION MECH, & SPRINKLER WORK PRE-FINISHED METAL LINER EXPOSED PANEL TYP. DATE LATERAL BRACING PRE-FINISHED NO. METAL LINER LIGHT SWITCH, TYP. PANEL PEMB MFR TO ADJUST CABLE ANCHOR POINTS AS REQUIRED TO PROVIDE CLEARANCE FOR DOOR 4" EXPOSED AT CENTER OF BAY 8' - 3 1/2" TYP. CONCRETE BASE 4" EXPOSED CONCRETE BASE POWER OUTLET, TYP. 101 HEATED PARKING - EAST 101 HEATED PARKING - SOUTH 3 4 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" A A AIR INTAKE LOUVER 1' - 3" FUEL ISLAND EQUIPMENT, SEE FUEL ISLAND ELECTRICAL GWB / PT-1 DRAWINGS GWB / PT-1 GWB / PT-1 ELECTRICAL E SPOUT OUTLET R L EQUIPMENT, SEE E X GWB / PT-1 "8 T A D ELECTRICAL - N M AN X ' E " A 8' - 6" 3 C R 84 H @ O E O M" N T T 6 U N 3 ," E 8 C FINISHED FLR 1 @ LIGHT SWITCH POWER OUTLET FIRE EXTINGUISHER EYE WASH (EW) (FE) SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: 102 ELEC ROOM - NORTH 102 ELEC ROOM - EAST 102 ELEC ROOM - SOUTH 102 ELEC ROOM - WEST MOUNTING HEIGHTS BUILDING IDENTIFIER: 5 6 7 8 9 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE:1/2" = 1'-0" C.2 SHEET TITLE: INTERIOR ELEVATIONS GENERAL NOTES: 1. CONDUITS AND DEVICE BOXES TO BE SURFACE MOUNTED ON METAL WALL PANELS WITHIN THE HEATED PARKING AREA. LEAD: KW/RM DRAFTER: AM/ES DATE: 03/22/22 SHEET: A8.01 SHEET OF GENERAL: WIND DESIGN DATA: SUBMITTALS: SLUMP REQUIRED FOR PROPER PLACEMENT SHALL BE DETERMINED BY CONTRACTOR AND SUPPLIER, AND INCLUDED IN MIX DESIGN SUBMITTALS. FIELD MEASURED SLUMP SHALL CONFORM TO SUBMITTED CONCRETE MIX STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS AND ALL SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT FOR REVIEW PRIOR TO FABRICATION OR DESIGN. SLUMP SHALL CONFORM TO ASTM C94. WIND BASE SHEAR VW (N-S) = 75 KIPS ROLLUDA ARCHITECTS, INC. OTHER CONTRACT DOCUMENTS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS V CONSTRUCTION OF THESE ITEMS: 105 S MAIN ST, #323 W (E-W) = 50 KIPS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY THE ARCHITECT OF ALL DISCREPANCIES PRIOR TO SEATTLE, WA 98104 TOPPING SLABS ON METAL DECK: AT SLABS ON METAL DECK, ACCOUNT FOR DEFLECTION OF BEAMS AND METAL PHONE (206)624-4222 CONSTRUCTION. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE BUILDING LAYOUT DIMENSIONS ANALYTICAL PROCEDURE DIRECTIONAL PROCEDURE, ASCE 7 CHAPTER 27 CONCRETE MIX DESIGN STRUCTURAL STEEL DECK DURING PLACEMENT OF WET CONCRETE SUCH THAT TOP OF SLAB ELEVATION IS SCREEDED OFF LEVEL. FAX (206)624-4226 (GRID LAYOUTS, SITE COORDINATES, ETC). AMONGST ALL TRADES, INCLUDING SHOP FABRICATED ITEMS. TYPE OF STRUCTURE RIGID (ASCE 7 SECTION 26.9.2) CONCRETE REINFORCING STEEL DECK ADDITIONAL SLAB THICKNESS MAY VARY FROM - 0" TO + 1" TO ACCOMMODATE DEFLECTIONS. REFER TO DECK MANUFACTURER'S LITERATURE FOR APPROXIMATE DECK DEFLECTION VALUES. NOTIFY STRUCTURAL ENGINEER IF DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT BASIC WIND SPEED V = 110 MPH, ULTIMATE 3 SECOND GUST (ASCE 7 FIG 26.5-1A - 26.5-1D) EMBEDDED ITEMS IN CONCRETE TOTAL DEFLECTION EXCEEDS 1". CAMBERED BEAMS ARE DESIGNED TO BE APPROXIMATELY FLAT WHEN RISK CATEGORY IV SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF SUPPORTING THE WEIGHT OF WET CONCRETE. NOT ALL BEAMS ARE DESIGNED WITH CAMBER. 728 134th Street SW Suite 200 CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND ENGINEER. EXPOSURE CATEGORY B (ASCE 7 SECTION 26.7.3) CONTRACTOR SHALL REVIEW AND STAMP SUBMITTALS PRIOR TO SUBMISSION. DIMENSIONS AND QUANTITIES Everett, Washington 98204 ARE CONTRACTOR'S RESPONSIBILITY AND WILL NOT BE REVIEWED. CONTRACTOR SHALL BE RESPONSIBLE Ph: 425.741.3800 INTERNAL PRESSURE COEFFICIENT 0.18 (ASCE 7 FIGURE 26.11-1) FOR ALL MATERIALS PLACED PRIOR TO RECEIPT OF REVIEWED SHOP DRAWINGS. CONTRACTOR SHALL ALLOW MASS CONCRETE: CONCRETE PLACED IN MONOLITHIC PLACEMENTS WHERE THE MINIMUM OF ALL THREE www.reidmiddleton.com ALL TYPICAL DETAILS AND NOTES SHOWN ON THESE DRAWINGS ARE PART OF THE CONSTRUCTION A MINIMUM OF 10 WORKING DAYS FOR REVIEW. DIMENSIONS EXCEEDS 2'-6" SHALL BE CONSIDERED MASS CONCRETE AND SHALL BE SUBJECT TO THE APPLICABLE Â©Copyright 2022 Reid Middleton, Inc. CONTRACT AND SHALL BE PROVIDED BY THE CONTRACTOR. TYPICAL DETAILS MAY NOT NECESSARILY BE ENCLOSURE CLASSIFICATION ENCLOSED (ASCE 7 SECTION 26.10.1) REQUIREMENTS OF ACI 301, CHAPTER 8. INDICATED ON THE PLANS, BUT SHALL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. DIRECTIONALITY FACTOR Kd = 0.85 : MWFRS (ASCE 7 TABLE 26.6-1) SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF HAN CR AT O SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE ASTM C150 TYPE III CEMENT IS PROHIBITED. UNLESS OTHERWISE SPECIFIED, USE MODERATE OR LOW HEAT OF N F WASH C TOPOGRAPHIC FACTOR Kzt = 1.0 (ASCE 7 SECTION 26.8) L O IN K CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT BY INDICATING WHICH MATERIAL IS INTENDED TO BE HYDRATION CEMENT, BLENDED HYDRAULIC CEMENT WITH MODERATE OR LOW HEAT OF HYDRATION PROPERTIES, U E G E T T R A CONTRACTOR-INITIATED CHANGES: SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT FOR A O P FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS OR PORTLAND CEMENT WITH FLY ASH, POZZOLAN, OR GROUND-GRANULATED BLAST-FURNACE SLAG. ADDITIVES T N APPROVAL AT LEAST 10 WORKING DAYS PRIOR TO FABRICATION AND CONSTRUCTION. CHANGES SHOWN GUST EFFECT FACTOR G = 0.85 (ASCE 7 SECTION 26.9.1) CONTAINING CALCIUM CHLORIDE ARE PROHIBITED. APPROVED RETARDING, RETARDING HIGH-RANGE WATER S SPECIAL CONCENTRICALLY IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT S ON SHOP DRAWINGS OR SUBMITTALS ONLY WILL NOT SATISFY THIS REQUIREMENT. P T R DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY REDUCING, OR RETARDING PLASTICIZING ADMIXTURE SHALL BE USED. R R E R U E O C 37358 N E F T GI E THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. ES URAL EN IN SIO ENG CONTRACTOR RESPONSIBILITIES: DRAWINGS REPRESENT DESIGN OF STRUCTURE IN COMPLETED FORM. COMPONENTS AND CLADDING WIND PRESSURES NAL 8/22 THE TEMPERATURE OF CONCRETE AT TIME OF PLACEMENT SHALL NOT EXCEED 90 DEGREES FAHRENHEIT PER 2/2 CONTRACTOR SHALL BE RESPONSIBLE FOR METHODS, SEQUENCES, AND SAFETY PRECAUTIONS DEFERRED SUBMITTALS: DRAWINGS AND CALCULATIONS FOR BIDDER-DESIGNED COMPONENTS, SEALED BY ASTM C94. THE AMBIENT TEMPERATURE AT TIME OF PLACEMENT SHALL NOT EXCEED 90 DEGREES FAHRENHEIT REQUIRED TO PERFORM WORK. COMPONENTS AND CLADDING PRESSURE VALUES NOTED BELOW ARE BASED ON A 10 SQUARE-FOOT AREA. ACTUAL THE WASHINGTON STATE REGISTERED PROFESSIONAL STRUCTURAL ENGINEER RESPONSIBLE FOR THE OR BE LESS THAT 35 DEGREES FAHRENHEIT. THE MAXIMUM INTERNAL TEMPERATURE DURING CURING SHALL NOT DESIGN ELEMENTS MAY VARY AND SHOULD BE VERIFIED BASED ON SUPPLIER REQUIREMENTS. SEE DEFERRED DESIGN, SHALL BE SUBMITTED TO THE ARCHITECT FOR REVIEW OF GENERAL CONFORMANCE WITH THE EXCEED 160 DEGREES FAHRENHEIT. CONFORM TO THE REQUIREMENTS OF ACI 305.1 AND ACI 306.1 FOR HOT-WEATHER AND COLD-WEATHER CONCRETING, RESPECTIVELY. IF COOLING METHODS ARE EMPLOYED, THEY CONTRACTOR SHALL DESIGN AND PROVIDE TEMPORARY SHORING AND BRACING OF ALL STRUCTURAL SUBMITTAL REQUIREMENTS FOR ADDITIONAL INFORMATION. DESIGN OF THE BUILDING. DEFERRED SUBMITTALS INCLUDE: SHALL NOT INCREASE THE WATER-CEMENT RATIO OR SLUMP BEYOND ALLOWABLE LIMITS. THE CONCRETE SHALL MEMBERS, EXISTING CONSTRUCTION, AND SOIL EXCAVATION AS REQUIRED. SHORING AND BRACING SHALL BE COOLED GRADUALLY SO THAT THE SURFACE TEMPERATURE DROP DOES NOT EXCEED 20 DEGREES NOT BE REMOVED UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE CURTAIN WALL AND STOREFRONT SYSTEMS ROOF ZONE 1: 16/-43 PSF (ASCE 7 FIGURE 30.5-1) FAHRENHEIT IN ANY 24-HOUR PERIOD AFTER PLACEMENT. DRAWINGS, AND MATERIALS HAVE ACHIEVED DESIGN STRENGTH. SEISMIC BRACING AND ANCHORAGE OF MECHANICAL UNITS AND FIXTURES ROOF ZONE 1': 16/-28 PSF (ASCE 7 FIGURE 30.5-1) FALL ARREST STRUCTURE AND ANCHORAGE ROOF ZONE 2: 16/-54 PSF (ASCE 7 FIGURE 30.5-1) PRE-ENGINEERED METAL BUILDING SYSTEM SUBMIT DETAILED PROCEDURES, MATERIALS, MIX DESIGNS, AND THE TEST RESULTS INCLUDING HEAT OF ALL STRUCTURAL SYSTEMS COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY ROOF ZONE 3: 16/-71 PSF (ASCE 7 FIGURE 30.5-1) HYDRATION TEST DATA PER ASTM C186 TO THE ENGINEER BEFORE CONSTRUCTION OF MASS CONCRETE. THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE HORIZONTAL ZONE 4: 28/-29 PSF (ASCE 7 FIGURE 30.5-1) SUBMITTALS OF BIDDER-DESIGNED COMPONENTS SHALL INCLUDE LOCATIONS, MAGNITUDES, AND WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. DIRECTIONS OF ALL FORCES TRANSFERRED TO THE STRUCTURE. CALCULATIONS SUBMITTED FOR SHOTCRETE WHERE SHOWN ON THE DRAWINGS, SHALL BE INSTALLED IN ACCORDANCE WITH IBC SECTION 1908. HORIZONTAL ZONE 5: 28/-34 PSF (ASCE 7 FIGURE 30.5-1) BIDDER-DESIGNED COMPONENTS ARE FOR INFORMATION ONLY AND WILL NOT BE REVIEWED. REINFORCING LAP SPLICES SHALL BE DETAILED ON SHOP DRAWINGS AS NON-CONTACT LAP SPLICES WITH A DISCREPANCIES: IN CASE OF DISCREPANCIES BETWEEN DRAWINGS, SPECIFICATIONS, REFERENCE MINIMUM OF 2 INCHES CLEARANCE BETWEEN BARS. STANDARDS, OR GOVERNING CODE, THE MORE STRINGENT REQUIREMENTS SHALL GOVERN. CONTRACTOR EARTHQUAKE DESIGN DATA: SEISMIC BRACING AND ANCHORAGE OF MECHANICAL UNITS AND OTHER MECHANICAL AND ELECTRICAL SHALL NOTIFY THE ARCHITECT AND ENGINEER OF DISCREPANCIES AND OBTAIN DIRECTION PRIOR TO FIXTURES NOT SPECIFICALLY SHOWN ON THE PROJECT DRAWINGS SHALL BE DESIGNED BY A REGISTERED SHOTCRETE MAY BE USED IN LIEU OF OTHER CAST-IN-PLACE CONCRETE WALLS NOT SPECIFICALLY CALLED OUT AS SHOTCRETE WALLS, WHERE APPROVED. SHOTCRETE WILL NOT BE PERMITTED ON PILASTERS OR COLUMNS. PROCEEDING. NOTES ON INDIVIDUAL STRUCTURAL DRAWINGS SHALL TAKE PRIORITY OVER GENERAL THE SEISMIC-FORCE-RESISTING SYSTEM, ANALYTICAL PROCEDURE, AND SEISMIC BASE STRUCTURAL ENGINEER IN THE STATE WHERE THE PROJECT IS LOCATED. THE MECHANICAL AND ELECTRICAL STRUCTURAL NOTES. NOTED DIMENSIONS TAKE PRECEDENCE OVER SCALED DIMENSIONS. DO NOT SCALE DRAWINGS. SHEAR ARE PROVIDED BY THE PRE-ENGINEERED METAL BUILDING (PEMB) DESIGNER IN CONTRACTORS MUST RETAIN THE SERVICES OF A STRUCTURAL ENGINEER AND IS RESPONSIBLE FOR ALL COSTS SHOTCRETE WILL NOT BE PERMITTED AT OTHER HEAVILY REINFORCED CONCRETE UNLESS TEST PANELS ARE APPROVED. CONTRACTOR SHALL SUBMIT PROPOSED LOCATIONS OF SHOTCRETE WALLS FOR REVIEW. ACCORDANCE WITH 2018 IBC, AND WASHINGTON STATE AMENDMENTS. RELATED TO THE PURCHASE AND INSTALLATION OF SEISMIC BRACING AND ANCHORAGE OF THEIR SYSTEMS. SPECIFICATIONS: REFER TO SPECIFICATIONS FOR INFORMATION IN ADDITION TO THESE NOTES AND DRAWINGS. SEISMIC-FORCE-RESISTING SYSTEM: TO BE DETERMINED BY PRE-ENGINEERED METAL BUILDING SUPPLIER EMBEDDED ITEMS: CONDUIT AND SLEEVES SHALL NOT BE EMBEDDED IN OR PASS THROUGH CONCRETE CONCRETE: WITHOUT APPROVAL. ALUMINUM ITEMS SHALL NOT BE EMBEDDED IN CONCRETE. SUBMIT CONDUIT LAYOUT AND ANALYTICAL PROCEDURE: MODAL RESPONSE ANALYSIS ARCHITECTURAL: REFER TO ARCHITECTURAL DRAWINGS FOR ELEVATIONS, SLOPES, DEPRESSIONS, EMBEDDED ITEM PLANS TO THE ARCHITECT FOR REVIEW BY ENGINEER PRIOR TO PLACING CONCRETE. NON-BEARING WALLS, FASCIA, ELEVATORS, STAIRS, CURBS, DRAINS, RAILINGS, WATERPROOFING, FINISHES, ETC. SEISMIC BASE SHEAR: VE(N-S) = 395 KIPS (STRENGTH LEVEL) REFERENCE STANDARDS: CONCRETE SHALL CONFORM TO ALL REQUIREMENTS OF THE FOLLOWING (ASCE 7 SECTION 12.8.1) VE(E-W) = 395 KIPS (STRENGTH LEVEL) BONDING AGENT SHALL BE EPOXY RESIN BASED CONFORMING TO ASTM C881, TYPE V, GRADE 2. USE WHERE DOCUMENTS, EXCEPT AS MODIFIED BELOW: NEW CONCRETE IS PLACED AGAINST PREVIOUSLY PLACED OR EXISTING CONCRETE. PLACE IN STRICT SPECIAL INSPECTION PER IBC SECTION 1704, SHALL BE PERFORMED BY AN AGENCY APPROVED BY THE BUILDING SEISMIC RESPONSE COEFFICIENT: CS(N-S) = 0.225 ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS, INCLUDING PREPARATION OF EXISTING SURFACES. OFFICIAL AND AS OUTLINED IN THE STRUCTURAL INSPECTION SCHEDULES. ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE " (ASCE 7 SECTION 12.8.1.1) Cs (E-W) = 0.225 ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" NON-SHRINK GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 6,000 PSI AT 28 DAYS, BUT NOT STRUCTURAL OBSERVATION SHALL BE PERFORMED PER IBC SECTION 1704.6. SEISMIC IMPORTANCE FACTOR Ie 1.5 (OCCUPANCY CATEGORY IV, ASCE 7 TABLE 1.5-2) LESS THAN THE MATERIAL ON WHICH IT IS PLACED UPON. ACI 304 "GUIDE FOR MEASURING, MIXING, TRANSPORTING, AND PLACING CONCRETE" SITE CLASS D (ASCE 7 SECTION 11.4.2) ACI 311 "GUIDE FOR CONCRETE INSPECTION" FORM CAMBER: CONCRETE FORMWORK SHALL HAVE BUILT-IN CAMBER TO COMPENSATE FOR FORM CODES: RISK CATEGORY IV (ASCE TABLE 1.5-1) SAG UNDER WET CONCRETE LOAD. IN ADDITION TO STRUCTURAL CAMBER NOTED ON DRAWINGS, SS = 1.05 (ASCE 7 SECTION 11.4.1) ACI SP-15 * "FIELD REFERENCE MANUAL" ONE-WAY SLABS SHALL BE CAMBERED 1/1000 OF THE SPAN, UNLESS NOTED OTHERWISE. BUILDING CODE: ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE S1 = 0.38 (ASCE 7 SECTION 11.4.1) DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2018 EDITION, AS AMENDED BY SDS= 0.60 (ASCE 7 SECTION 21.4) * A COPY SHALL BE KEPT IN THE CONTRACTOR'S FIELD OFFICE AT ALL TIMES. CONSTRUCTION JOINTS IN WALLS SHALL BE KEYED IN ACCORDANCE WITH TYPICAL CONSTRUCTION THE STATE OF WASHINGTON. SD1= 0.72 (ASCE 7 SECTION 21.4) JOINT DETAILS SHOWN ON DRAWINGS OR, AT CONTRACTOR'S OPTION, SHALL BE AN INTENTIONALLY MATERIALS: ROUGHENED CONSTRUCTION JOINT DEFINED BY THE FOLLOWING: SEISMIC DESIGN CATEGORY D (ASCE 7 SECTION 11.6) STANDARDS: REFERENCE TO ASTM AND OTHER STANDARDS SHALL MEAN THE LATEST EDITION REFERENCED IN THE 2018 IBC, UNLESS NOTED IN THESE DOCUMENTS OR DESIGNATED BY THE GOVERNING CODE. RESPONSE MODIFICATION COEFFICIENT, TO BE DETERMINED BY PRE-ENGINEERED METAL BUILDING SUPPLIER CEMENT ASTM C150, C595 SURFACE OF JOINT SHALL BE SAND BLASTED OR ROUGHENED WITH A CHIPPING HAMMER TO EXPOSE AGGREGATE EMBEDDED IN PREVIOUS POUR. SYSTEM OVERSTRENGTH FACTOR, AND * AGGREGATES ASTM C33 REVISION DEFLECTION AMPLIFICATION FACTOR ADMIXTURES ASTM C260, C494, C1017 DESIGN CRITERIA REDUNDANCY FACTOR * * FLY ASH ASTM C618, CLASS F OR C EXPOSED AGGREGATE SHALL PROTRUDE LST2 1/4" MINIMUM. FLOOR AND ROOF DESIGN DATA : THE LFRS WILL CONSISTS OF PRE-ENGINEERED METAL BUILDING MOMENT FRAMES AND ROD-BRACED FRAMES. * AGGREGATES THAT EXHIBIT DELETERIOUS ACTIVITY WHEN EVALUATED IN ACCORDANCE WITH ASTM C33 APPENDIX XI SHALL NOT BE USED. 'SAND EQUIVALENT' FOR FINE AGGREGATE SHALL NOT BE LESS THAN 75. JOINT SURFACE SHALL BE CLEANED AND LST3 DATE LAITANCE REMOVED. IN ADDITION TO THE SELF WEIGHT, THE FOLLOWING LOADS ARE USED FOR DESIGN: GEOTECHNICAL * * MAXIMUM LOSS ON IGNITION SHALL BE 1%. NO. JOINT SHALL BE WETTED AND STANDING LST4 SOIL BEARING SURFACES AND FILL SHALL BE PREPARED IN ACCORDANCE WITH THE GEOTECHNICAL REPORT WATER REMOVED IMMEDIATELY BEFORE CONCENTRATED SUPERIMPOSED AND INSPECTED BY THE OWNER APPOINTED GEOTECHNICAL ENGINEER. CONCRETE MIXES SHALL BE PROPORTIONED TO ACHIEVE A WORKABLE MIX THAT CAN BE PLACED WITHOUT NEW CONCRETE IS PLACED. UNIFORM LIVE LIVE LOAD DEAD LOAD REDUCIBLE SEGREGATION OR EXCESS FREE SURFACE WATER. MIX DESIGNS SHALL BE SUBMITTED [ TO THE ARCHITECT ] LOAD (PSF) (LBS) (PSF) (SEE NOTE) FOR REVIEW BY ENGINEER PRIOR TO USE. COMPLY WITH IBC SECTION 1904. MIXES SHALL MEET OR EXCEED SUBMIT CONSTRUCTION JOINT LAYOUT LST5 GEOTECHNICAL REPORT REFERENCE: GEOTECHNICAL ENGINEERING DESIGN STUDY, THE FOLLOWING CRITERIA : PLAN TO THE ARCHITECT FOR REVIEW BY ADMINISTRATIVE SPACES 80 2,000 5 YES NORTH COUNTY DEVELOPMENT, ARLINGTON, WASHINGTON, PROJECT 19583-00, BY HART CROWSER, ENGINEER PRIOR TO PLACING CONCRETE. DATED JANUARY 15, 2021 SPECIFIED OFFICE PARTITIONS 15 - - NO COMPRESSIVE MAXIMUM EXPOSURE CLASS PARKING AND MAINTENANCE 100 3,000 5 NO STRENGTH (f'c) WATER/CEMENT (ACI 318-14 TABLES COORDINATION: SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS AND DIMENSIONS OF DOOR AND FOOTINGS SHALL BE FOUNDED AT LEAST 18 INCHES BELOW LOWEST ADJACENT EXTERIOR FINISHED GRADE. 19.3.1.1 AND 19.3.2.1) WINDOW OPENINGS IN CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF TYPE OF CONSTRUCTION AT 28 DAYS, UNO RATIO THE OWNER APPOINTED GEOTECHNICAL ENGINEER SHALL APPROVE FOOTING EXCAVATION / PREPARATION MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE CONSTRUCTION. SEE ARCHITECTURAL PRIOR TO PLACEMENT OF ALL FOOTINGS. FOOTING DEPTHS AND ELEVATIONS SHOWN ON DRAWINGS ARE DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER MINIMUM AND FOR GUIDANCE ONLY; CONTRACTOR SHALL ESTABLISH ACTUAL ELEVATIONS IN FIELD. BACKFILL FINISH DETAILS AT EXPOSED CONCRETE SURFACES. WHERE APPLICABLE, LIVE LOADS HAVE BEEN REDUCED PER IBC SECTION 1607.10.2 BEHIND ALL WALLS AND PROVIDE FOR SUBSURFACE DRAINAGE AS RECOMMENDED IN THE GEOTECHNICAL REPORT. CONCRETE EXPOSED TO WEATHER 4,500 PSI 0.45 F2, S0, W0, C1 (EXTERIOR FOUNDATION WALLS, EXTERIOR SNOW DESIGN DATA: FOOTINGS WITHIN 1'-6" OF FINISHED GRADE), SOIL PROFILE TYPE SITE CLASS "D" EXTERIOR SLABS-ON-GRADE ALLOWABLE VERTICAL DESIGN PRESSURE 3,000 PSF GROUND SNOW LOAD Pg = 20 PSF (ASCE 7 FIGURE 7-1) BELOW-GRADE CONCRETE (INTERIOR 4,000 PSI 0.55 F1, S0, W0, C1 FOUNDATIONS AND EXTERIOR FOOTINGS FLAT - ROOF SNOW LOAD Pf = 25 PSF MINIMUM UNIFORM SNOW (MINIMUM SNOW LATERAL EARTH PRESSURE, LEVEL BACKFILL: BELOW 1'-6" FROM FINISHED GRADE) IN ACCORDANCE WITH SEAW WHITE PAPER 8-2010) UNRESTRAINED (ACTIVE) 35 PCF MISCELLANEOUS EXTERIOR CONCRETE 4500 PSI 0.45 F2, S0, W0, C1 SNOW EXPOSURE FACTOR Ce = 0.9 (ASCE 7 TABLE 7-2) (SLABS, SIDEWALKS AND SITE WALLS) RESTRAINED (AT-REST) 55 PCF SNOW LOAD IMPORTANCE FACTOR Is = 1.2 (RISK CATEGORY IV, ASCE 7 SECTION 7.3.3) INTERIOR SLABS-ON-GRADE 4,000 PSI 0.40 * * F0, S0, W0, C1 THERMAL FACTOR Ct = 1.0 (ASCE 7 TABLE 7-3) SEISMIC SURCHARGE 6H (PSF) * * WATER-CEMENTITIOUS MATERIAL RATIO FOR INTERIOR SLABS SHALL BE 0.40 UNLESS OTHERWISE NOTED. ALLOWABLE PASSIVE PRESSURE 325 PCF, FS = 1.5 RAIN LOAD DATA: ALLOWABLE FRICTION COEFFICIENT 0.40, FS = 1.5 CONCRETE MIXES SHALL MEET OR EXCEED THE REQUIREMENTS SPECIFIED ABOVE. MIXES SHALL BE RAIN INTENSITY 1 IN/HR (IBC FIGURE 1611.1) SUBMITTED TO THE ENGINEER AND BUILDING OFFICIAL FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE AND SHALL INCLUDE THE AMOUNTS OF CEMENT, CEMENTITIOUS MATERIAL, FINE AND COARSE RAIN LOAD 18 PSF (IBC FIGURE 1611.1) AGGREGATE, WATER AND ADMIXTURES, AS WELL AS THE WATER-CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 318, CHAPTER 26. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT IN FORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. ADMIXTURES: ALL CONCRETE, INCLUDING SLABS ON GRADE, SHALL HAVE A WATER-REDUCING ADMIXTURE COMPLYING WITH ASTM C494 ADDED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. CALCIUM CHLORIDE OR OTHER CHLORIDE ADMIXTURES SHALL NOT BE USED. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 ALL HORIZONTAL SURFACES EXPOSED TO WEATHER SHALL CONTAIN AN AIR-ENTRAINING AGENT COMPLYING PROJECT: WITH ASTM C260. THE AMOUNT OF ENTRAINED AIR SHALL BE IN ACCORDANCE WITH ACI 318-14 TABLE 19.3.3.1. TESTS FOR AIR CONTENT SHALL BE MADE AT THE DISCHARGE END OF THE TRUCK'S PLACING HOSE IN BUILDING IDENTIFIER: ACCORDANCE WITH ASTM C173. WATER / CEMENT RATIO SHALL BE MEASURED BY WEIGHT AND BE BASED ON TOTAL CEMENTITIOUS C.2 MATERIAL, INCLUDING CEMENT AND POZZOLANS SUCH AS FLY ASH AND SILICA FUME. SHEET TITLE: MAXIMUM AGGREGATE SIZE SHALL BE 1 INCH NOMINAL MAX, BUT NOT MORE THAN 3/4 TIMES THE CLEAR GENERAL DISTANCE BETWEEN REINFORCING BARS NOR 1/5 TIMES THE NARROWEST DIMENSION BETWEEN SIDES OF STRUCTURAL FORMS. MAXIMUM AGGREGATE SIZE FOR SLABS ON GRADE SHALL BE 1/3 TIMES THE SLAB THICKNESS. NOTES LEAD: PNC DRAFTER: RLC DATE: 2/28/2022 SHEET: S0.01 SHEET OF CONCRETE REINFORCEMENT: REFERENCE STANDARDS: CONCRETE REINFORCEMENT SHALL CONFORM TO ALL REQUIREMENTS ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 OF THE FOLLOWING CODES, SPECIFICATIONS, AND STANDARDS, EXCEPT AS MODIFIED BELOW: SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE" ACI SP-66 "ACI DETAILING MANUAL" ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" CRSI "PLACING REINFORCING BARS" CRSI "MANUAL OF STANDARD PRACTICE" 728 134th Street SW Suite 200 Everett, Washington 98204 MSP-1 WRI "WELDED WIRE FABRIC MANUAL OF STANDARD PRACTICE" Ph: 425.741.3800 www.reidmiddleton.com Â©Copyright 2022 Reid Middleton, Inc. MATERIALS: DEFORMED BARS ASTM A615, GRADE 60 HAN CR AT O SEISMIC DEFORMED BARS * ASTM A706, GRADE 60 LOW ALLOY N F WASH C L O IN K SMOOTH WELDED WIRE ASTM A185, Fy = 56KSI (W1.2 AND SMALLER) U E G E T T R A A O P (65 KSI FOR W1.4 AND LARGER) T N S DEFORMED WELDED WIRE ASTM A497, 70 KSI YIELD S P T R R R E R U E DEFORMED BAR ANCHORS ASTM A496, 75 KSI YIELD O C 37358 N E F T GI E BAR SUPPORTS CONFORM TO CHAPTER 3, CRSI MSP-1 ES URAL EN IN SIO ENG NAL 22 WELDED HEADED STUDS ASTM A108 2/28/ * SEISMIC DEFORMED BARS SHALL BE USED FOR LONGITUDINAL REINFORCEMENT IN COLUMNS, PILES, STRUT MEMBERS, COUPLING BEAMS, VERTICAL REINFORCEMENT IN SHEAR WALLS, AND MOMENT FRAMES. ASTM A615, GRADE 60 BARS MAY BE USED IF: ACTUAL YIELD STRENGTH BASED ON MILL TESTS DOES NOT EXCEED THE SPECIFIED STRENGTH BY MORE THAN 18 KSI (RETESTS SHALL NOT EXCEED THIS VALUE BY MORE THAN AN ADDITIONAL 3 KSI) AND RATIO OF ACTUAL TENSILE STRENGTH TO ACTUAL YIELD STRENGTH IS NOT LESS THAN 1.25. IF MILL TEST REPORTS ARE NOT AVAILABLE, LST2 REINFORCEMENT SHALL BE TESTED PER THE SPECIFICATIONS AT THE CONTRACTOR S EXPENSE. REINFORCEMENT SHALL BE PLACED AND SUPPORTED IN ACCORDANCE WITH CRSI MSP-1. REINFORCEMENT SHALL BE DETAILED IN ACCORDANCE WITH ACI SP-66. NO BENDING OR STRAIGHTENING OF REINFORCEMENT WILL BE PERMITTED AFTER PARTIAL EMBEDMENT IN CONCRETE. LAP SPLICE ALL CONTINUOUS REINFORCEMENT IN ACCORDANCE WITH REINFORCEMENT SPLICE AND DEVELOPMENT LENGTH SCHEDULE, SHEET S5.02. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 1 CROSS WIRE SPACING + 2" OR 8" WHICHEVER IS GREATER. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS OTHERWISE NOTED ON THE DRAWINGS OR APPROVED BY THE ENGINEER. WELDING OR TACK WELDING OF REINFORCING BARS OUTSIDE OF PLASTIC HINGE REGIONS TO OTHER BARS OR TO PLATES, ANGLES, ETC IS PROHIBITED, EXCEPT WHERE SPECIFICALLY APPROVED. WHERE WELDING IS APPROVED, IT SHALL BE DONE BY AWS /WABO CERTIFIED WELDERS USING E9018 ELECTRODES. WELDING PROCEDURES SHALL COMPLY WITH AWS-D1.4. MECHANICAL SPLICING OF REINFORCING BARS SHALL BE THE FOLLOWING SYSTEMS AND SHALL DEVELOP A MINIMUM OF 125% OF THE SPECIFIED YIELD STRENGTH OF THE BARS: LENTON STANDARD, LENTON LOCK, LENTON FORMSAVER, DAYTON SUPERIOR BAR LOCK L-SERIES, DAYTON SUPERIOR DBDI MECHANICAL SPLICE SYSTEM. MECHANICAL SPLICES SHALL BE INSTALLED PER MANUFACTURER'S INSTRUCTIONS AND APPLICABLE ICC OR IAPMO EVALUATION REPORTS. REVISION CONCRETE COVER: UNLESS NOTED OTHERWISE, MINIMUM CONCRETE COVER FOR REINFORCEMENT SHALL BE: SLABS ON GRADE 2" BOTTOM DATE INTERIOR WALL FACES 3/4" (#11 AND SMALLER), 1 1/2" (#14 AND #18) EXPOSED FORMED WALL FACES 1 1/2" (#5 AND SMALLER), 2" (#6 AND LARGER) NO. FOOTINGS 3" (EXCEPT 2" TOP AND FORMED SIDES) CONCRETE ANCHORAGE: EXPANSION BOLTS INTO CONCRETE SHALL BE ONE OF THE FOLLOWING. INSTALL PER MANUFACTURER'S INSTRUCTIONS AND APPLICABLE IAPMO OR ICC-ES REPORTS. NOMINAL EMBEDMENT DEPTH SHALL BE AS NOTED BELOW, UNLESS NOTED OTHERWISE. HILTI KWIK BOLT TZ (ESR-1917) 3/8" EXPANSION BOLTS 2 5/16" 1/2" EXPANSION BOLTS 3 5/8" 5/8" EXPANSION BOLTS 4 7/16" 3/4" EXPANSION BOLTS 5 9/16" SIMPSON STRONG-BOLT 2 (ESR 3037) 3/8" EXPANSION BOLTS 2 7/8" 1/2" EXPANSION BOLTS 3 7/8" 5/8" EXPANSION BOLTS 5 1/8" 3/4" EXPANSION BOLTS 5 3/4" DEWALT POWER STUD+ SD2 (ESR 2502) 3/8" EXPANSION BOLTS 2 3/8" 1/2" EXPANSION BOLTS 3 3/4" 5/8" EXPANSION BOLTS 4 7/8" 3/4" EXPANSION BOLTS 5 3/4" EPOXY-GROUTED RODS OR REBAR TO CONCRETE SHALL BE GROUTED WITH ONE OF THE FOLLOWING: HILTI HIT-RE 500-V3 (ESR 3814), HILTI HIT-HY200 (ESR-3187), SIMPSON SET-XP (ESR 2508), OR DEWALT PURE110+ (ESR-3298). INSTALL PER MANUFACTURER'S INSTRUCTIONS AND APPLICABLE IAPMO OR ICC-ES REPORTS. EMBEDMENT DEPTHS SHALL BE AS NOTED BELOW, UNLESS NOTED OTHERWISE. 3/8" ROD OR #3 BAR 4" 1/2" ROD OR #4 BAR 5" 5/8" ROD OR #5 BAR 7" 3/4" ROD OR #6 BAR 9" 7/8" ROD OR #7 BAR 12" 1" ROD OR #8 BAR 15" HEAVY DUTY SCREW ANCHORS INTO CONCRETE SHALL BE SIMPSON TITEN HD (ESR-2713), DEWALT SCREW-BOLT+ (ESR-3889) OR HILTI KWIK HUS EZ (ESR-3027). DRIVE PINS AND OTHER POWDER-ACTUATED FASTENERS SHALL BE ITW RAMSET/RED HEAD (ESR-1799), HILTI XU LOW VELOCITY (ESR-2269), OR DEWALT POWER ACTUATED FASTENERS (ESR-2024). SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: UNDERCUT ANCHORS SHALL BE USP DUC (ESR-1970), HILTI HDA (ESR-1546) OR BUILDING IDENTIFIER: POWERS ATOMIC+ UNDERCUT ANCHOR (ESR-3067). POST-INSTALLED ANCHORS SHALL NOT BE USED AS SUBSTITUTES FOR CAST-IN-PLACE ANCHOR BOLTS OR C.2 REINFORCING STEEL UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. PRODUCT SUBSTITUTES PROPOSED BY THE CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH IAPMO SHEET TITLE: OR ICC-ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. GENERAL STRUCTURAL NO REINFORCING BARS SHALL BE CUT TO PLACE POST-INSTALLED ANCHORS. ALL DEFECTIVE ANCHOR HOLES NOTES SHALL BE GROUTED WITH EPOXY ADHESIVE AND A NEW HOLE DRILLED A MINIMUM OF 3 BOLT DIAMETERS AWAY. LEAD: PNC DRAFTER: RLC DATE: 2/28/2022 SHEET: S0.02 SHEET OF SEE EARTHQUAKE DESIGN DATA SECTION OF THE GENERAL STRUCTURAL NOTES ON S0.01 FOR SEISMIC-FORCE RESISTING-SYSTEMS. SEISMIC BOLTING SPECIAL INSPECTION OF CONCRETE CONSTRUCTION SEISMIC-FORCE-RESISTING SYSTEMS (INCLUDING DRAG STRUTS AND CHORDS) ARE SUBJECT TO SPECIAL INSPECTION IN ROLLUDA ARCHITECTS, INC. QC QA ACCORDANCE WITH THE FOLLOWING SEISMIC AND NON-SEISMIC TABLES. STRUCTURAL SYSTEMS NOT PART OF THE SEISMIC-FORCE- REFERENCED IBC REFERENCED IBC 105 S MAIN ST, #323 VISUAL INSPECTION TASK PRIOR TO WELDING STANDARD VERIFICATION AND INSPECTION CONTINUOUS PERIODIC 1 SEATTLE, WA 98104 RESISTING SYSTEM NEED ONLY BE INSPECTED IN ACCORDANCE WITH NON-SEISMIC TABLES. TASK DOC TASK DOC REFERENCE STANDARD REFERENCE PHONE (206)624-4222 FAX (206)624-4226 PROPER FASTENERS SELECTED FOR THE JOINT DETAIL O - O - 1. INSPECT REINFORCEMENT AND PLACEMENT ACI 318: CH. 20, 25.2, - X 1908.4 STRUCTURAL STEEL SPECIAL INSPECTION PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL O - O - 25.3, 26.6.1 - 26.6.3 CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE 2. REINFORCING BAR WELDING: SPECIAL INSPECTION FOR STRUCTURAL STEEL SHALL BE ACCORDANCE WITH AISC 341, AISC 360, AND THE FOLLOWING INFORMATION. FAYING SURFACE CONDITION AND HOLE PREPARATION, IF O - O - a. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN SPECIFIED, MEET APPLICABLE REQUIREMENTS - X 728 134th Street SW Suite 200 TASK - INDICATES WHETHER TO OBSERVE OR PERFORM (OR BOTH) THE INSPECTION TASK. AISC 341 CH. J 1705.12.1 ASTM A706 Everett, Washington 98204 DOC - THE INSPECTOR SHALL PREPARE REPORTS INDICATING THAT THE WORK HAS BEEN PERFORMED IN ACCORDANCE WITH AWS D1.4 Ph: 425.741.3800 PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION - THE CONTRACT DOCUMENTS. P D P D b. INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM 5/16" - X ACI 318: 26.6.4 www.reidmiddleton.com PERSONNEL OBSERVED FOR FASTENER ASSEMBLIES AND Â©Copyright 2022 Reid Middleton, Inc. O - THESE FUNCTIONS ON A RANDOM, DAILY BASIS, OPERATIONS NEED NOT BE DELAYED PENDING INSPECTIONS. FREQUENCY METHOD USED c. INSPECT ALL OTHER WELDS X - OF OBSERVATIONS SHALL BE ADEQUATE TO CONFIRM THAT THE WORK HAS BEEN PERFORMED INACCORDANCE WITH THE APPLICABLE DOCUMENTS. PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS 3. INSPECT ANCHORS CAST IN CONCRETE - X ACI 318: 17.8.2 - O - O - HAN CR AND OTHER FASTENER COMPONENTS AT O P - PERFORM, FOR EACH JOINT OR MEMBER PRIOR TO THE FINAL ACCEPTANCE OF THE ITEM. 4. INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE N F WASH C L O IN K QC - TASKS INDICATED AS "QC" SHALL BE EXECUTED BY THE FABRICATOR AND ERECTOR IN ACCORDANCE WITH AISC 360 CHAPTER N. QC QA 2 U E G E MEMBERS A T T R REFERENCED IBC A O P QA - TASKS INDICATED AS "QA" SHALL BE EXECUTED BY THE SPECIAL INSPECTOR IN ACCORDANCE WITH AISC 360 CHAPTER N. VISUAL INSPECTION TASK DURING BOLTING T N TASK DOC TASK DOC STANDARD REFERENCE a. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR S S UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED X - ACI 318: 17.8.2.4 - P T R R R E R U E FASTENER ASSEMBLIES PLACED IN ALL HOLES AND WASHER O C 37358 N E STEEL DETAILS O - O - TENSION LOADS F T GI E (IF REQUIRED) ARE POSITIONED AS REQUIRED ES URAL EN IN SIO ENG b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT NAL 8/22 INSPECTION TASKS QC QA REFERENCED JOINT BOUGHT TO THE SNUG TIGHT CONDITION PRIOR TO O - O - DEFINED IN 4a - X ACI 318: 17.8.2 - 2/2 STANDARD THE PRETENSIONING OPERATION AISC 341 CH. J 1705.12.1 5. VERIFY USE OF REQUIRED DESIGN MIX 1904.1, INSPECT THE FABRICATED STEEL AND ERECTED STEEL FRAME TO VERIFY COMPLIANCE WITH FASTENER COMPONENT NOT TURNED BY THE WRENCH 1904.2, THE DETAILS SHOWN ON THE CONSTRUCTION DOCUMENTS, SUCH AS BRACES, STIFFENERS, QC QA AISC 360 CH. N PREVENTED FROM ROTATING O - O - ACI 318: - X 1908.2, MEMBER LOCATIONS AND PROPER APPLICATION OF JOINT DETAILS AT EACH CONNECTION CH. 19, 26.4.3, 26.4.4 1908.3, BOLTS ARE PRETENSIONED PROGRESSING SYSTEMATICALLY O - O - 1908.10 FROM THE MOST RIGID POINT TOWARD THE FREE EDGES 6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS ASTM C 172 WELDING QC QA REFERENCED FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT X - ASTM C 31 1908.10 VISUAL INSPECTION TASK AFTER BOLTING IBC TASK DOC TASK DOC STANDARD REFERENCE TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE ACI 318: 26.4, 26.12 INSPECTION TASKS PRIOR TO WELDING REFERENCED IBC 1908.6, STANDARD REFERENCE DOCUMENT ACCEPTED AND REJECTED CONNECTIONS P D P D AISC 341 CH. J 1705.12.1 7. INSPECT CONCRETE PLACEMENT FOR PROPER APPLICATION X - ACI 318: 26.5 1908.7, TECHNIQUES INSPECTION TASKS PRIOR TO WELDING QC QA 1908.8 WELDING PROCEDURE SPECIFICATIONS (WPSS) AVAILABLE P P 8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE - X ACI 318: 26.5.3-26.5.5 1908.9 AND TECHNIQUES MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE P P COLD-FORMED STEEL DECKS 9. INSPECT PRESTRESSED CONCRETE FOR: MATERIAL IDENTIFICATION (TYPE / GRADE) O O REFERENCED IBC a. APPLICATION OF PRESTRESSING FORCES X - WELDER IDENTIFICATION SYSTEM 1 O O INSPECTION OR EXECUTION TASKS PRIOR TO DECK PLACEMENT QC QA ACI 318: 26.10 - STANDARD REFERENCE b. GROUTING OF BONDED PRESTRESSING TENDONS X - FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY), JOINT PREPARATION, AISC 360 CH. N 1705.2.1 VERIFY COMPLIANCE OF MATERIALS (DECK AND DECK ACCESSORIES) WITH CONSTRUCTION DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL), CLEANLINESS AND AWS D1.1 P P 10. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS - X ACI 318: 26.8 - O O DOCUMENTS, INCLUDING PROFILES, MATERIAL PROPERTIES, AND BASE METAL THICKNESS SDI-QA / QC-2011 1705.2.2 (CONDITION OF STEEL SURFACES), TACKING (TACK WELD QUALITY AND LOCATION), 11. VERIFY IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF BACKING TYPE AND FIT (IF APPLICABLE) DOCUMENT ACCEPTANCE OR REJECTION OF DECK AND DECK ACCESSORIES P P TENDONS IN POST-TENSIONED CONCRETE AND PRIOR TO REMOVAL - X ACI 318: 26.11.2 - CONFIGURATION AND FINISH OF ACCESS HOLES O O REFERENCED IBC OF SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS INSPECTION OR EXECUTION TASKS AFTER DECK PLACEMENT QC QA STANDARD REFERENCE FIT-UP OF FILLET WELDS, DIMENSIONS (ALIGNMENT, GAPS AT ROOT), CLEANLINESS O O 12. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF - X ACI 318: 26.11.1.2 2 - (CONDITION OF STEEL SURFACES), TACKING (TACK WELD QUALITY AND LOCATION) VERIFY COMPLIANCE OF DECK AND ALL DECK ACCESSORIES INSTALLATION WITH CONSTRUCTION THE CONCRETE MEMBER BEING FORMED P P DOCUMENTS CHECK WELDING EQUIPMENT O - 1 WHERE APPLICABLE, SEE ALSO IBC SECTION 1705.12, SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE. SPECIFIC REQUIREMENTS FOR VERIFY DECK MATERIALS ARE REPRESENTED BY THE MILL CERTIFICATIONS THAT COMPLY WITH SDI-QA / QC-2011 1705.2.2 REFERENCED IBC N/A P SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSUED BY AN APPROVED SOURCE IN INSPECTION TASKS DURING WELDING THE CONSTRUCTION DOCUMENTS STANDARD REFERENCE ACCORDANCE WITH 17.8.2 IN ACI 318, OR OTHER QUALIFICATION PROCEDURES. WHERE SPECIFIC REQUIREMENTS ARE NOT PROVIDED INSPECTION TASKS DURING WELDING QC QA DOCUMENT ACCEPTANCE OR REJECTION OF INSTALLATION OF DECK AND DECK ACCESSORIES P P 2 SPECIAL INSPECTION REQUIREMENTS SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL AND SHALL BE APPROVED USE OF QUALIFIED WELDERS O O REFERENCED IBC BY THE BUILDING OFFICIAL PRIOR TO THE COMMENCEMENT OF WORK. INSPECTION OR EXECUTION TASKS PRIOR TO WELDING QC QA STANDARD REFERENCE CONTROL AND HANDLING OF WELDING CONSUMABLES, PACKAGING, EXPOSURE CONTROL O O NO WELDING OVER CRACKED TACK WELDS O O WELDING PROCEDURE SPECIFICATIONS (WPS) AVAILABLE O O NON-STRUCTURAL COMPONENTS SEISMIC REQUIREMENTS FOR NONSTRUCTURAL COMPONENTS ENVIRONMENTAL CONDITIONS, WIND SPEED WITHIN LIMITS, PRECIPITATION AND AISC 360 CH. N MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE O O O O 1705.2.1 SDI-QA / QC-2011 1705.2.2 REFERENCED IBC TEMPERATURE AND AWS D1.1 MATERIAL IDENTIFICATION (TYPE / GRADE) O O VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC STANDARD REFERENCED WPS FOLLOWED, SETTINGS ON WELDING EQUIPMENT, TRAVEL SPEED, SELECTED CHECK WELDING EQUIPMENT O O 1. DESIGNATED SEISMIC SYSTEM 1 WELDING MATERIALS, SHIELDING GAS TYPE / FLOW RATE, PREHEAT APPLIED, INTERPASS O O TEMPERATURE MAINTAINED (MINIMUM / MAXIMUM), PROPER POSITION (F , V , H , OH) INSPECTION OR EXECUTION TASKS DURING WELDING QC QA REFERENCED IBC a. VERIFY THE LABEL, ANCHORAGE AND MOUNTING ASCE 7 STANDARD REFERENCE X 1705.12.4 WELDING TECHNIQUES, INTERPASS AND FINAL CLEANING, EACH PASS WITHIN PROFILE CONFORMS TO THE CERTIFICATE OF COMPLIANCE SECTION 13.2 O O LIMITATIONS, EACH PASS MEETS QUALITY REQUIREMENTS USE OF QUALIFIED WELDERS O O 2. ARCHITECTURAL COMPONENTS REVISION REFERENCED IBC CONTROL AND HANDLING OF WELDING CONSUMABLES O O INSPECTION TASKS AFTER WELDING SDI-QA / QC-2011 1705.2.2 a. ERECTION AND FASTENING OF STANDARD REFERENCE 2 X - 1705.12.5 ENVIRONMENTAL CONDITIONS (WIND SPEED, MOISTURE, TEMPERATURE) O O b. EXTERIOR CLADDING INSPECTION TASKS AFTER WELDING QC QA WPS FOLLOWED O O b. ERECTION AND FASTENING OF INTERIOR AND WELDS CLEANED O O EXTERIOR NON-BEARING WALLS 2 X - 1705.12.5 REFERENCED IBC SIZE, LENGTH AND LOCATION OF WELDS P P INSPECTION OR EXECUTION TASKS AFTER WELDING QC QA STANDARD REFERENCE DATE c. ERECTION AND FASTENING OF INTERIOR AND 2 X - 1705.12.5 WELDS MEET VISUAL ACCEPTANCE CRITERIA, CRACK PROHIBITION, WELD / BASE-METAL P P VERIFY SIZE AND LOCATION OF WELDS, INCLUDING SUPPORT, SIDELAP, AND PERIMETER WELDS P P EXTERIOR VENEER NO. FUSION, CRATER CROSS SECTION, WELD PROFILES, WELD SIZE, UNDERCUT, POROSITY AISC 360 CH. N d. ANCHORAGE OF ACCESS FLOORS X - 1705.12.5.1 1705.2.1 WELDS MEET VISUAL ACCEPTANCE CRITERIA P P ARC STRIKES P P AND AWS D1.1 SDI-QA / QC-2011 1705.2.2 VERIFY REPAIR ACTIVITIES P P e. ROOF COVERINGS X - 1705.12.5 2 k-AREA 2 P P DOCUMENT ACCEPTANCE OR REJECTION OF WELDS P P f. SUSPENDED CEILING SYSTEMS X - 1705.12.5 2 BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED) P P REPAIR ACTIVITIES P P INSPECTION OR EXECUTION TASKS PRIOR TO MECHANICAL FASTENING QC QA REFERENCED IBC 3. PLUMBING, MECHANICAL AND ELECTRICAL COMPONENTS STANDARD REFERENCE DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER P P a. ANCHORAGE OF ELECTRICAL EQUIPMENT FOR X - 1705.12.6 MANUFACTURER INSTALLATION INSTRUCTIONS AVAILABLE FOR MECHANICAL FASTENERS O O EMERGENCY AND STANDBY POWER SYSTEMS 1 THE FABRICATOR OR ERECTOR, AS APPLICABLE, SHALL MAINTAIN A SYSTEM BY WHICH A WELDER WHO HAS WELDED A JOINT OR PROPER TOOLS AVAILABLE FOR FASTENER INSTALLATION O O SDI-QA / QC-2011 1705.2.2 b. ANCHORAGE OF OTHER ELECTRICAL EQUIPMENT X - 1705.12.6 MEMBER CAN BE IDENTIFIED. STAMPS, IF USED, SHALL BE THE LOW-STRESS TYPE. PROPER STORAGE FOR MECHANICAL FASTENERS O O c. INSTALLATION AND ANCHORAGE OF PIPING SYSTEM 2 WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES OR STIFFENERS HAS BEEN PERFORMED IN THE k-AREA, VISUALLY INSPECT IBC DESIGNED TO CARRY HAZARDOUS MATERIALS AND X - 1705.12.6 REFERENCED THE WEB k-AREA FOR CRACKS WITHIN 3 INCHES OF WELD. INSPECTION OR EXECUTION TASKS DURING MECHANICAL FASTENING QC QA THERE ASSOCIATED MECHANICAL UNITS STANDARD REFERENCE d. INSTALLATION AND ANCHORAGE OF DUCTWORK FASTENERS ARE POSITIONED AS REQUIRED O O X - 1705.12.6 SDI-QA / QC-2011 1705.2.2 DESIGNED TO CARRY HAZARDOUS MATERIALS REQUIRED VERIFICATION AND INSPECTION OF SOILS FASTENERS ARE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS O O e. INSTALLATION AND ANCHORAGE OF VIBRATION REFERENCED IBC ISOLATION SYSTEM WHERE THE NOMINAL CLEARANCE REFERENCE IBC INSPECTION OR EXECUTION TASKS DURING MECHANICAL FASTENING QC QA X - 1705.12.6 VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC STANDARD REFERENCE BETWEEN THE EQUIPMENT SUPPORT FRAME AND STANDARD REFERENCE RESTRAIN IS 1/4 INCH OR LESS CHECK SPACING, TYPE, AND INSTALLATION OF SUPPORT FASTENERS P P 1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO - X - 1705.6 4. STORAGE RACK ACHIEVE THE DESIGN BEARING CAPACITY CHECK SPACING, TYPE, AND INSTALLATION OF SIDELAP FASTENERS P P a. ANCHORAGE OF STORAGE RACKS 8 FEET OR GREATER 2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE CHECK SPACING, TYPE, AND INSTALLATION OF PERIMETER FASTENERS P P SDI-QA / QC-2011 1705.2.2 X - 1705.12.7 - X - 1705.6 IN HEIGHT REACHED PROPER MATERIAL VERIFY REPAIR ACTIVITIES P P 1 THE LATERAL FORCE RESISTING SYSTEM SHALL INCLUDE THE BUCKLING RESTRAINED BRACES AND THEIR CONNECTIONS, 3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL - X - 1705.6 DOCUMENT ACCEPTANCE OR REJECTION OF MECHANICAL FASTENERS P P INCLUDING WELDS AND BOLTS. THE LATERAL FORCE RESISTING SYSTEM SHALL ALSO INCLUDE STRUTS AND THEIR MATERIALS CONNECTIONS. 4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES X - - 1705.6 COLD-FORMED STEEL LIGHT GAUGE CONSTRUCTION 2 THE EXCEPTION PROVIDED IN SECTION 1705.12.5 SHALL NOT BE APPLIED TO ARCHITECTURAL ELEMENTS NOTED. INSPECTION DURING PLACEMENT AND COMPACTION OF COMPACTED FILL IS REQUIRED FOR THESE ELEMENTS. 5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC REFERENCED IBC VERIFY THAT SITE HAS BEEN PREPARED PROPERLY - X - 1705.6 STANDARD REFERENCE TESTS 1. WELDING OF SEISMIC OR WIND ELEMENTS X - 1705.12.3 CONCRETE 2. SCREW ATTACHMENT, BOLTING, ANCHORING AND FASTENING OF SHEAR 1705.11.2, WALLS, BRACES, DIAPHRAGMS, COLLECTORS / DRAG STRUTS AND X - a. VERIFICATION OF SPECIFIED CONCRETE COMPRESSIVE STRENGTH, f 'c , IN ACCORDANCE WITH ACI 318-14 SECTION 26.12. 1705.12.3 HOLDOWNS b. VERIFICATION OF SPECIFIED AIR CONTENT, SLUMP, AND TEMPERATURE IN ACCORDANCE WITH ACI 318-14 SECTION 26.12 AT TIMES FRESH CONCRETE IS SAMPLED. c. VERIFICATION OF SPECIFIED SHOTCRETE COMPRESSIVE STRENGTH, f 'c, IN ACCORDANCE WITH IBC 1908.10 AT LEAST ONCE PER SHIFT, BUT NOT LESS THAN 50 CUBIC YARDS OF SHOTCRETE. GEOTECHNICAL SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 a. VERIFICATION OF SPECIFIED FILL CLASSIFICATION MOISTURE CONTENT, AND DENSITY IN ACCORDANCE WITH THE GEOTECHNICAL REPORT. PROJECT: MASONRY BUILDING IDENTIFIER: a. VERIFICATION OF SLUMP OF FLOW AND VISUAL STABILITY INDEX (VSI) AS DELIVERED TO THE PROJECT SITE IN ACCORDANCE WITH SPECIFICATION ARTICLE 1.5 B.1.b.3 FOR SELF CONSOLIDATING GROUT. C.2 b. VERIFICATION OF F'M AND F'AAC IN ACCORDANCE WITH SPECIFICATION ARTICLE 1.4 B PRIOR TO CONSTRUCTION, EXCEPT WHERE SPECIFICALLY EXEMPTED BY THIS CODE. VERIFY SPECIFIED COMPRESSIVE STRENGTH, F'M, OF MASONRY EVERY 5,000 SQUARE FEET DURING CONSTRUCTION. SHEET TITLE: SPECIAL INSPECTION SCHEDULES LEAD: PNC DRAFTER: RLC DATE: 2/28/2022 SHEET: S0.03 SHEET OF ABBREVIATIONS ROLLUDA ARCHITECTS, INC. & AND d PENNYWEIGHT (NAILS) GA GAGE, GAUGE NF NEAR FACE SCHED SCHEDULE 105 S MAIN ST, #323 @ AT (d) DROPPED BEAM GALV GALVANIZED NIC NOT IN CONTRACT SECT SECTION SEATTLE, WA 98104 AB ANCHOR BOLT DB DIVIDER BEAM GB, GR BM GRADE BEAM NLG NAILING SHT SHEET PHONE (206)624-4222 FAX (206)624-4226 ABV ABOVE D-B DESIGN-BUILD GEN GENERAL NOM NOMINAL SHTHG SHEATHING ACI AMERICAN CONCRETE INSTITUTE DBA DEFORMED BAR ANCHOR GL, GLU LAM GLUE LAMINATED WOOD NO, # NUMBER SIM SIMILAR ADDL ADDITIONAL DBL DOUBLE GLB GLUE LAMINATED BEAM N-S NORTH-SOUTH SJI STEEL JOIST INSTITUTE ADJ ADJACENT, ADJUSTABLE DEG, Â° DEGREE GRD GIRDER NS NEAR SIDE SOG SLAB ON GRADE AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION DEMO DEMOLISH, DEMOLITION GRND GROUND NTS NOT TO SCALE SPC SPACE, SPACED, SPACING 728 134th Street SW Suite 200 AISI AMERICAN IRON AND STEEL INSTITUTE DET DETAIL GSN GENERAL STRUCTURAL NOTES SPEC SPECIFICATION Everett, Washington 98204 ALT ALTERNATE DETS DETAILS SPRT SUPPORT Ph: 425.741.3800 OC ON CENTER www.reidmiddleton.com ANCH ANCHOR DF DOUGLAS FIR SQ SQUARE APA AMERICAN PLYWOOD ASSOCIATION DIA DIAMETER HD HOLDOWN OD OUTSIDE DIAMETER SST STAINLESS STEEL Â©Copyright 2022 Reid Middleton, Inc. HDR HEADER O.F. OUTSIDE FACE APPROX APPROXIMATE DIAG DIAGONAL SSH SHORT SLOTTED HOLE HGR HANGER OPNG OPENING AR ANCHOR ROD DIAPH DIAPHRAGM STAG STAGGER, STAGGERED HK HOOK OPP OPPOSITE ATHAN CR ARCH ARCHITECT, ARCHITECTURAL DICA DRILLED-IN CONCRETE ANCHOR STD STANDARD N F WASH OC HORIZ HORIZONTAL OSB ORIENTED STRAND LUMBER L O IN K ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS DIM DIMENSION STIFF STIFFENER U E G E T T R HPT HIGH POINT OSH OVERSIZED HOLE A O A ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS DIST DISTANCE STIR STIRRUP P T N AWS AMERICAN WELDING SOCIETY DL DEAD LOAD HSB HIGH STRENGTH BOLT OWJ OPEN WEB JOIST STL STEEL S HSS HOLLOW STRUCTURAL SECTION S P T R DN DOWN STRUCT STRUCTURAL R R E R U E HT HEIGHT O C 37358 N E DO DITTO PA POWDER ACTUATED SW SHEAR WALL F T GI E B/ BOTTOM OF ES URAL EN IN DP DEEP PCC PRECAST CONCRETE SWS SHEAR WALL SCHEDULE SIO ENG NAL 22 BAL BALANCE DS DRAG STRUT SYMM SYMMETRICAL, SYMMETRY 2/28/ IBC INTERNATIONAL BUILDING CODE PCF POUNDS PER CUBIC FOOT BC BOTTOM CHORD DWG DRAWING ID INSIDE DIAMETER PEN PENETRATION BF BRACED FRAME DWL DOWEL I.F. INSIDE FACE PERP PERPENDICULAR BLDG BUILDING DWLS DOWELS IJ ISOLATION JOINT PL PLATE, PROPERTY LINE T/ TOP OF BLKG BLOCKING IN, " INCH PLCS PLACES T&B TOP AND BOTTOM BM BEAM INCL INCLUDE PLF POUNDS PER LINEAR FOOT T&G TONGUE AND GROOVE BMS BEAMS (E), EXIST EXISTING EA EACH, EPOXY (ADHESIVE) ANCHOR INFO INFORMATION PLWD PLYWOOD TBD TO BE DETERMINED BOF BOTTOM OF FOOTING EE EACH END INT INTERIOR PNL PANEL TC TOP CHORD BOT BOTTOM PP, PJP PARTIAL JOINT PENETRATION TEMP TEMPERATURE BP, B PL BASE PLATE EF EACH FACE PRCST PRECAST THK THICK, THICKNESS BR BRACE EJ EXPANSION JOINT JST JOIST PREFAB PREFABRICATED THP TENDON HIGH POINT BRB BUCKLING RESTRAINED BRACED FRAMES EL ELEVATION JSTS JOISTS PS PRESTRESSED CONCRETE THRU THROUGH BRG BEARING ELEC ELECTRICAL JT JOINT ELEV ELEVATOR PSF POUNDS PER SQUARE FOOT TOC TOP OF CONCRETE BTWN BETWEEN PSI POUNDS PER SQUARE INCH TOF TOP OF FOOTING BU BUILT-UP EMBED EMBEDMENT ENGR ENGINEER K KIP (1,000 LB) PSL PARALLEL STRAND LUMBER TOS TOP OF STEEL EQ EQUAL KSF KIPS PER SQUARE FOOT P-T POINT, PRESSURE TREATED TOW TOP OF WALL C CAMBER, CHANNEL KSI KIPS PER SQUARE INCH PT POST-TENSIONED TR THREADED ROD CA CONCRETE (EXPANSION) ANCHOR EQUIP EQUIPMENT PVC POLYVINYL CHLORIDE TRANS TRANSVERSE CANTIL CANTILEVER ES EACH SIDE ETC ET CETERA L LENGTH, ANGLE TYP TYPICAL CAP CAPACITY CC CENTER-TO-CENTER E-W EAST-WEST LB, # POUND R, RAD RADIUS TWS THREADED WELDED STUD CDF CONTROL DENSITY FILL EW EACH WAY LEV LEVEL RD ROOF DRAIN CG CENTER OF GRAVITY EXP EXPANSION LF LINEAL FOOT REBAR REINFORCING STEEL BARS CIP CAST-IN-PLACE EXT EXTERIOR LL LIVE LOAD REF REFERENCE UNO UNLESS NOTED OTHERWISE CJ CONTROL JOINT, CONSTRUCTION JOINT EXT GR EXTERIOR GRADE LLBB LONG LEGS BACK TO BACK REINF REINFORCE, REINFORCING CJP, CP COMPLETE JOINT PENETRATION LLH LONG LEG HORIZONTAL REM REMAINDER CL CENTERLINE FB FLUSH BEAM LLV LONG LEG VERTICAL REQD REQUIRED VERT VERTICAL CLR CLEAR FD FLOOR DRAIN LOC LOCATION, LOCATE RM BD RIM BOARD CMU CONCRETE MASONRY UNIT FDN FOUNDATION LOCS LOCATIONS RTN RETURN W/ WITH COL COLUMN FEMA FEDERAL EMERGENCY MANAGEMENT AGENCY LONGIT LONGITUDINAL W WIDTH, WIDE FLANGE COLS COLUMNS FF FINISH FLOOR LP LOW POINT WF WIDE FLANGE CONC CONCRETE FIN FINISH LPT LOW POINT WD WOOD CONN CONNECTION FLR FLOOR LSH LONG SLOTTED HOLE WHS WELDED HEADED STUD CONST CONSTRUCTION FLG FLANGE LSL LAMINATED STRAND LUMBER WIJ WOOD I-JOIST CONT CONTINUE, CONTINUOUS FOS FACE OF STUD LVL LAMINATED VENEER LUMBER W/O WITHOUT CONTR CONTRACTOR FS FAR SIDE WP WORK POINT COORD COORDINATE FT, ' FEET MATL MATERIAL WT WEIGHT CRSI CONCRETE REINFORCED STEEL INSTITUTE FTG FOOTING MAX MAXIMUM WWR WELDED WIRE REINFORCEMENT CTR CENTER, CENTERED FTGS FOOTINGS MB MACHINE BOLT CU YD CUBIC YARD MECH MECHANICAL MF MOMENT FRAME MFR MANUFACTURER MIN MINIMUM MISC MISCELLANEOUS MPH MILES PER HOUR REVISION MTL METAL SYMBOLS DATE NO. DETAIL IDENTIFIERS CONCRETE SYMBOLS GENERAL SYMBOLS FX FOOTING TYPE SECTION / DETAIL / ELEVATION NUMBER E GRID BUBBLE (xx'-xx") FOOTING ELEVATION PER PLAN SHEET NUMBER WHERE DRAWN CONCRETE CURB / PARTIAL HEIGHT WALL GRID LINE INDICATES DIRECTION OF CUTTING PLANE CONCRETE WALL BELOW THIS LEVEL SEE X/SX.XX X/SX.XX SOIL FOR ADDL INFO CONCRETE COLUMN BELOW THIS LEVEL SHEET NUMBER WHERE TEXT NOTATION SECTION GRAVEL SECTION IS SHOWN E #5 EPOXY COATED REBAR NUMBER OF SECTION, DETAIL OR ELEVATION OPENING IN FLOOR OR WALL CONNECTORS X X SX.XX PLAN SECTION REFERENCE LINE, EXISTING OR SX.XX ARCHITECTURAL ELEMENTS SHEET NUMBER WHERE SHEET NUMBER WHERE CONCRETE ANCHOR BOLT ELEVATION DATUM ELEVATION IS SHOWN DETAIL IS SHOWN ELEVATION DETAIL DRILLED IN CONCRETE ANCHOR WP WORKPOINT SLOPE PER ARCHITECTURAL BOLT SURFACE - SLOPE UP NAIL SURFACE - SLOPE DOWN SURFACE - SLOPE TWO WAYS SURFACE - STEPPED SURFACE - STEPPED AND SLOPED RAISED SLAB CHANGE OF SLAB THICKNESS SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 DIRECTION OF FRAMING SPAN PROJECT: BUILDING IDENTIFIER: LIMIT OF SPAN C.2 CONTINUOUS EXTENT SHEET TITLE: DIRECTION OF DECK OR FLOOR ABBREVIATIONS AND SYMBOLS LIMIT OF DECK OR FLOOR CONTINUOUS DECK OR FLOOR LEAD: PNC LIMIT OF DECK OR FLOOR DRAFTER: RLC DATE: 2/28/2022 SHEET: S0.04 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com Â©Copyright 2022 Reid Middleton, Inc. HAN CR AT O N F WASH C L O IN K U E G E T T R A A O P T N S S P T R R R E R U E O C 37358 N E F T GI E ES URAL EN IN SIO ENG NAL 22 8/ 2/2 A B C 50'-0" 25'-0" 25'-0" BLOCK OUT CONC CURB AS REQD FOR BLOCK OUT CONC CURB AS REQD FOR RIGID FRAME BASE PLATES, TYP RIGID FRAME BASE PLATES, TYP REVISION 1 DATE PRE-ENGINEERED METAL BUILDING NO. FRAMING BY PRE-ENGINEERED METAL BUILDING SUPPLIER, TYP F6 F6 ELEC ROOM F8 102 1'-4"1'-4"x1'-4" DP THICKENED 97 SF SOG, TYP EACH WAY PRE-ENGINEERED METAL BUILDING NOTES: BTWN FOOTINGS F6 THE FOUNDATION DESIGN HAS BEEN BASED ON PRELIMINARY LOAD REACTIONS FROM THE BUILDING COLUMNS. THE FOUNDATION REQUIRES FURTHER COORDINATION AFTER BIDDING ONCE THE MANUFACTURER'S SUBMITTAL IS REVIEWED. COLUMN LOAD SUMMARIES SHALL BE PROVIDED, WHICH COMPILES LOAD COMBINATIONS. THE FOUNDATION SHOULD NOT BE INSTALLED PRIOR TO OUR REVIEW. BUILDING COLUMNS SHALL NOT RELY ON BASE FIXITY WITH THE FOUNDATIONS. REFER TO THE SPECIFICATIONS AND ARCHITECTURAL DRAWINGS FOR ADDITIONAL REQUIREMENTS. T/ SLAB EL = 0'-0", TYP ALONG T/ FTG EL= -1'-4" TYP, UNO GRIDS A, B, C, 1, AND 2 PLAN NOTES: F6 1. SEE ARCHITECTURAL AND PEMB (PRE-ENGINEERED METAL BUILDING) DRAWINGS FOR COLUMN AND GRID LOCATIONS AND FOR LAYOUT, DIMENSION, AND FINISH INFORMATION NOT SHOWN. T/ SLAB EL = -0'-2" AT TRENCH HEATED DRAIN, TYP (2) LOCS 2. SEE GEOTECHNICAL REPORT FOR SUB-GRADE PREPARATION, INCLUDING CAPILLARY AND PARKING VAPOR BARRIER. 40'-0" 101 3. TOP OF FOOTING ELEVATION INDICATES TOP OF FOOTINGS RELATIVE TO THE TOP OF SLAB 6" SOG W/ #4 @ 12" 1880 SF ELEVATION AT BUILDING PERIMETER. REFERENCE ELEVATION 0'-0" = 134.15' PER CIVIL. EACH WAY, MID-DEPTH 4. CONTRACTOR SHALL VERIFY FLOOR PENETRATIONS AND DIMENSIONS WITH 5 ARCHITECTURAL, MECHANICAL, AND ELECTRICAL. OPENINGS OCCUR WHERE ANY DUCT, S7.01 TYP AT DOORWAYS CONDUIT, PLUMBING, OR OTHER IMPLEMENT PASSES THROUGH THE FLOOR. SEE TYPICAL AND OPENINGS STRUCTURAL DETAILS FOR FRAMING AT THESE LOCATIONS. FOOTING SCHEDULE TOP BOTTOM MARK WIDTH LENGTH DEPTH REINFORCING REINFORCING F6 F6 F6 6'-0" 6'-0" 2'-4" (10) #7 EACH WAY (10) #7 EACH WAY 4 F8 8'-0" 8'-0" 2'-4" (10) #8 EACH WAY (10) #8 EACH WAY F8 S7.01 TYP, F6 F6 UNO SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 INDICATED INDICATED INDICATED INDICATED PROJECT: MAXIMUM MAXIMUM MAXIMUM MAXIMUM MAXIMUM MAXIMUM MAXIMUM MAXIMUM BUILDING IDENTIFIER: FOUNDATION VERTICAL UPLIFT HORIZONTAL LONGITUDINAL LENGTH WIDTH DEPTH 2 LOCATION VERTICAL UPLIFT HORIZONTAL LONGITUDINAL NUMBER LOAD FORCE LOAD LOAD (FEET) (FEET) (INCH) REACTION FORCE REACTION REACTION (K) (K) (K) (K) (K) (K) (K) (K) 2'-0" T/ SLAB EL = 0'-0", TYP ALONG 1 A-2 5.15 7.96 -8.28 -6.44 5.39 3.18 -2.06 -5.31 6.00 6.00 28 C.2 GRIDS A, B, C, 1, AND 2 2 A-1.75 10.82 11.41 -10.16 -7.67 1.29 1.28 0.00 0.00 6.00 6.00 28 3 A-1.25 10.82 11.41 -9.97 -7.67 1.29 1.28 0.00 0.00 6.00 6.00 28 SHEET TITLE: 4 A-1 5.03 7.96 -8.43 -6.44 5.32 3.18 0.00 0.00 6.00 6.00 28 FRAMING PLANS 5 B-2 30.27 20.34 -15.80 -5.22 11.53 7.14 -2.06 -5.31 8.00 8.00 28 CONC FTG AT EXT, 6 B-1 30.27 20.34 -15.80 -5.22 11.17 7.14 -2.06 -5.31 8.00 8.00 28 2'-0" W x 1'-0" DP CONTSEE 5/S7.01, TYP UNO 7 C-2 5.14 7.96 -8.28 -6.44 5.39 3.18 0.00 0.00 6.00 6.00 28 8 C-1.75 10.82 11.41 -10.17 -7.67 1.29 1.28 0.00 0.00 6.00 6.00 28 LEAD: PNC 9 C-1.25 10.82 11.41 -9.96 -7.67 1.29 1.28 0.00 0.00 6.00 6.00 28 DRAFTER: RLC 10 C-1 5.03 7.96 -8.44 -6.44 5.32 3.18 -2.06 -5.31 6.00 6.00 28 TRUE DATE: 2/28/2022 SHEET: FOUNDATION AND FIRST FLOOR PLAN N S2.01 1/4" = 1'-0" 1 SHEET OF 3" MIN5/ 16" CLEAN SURFACE PRIOR TO CONC POUR 1'-0" MAX CONC PAD f'c=3,000 PSI 9" MAX SEE ARCH, #4 @ 12" EW MECH, & ELEC ROLLUDA ARCHITECTS, INC. 5/ 16" Ld 105 S MAIN ST, #323 8" 5/ SEATTLE, WA 98104 TYP PHONE (206)624-4222 FAX (206)624-4226 LR 3/ 16" 6" C 2" YP #4x @ 18" AROUND PERIMETER OF PAD, DRILL 3'-0" DIA MAX T 3 1/2" & GROUT W/ NON-SHRINK GROUT INTO SLAB, TYP 728 134th Street SW Suite 200 EQUIPMENT PAD Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com Â©Copyright 2022 Reid Middleton, Inc. 6" TO 8", SEE ARCH, 9" TO 1'-6", SEE ARCH, MECH & ELEC MECH & ELEC HAN CR AT O N F WASH C L O IN K (1) #4 CONT U E G E T T R A A O 3/ 8" 3/ 4" P T N (2) #5 BARS, TYP #4 @ 18" DRILL (2) #4 CONT S S 1'-0" MAX SEE ARCH, P T R & GROUT W/ R R E R U E O C 37358 N E NOTES: MECH, & ELEC, TYP NON-SHRINK F T GI E E URAL EN IN 1/ 2" GROUT INTO SLAB SSIO ENG NAL 22 8/ 1. HORIZONTAL AND VERTICAL WALL REINFORCING NOT SHOWN FOR CLARITY. 2/2 2. TERMINATE INTERRUPTED HORIZONTAL AND VERTICAL REINFORCEMENT WITH A 3/ 16" STANDARD HOOK. 3 1/2" TYP 3. REFER TO CIVIL AND MECHANICAL DRAWINGS FOR LOCATIONS OF PIPE PENETRATIONS. EQUIPMENT CURBS TYPICAL REINFORCING AT PIPE PENETRATION IN WALL TYPICAL CURB AND PAD ON CONCRETE SLAB DETAILS NTS 4 NTS 5 Ld 3xD OR 6" CLR TYP PIPE SLEEVES: . (WHICHEVER IS GREATER) ID OF SLEEVE SHALL BE 2" MIN LARGER MIN BTWN ADJ PIPE SLEEVES THAN OD OF PIPE FTG REINF TO BE CONT FDN WALL TRENCH MIN 3" CLR D NO PIPE SHALLPASS THRU FTG 4" MIN 2" CLRTYP 2'-0"3/ 4" MAX OPTIONAL 6" MIN 9" 1'-6" . Lb Lb 5/ 16" CONST JT MIN (1) BAR EACH SIDE, TYP (1) BAR 2LdDIAG MIN 1 AT MID-DEPTH, TYP SIZE & QUANTITY FTG PER PLAN 2 TO MATCH FTG REINF SECTION PLAN ELEVATION EXCAVATION FOR NOTES: NOTES: PIPE TRENCH PARALLEL TO FTG NOT ALLOWED 1. BAR SIZE TO MATCH SLAB REINFORCING. 1. PIPE MUST RUN PERPENDICULAR THROUGH WALL. BELOW THIS LINE 2. IF TWO LAYERS OF STEEL IN SLAB, PROVIDE OPENING REINFORCEMENT FOR EACH LAYER. 2. MAXIMUM SLEEVE DIAMETER EQUAL TO 8". REVISION TYPICAL REINFORCING AT SLAB ON GRADE OPENING TYPICAL PIPE ENCASEMENTAT FOOTING NTS 9 NTS 10 MINIMUM STRAIGHT DEVELOPMENT LENGTH (Lb) DATE I f'c = 4,000 to 5,000 PSI NO. BAR SIZE TOP BARS OTHER BARS 1/8" MIN SAWCUT OR FORMED # 3 19" 15" CJ TO BE FILLED # 4 25" 19" DEPTH W/ JOINT FILLER 1/4" SLAB # 5 31" 24" # 6 37" 29" # 7 54" 42" # 8 62" 48" # 9 70" 54" SUB BASE PER # 10 79" 61" SOIL REPORT CUT HALF OF REINF AT CJ # 11 87" 67" "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH CONTROL JOINT OF CONCRETE CAST BELOW THEM. IF CLEAR CONCRETE COVER IS LESS THAN 1x THE DIAMETER OF THE BAR OR THE CENTER-TO-CENTER SPACING IS LESS THAN (3) BAR DIAMETERS, THEN VALUES SHALL BE INCREASED BY 50%. NOTES: MINIMUM LAP SPLICE LENGTHS (Lb) (CLASS B) 1. REFER TO PLANS FOR SLAB THICKNESS AND REINFORCING. I I f'c = 4,000 to 5,000 PSI 2. CONTROL JOINTS TO BE SPACED AT 20'-0" ON CENTER MAXIMUM, EACH WAY. RATIO OF DISTANCE BETWEEN CONTROL JOINTS IN EACH DIRECTION FOR A SLAB PANEL BAR SIZE TOP BARS OTHER BARS SHALL NOT EXCEED 1.5. CONSTRUCTION JOINTS PER THIS DETAIL SHALL BE CONSIDERED AS CONTROL JOINTS FOR CONTROL JOINT SPACING REQUIREMENTS. # 3 25" 19" # 4 33" 25" # 5 40" 31" # 6 48" 37" TYPICAL SLAB ON GRADE JOINT DETAILS # 7 71" 54" NTS 14 # 8 81" 62" # 9 91" 70" # 10 103" 79" # 11 114" 87" LL bt Lbt L INTERSECTING BAR Lbt "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH W/ STD HOOK. OF CONCRETE CAST BELOW THEM. UP TO 2'-0" TO 4'-0" CORNER BAR Lbt. 2'-0" IF CLEAR CONCRETE COVER IS LESS THAN 1x THE DIAMETER OF THE BAR OR THE CENTER-TO-CENTER SPACING IS LESS THAN (3) BAR DIAMETERS, THEN VALUES SHALL BE INCREASED BY 50%. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 bt LL Lbt MINIMUM EMBEDMENT LENGTHS (Ldh) FOR STANDARD END HOOKS PROJECT: I I I L #3 @ 8" TYP WALL STL BUILDING IDENTIFIER: W/ 180Âº HOOKS W/ 180Â° HOOKS BAR SIZE f'c = 4,000 to 5,000 PSI # 3 6" # 4 7" C.2 # 5 9" UP TO 2'-0" TO 4'-0" # 6 10" 2'-0" # 7 12" SHEET TITLE: # 8 14" TYPICAL # 9 15" CONCRETE # 10 17" DETAILS # 11 19" END BAR bt NOTES: LL LEAD: PNC 1. SIDE COVER MUST BE EQUAL TO OR GREATER THAN 2 1/2". DRAFTER: RLC #3 @ 8" TYP WALL STL DATE: 2/28/2022 W/ 180Â° HOOKS 2. END COVER FOR 90 DEGREE HOOKS MUST BE EQUAL TO OR GREATER THAN 2". SHEET: S7.00 TYPICAL CONCRETE WALL PLAN DETAILS DEVELOPMENT AND SPLICE LENGTH TABLES NTS 19 NTS 20 SHEET OF GRID GRID #4 x 6'-0" @ 12" OC INTO WALKWAY PAVING, COORD W/ CIVIL ROLLUDA ARCHITECTS, INC. SOG & REINF PER PLAN, (2) #5 CONT, TOP 105 S MAIN ST, #323 (2) #4 CONT, TOP 8" HOOK AT EDGE OF SLAB SEATTLE, WA 98104 #4 VERT x 2'-0" @ 12" EXT GRADE OR PAVING PHONE (206)624-4222 WATERSTOP, SEE ARCH, TYP PER CIVIL / LANDSCAPE FAX (206)624-4226 EL PER PLAN EXT GR OR PAVING PER CIVIL / LANDSCAPE 6" COORD CAPILLARY BREAK AND VAPOR 728 134th Street SW Suite 200 BARRIER WITH THE BACKFILL CONCURRENTLY Everett, Washington 98204 EACH SIDE OF STEM WALL Ph: 425.741.3800 GEOTECHNICAL www.reidmiddleton.com REPORT & ARCH RIGID INSULATION Â©Copyright 2022 Reid Middleton, Inc. PER ARCH 1'-6" MIN #5 @ 12" HORIZ EL PER PLAN (10) #4 x @ 6" AT EACH HAN CR STEM WALL & FTG PER NAT O FTG, #4 x @ 12", UNO F WASH C L O IN K ADJACENT DETAILS U E G E T T R A A O P T N SEE PLAN S S P T R R R E R FOOTING PER PLAN U E O C 37358 N E F T GI E WHERE OCCURS FTG PER PLAN BEYOND ES URAL EN IN SIO ENG NAL 22 (4) #5 CONT EQ 12" EQ 2/28/ 8" #4 @ 12" HORIZ MIN SEE PLAN NOTE: NOTE: 1. FOR ADDITIONAL INFORMATION AND REINFORCING NOT NOTED SEE 5/S7.01. 1. SEE 4/S7.01 AT CURB LOCATIONS. COORDINATE WITH ARCHITECTURAL. EXTERIOR STEM WALL AT CONCRETE CURB EXTERIOR STEM WALL AT DOORWAYS NTS 4 NTS 5 (11) #4 x @ 3" AT FACE OF EACH FTG, #4 x @ 6", UNO SOG & REINF PER PLAN 1 1 SEE PLAN (5) #6 CONT, LAP 3'-0" AS REQD, HOOK AT ENDS ALIGNMENT OF HOOKED ANCHORS AT FTG BEYOND, SEE 15/S7.01 NOTE: 1. SEE 15/S7.01 FOR END CONNECTIONS AT FOOTINGS. REVISION TIE BEAM SECTION NTS 10 DATE NO. CL COL & FTG TRENCH DRAIN PER MECH, COORD DEPTH W/ STL COL PER PLAN BASE PL & ANCHOR 6" 6" TRENCH DRAIN MFR, COORD REBAR LOC IN ROD PER 20/S7.01 TIE BEAM AT SOME LOC, TRENCH DRAIN SINCE TRENCH DEPTH VARIES SEE PLAN & 10/S7.01 #4 x @ 12" BECAUSE OF SLOPE OF DRAIN CONC CURB 6" HT x 8" W FOR ADDL INFO APPARATUS BAY SOG 2" CLR 1/8" MIN SAWCUT OR FORMED EXT GRADE OR PAVING 1'-0" PER CIVIL / LANDSCAPE THREE ROWS OF (3) #6 x & REINF PER PLAN CONST JT TO BE FILLED W/ (9 TOTAL) TYP JT FILLER, TYP N A L 't' P E E S T / FTG EL PER PLAN E E 10" S, EQ EQ D ROUGHEN TOP E H PLAN OF FTG TO 1/4" C (4) #5 CONT 1'-4" LONG SMOOTH DWL BAR @ 12" W/ DEPTH PERS AMPLITUDE AT TIE BEAM, TYP 6" 6" DIA = t/8, INSTALL FLUSH AGAINST UNDERSIDE OR PERP SLAB REINF, TYP REINF PER FTG PER MFR SCHED, SEE PLAN 3" CLR (8" MAX) (2) #5 x 36" 3" CLR, TYP FTG SIZE PER SCHED SEE PLAN SLAB AT TRENCH DRAIN SPREAD FOOTING DETAIL NTS 14 NTS 15 60" WALL PER DETAILS #5 x CTRD IN SLAB AT EA EXT COL COL BY PEMB DESIGNER 20A PLAN #4 TIES @ 4" OC #5 "HAIR PIN" x PER PLAN AT EA COL (8) #6 VERTS SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 CONC CURB 6" HT x 8" W SOG PER PLAN 2" CLR PROJECT: PLACE FIRST TIE 3" CLR ANCH PATTERN, SIZE, AND BUILDING IDENTIFIER: 1'-0" 3" FROM T/ OF SLAB MATERIAL INFORMATION BY CL OF COL PEMB DESIGNER RE C.2 H 1'-0" S A W SHEET TITLE: F CONTINUE SLAB EDGE P O OR STEM WALL REINF TYPICAL O THRU PIER CONCRETE T 9" O DETAILS EMBED ANCHORS 3'-2"T MIN STEM WALL OR DOWN TURNED SLAB EDGE LEAD: PNC PER DETAILS DRAFTER: RLC DATE: 2/28/2022 PROVIDE DOUBLE HEAVY-HEX NUTS AND WASHERS 20A PLAN SHEET: FTG PER PLAN ON EMBEDDED ENDS OF ANCHORS, TYP S7.01 COLUMN BASE DETAIL NTS 20 SHEET OF GENERAL PIPING SPECIALTIES REFRIGERANT PIPING SYSTEM INLETS AND OUTLETS ROLLUDA ARCHITECTS, INC. GRILLE REGISTER OR 105 S MAIN ST, #323 NEW MECHANICAL WORK UNION X"RLL REFRIGERANT LIQUID LINE DIFFUSER TYPE SEATTLE, WA 98104 PHONE (206)624-4222 MATCHLINE OR PROPERTY 24x24 RUNOUT SIZE (INCHES) FLANGE X"RSL REFRIGERANT SUCTION LINE A FAX (206)624-4226 LINE 500 AIR QUANTITY (CFM) ENLARGED PLAN BOUNDARY FLEX CONNECTOR CEILING DIFFUSER 1 DUCTWORK DETAIL/PLAN IDENTIFIER STRAINER M1.01 BDD 1-WAY DIRECTION FLOW STRAINER WITH BLOW OFF VALVE BACKDRAFT DAMPER 2-WAY DIRECTION FLOW 1 SECTION IDENTIFIER THERMOMETER M1.01 VOLUME DAMPER 3-WAY DIRECTION FLOW PRESSURE GAGE FLEXIBLE CONNECTION TO REVISION DEFINITION AREA, MECHANICAL EQUIPMENT AREA ENCIRCLED CONTAINS CHANGES MADE TRANSITION - FROM SUBSEQUENT TO PREVIOUS RECTANGULAR TO ROUND RETURN/RELIEF AIR GRILLE ISSUE SOIL AND WASTE WATER PIPING SYSTEM TRANSITION - FROM ROUND 1201 third avenue, ste 600 TO RECTANGULAR seattle, wa 98101 1 REVISION CALLOUT EXHAUST AIR GRILLE SANITARY SEWER/WASTE RISE IN DUCT 206.448.3376 UNDERGROUND (D=DROP IN DUCT) 1 FLAG NOTE CALLOUT R SANITARY SEWER/WASTE www.hargis.biz DUCT SIZE (CLEAR INSIDE LINEAR DIFFUSER/GRILLE ABOVE GROUND 16x8 AHU-01 MECHANICAL EQUIPMENT TAG DIMENSION) 16x8 SUPPLY GRILLE VENT PIPING RECTANGULAR DUCT UP X"VTR NORTH ARROW RETURN/EXHAUST GRILLE RECTANGULAR DUCT DN FLOOR DRAIN/FUNNEL FLOOR TRANSFER GRILLE DRAIN INVERT ELEVATION OR POC ROUND DUCT UP RETURN/EXHAUST AIRFLOW TRENCH DRAIN XX-1 PLUMBING FIXTURE TAG ROUND DUCT DN ("XX" INDICATES TYPE) SUPPLY AIR FLOW CO CLEANOUT FLEXIBLE DUCTWORK CLEANOUT - FLUSH WITH FCO TRANSITION OR REDUCER FLOOR PIPING (FOT=FLAT ON TOP, FOB=FLAT CONTROLS (PLAN VIEW) ON BOTTOM) TRANSITION - ECCENTRIC 1"CW PIPE SIZE AND SYSTEM TYPE DOMESTIC WATER PIPING SYSTEM T THERMOSTAT OR TEMPERATURE TU-XX SENSOR 45Â° ELBOW, SENSOR: SHOWN WITH GUARD 1"CW R/D OR R/W=1.5 S DOMESTIC COLD WATER (TYPICAL ALL SENSORS) PIPE ELBOW UP OR PIPE TEE 90Â° ELBOW, CO CARBON MONOXIDE SENSOR UP AND DOWN HOSE BIBB/WALL HYDRANT R/D OR R/W=1.5 PIPE ELBOW DOWN NO2 CARBON DIOXIDE SENSOR TRAP PRIMER BOX SQUARE CORNER ELBOW WITH PIPE TEE UP TURNING VANES M MOTORIZED DAMPER PIPE TEE DOWN 90Â° TAKE-OFF WITH 45Â° TAPER DDC DIRECT DIGITAL CONTROL PANEL PIPE RISE 45Â° TAKE-OFF S SWITCH BY MECHANICAL PIPE CAP X PIPE PLUG WYE FITTING FLOW DIRECTION RADIUS TEE PIPE BREAK PIPE CONNECTION SQUARE TEE WITH TURNING VANES VALVES BULLHEAD TEE VALVE: GATE, BALL, BUTTERFLY (REFER TO SECTION THRU RECTANGULAR SPECIFICATIONS) SUPPLY AIR DUCT PRESSURE RELIEF VALVE SECTION THRU RECTANGULAR REVISION TEMPERATURE AND PRESSURE RETURN OR OUTSIDE AIR DUCT SAFETY RELIEF VALVE SAFETY RELIEF VALVE SECTION THRU RECTANGULAR EXHAUST AIR DUCT SECTION THRU ROUND SUPPLY AIR DUCT DATE SECTION THRU ROUND RETURN OR OUTSIDE AIR DUCT NO. SECTION THRU ROUND EXHAUST AIR DUCT NOT ALL SYMBOLS MAY APPEAR ON THE DRAWINGS SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: MECHANICAL LEGEND LEAD: BC DRAFTER: SF/JS DATE: 03/22/22 SHEET: M0.01 SHEET OF ABBREVIATIONS GENERAL NOTES - MECHANICAL SHEET METAL NOTES NON-STRUCTURAL MECHANICAL COMPONENT NOTES ROLLUDA ARCHITECTS, INC. Ã¸ DIAMETER, PHASE MERV MINIMUM EFFICIENCY REPORTING VALVE 1. COORDINATE MECHANICAL WORK WITH THAT OF OTHER 1. VOLUME DAMPERS: PROVIDE A MANUAL VOLUME 1. THE COMPONENT IMPORTANCE FACTOR (Ip) FOR ALL NON- 105 S MAIN ST, #323 MIN MINIMUM TRADES (ELECTRICAL, ARCHITECTURAL, STRUCTURAL, DAMPER FOR EACH SUPPLY, RETURN, AND EXHAUST STRUCTURAL COMPONENTS SHALL BE: SEATTLE, WA 98104 CIVIL, AND LANDSCAPE). REFER TO ELECTRICAL, OPENING, LOCATED AS FAR UPSTREAM AS POSSIBLE PHONE (206)624-4222 A AIR, AMPS MOCP MAXIMUM OVERCURRENT PROTECTION FAX (206)624-4226 ARCHITECTURAL, STRUCTURAL, CIVIL, AND LANDSCAPE FROM THE OPENING. PROVIDE A MANUAL VOLUME Ip = 1.5 ABV ABOVE MOD MOTOR OPERATED DAMPER DRAWINGS AND SPECIFICATIONS. COORDINATION DAMPER FOR BRANCH MAINS SERVING MORE THAN ONE AC AIR CONDITIONER SHALL OCCUR PRIOR TO FABRICATION, PURCHASE, OPENING. ADA AMERICANS WITH DISABILITIES ACT NA NOT APPLICABLE AND/OR INSTALLATION OF ALL WORK. 2. THE FOLLOWING ITEMS ARE TAKEN DIRECTLY FROM THE AFF ABOVE FINISHED FLOOR NC NORMALLY CLOSED, NOISE CRITERIA 2. BACKDRAFT DAMPERS: PROVIDE ADJACENT TO 2018 INTERNATIONAL BUILDING CODE AND FROM THE 2. COORDINATE PLUMBING AND HVAC SYSTEMS ROUTING LOUVERS UNLESS MOTOR OPERATED DAMPERS AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE) AG ABOVE GROUND NIC NOT IN CONTRACT PRIOR TO INSTALLATION. DURING LAYOUT PROVIDED. STANDARD 7. THE CONTRACTOR SHALL REFER TO THE AHJ AUTHORITY HAVING JURISDICTION NO NORMALLY OPEN, NITROUS OXIDE COORDINATION, DUCTWORK TAKES PRECEDENCE OVER ABOVE FOR ADDITIONAL INFORMATION, EXCEPTIONS, AND AMB AMBIENT NO. NUMBER PLUMBING, INCLUDING FIRE PROTECTION SYSTEMS. 3. ACCESS DOORS: PROVIDE AT DUCT SMOKE FURTHER DESCRIPTIONS. THE CONTRACTOR SHALL APD AIR PRESSURE DROP NTS NOT TO SCALE DETECTORS, BACKDRAFT DAMPERS, MOTOR OPERATED ADHERE TO REQUIREMENTS AND AS SUCH, SHALL BE ARCH ARCHITECT UNLESS OTHERWISE SPECIFIED, THE GENERAL DAMPERS, BOTH SIDES OF DUCT MOUNTED COILS, AND INCLUDED WITHIN BID. ALSO REFER TO SPECIFICATION ASHRA AMERICAN SOCIETY OF HEATING, REFRIGERATION OA OUTDOOR AIR 3. CONTRACTOR (GC) SHALL BE RESPONSIBLE FOR PLENUMS. SECTION 230550. E AND AIR-CONDITIONING ENGINEERS, INC. OBD OPPOSED BLADE DAMPER PAINTING, CUTTING, AND PATCHING OF EXISTING FLOORS, WALLS, AND PARTITIONS IN THE EXISTING 4. PROVIDE 12" LONG, Â½" WIDE FLUORESCENT ORANGE 3. 2018 IBC, 1613.1, SCOPE: ARCHITECTURAL, MECHANICAL, ASSY ASSEMBLY OC ON CENTER BUILDING. TAPE AT CONCEALED VOLUME DAMPER LOCATIONS. ELECTRICAL, AND NON-STRUCTURAL COMPONENTS THAT OD OUTSIDE DIMENSION OR DIAMETER ARE PERMANENTLY ATTACHED TO STRUCTURES AND 1201 third avenue, ste 600 BF BELOW FLOOR OSA OUTDOOR SUPPLY AIR REFER TO STRUCTURAL DRAWINGS FOR ALLOWABLE THEIR SUPPORTS AND ATTACHMENTS SHALL BE seattle, wa 98101 BHP BRAKE HORSE POWER 4. METHODS/LOADS FOR HANGING PIPING/DUCTS FROM ENERGY CODE NOTES DESIGNED AND CONSTRUCTED TO RESIST THE EFFECTS 206.448.3376 BLW BELOW PD PRESSURE DROP STRUCTURAL MEMBERS. OF EARTHQUAKE MOTIONS IN ACCORDANCE WITH ASCE 7, EXCLUDING CHAPTER 14 AND APPENDIX 11A. www.hargis.biz BOD BOTTOM OF DUCT PH PHASE 1. MOTORS: COMPLY WITH MINIMUM FULL LOAD THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE BOP BOTTOM OF PIPE POC POINT OF CONNECTION EFFICIENCIES LISTED IN ENERGY CODE ENFORCED BY 5. SAFE KEEPING OF HIS OWN PROPERTY ON THE JOB 4. 2018 IBC, 1704.4, CONTRACTOR RESPONSIBILITY: THE AHJ. BOT BOTTOM PSIG POUNDS PER SQUARE INCH GAGE SITE. OWNER ASSUMES NO RESPONSIBILITY FOR CONTRACTOR SHALL BE RESPONSIBLE FOR THE BTUH BRITISH THERMAL UNIT PER HOUR PROTECTION OF PROPERTIES AGAINST FIRE, THEFT, CONSTRUCTION OF A SEISMIC-FORCE-RESISTING SYSTEM, 2. PIPING AND DUCT INSULATION: COMPLY WITH BV BALL VALVE QTY QUANTITY AND ENVIRONMENTAL CONDITIONS. THICKNESSES AND TYPES LISTED IN ENERGY CODE DESIGNATED SEISMIC SYSTEM, OR SEISMIC-RESISTING COMPONENT LISTED IN THE STATEMENT OF SPECIAL ENFORCED BY AHJ UNLESS MORE STRINGENT INSPECTIONS AND SHALL SUBMIT A WRITTEN STATEMENT C CONDENSATE PIPING RA RETURN AIR, RELIEF AIR REQUIREMENTS ARE SPECIFIED. OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE CAP CAPACITY REF REFERENCE, RETURN/EXHAUST FAN MECHANICAL EQUIPMENT INSTALLATION NOTES 3. DUCT SEALING: SEAL DUCT TRANSVERSE JOINTS AND OWNER PRIOR TO THE COMMENCEMENT OF WORK ON CFM CUBIC FEET PER MINUTE REG REGISTER LONGITUDINAL SEAMS PER ENERGY CODE ENFORCED THE SYSTEM OR COMPONENT. THE CONTRACTOR'S CG CEILING GRILLE RLA RATED LOAD AMPS 1. ACCESS CLEARANCES FOR MAINTENANCE AND BY AHJ UNLESS MORE STRINGENT REQUIREMENTS ARE STATEMENT OF RESPONSIBILITY SHALL INCLUDE THE FOLLOWING: CKV CHECK VALVE RO ROUGH IN AND CONNECT REPLACEMENT: VERIFY PHYSICAL DIMENSIONS OF SPECIFIED. CLG CEILING, COOLING RPM REVOLUTIONS PER MINUTE EQUIPMENT TO ENSURE THAT ACCESS CLEARANCES A. ACKNOWLEDGEMENT OF AWARENESS OF THE CAN BE MET. COORDINATE LOCATIONS OF MECHANICAL 4. RECORD DRAWINGS: SUBMIT TO THE BUILDING OWNER CO CLEANOUT, CO SENSOR RV SAFETY RELIEF VALVE SPECIAL REQUIREMENTS CONTAINED IN THE WORK AND WORK OF OTHER TRADES TO PROVIDE PER ENERGY CODE ENFORCED BY THE LOCAL AHJ. COND CONDENSER, CONDENSATE STATEMENT OF SPECIAL INSPECTIONS; ACCESS CLEARANCES FOR SERVICE AND MAINTENANCE. CONN CONNECTOR S SENSOR 5. OPERATION AND MAINTENANCE MANUALS: SUBMIT TO B. ACKNOWLEDGEMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE WITH THE CONT CONTINUE, CONTROL SA SUPPLY AIR THE BUILDING OWNER PER ENERGY CODE ENFORCED CONSTRUCTION DOCUMENTS APPROVED BY THE COP COEFFICIENT OF PERFORMANCE SAT SUPPLY AIR TEMPERATURE PIPING NOTES BY THE LOCAL AHJ. BUILDING OFFICIAL; CU CONDENSING UNIT, CUBIC SENS SENSIBLE C. PROCEDURES FOR EXERCISING CONTROL WITHIN 6. SYSTEM BALANCING: BALANCE HVAC SYSTEMS PER CV CONSTANT VOLUME SG SUPPLY GRILLE, SIGHT GLASS WITH MOISTURE 1. DISASSEMBLY PROVISIONS: PROVIDE UNIONS OR ENERGY CODE ENFORCED BY THE LOCAL AHJ AND THE CONTRACTOR'S ORGANIZATION, THE METHOD CW COLD WATER PIPING INDICATOR FLANGES AT PIPING CONNECTIONS TO EQUIPMENT, SUBMIT A WRITTEN REPORT TO THE BUILDING OWNER. AND FREQUENCY OF REPORTING AND THE COILS, TRAPS, CONTROL VALVES, AND OTHER DISTRIBUTION OF THE REPORTS; SIM SIMILAR REFER TO SPECIFICATIONS FOR ADDITIONAL TESTING, COMPONENTS TO ALLOW DISASSEMBLY FOR D. IDENTIFICATION AND QUALIFICATIONS OF THE D DRAIN SO SCREENED OPENING ADJUSTING, AND BALANCING (TAB) REQUIREMENTS. MAINTENANCE. PERSON(S) EXERCISING SUCH CONTROL AND THEIR DB DRY BULB (TEMPERATURE) SOV SHUTOFF VALVE POSITION(S) IN THE ORGANIZATION. 7. MECHANICAL SYSTEMS COMMISSIONING AND dB DECIBEL SP STATIC PRESSURE 2. REFRIGERANT PIPING: PROVIDE SIZING AND COMPLETION REQUIREMENTS: TEST SYSTEMS TO DEG DEGREE SS STAINLESS STEEL, SANITARY SEWER INSTALLATION IN STRICT ACCORDANCE WITH ENSURE THAT BUILDING SYSTEMS HAVE BEEN 5. DIVISION 22, 23 RESPONSIBILITIES: MANUFACTURER'S INSTRUCTIONS AND IN SUCH A WAY DFU DRAINAGE FIXTURE UNIT DESIGNED, INSTALLED, AND FUNCTION PROPERLY, AS TO BE INCONSPICUOUS AND FREE FROM ANY A. HANGERS AND SEISMIC BRACING FOR MECHANICAL DIA DIAMETER TD TRENCH DRAIN, TEMPERATURE DIFFERENCE EFFICIENTLY, AND CAN BE MAINTAINED IN ACCORDANCE POSSIBLE CONDENSATION. PIPE SIZES NOTED ARE FOR SYSTEMS SHALL BE DESIGNED AND SPECIFIED BY WITH THE CONTRACT DOCUMENTS IN ORDER TO DIM DIMENSION TEMP TEMPERATURE REFERENCE AND SHALL BE INSTALLED PER DIVISION 22, 23. DIVISION 22, 23 SHALL REFER TO SATISFY THE BUILDING OWNER'S DESIGN INTENT AND DISC LOCATION OF STARTER, DISCONNECT AND TOD TOP OF DUCT MANUFACTURERS RECOMMENDATIONS. CONTRACTOR THE MECHANICAL DRAWINGS FOR LOCATIONS OF OPERATIONAL REQUIREMENTS PER ENERGY CODE CONTROLS TOF TOP OF PIPE SHALL PROVIDE CONTROL WIRING BETWEEN ENFORCED BY THE LOCAL AHJ. REFER TO EQUIPMENT AND HUNG MECHANICAL SYSTEMS AS DISCH DISCHARGE TSP TOTAL STATIC PRESSURE EQUIPMENT FOR AN OPERATIONAL SYSTEM. SPECIFICATIONS FOR ADDITIONAL COMMISSIONING STRUCTURAL DRAWINGS DO NOT SHOW THE LOCATIONS OF MECHANICAL EQUIPMENT, DN DOWN TSTAT THERMOSTAT REQUIREMENTS 3. PRESSURE/TEMPERATURE TEST PORTS: PROVIDE AT DUCTWORK, PIPING, AND OTHER COMPONENTS. DV DRAIN VALVE TYP TYPICAL SUPPLY AND RETURN PIPING CONNECTIONS TO B. DIVISION 22, 23 SHALL COORDINATE THE SUPPORT 8. THIS BUILDING AND ITS ENERGY SYSTEMS HAVE BEEN DWGS DRAWINGS EQUIPMENT. SYSTEMS AND DESIGN LOADS FOR HUNG PIPING DESIGNED TO COMPLY WITH ENERGY CODE ENFORCED UG UNDERGROUND BY THE LOCAL AHJ. CONTRACTOR IS RESPONSIBLE FOR AND OTHER MECHANICAL SYSTEMS (INCLUDING EA EXHAUST AIR UNO UNLESS NOTED OTHERWISE 4. PROVIDE AN INSULATED COPPER TRACER WIRE OR CORRECT INSTALLATION OF ENERGY CONSERVATION COMBINED MULTIPLE PIPE RUNS) WITH THE EER ENERGY EFFICIENCY RATIO OTHER APPROVED CONDUCTOR ADJACENT TO MEASURES. GENERAL CONTRACTOR AND THE STEEL AND UNDERGROUND NONMETALLIC (PLASTIC) PIPING. WOOD JOIST MANUFACTURERS IN ADDITION TO EF EXHAUST FAN V VENT PIPING, VOLT ACCESS SHALL BE PROVIDED TO THE TRACER WIRE OR OTHER TRADES THAT MAY BE IMPACTED. EFF EFFICIENCY VA VALVE THE TRACER WIRE SHALL TERMINATE ABOVE GROUND EG EXHAUST GRILL VD VOLUME DAMPER AT EACH END OF THE PIPING. THE TRACER WIRE SHALL EL ELEVATION VEL VELOCITY NOT BE LESS THAN NO. 18 AWG AND THE INSULATION ELEC ELECTRIC VENT VENTILATION TYPE SHALL BE SUITABLE FOR BURIAL. EMCS EMERGENCY MANAGEMENT AND CONTROL SYSTEM VOLT VOLTAGE 5. PROVIDE 12" LONG, Â½" WIDE FLUORESCENT ORANGE EQUIV EQUIVALENT VTR VENT THRU ROOF TAPE AT CONCEALED VALVE LOCATIONS. ESP EXTERNAL STATIC PRESSURE REVISION EXH EXHAUST W WASTE, WATT, WIDE, WATER EXT EXTERIOR, EXTERNAL W/ WITH PLUMBING NOTES WB WET BULB (TEMPERATURE) F FAHRENHEIT WC WATER CLOSET, WATER COLUMN 1. REDUCED PRESSURE BACKFLOW PREVENTERS (RPBP): PROVIDE INDIRECT DRAIN PIPING FROM RPBP TO FCO FLOOR CLEANOUT WCO WALL CLEANOUT DATE NEAREST DRAIN. INSTALL FUNNEL AT RPBP IF FD FLOOR DRAIN WG WATER GAGE REQUIRED. FF FINISHED FLOOR WH WATER HEATER, WALL HYDRANT NO. FLA FULL LOAD AMPS WHA WATER HAMMER ARRESTOR 2. ACCESS PANELS: PROVIDE IN NON ACCESSIBLE FLEX FLEXIBLE WSEC WASHINGTON STATE ENERGY CODE CEILINGS AND WALLS FOR VALVES, WATER HAMMER ARRESTERS, CLEANOUTS, AND OTHER ITEMS THAT FLR FLOOR WSFU WATER SUPPLY FIXTURE UNIT REQUIRE ACCESS TO PROPERLY MAINTAIN OR SERVICE FPM FEET PER MINUTE WT WEIGHT THE BUILDING. REFER TO SPECIFICATIONS. FT FEET 3. CLEANOUTS: PROVIDE AT THE BASE OF SANITARY GA GAGE DRAINAGE, PROCESS WASTE, AND RAINLEADER CONDUCTORS. GPM GALLONS PER MINUTE GRD GRILLES, REGISTERS, AND DIFFUSERS GWB GYPSUM WALLBOARD H HUMIDISTAT HB HOSE BIBB HD HEAD, HUB DRAIN HORIZ HORIZONTAL HP HORSEPOWER, HEAT PUMP HTG HEATING HVAC HEATING, VENTILATING, AND AIR CONDITIONING HW HOT WATER PIPING HWC HOT WATER CIRCULATING PIPING HZ HERTZ IAQ INDOOR AIR QUALITY ID INDIRECT DRAIN IE INVERT ELEVATION IN. INCH IN. WG INCHES WATER COLUMN kW KILOWATT L LENGTH LBS POUND LRA LOCKED ROTOR AMPS LVR LOUVER MAV MANUAL AIR VENT MAX MAXIMUM MBH THOUSAND BTU PER HOUR MC MECHANICAL CONTRACTOR MCA MINIMUM CIRCUIT AMPACITY MECH MECHANICAL SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: MECHANICAL GENERAL NOTES AND ABBREVIATIONS LEAD: BC DRAFTER: SF/JS DATE: 03/22/22 SHEET: M0.02 SHEET OF ENERGY CODE NOTES: FAN EFFICIENCY GRADE (FEG) 1 MOTORS: COMPLY WITH MINIMUM FULL LOAD EFFICIENCIES LISTED IN THE ENERGY CODE ENFORCED BY AHJ. IMPELLER MINIMUM PEAK TOTAL MINIMUM PEAK TOTAL ROLLUDA ARCHITECTS, INC. DIAMETER (IN) EFFICIENCY (%) EFFICIENCY (%) 105 S MAIN ST, #323 (NOTE 1) (NOTE 2) 2 PIPING AND DUCT INSULATION: COMPLY WITH THICKNESS AND TYPES LISTED IN THE ENERGY CODE ENFORCED SEATTLE, WA 98104 BY AHJ UNLESS MORE STRINGENT REQUIREMENTS ARE SPECIFIED. 8 49 52 PHONE (206)624-4222 3 DUCT SEALING: SEAL DUCT TRANSVERSE JOINTS AND LONGITUDINAL SEAMS PER THE ENERGY CODE ENFORCED FAX (206)624-4226 BY AHJ UNLESS MORE STRINGENT REQUIREMENTS ARE SPECIFIED. 10 52 57 4 RECORD DRAWINGS: SUBMIT TO THE BUILDING OWNER PER THE ENERGY CODE ENFORCED BY AHJ. 5 OPERATION AND MAINTENANCE MANUALS: SUBMIT TO THE BUILDING OWNER PER THE ENERGY CODE ENFORCED 12 56 60 BY AHJ. 6 SYSTEM BALANCING: BALANCE HVAC SYSTEMS PER THE ENERGY CODE ENFORCED BY AHJ AND SUBMIT 14 58 62 WRITTEN REPORT TO THE BUILDING OWNER. REFER TO SPECIFICATIONS FOR ADDITIONAL TESTING, ADJUSTING, AND BALANCING (TAB) REQUIREMENTS. 16 60 63 7 MECHANICAL SYSTEMS COMMISSIONING AND COMPLETION REQUIREMENTS: TEST SYSTEMS TO ENSURE THAT BUILDING SYSTEMS HAVE BEEN DESIGNED, INSTALLED, AND FUNCTION PROPERLY, EFFICIENTLY, AND CAN BE 18 61 64 MAINTAINED IN ACCORDANCE WITH CONTRACT DOCUMENTS IN ORDER TO SATISFY THE BUILDING OWNER'S DESIGN INTENT AND OPERATIONAL REQUIREMENTS PER THE ENERGY CODE ENFORCED BY AHJ. REFER TO 20 62 65 SPECIFICATIONS FOR ADDITIONAL COMMISSIONING REQUIREMENTS. 22 62 65 8 ENERGY METERING: COMPLY WITH ENERGY SOURCE AND END-USE METERING REQUIREMENTS LISTED IN THE 1201 third avenue, ste 600 ENERGY CODE ENFORCED BY AHJ. 24+ 63 66 seattle, wa 98101 9 THIS BUILDING AND ITS ENERGY SYSTEMS HAVE BEEN DESIGNED TO COMPLY WITH THE ENERGY CODE 206.448.3376 ENFORCED BY AHJ. CONTRACTOR IS RESPONSIBLE FOR CORRECT INSTALLATION OF ENERGY CONSERVATION MEASURES. NOTES: www.hargis.biz 10 FANS: COMPLY WITH THE MINIMUM PEAK TOTAL EFFICIENCY REQUIREMENTS AS INDICATED ON THE FAN 1. MINIMUM PEAK TOTAL EFFICIENCY FOR FANS OPERATING WITH MOTORS EFFICIENCY GRADE (FEG) SCHEDULE. OVER 5 HP CORRESPOND TO FEG 67 PER AMCA 205 AS REQUIRED BY SECTION 11 DUCT CONSTRUCTION REQUIREMENTS: DUCT CONSTRUCTION SHALL COMPLY WITH SMACNA STANDARDS PER C403.8.3 OF THE ENERGY CODE. DESIGN FAN OPERATION MUST BE WITHIN 15% PROJECT SPECIFICATIONS, UNO. DUCTWORK SHALL MEET AIR LEAKAGE REQUIREMENTS PER PROJECT OF MAXIMUM TOTAL FAN EFFICIENCY. SEE AVAILABLE EXCEPTIONS WITHIN SPECIFICATIONS, UNO (EQUAL OR MORE STRINGENT THAN 2018 WSEC C402.5). SECTION NOTED ABOVE. 12 DUCT PRESSURE CLASSIFICATION REQUIREMENTS: CONSTRUCT DUCT TO PRESSURE CLASSIFICATION AS 2. MINIMUM PEAK TOTAL EFFICIENCY FOR FANS OPERATING WITH MOTORS INDICATED IN PROJECT SPECIFICATIONS. CONDUCT DUCT LEAKAGE TESTING AS INDICATED IN PROJECT OVER 1 HP CORRESPOND TO FEG 71 PER AMCA 205 AS REQUIRED BY SECTION SPECIFICATIONS. SUBMIT COMPLETE DUCT LEAKAGE TESTING REPORT TO A/E AS INDICATED IN PROJECT C406.2.3 OF THE ENERGY CODE. DESIGN FAN OPERATION MUST BE WITHIN 10% SPECIFICATIONS. OF MAXIMUM TOTAL FAN EFFICIENCY. SEE AVAILABLE EXCEPTIONS WITHIN 13 PIPE PROTECTION: WHERE INDICATED PROVIDE FACTORY APPLIED WEATHERABLE JACKET PER PROJECT SECTION FROM NOTE #1. SPECIFICATIONS, UNO. C404.3 EFFICIENT HEATED WATER SUPPLY PIPING DUCT SYSTEMS INSULATION SCHEDULE HEATED WATER SUPPLY PIPING SHALL BE IN ACCORDANCE WITH THE MAXIMUM ALLOWABLE PIPE LENGTH METHOD (SECTION C404.3.1) OR THE MAXIMUM ALLOWABLE PIPE VOLUME METHOD (SECTION C404.3.2). THE FLOW DUCT SYSTEM TYPE LOCATION OF DUCT DUCT CONFIGURATION INSULATION TYPE MINIMUM R-VALUE, INSULATION THICKNESS NOTES RATE THROUGH 1/4-INCH PIPING SHALL BE NO GREATER THAN 0.5 GPM. THE FLOW RATE THROUGH 5/16-INCH PIPING SHALL BE NO GREATER THAN 1 GPM. THE FLOW RATE THROUGH 3/8-INCH PIPING SHALL BE NO GREATER WITHIN CONDITIONED RIGID BOARD OR RECTANGULAR (EXPOSED) ELASTOMERIC THAN 1.5 GPM. WATER HEATERS, CIRCULATING WATER SYSTEMS, AND HEAT TRACE TEMPERATURE SPACE, UPSTREAM OF MAINTENANCE SYSTEMS SHALL BE CONSIDERED SOURCES OF HEATED WATER. AUTOMATIC SHUTOFF R-16 1,2 DAMPER, AND UNIT SUPPLY DUCT WRAP OR RECTANGULAR (CONCEALED), AIR >/= 2800 CFM ELASTOMERIC ROUND, AND OVAL NOMINAL PIPE SIZE (IN) VOLUME (LIQUID OUNCES MAXIMUM PIPING LENGTH (FEET) PER LINEAR FOOT) (NOTE 2) (NOTE 1) WITHIN CONDITIONED RIGID BOARD OR PUBLIC LAVATORY FAUCETS OTHER FIXTURES AND SPACE, DOWNSTREAM OF RECTANGULAR (EXPOSED) ELASTOMERIC APPLIANCES OUTDOOR AIR AUTOMATIC SHUTOFF R-8 [CLIMATE ZONE 4C] 1 DAMPER TO HVAC UNIT OR R-12 [CLIMATE ZONE 5B] 1/4 0.33 6 50 ROOM, AND UNIT SUPPLY AIR RECTANGULAR (CONCEALED), DUCT WRAP OR >/= 2800 CFM ROUND, AND OVAL ELASTOMERIC 5/16 0.5 4 50 RIGID BOARD OR 3/8 0.75 3 50 WITHIN CONDITIONED SPACE RECTANGULAR (EXPOSED) ELASTOMERIC AND UNIT SUPPLY AIR < 2800 R-7 1 1/2 1.5 2 43 CFM RECTANGULAR (CONCEALED), DUCT WRAP OR ROUND, AND OVAL ELASTOMERIC 5/8 2 1 32 RIGID BOARD OR RECTANGULAR (EXPOSED) ELASTOMERIC WITHIN UNCONDITIONED R-6 3 3/4 3 0.5 21 SPACE RECTANGULAR (CONCEALED), DUCT WRAP OR ROUND, AND OVAL ELASTOMERIC 7/8 4 0.5 16 RIGID BOARD OR RECTANGULAR (EXPOSED) ELASTOMERIC OUTSIDE THE BUILDING R-8 [CLIMATE ZONE 4C] 1 5 0.5 13 - ENVELOPE R-12 [CLIMATE ZONE 5B] SUPPLY AIR RECTANGULAR (CONCEALED), DUCT WRAP OR OR RETURN AIR ROUND, AND OVAL ELASTOMERIC 1 1/4 8 0.5 8 1 1/2 11 0.5 6 RIGID BOARD OR RECTANGULAR (EXPOSED) ELASTOMERIC WITHIN CONDITIONED SPACE 2 OR LARGER 18 0.5 4 FUNCTIONING AS PART OF SEE NOTES 4 BUILDING ENVELOPE DUCT WRAP OR REVISION RECTANGULAR (CONCEALED), NOTES: ROUND, AND OVAL ELASTOMERIC 1. SECTION C404.3.2: THE MAXIMUM VOLUME OF WATER, AS MEASURED FROM THE NEAREST SOURCE OF HEATED RIGID BOARD OR RECTANGULAR (EXPOSED) ELASTOMERIC WATER TO THE TERMINATION OF THE FIXTURE SUPPLY PIPE, SHALL BE AS FOLLOWS: 2 OUNCES FOR PUBLIC SUPPLY AIR WITHIN CONDITIONED SPACE R-3.3 5,6 LAVATORY FAUCET AND 0.5 GALLONS FOR OTHER PLUMBING FIXTURES OR PLUMBING APPLIANCES. RECTANGULAR (CONCEALED), DUCT WRAP OR ROUND, AND OVAL ELASTOMERIC DATE 2. SECTION C404.3.1: THE MAXIMUM ALLOWABLE PIPING LENGTH, AS MEASURED FROM THE NEAREST SOURCE OF HEATED WATER TO THE TERMINATION OF THE FIXTURE SUPPLY PIPE. WHERE PIPING CONTAINS MORE T HAN ONE NO. WITHIN CONDITIONED RIGID BOARD OR SIZE OF PIPE, THE LARGEST SIZE OF PIPE WITHIN THE PIPING SHALL BE USED FOR DETERMINING THE MAXIMUM RECTANGULAR (EXPOSED) SPACE, DOWNSTREAM OF ELASTOMERIC ALLOWABLE LENGTH. RETURN AIR AN ENERGY RECOVERY R-8 [CLIMATE ZONE 4C] - OR EXHAUST AIR MEDIA, UPSTREAM OF AN R-12 [CLIMATE ZONE 5B] AUTOMATIC SHUTOFF RECTANGULAR (CONCEALED), DUCT WRAP OR DAMPER ROUND, AND OVAL ELASTOMERIC RIGID BOARD OR WITHIN CONDITIONED SPACE RECTANGULAR (EXPOSED) ELASTOMERIC RELIEF AIR AND DOWNSTREAM OF R-16 - OR EXHAUST AIR AUTOMATIC SHUTOFF DAMPER RECTANGULAR (CONCEALED), DUCT WRAP OR ROUND, AND OVAL ELASTOMERIC NOTES: 1. WHEN THE OUTDOOR AIR DUCT IS LOCATED WITHIN UNHEATED EQUIPMENT ROOMS WITH COMBUSTION AIR LOUVERS, DUCT INSULATION IS NOT REQUIRED, PROVIDED THE DUCT IS ISOLATED FROM CONDITIONED SPACE AT SIDES, TOP AND BOTTOM OF THE ROOM WITH R-11 INSULATION. 2. DUCTS, SHAFTS, AND PLENUMS CONVEYING OUTDOOR AIR FROM THE EXTERIOR OF THE BUILDING TO THE MECHANICAL SYSTEM SHALL MEET ALL AIR LEAKAGE AND BUILDING ENVELOPE INSULATION REQUIREMENTS OF 2018 WSEC SECTION C402.5, PLUS BUILDING ENVELOPE VAPOR CONTROL REQUIREMENTS FROM THE INTERNATIONAL BUILDING CODE, EXTENDING CONTINUOUSLY FROM THE BUILDING EXTERIOR TO AN AUTOMATIC SHUTOFF DAMPER OR HEATING OR COOLING EQUIPMENT. 3. WHEN THE DESIGN TEMPERATURE DIFFERENCE BETWEEN THE INTERIOR AND EXTERIOR OF THE SUPPLY DUCT OR PLENUM DOES NOT EXCEED 15F, THE INSULATION CAN BE REDUCED TO R-3.3. 4. THE DUCT OR PLENUM SHALL BE SEPARATED FROM THE BUILDING EXTERIOR OR UNCONDITIONED OR EXEMPT SPACES BY MINIMUM INSULATION VALUE AS REQUIRED FOR EXTERIOR WALLS BY 2018 WSEC SECTION C402.1.3. 5. WHEN THE SUPPLY DUCT IS LOCATED WITHIN THE CONDITIONED SPACE THAT THE DUCT DIRECTLY SERVES, DUCT INSULATION IS NOT REQUIRED. 6. WHEN THE SUPPLY DUCT CONVEYS AIR THAT IS BETWEEN 55F AND 105F, DUCT INSULATION IS NOT REQUIRED. 7. DUCTING AND PLENUMS ASSOCIATED WITH REVERSE CORE HEAT RECOVERY UNITS THAT PROVIDES DUAL FLOW DIRECTION SHALL COMPLY AS EITHER OUTDOOR AIR OR EXHAUST AIR DUCT SYSTEM TYPES IN THIS SCHEDULE, WHICHEVER MORE STRINGENT. PIPING SYSTEMS INSULATION SCHEDULE TYPE OF PIPE INSTALLATION LOCATION INSULATION TYPE PIPE SIZE (INCHES) INSULATION THICKNESS (INCHES) NOTES INSIDE BUILDING ENVELOPE FIBERGLASS ALL SIZES 1" THICK - 1"THICK OR COLD PLUMBING PIPING OUTSIDE BUILDING ENVELOPE AND BURIED ELASTOMERIC ALL SIZES 1, 4 MULTIPLE LAYERS FOR 1-1/2" TOTAL THICKNESS IF NOTE 1 APPLIES IN TRENCHES AND UTILIDORS CELLULAR GLASS ALL SIZES 1-1/2" THICK 3 1-1/4 INCH AND SMALLER 1" THICK - INSIDE BUILDING ENVELOPE FIBERGLASS 1-1/2 INCH AND LARGER 1-1/2" THICK - HOT PLUMBING PIPING OUTSIDE BUILDING ENVELOPE AND BURIED ELASTOMERIC ALL SIZES 1-1/2" THICK OR MULTIPLE LAYERS FOR 2" TOTAL THICKNESS 1, 4 IN TRENCHES, UTILIDORS, CELLULAR GLASS ALL SIZES 1-1/2" THICK 3 OR UNDERGROUND SLEEVES 3/4 INCH AND SMALLER 1" THICK 4 REFRIGERANT SUCTION AND ALL LOCATIONS ELASTOMERIC LIQUID LINES 1-1/2" THICK OR 1 INCH AND LARGER 4 MULTIPLE LAYERS FOR 2" TOTAL THICKNESS SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: NOTES: 1. INCREASE THICKNESS OF PIPE INSULATION BY 1/2 INCH WHERE PIPING IS LOCATED OUTDOORS OR OTHERWISE EXPOSED TO AMBIENT AIR. 2. INCLUDE POLYETHYLENE TUBING. 3. INCLUDE MULTI-PLY LAMINATE JACKET. C.2 4. INCLUDE FACTORY APPLIED WEATHERABLE JACKET OR MANUFACTURER RECOMMENDED COATING. SHEET TITLE: MECHANICAL ENERGY CODE NOTES LEAD: BC DRAFTER: SF/JS DATE: 03/22/22 SHEET: M0.03 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 A B C A B C ELEC ROOM 102 24x24 EXHAUST AIR LOUVER. 1 REFER TO ARCHITECTURAL CU-01 M7.01 1201 third avenue, ste 600 FOR FURTHER DETAIL. seattle, wa 98101 18x14 206.448.3376 10x10 G 1 RLL/RSL DN RLL/RSL (TYP 2) SEF-01 www.hargis.biz 1 1 M AC-01B NO2 CO 10x10 EF-01 J EF-02 EF-02 200 T AC-01A T 10x10 EF-02 T AC-01B 10x10 DDC 14x10 18x14 4 4"VTR AC-01A 5 2 HEATED PARKING 101 REVISION 3 24x24 DATE G 2 2 M NO. 24x24 OUTSIDE AIR LOUVER 3 INSTALLED 1'-6" AFF. REFER M7.01 TO ARCHITECTURAL FOR FURTHER DETAIL. TRUE TRUE MECHANICAL ROOF PLAN LEVEL 1 - HVAC PLAN 1 N 2 N SCALE: 1/4" = 1'-0" SCALE:1/4" = 1'-0" SHEET NOTES FLAG NOTES 1. REFER TO M7.00 SERIES SHEETS FOR STANDARD DETAILS NOT REFERENCED ON PLANS. COMPLY WITH ALL REQUIREMENTS IN 1 TERMINATE LOW WALL EXHAUST WITH 1/2" HARDWIRE DETAILS. MESH 1-0" AFF. BALANCE TO 705 CFM. 2. REFER TO ARCHITECTURAL REFLECTED CEILING PLAN AND 2 FINISH DUCT OPENING WITH 1/2" HARDWIRE MESH. INTERIOR ELEVATIONS FOR FINAL LOCATION OF ALL GRILLES, BALANCE TO 705 CFM. DIFFUSERS, AND EXPOSED DUCTWORK. PROVIDE ADDITIONAL DUCTWORK AND FITTINGS TO MAKE FINAL CONNECTION. REPORT 3 PROVIDE NEMA 3R ACTUATOR ENCLOSURE. DISCREPANCIES IN QUANTITY OF AIR TERMINALS BETWEEN ARCHITECTURAL AND MECHANICAL DRAWINGS TO A/E. 4 DDC CONTROL PANEL. COORDINATE FINAL INSTALLATION LOCATION WITH DIVISION 26 & 28. 3. PROVIDE A MANUAL VOLUME DAMPER FOR EACH EXHAUST OPENING. LOCATE AS FAR UPSTREAM AS POSSIBLE FROM THE 5 FINISH DUCT OPENING WITH 1/2" HARDWIRE MESH. OPENING UNLESS OTHERWISE NOTED. NOT ALL VOLUME DAMPERS ARE SHOWN ON PLANS. 4. REFER TO ARCHITECTURAL ELEVATIONS FOR SWITCH AND SENSOR MOUNTING HEIGHTS AND EXACT LOCATIONS. LOCATIONS ON PLANS ARE APPROXIMATE. 5. PROVIDE ACCESS DOOR IN ALL OUTSIDE AIR, EXHAUST AIR, AND RETURN AIR PLENUMS, OR DUCTS LOCATED BEHIND LOUVERS FOR BACKDRAFT AND/OR MOTORIZED DAMPER ACCESS. PROVIDE 24â€x24â€ UNLESS OTHERWISE NOTED. REFER TO DETAILS. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 KEYPLAN SHEET TITLE: MECHANICAL FLOOR AND ROOF PLAN LEAD: BC DRAFTER: SF/JS DATE: SHEET: M2.01 SHEET OF PLUMBING FIXTURE AND DRAIN ROUGH-IN SCHEDULE MARK FIXTURE TYPE WASTE VENT RL ORL CW HW NOTES MARK (IN) (IN) (IN) (IN) (IN) (IN) ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 HB-1 HOSEBIBB (CW EXTERIOR) - - - - 3/4" - HB-1 PHONE (206)624-4222 FAX (206)624-4226 EW-1 EYEWASH 2" 1-1/2" - - 1/2" 1/2" 5 EW-1 SS-9 HEATED PARKING SINK 2" 1-1/2" - - 1/2" 1/2" 4 SS-9 FD-1 FLOOR DRAIN NOTE 3 NOTE 3 - - - - 1,2 FD-1 TD-1 TRENCH DRAIN NOTE 3 NOTE 3 - - - - 1,2 TD-1 GENERAL NOTES: A. MAKE FINAL CONNECTION TO ALL PLUMBING FIXTURES UNLESS NOTED OTHERWISE. B. PIPE SIZES LISTED MAY BE DIFFERENT THAN THE ACTUAL FIXTURE CONNECTION. PROVIDE BRANCH PIPE OF LISTED SIZE AND ALL PIPE FITTINGS AND OFFSETS REQUIRED FOR COMPLETE INSTALLATION. C. PROVIDE FINAL CONNECTIONS TO ALL FIXTURES. 1201 third avenue, ste 600 NOTES: seattle, wa 98101 1. CW CONNECTION VIA TRAP PRIMER. VENT 1/2 SIZE OF WASTE OR 1-1/2" WHICHEVER IS LARGER. 206.448.3376 2. SIZE AS NOTED ON DRAWINGS. WHERE APPLICABLE, VENT SIZE SHALL BE AS NOTED ON THE DRAWING, HALF SIZE OF WASTE OR 1-1/2", WHICHEVER IS LARGER. www.hargis.biz ADA COMPLIANT WHERE INDICATED ON THE ARCHITECTURAL DRAWINGS. MOUNTING HEIGHT AS INDICATED ON ARCHITECTURAL DRAWINGS. SIZE AS NOTED ON DRAWINGS. 3. SIZE AS NOTED ON DRAWINGS. 4. ADA COMPLIANT WHERE INDICATED ON THE ARCHITECTURAL DRAWINGS. MOUNTING HEIGHT AS INDICATED ON ARCHITECTURAL DRAWINGS. SIZE AS NOTED ON DRAWINGS. 5. SUPPLY HOT AND COLD WATER TO THERMOSTATIC MIXING VALVE AND EXTEND TEMPERED WATER FROM MIXING VALVE TO FIXTURE. TRAP PRIMER SCHEDULE MARK MANUFACTURER / MODEL NO. NUMBER OF PIPE CONNECTIONS V/Ã˜ REMARKS OUTLETS OUTLETS INLET ELECTRONIC TRAP PRIMER MANIFOLD. PROVIDE WITH RECESSED MOUNT INSTALLATION IN FRAMED WALLS IN ALL FINISHED SPACES INCLUDING STORAGE ROOMS AND CUSTODIAL TP PPP / PRIME-TIME 4 - 16 3/4" 1/2" 120/1 ROOMS, UNO ON PLUMBING PLANS. QUANITTY OF OUTLETS AS REQUIRED FOR PRIMED DRAINS PLUS 2 ADDITIONAL SPARES. ELECTRIC INSTANTANEOUS WATER HEATER SCHEDULE MARK LOCATION SYSTEM SERVED MANUFACTURER / MODEL NO. TYPE FLOW TEMP MIN MAX ELECTRICAL PHYSICAL MOUNTING DETAIL / NOTES MARK RATE RISE FLOW FLOW V/Ã˜ AMPS KW LxWxH WEIGHT PIPE / SUPPORT DIAGRAM (GPM) (F) (GPM) (GPM) (INxINxIN) (LBS) SIZE (IN) REFERENCE EIWH-1 WALL EMERGENCY EYEWASH CHRONOMITE / R SERIES TANKLESS 3 36 0.35 3 208/3 75.0 15.6 11x5x10 10 3/4" WALL 9/P7.01 1 EIWH-1 NOTES: 1. SET TO 120 F MINI SPLIT SYSTEM AIR CONDITIONING SCHEDULE MARK LOCATION AREA SERVED MANUFACTURER / MODEL NO. FAN HEATING WSEC SCHEDULED ELECTRICAL PHYSICAL DETAIL / CONTROL NOTES MARK FLOW CAP CODE SEER MCA MOCP V/Ã˜ LxWxH WEIGHT DIAGRAM DIAGRAM / (CFM) (MBH) MINIMUM (INxINxIN) (LBS) REFERENCE SEQUENCE SEER AC-01A HEATED PARKING 101 HEATED PARKING 101 DAIKIN / FTXS18LVJU 582 25.0 13.0 17.7 - - 208/1 42x10x14 31 - 3/M9.03 1,2,3,4,5 AC-01A AC-01B HEATED PARKING 101 HEATED PARKING 101 DAIKIN / FTXS18LVJU 582 25.0 13.0 17.7 - - 208/1 42x10x14 31 - 3/M9.03 1,2,3,4,5 AC-01B CU-01 ON GRADE HEATED PARKING 101 DAIKIN / 4MXS36RMVJU - 43.0 13.0 17.7 23.9 A 25 208/1 35x13x29 140 2/M7.01 3/M9.03 1,3,4,5 CU-01 REVISION NOTES: 1. PROVIDE POWER CONNECTION TO AC UNIT FROM CONDENSING UNIT. POWER WIRING SHALL BE PROVIDED BY DIVISION 26. 2. PROVIDE WITH REFRIGERANT PIPING SIZED PER MANUFACTURER'S RECOMMENDATIONS. PROVIDE WITH R-410A REFRIGERANT. 3. PROVIDE WITH DAIKIN DKN PLUS INTERFACE FOR INTEGRATION WITH BACNET. DATE 4. SYSTEM MEETS THE 2018 WSEC C406.2, "MORE EFFICIENT HVAC EQUIPMENT AND FAN PERFORMANCE" REQUIREMENTS. THIS SYSTEM PROVIDES 100% OF THE HVAC CAPACITY SERVING THE HEATED PARKING BUILDING IN COMPLIANCE WITH 2018 WSEC C406.2. SYSTEM COMPLIES WITH 2018 WSEC C406.2.1, AND IS LISTED IN TABLE C403.3.2(1) UNDER, "AIR CONDITIONERS, AIR COOLED." SYSTEM COMPLIES WITH 2018 WSEC C406.2.2. THE REQUIRED MINIMUM EFFICIENCY STATED IN TABLE C403.3.2(1) IS 13.0 NO. SEER. SCHEDULED SEER VALUE FOR THIS SYSTEM IS 17.7, 26.6% MORE EFFICIENT THAN THE MINIMUM REQUIRED SEER VALUE. SYSTEM COMPLIES WITH 2018 WSEC C406.3 AS ALL FANS SCHEDULE HAVE A LISTED MOTOR HOURSE POWER LESS THAN 1.0. 5. PROVIDE WITH HEATING OPERATION ONLY. FAN SCHEDULE MARK LOCATION AREA SERVED MANUFACTURER / MODEL NO. FAN TYPE AIRFLOW ESP FAN FAN MOTOR PHYSICAL SOUND MOUNTING / DETAIL / CONTROL NOTES MARK (CFM) (IN WG) RPM RPM HP / V/Ã˜ LxWxH WEIGHT INLET SUPPORT DIAGRAM DIAGRAM / WATTS (INxINxIN) (LBS) (SONES) REFERENCE SEQUENCE EF-01 HEATED PARKING 01 HEATED PARKING 01 GREENHECK / SQ-120-VG INLINE 1410 0.4 1462 1725 1/2 120/1 24x19x19 65 10.0 SUSPENDED 3/M7.01 1/M9.03 1 EF-01 EF-02 ELEC ROOM 102 ELEC ROOM 102 GREENHECK / SQ-80-VG INLINE 200 0.35 1358 1725 1/10 120/1 16x15x15 65 5.8 SUSPENDED 3/M7.01 2/M9.03 1 EF-02 NOTES: 1. MOTOR CONTROLLER SHALL BE PROVIDED WITH A VISIBLE NAMEPLATE INDICATING THE SHORT CIRCUIT CURRENT RATING (SCCR) IN ACCORDANCE WITH UL REQUIREMENTS. REFER TO ELECTRICAL DRAWINGS FOR MINIMUM RATINGS. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: MECHANICAL SCHEDULES LEAD: BC DRAFTER: SF/JS DATE: 03/22/22 SHEET: M6.01 SHEET OF INDOOR UNIT. SEE NOTE 1 SEAL DUCT PLENUM TO LOUVER EXTERIOR WALL ASSEMBLY. WATERTIGHT WITH DUCT SEALER SEE ARCH DWGS FLEXIBLE DRAIN HOSE INSULATED REFRIGERANT PLENUM ROLLUDA ARCHITECTS,INC PIPING DETAILS 105 S MAIN ST, #323 SEISMIC RESTRAINT PER ALL THREAD STEEL RODS INSULATION CAULK AND SEAL PERIMETER SEATTLE, WA 98104 SEE DUCTLESS SECTION 230548 TO TOP CHORD SECURED TO TOP CHORD OF PHONE (206) 624-4222 REFRIGERANT OF TRUSSES OR ALTERNATE TRUSSES OR ALTERNATE FAX (206) 624-4226 PIPING DETAIL BUILDING STRUCTURE (TYP) BUILDING STRUCTURE (TYP) MOTORIZED SEE ARCHITECTURAL DWGS FOR DAMPER OUTDOOR UNIT MOUNTING DETAIL SEE NOTE 2 DUCT. SEE DWGS VIBRATION ISOLATOR PER FOR SIZE AND CONT SECTION 230548 (TYP) BIRD SCREEN OUTDOOR UNIT RLL CONNECT TO AIR DISCHARGE RSL BACKDRAFT AND/OR MOTORIZED CONDENSATE PAN OUTLET DAMPER AS SHOWN ON DWGS ATTACH DUCT PLENUM TO LOUVER. AND/OR SPECIFIED COORDINATE LOUVER LOCATION WITH ARCH DWGS EXHAUST LOUVER AND SCREEN, SUPPORT BRACKET TERMINATE DRAIN OVER (INTAKE SIMILAR). SIZE AS (TYP) FLOOR RECEPTOR WITH SHOWN ON DWGS 10" TO 24" AIR GAP OR OUTDOOR ABOVE GRADE. SEE DWGS SLOPE DUCT DOWN SEE ENLARGED VIEW A FOR SIZE AND CONT AT 1/2" PER LF FROM END OF COATING TO BALL VALVE (TYP) AIR FAN HOUSING AIR EXTERIOR LOUVER FLOW FLOW 24" x FULL WIDTH BOTTOM ACCESS M DOOR WITH HINGE AND LATCH. BITUMINOUS COATING. ACCESS DOOR ON SIDE SHALL BE EXTEND TO ACCESS DOOR FULL HEIGHT OF DUCT HOUSEKEEPING PAD ON SLAB SCREEN LOUVER FRAME 1/4" WEEP HOLES FLEXIBLE CONNECTORS (6" OC) NOTES: 1. PROVIDE CLEARANCE FOR MOTOR ACCESS AND FAN MAINTENANCE PER MANUFACTURE BITUMINOUS NOTES: RECOMMENDATIONS AND AHJ REQUIREMENTS. FLASHING COATING. EXTEND 1. WALL MOUNTED INDOOR UNIT SHOWN. PIPING FOR 4-WAY, 2-WAY, AND 1-WAY CEILING CASSETTE UNITS TO ACCESS DOOR SIMILAR . 2. PROVIDE CLEARANCE TO WALLS PER MANUFACTURER'S INSTRUCTION REQUIREMENT. SEALANT ENLARGED VIEW 1 DIAGRAM - DUCTLESS SPLIT HEAT PUMP SYSTEM 2 DETAIL - IN-LINE FAN A M7.01 SCALE: NONE M7.01 SCALE: NONE NOTES: 1. PLENUM DEPTH 36" MINIMUM UNLESS OTHERWISE NOTED ON DWGS. 2. PROVIDE SECURITY BARS AS SPECIFIED AND AS SHOWN ON DWGS. 3 DETAIL - WEATHERPROOF LOUVER - ELEVATION M7.01 SCALE: NONE REVISION DATE NO. SNOHOMISH COUNTY PUD NORTH COUNTY COMMUNITY OFFICE HEATED PARKING 17601 59TH AVE NE ARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER:C.2 SHEET TITLE: MECHANICAL DETAILS LEAD:BC DRAFTER:SF DATE:03/22/22 SHEET: M7.01 SHEET OF ROLLUDA ARCHITECTS,INC 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206) 624-4222 ABBREVIATIONS CONTROL EQUIPMENT LEGEND FAX (206) 624-4226 AI ANALOG INPUT, A PHYSICAL INPUT TO THE CONTROL MODULE. DESCRIPTION SYMBOL SYMBOL WITH ASSOCIATED POINTS POINTS POINT NAME MARK AI AO BI BO ALARM COMMENTS AO ANALOG OUTPUT, A PHYSICAL OUTPUT TO THE CONTROL MODULE. MOTORIZED M D# M Air Damper D# X X # DENOTES DAMPER INDICATED ON DIAGRAM AND DESCRIBED IN SEQUENCE OF OPERATION. REFER TO SEQUENCES OF OPERATION. DAMPER Damper fail position and normal position shall be as indicated in the sequences. MODULATING AV ANALOG VALUE, AN INTERMEDIATE (SOFTWARE) POINT THAT MAY BE EDITABLE OR READ ONLY. EDITABLE AVs ARE TYPICALLY USED TO ALLOW THE POINT NAME MARK AI AO BI BO ALARM COMMENTS USER TO SET A FIXED CONTROL PARAMETER, SUCH AS A SETPOINT. READ ONLY D# Air Damper D# X X # DENOTES DAMPER INDICATED ON DIAGRAM AND DESCRIBED IN SEQUENCE OF OPERATION. REFER TO SEQUENCES OF OPERATION. MOTORIZED M M AVs ARE TYPICALLY USED TO DISPLAY THE STATUS OF A CONTROL OPERATION. DAMPER Damper fail position and normal position shall be as indicated in the sequences. 2-POSITION BI BINARY INPUT, A PHYSICAL INPUT TO THE CONTROL MODULE. POINT NAME MARK AI AO BI BO ALARM COMMENTS AIRFLOW Airflow Monitoring Station AFMS X BO BINARY OUTPUT. A PHYSICAL OUTPUT FROM THE CONTROL MODULE. AFMS MEASURING AFM AFM STATION BV BINARY VALUE, AN INTERMEDIATE (SOFTWARE) POINT THAT MAY BE EDITABLE OR READ ONLY. EDITABLE BVs ARE TYPICALLY USED TO ALLOW THE POINT NAME MARK AI AO BI BO ALARM COMMENTS USER TO SET A FIXED CONTROL PARAMETER, SUCH AS A SETPOINT. READ ONLY BUILDING Building Pressure BP X BP P P BVs ARE TYPICALLY USED TO DISPLAY THE STATUS OF A CONTROL OPERATION. PRESSURE SENSOR COV CHANGE OF VALUE OF A INPUT POINT. POINT NAME MARK AI AO BI BO ALARM COMMENTS DUCT Supply Air Temp TS X SCHED SCHEDULE, INCLUDE A USER EDITABLE SCHEDULE FOR THIS EQUIPMENT. TS TEMPERATURE T T SENSOR TREND CONFIGURE TO COLLECT AND DISPLAY A TREND LOG OF THIS OBJECT. INCLUDE A TRENDING INTERVAL WITH A MINIMUM OF ONE SAMPLE POINT NAME MARK AI AO BI BO ALARM COMMENTS EVERY 5 SECONDS. (CHANGE OF VALUE TRENDING (COV), WHERE A DUCT SPS Air Static Pressure SPS X LOCATE NEAR THE END OF THE SUPPLY AIR DISTRIBUTION DUCTWORK H L SAMPLE IS TAKEN EVERY TIME THE VALUE CHANGES BY MORE THAN A PRESSURE H L SENSOR USER-DEFINED MINIMUM, IS AN ACCEPTABLE ALTERNATIVE). ALARM CONFIGURE THE CONTROL SYSTEM TO GENERATE AN ALARM WHEN THIS OBJECT EXCEEDS USER DEFINABLE LIMITS, AS DESCRIBED IN THE POINT NAME MARK AI AO BI BO ALARM COMMENTS SEQUENCE OF CONTROLS. DUCT H L Air Static Pressure Alarm SPA X LOCATE NEAR THE SUPPLY FAN IN THE SUPPLY AIR DUCT MAIN. A PRESSURE H L Air Static Pressure Alarm Reset SPAR X A SWITCH SPAR ACTIVE WHEN A HVAC UNIT IS CALLING FOR HEATING, COOLING OR AIR FLOW. POINT NAME MARK AI AO BI BO ALARM COMMENTS NOTE: PROVIDE ALL OF THE ABOVE AS BACNET OBJECTS. MECHANICAL MSW Switch, Dial Timer, Toggle MSW X SWITCH, TIMER, M TOGGLE M POINT NAME MARK AI AO BI BO ALARM COMMENTS Door Switch DSW X DOOR SWITCH DSW DSW DSW POINT NAME MARK AI AO BI BO ALARM COMMENTS TRM FLAT Space Temp TRM X PLATE SENSOR S S DUCT MOUNT WALL MOUNT DUCT MOUNT WALL MOUNT POINT NAME MARK AI AO BI BO ALARM COMMENTS CARBON DIOXIDE Carbon Dioxide Sensor CO2 X PROVIDE CO2 SENSOR WHERE SCHEDULED AND SHOWN ON HVAC DRAWINGS. SENSOR CO2 CO2 CO2 CO2 CO2 CO2 POINT NAME MARK AI AO BI BO ALARM COMMENTS OCCUPANCY Occupancy Sensor OCC X PROVIDE SENSOR WHERE SHOWN ON HVAC DRAWINGS. OCC OCC OCC SENSOR REVISION POINT NAME MARK AI AO BI BO ALARM COMMENTS CARBON MONOXIDE / CO Carbon Monoxide Sensor CO X NITROGEN DIOXIDE CO NO2 CO NO2 NO2 Nitrogen Dioxide Sensor NO2 X SENSOR DATE POINT NAME MARK AI AO BI BO ALARM COMMENTS DISPLAY TRM Zone Temp TRM X NO. TEMPERATURE TA Zone Setpoint Adjust TA X SENSOR T T TRO Zone Override TRO X POINT NAME MARK AI AO BI BO ALARM COMMENTS IMMERSION TEMPERATURE SENSOR T T T Water Temp Sensor T X (WATER) POINT NAME MARK AI AO BI BO ALARM COMMENTS AF ZD FROM SUPPLY FROM SUPPLY Airflow (CFM from unit) AF X X VAHU M AIR VAHU M AIR Discharge Air Temp TS X SINGLE DUCT Zone Damper ZD X PRIMARY AIR VAV POINT NAME MARK AI AO BI BO ALARM COMMENTS SFS FAN WITH Fan VFD Speed SFSP X VARIABLE CT VFD M Fan VFD Failure SFF X X FREQUENCY SFE Fan Status SFS X DRIVE Fan VFD BacNet PROVIDE NETWORK CONNECTION AND MAPPING FOR VFD. SFSP VFD Fan VFD Start/Stop SFE X SFF POINT NAME MARK AI AO BI BO ALARM COMMENTS Fan Status FS X FAN WITH MOTOR R CT M Fan Start/Stop FE X STARTER/RELAY Fan Failure X FS FE Fan in Hand X POINT NAME MARK AI AO BI BO ALARM COMMENTS VARIABLE Fan Start/Stop FE X SPEED Fan Status FS X X ELECTRONICALLY M FE Fan Speed FSP X COMMUTATED MOTOR ECM FSP ECM FS CT POINT NAME MARK AI AO BI BO ALARM COMMENTS WATER METER Water Meter WM X X WM WM WM SNOHOMISH COUNTY PUD NORTH COUNTY COMMUNITY OFFICE HEATED PARKING 17601 59TH AVE NE ARLINGTON, WA 98223 POINT NAME MARK AI AO BI BO ALARM COMMENTS PROJECT: CIRCULATION PUMP Circulation Pump Status CPS X X BUILDING IDENTIFIER: WITH MOTOR M Circulation Pump Start/Stop CPE X PROVIDE WITH HOA SWITCH. STARTER/RELAY CPS M CT CPE C.2 R GENERAL NOTE: SHEET TITLE: Â· ALL INDIVIDUAL POINTS ARE HARDWIRED UNLESS NOTED OTHERWISE. BACNET AND MODBUS INTEGRATED POINTS ARE NOTED AS SOFTWARE POINTS. MECHANICAL Â· ALL POINTS SHALL BE DISPLAYED ON GRAPHIC USER INTERFACE UNLESS OTHERWISE NOTED. CONTROLS AND Â· ALL POINTS SHALL BE TRENDED UNLESS OTHERWISE NOTED. SEQUENCES LEAD:BC DRAFTER:SF DATE:03/22/22 SHEET: M9.01 SHEET OF ROLLUDA ARCHITECTS,INC 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206) 624-4222 FAX (206) 624-4226 CONTROL EQUIPMENT LEGEND CONTROL EQUIPMENT LEGEND DESCRIPTION SYMBOL SYMBOL WITH ASSOCIATED POINTS POINTS DESCRIPTION SYMBOL SYMBOL WITH ASSOCIATED POINTS POINTS POINT NAME MARK AI AO BI BO ALARM COMMENTS POINT NAME MARK AI AO BI BO ALARM COMMENTS ELECTRIC Unit Heater Enable UHE X X GENERATOR Generator Primary Voltage SOFTWARE X UNIT HEATER MONITORING Generator Secondary Voltage SOFTWARE X ROOM SUPPLY ROOM SUPPLY INTERFACE GENERATOR GENERATOR AIR AIR AIR AIR Generator Primary Current SOFTWARE X MONITORING MONITORING Generator Alarm(s) SOFTWARE X X NETWORK NETWORK INTERFACE INTERFACE Generator Pre-Alarm(s) SOFTWARE X X Phase to Phase Voltage SOFTWARE X UHE Phase Current SOFTWARE X Phase Apparent Power SOFTWARE X DDC INTEGRATION Phase Power SOFTWARE X 3-Phase Total kW-h SOFTWARE X Frequency SOFTWARE X System Configuration SOFTWARE X POINT NAME MARK AI AO BI BO ALARM COMMENTS System Status SOFTWARE X CEILING FAN Ceiling Fan Speed CFSP X NOTE: COORDINATE EXACT ALARM AND MONITORING INTERGATION POINTS TO BE DISPLAYED ON GRAPHICS WITH OWNER. Ceiling Fan Status CFS X X CFS CT POINT NAME MARK AI AO BI BO ALARM COMMENTS M M CFSP POWER Current Phase A SOFTWARE X CEILING CEILING FAN FAN MONITORING Current Phase B SOFTWARE X INTERFACE POWER POWER Current Phase C SOFTWARE X MONITORING MONITORING Current Neutral SOFTWARE X NETWORK NETWORK INTERFACE INTERFACE Voltage A-B SOFTWARE X Voltage B-C SOFTWARE X Voltage C-A SOFTWARE X Voltage A-N SOFTWARE X DDC INTEGRATION Voltage B-N SOFTWARE X POINT NAME MARK AI AO BI BO ALARM COMMENTS HEAT HEAT Voltage C-N SOFTWARE X HEAT Wheel Enable WE X RECOVERY RECOVERY Real Power -kW SOFTWARE X RECOVERY WHEEL WHEEL Wheel Status WS X X Apparent Power - kVA X WHEEL SOFTWARE HEAT Power Factor SOFTWARE X EXCHANGER Frequency SOFTWARE X Real Energy - kWh SOFTWARE X WS WE M R CT M POINT NAME MARK AI AO BI BO ALARM COMMENTS WATER Water Heater Enable/Disable WHE X PROVIDE WITH HOA SWITCH. HEATER WATER WATER HEATER(S) HEATER(S) WATER HEATER WATER HEATER INTERFACE INTERFACE REVISION WHE POINT NAME MARK AI AO BI BO ALARM COMMENTS OUTDOOR Outside Air Temp TO X SENSOR ARRAY Outside Air Humidity HO X DATE Carbon Dioxide Sensor CO X Outside Air Enthalpy EO Calculated value. NO. Sensor Failure X TO T T HO H H CO CO CO2 2 2 EXTERIOR WALL EXTERIOR WALL POINT NAME MARK AI AO BI BO ALARM COMMENTS DUCTLESS DX DX HEAT PUMP ON/OFF SOFTWARE X SPLIT SYSTEM Setpoint SOFTWARE X Room Temperature SOFTWARE X Mode SOFTWARE X Fan Speed SOFTWARE X Louver position SOFTWARE X Error code SOFTWARE X X Digital input status SOFTWARE X NOTE: COORDINATE EXACT ALARM AND MONITORING INTERGATION POINTS TO BE DISPLAYED ON GRAPHICS WITH OWNER. HEAT PUMP HEAT PUMP CONTROL PANEL CONTROL PANEL DDC INTEGRATION POINT NAME MARK AI AO BI BO ALARM COMMENTS VARIABLE REFRIGERANT ON/OFF SOFTWARE X X FLOW (VRF) VRF MANUFACTURER VRF MANUFACTURER Lock SOFTWARE X X SYSTEM CONTROL PANEL CONTROL PANEL Filter Sign SOFTWARE X X Operation Mode SOFTWARE X X Louver position SOFTWARE X X DDC INTEGRATION Fan Speed SOFTWARE X X Room Temperature SOFTWARE X Error Code SOFTWARE X X Upper Set Temp Range SOFTWARE X X Lower Set Temp Range SOFTWARE X X Lock Misc. SOFTWARE X X Cooling Set Temp SOFTWARE X X Heating Set Temp SOFTWARE X X Cooling Upper Temp SOFTWARE X X Cooling Lower Temp SOFTWARE X X SNOHOMISH COUNTY PUD NORTH COUNTY COMMUNITY OFFICE HEATED PARKING 17601 59TH AVE NE ARLINGTON, WA 98223 Heating Upper Temp SOFTWARE X X PROJECT: Heating Lower Temp SOFTWARE X X BUILDING IDENTIFIER: Deadband SOFTWARE X 2 Set Auto SOFTWARE X X Override SOFTWARE X Outdoor Unit Monitoring Points SOFTWARE X X X X C.2 NOTE: COORDINATE EXACT ALARM AND MONITORING INTERGATION POINTS TO BE DISPLAYED ON GRAPHICS WITH OWNER. SHEET TITLE: SPA POINT NAME MARK AI AO BI BO ALARM COMMENTS MECHANICAL SUMP PUMP Sump Pump Alarm Status SPA X X CONTROLS AND SUMP PUMP SUMP PUMP SEQUENCES MONITORING ALARM OUTPUT ALARM OUTPUT TERMINAL TERMINAL GENERAL NOTE: GENERAL NOTE: Â· ALL INDIVIDUAL POINTS ARE HARDWIRED UNLESS NOTED OTHERWISE. BACNET AND MODBUS INTEGRATED POINTS ARE NOTED AS SOFTWARE POINTS. Â· ALL INDIVIDUAL POINTS ARE HARDWIRED UNLESS NOTED OTHERWISE. BACNET AND MODBUS INTEGRATED POINTS ARE NOTED AS SOFTWARE POINTS. Â· ALL POINTS SHALL BE DISPLAYED ON GRAPHIC USER INTERFACE UNLESS OTHERWISE NOTED. LEAD:BC Â· ALL POINTS SHALL BE DISPLAYED ON GRAPHIC USER INTERFACE UNLESS OTHERWISE NOTED. Â· ALL POINTS SHALL BE TRENDED UNLESS OTHERWISE NOTED. DRAFTER:SF Â· ALL POINTS SHALL BE TRENDED UNLESS OTHERWISE NOTED. DATE:03/22/22 SHEET: M9.02 SHEET OF ROLLUDA ARCHITECTS,INC 105 S MAIN ST, #323 NOTE 1 NOTE 1 SEATTLE, WA 98104 PHONE (206) 624-4222 WALL MOUNTED 0-60 MINUTE WALL MOUNTED CO / NO2 FAX (206) 624-4226 ROTARY DIAL TIMER (WHERE SENSOR (WHERE INDICATED) INDICATED) CO NO2 M EXHAUST FAN Sequence of Operation: The interior lighting shall be controlled directly from the DDC system to schedule the light fixtures for time of day and day of NC NC week operation and to control lighting levels for daylight harvesting. Refer to suggested contractor responsibility matrix in Section 230900 for provision of products and for additional details and requirements. Refer to lighting zone plans and EXHAUST AIR BUILDING AIR HVAC UNITS OUTSIDE AIR schedules in the electrical drawings. Provide the number of zones of lighting control from the DDC as indicated on the electrical drawings. Provide independent scheduling capability for each zone. Refer to additional control requirements in M M Section 260923. DDC graphics shall display status of each lighting zone. The zone name/descriptor shall be listed on graphics and displayed EXHAUST AIR VFD OUTSIDE AIR using a building floor plans with zone outlines. DAMPER DAMPER Section 230900 shall provide labeled LED push button override low voltage switches at locations indicated on the electrical drawings to turn the lights on for a 2 hour (adj.) time period. Section 230900 shall provide all wiring and cabling from switches NOTE 1 PROVIDE WHERE SHOWN ON HVAC DRAWINGS. to DDC controllers Run Conditions - Gas Basis: The nitrogen dioxide and carbon monoxide sensors shall measure zone concentration levels and activate the supply fan(s) to maintain maximum CO concentrations of 25 ppm(adj.) and NO2 LIGHTING CONTROL 4 concentrations of 2 ppm(adj.). Minimum fan runtime shall be for 30 min.(adj.). M9.03 SCALE: NONE Run Conditions - Manual Basis: The exhaust fan shall run anytime the unit is commanded to run based on the manually operated switch. Exhaust Air Damper: The controller shall position the exhaust air damper 100% open when the fan is in operation. Outside Air Damper: The controller shall position the outside air damper 100% open when the fan is in operation. Alarms shall be provided as follows: Sequence of Operation: Â· High CO Concentration: If the zone air CO concentration is greater than 200 ppm(adj.) Electrical load shed shall be controlled by outputs from the DDC system. Refer to Office and Warehouse Building Load Shed Schedule in the electrical drawings for mechanical equipment, lighting and receptacle loads to shed based on power alternative Â· High NO2 Concentration: If the zone air NO2 concentration is greater than 5 ppm(adj.). energy delivery from the CETC building. Provide hardwired outputs with relays from DDC controllers to lighting and receptacle Â· Sensor Failure contactors. Refer to electrical drawings for quantities and locations. Mechanical equipment shall be shed directly through the DDC system. Fan Status: The controller shall monitor the fan status. 5 ELECTRICAL LOAD SHED Alarms shall be provided as follows: M9.03 SCALE: NONE Â· Fan Failure: Commanded on, but the status is off. Â· Fan in Hand: Commanded off, but the status is on. 1 VEHICLE EXHAUST FAN M9.03 SCALE: NONE NOTE 1 EXHAUST FAN NC EXHAUST AIR BUILDING AIR S M EXHAUST AIR ECM DAMPER REVISION Note: Exhaust Fan: 1. Where shown on drawings or scheduled. The exhaust fan shall run anytime the unit is commanded to run, unless shutdown DATE on safeties. Run Conditions - Scheduled: The unit shall run according to a user definable time schedule in the following NO. Exhaust Air Damper or Relief Air Damper: modes: The controller shall position the damper (if present) 100% open when exhaust fan The unit shall maintain runs. Provide with feedback. Â· A 80Â°F (adj.) cooling setpoint Â· Control to Â±1Â°F of setpoint. Fan Status: The controller shall monitor the fan status. Alarms shall be provided as follows: Â· Zone Temp: If the zone temperature is greater than the cooling setpoint by a Alarms shall be provided as follows: user definable amount (adj.) or lower than cooling setpoint by a user definable Â· Fan Failure: Commanded on, but the status is off. amount (adj.). Â· Fan in Hand: Commanded off, but the status is on. 2 EXHAUST FAN - SCHEDULED W/ THERMOSTAT M9.03 SCALE: NONE NOTE 1 DOOR SENSOR DSW INDOOR AC UNIT SECTION 230900 DX SF THERMOSTAT RETURN AIR DISCHARGE AIR M T OUTDOOR CU UNIT HEAT PUMP CONTROL PANEL NOTE 1 PROVIDE DOOR SENSOR FOR SECTIONAL DOORS. Run Conditions - Continuous: The unit shall be enabled continuously. The DDC system control space temperatures as follows: Â· A 60Â°F (adj.) heating setpoint (where heating operation is present). SNOHOMISH COUNTY PUD NORTH COUNTY COMMUNITY OFFICE HEATED PARKING 17601 59TH AVE NE ARLINGTON, WA 98223 PROJECT: AC Unit Interface: The DDC shall connect to the unit through the manufacturer BACnet communication interface. Allow for mapping of BUILDING IDENTIFIER: all BACnet points to the DDC for use in implementing control sequnces, monitoring alarms and general unit operating conditions. Point status shall be displayed on the main unit graphic or additional unit graphic informational pages. The points displayed on the main graphic will be coordinated with the owner/engineer and determined once a submittal has been received and manufacturer's point list can be reviewed. C.2 Alarms shall be provided as follows: Â· Low Zone Temp: If the zone temperature is less than the heating setpoint by a user definable amount (adj.). SHEET TITLE: MECHANICAL Door Switch Sequence: CONTROLS AND The DDC controller shall monitor status of the door switches. (2) sectional door in Heated Parking. The heating SEQUENCES setpoint for the AC's in these zones shall be set back to 50Â°F (adj.). To prevent short cycling of the equipment, set back when the door is open for longer than 5 minutes (adj.). 3 DUCTLESS - HEAT PUMP/AC UNIT SPLIT SYSTEM LEAD:BC M9.03 SCALE: NONE DRAFTER:SF DATE:03/22/22 SHEET: M9.03 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 A B C A B C 1201 third avenue, ste 600 seattle, wa 98101 CU-01 206.448.3376 2"V UP EIWH-1 www.hargis.biz 2"V DN 2 2"FD-1 3/4"C 1 1 HB-1 TP-1 AC-01B 3/4"C ELEC ROOM ELEC ROOM SS-9 102 102 EW-1 2"W UP 1"CW 2"W UP 2"V UP TO FD 2"V 4"V UP 2"V DN TO VTR 2"V DN HEATED AC-01A PARKING 1 101 2"V UP 4"W UP TO TD TD-1 TD-1 4"W UP TO TD FFE = 134.45 4"W UP 1 TO TRAFFIC RATED FCO 1"CW HEATED PARKING FCO 101 4"W 2"CW POC. SEE CIVIL FOR CONTINUATION. I.E. = 130.45' 4"W POC. SEE CIVIL FOR CONTINUATION. I.E. = 131.65' 2"CW UP 3 2"CW DN REVISION DATE NO. 2 2 TRUE TRUE UNDERGROUND PLUMBING PLAN LEVEL 1 - PLUMBING PLAN 1 N 2 N SCALE:1/4" = 1'-0" SCALE: 1/4" = 1'-0" SHEET NOTES FLAG NOTES 1. REFER TO M7.00 SERIES SHEETS FOR STANDARD DETAILS NOT REFERENCED ON PLANS. COMPLY WITH ALL REQUIREMENTS IN 1 ROUTE CW AND VENT TIGHT TO BOTTOM OF DETAILS. STRUCTURE. 2. SEE CIVIL DRAWINGS FOR CONTINUATION OF PLUMBING OUTSIDE 2 1"C DOWN TO WYE FITTING ON SINK TAILPIECE. OF BUILDING. PROVIDE WYE FITTING. 3. SLOPE ALL WASTE AND VENT PIPING A MINIMUM OF 1/4 INCH PER 3 PROVIDE SHUT-OFF VALVE WITH DOWNSTREAM DRAIN FOOT UNLESS OTHERWISE NOTED. AND THREADED HOSE CONNECTION FOR COLD WATER RISER. 4. PLUMBING FIXTURES AND FLOOR PLAN ABOVE ARE SHOWN ON FOUNDATION PLAN FOR REFERENCE. 5. INVERT ELEVATIONS ARE SHOWN FOR REFERENCE ONLY. CONTRACTOR SHALL COORDINATE FINAL INVERT ELEVATIONS IN THE FIELD WITH CIVIL CONTRACTOR. 6. SEE STRUCTURAL DRAWINGS FOR PIPE SLEEVE DETAILS AT FOOTINGS AND GRADE BEAMS FOR PIPE ROUTING THROUGH STRUCTURE. 7. DRAWINGS ARE DIAGRAMMATIC AND INTENDED TO SHOW GENERAL ARRANGEMENT AND CONFIGURATION OF PIPING AND LOCATION OF VALVES. ADJUST LOCATIONS OF PIPING TO ENSURE THAT ISOLATION VALVES ARE ACCESSIBLE. PROVIDE ISOLATION VALVES FOR ALL HOSE BIBBS, AND FIXTURES WITHOUT STOPS. 8. SEE PLUMBING FIXTURE AND DRAIN ROUGH-IN SCHEDULE FOR FIXTURE SERVICE CONNECTION SIZES. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 9. DO NOT ROUTE ANY PIPING OVER ELECTRICAL OR IDF ROOMS PROJECT: UNLESS PIPING IS SERVING EQUIPMENT IN THE ROOM. BUILDING IDENTIFIER: 10. REFER TO ARCHITECTURAL INTERIOR ELEVATIONS FOR PLUMBING FIXTURES MOUNTING HEIGHTS. C.2 KEYPLAN SHEET TITLE: PLUMBING FLOOR PLANS LEAD: BC DRAFTER: SF/JS DATE: SHEET: P2.01 SHEET OF ROLLUDA ARCHITECTS,INC 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206) 624-4222 FAX (206) 624-4226 4"VTR 20 DFU ROOF 2"V 2 DFU 101 SS-9 8 DFU 2 DFU 8 DFU 101 101 101 4"TD-1 2"FD-1 4"TD-1 FCO LEVEL 1 134'-5" 4"W 20 DFU REVISION 4"W POC TO CIVIL DATE NO. 1 HEATED PARKING PLUMBING RISER DIAGRAM P6.11 SCALE: NONE SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER:C.2 SHEET TITLE: PLUMBING RISER DIAGRAM LEAD:BC DRAFTER:JS DATE:03/22/22 SHEET: P6.11 SHEET OF ROLLUDA ARCHITECTS,INC 105 S MAIN ST, #323 SEATTLE, WA 98104 VENT, SEE DWGS PHONE (206) 624-4222 FOR CONT FAX (206) 624-4226 FLOOR DRAIN FINISHED FLOOR. PIPE SLEEVE AND REFER TO SEALANT. SEE THREADED ROD, ARCHITECTURAL FOR SLOPING SLEEVE THROUGH ATTACH TO STRUCTURE HOLD PIPE ON INSIDE FACE REQUIREMENTS. FLOOR DETAIL OF BUILDING INSULATION INSULATION INSERT COMPRESS INSULATION WHERE PIPE HANGER INSULATION REQUIRED. PROVIDE FULL INSULATION THICKNESS FREEZELESS WALL WHEREVER POSSIBLE. HYDRANT WITH VACUUM BREAKER 3/4" C.W. OR NPRW SUPPLY TRAP PRIMER PIPE PIPE. SEE 5" INSULATION SHIELD BETWEEN TRAP ARM MIN HANGER AND INSULATION UP SELECT EXTENSION DEPTH DWGS FOR TO CENTERLINE OF PIPE AS TO MATCH WALL SIZE AND CONT 12" MIN SPECIFIED (TYP) TO SANITARY, SEE P-TRAP DWGS FOR CONT 24" ABOVE FLOOR NOTE: OR GRADE OR AS 1. PIPE SHALL BE WITHIN NOTED ON PLAN INSULATED SPACE 2. PROVIDE BALL VALVE AT ACCESSIBLE LOCATION TO SHUT OFF HOSE BIBB ONLY. 1 NOT USED 2 DETAIL - FLOOR DRAIN 3 DETAIL - INSULATED PIPE HANGER 4 DETAIL - FREEZE RESISTANT WALL HYDRANT P7.01 SCALE: NONE P7.01 SCALE: NONE P7.01 SCALE: NONE P7.01 SCALE: NONE POWER BY DIV 26 VACUUM CONTROL TIMER BREAKER SOLENOID VALVE WATER HAMMER ARRESTER EMERGENCY EYEWASH SLOPE PIPE DN TO EYEWASH WATER TO TRAPS CONNECTIONS WATER SUPPLY 8 (1/2") PRIMERS (VARIES) COLD WATER WITH STOP VALVE ISOLATION VALVE REVISION NOTE: INSTANTANEOUS ELECTRIC 1. PROVIDE LOCKING ACCESS PANEL TO CONCEAL ALL WATER HEATER (IWH) COMPONENTS SHOWN AT OCCUPIED SPACE LOCATIONS. DATE NO. FINISHED FLOOR 8" MIN 5 DETAIL - TRAP PRIMER PANEL 6 DETAIL- INSTANTANEOUS ELECTRIC WATER HEATER P7.01 SCALE: NONE P7.01 SCALE: NONE SNOHOMISH COUNTY PUD NORTH COUNTY COMMUNITY OFFICE HEATED PARKING 17601 59TH AVE NE ARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER:C.2 SHEET TITLE: PLUMBING DETAILS LEAD:BC DRAFTER:SF DATE:03/22/22 SHEET: P7.01 SHEET OF GENERAL NOTES ABBREVIATIONS GENERAL POWER ONE-LINE DIAGRAM ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 1. PERFORM WORK IN ACCORDANCE WITH APPLICABLE A AMPERE M METER EXISTING ELECTRICAL TO BE REMOVED SWITCHBOARD/SWITCHGEAR EQUIPMENT ENCLOSURE SEATTLE, WA 98104 NATIONAL AND STATE CODES AS AMENDED LOCALLY AC AIR CONDITIONING; ALTERNATING CURRENT; MAN METROPOLITAN AREA NETWORK PHONE (206)624-4222 AND ENFORCED BY THE AHJ. ABOVE COUNTER MAX MAXIMUM EXISTING ELECTRICAL TO REMAIN PANELBOARD, FLUSH-MOUNTED BUS FAX (206)624-4226 AF AMP FUSE; AMP FRAME MC MAIN CROSS CONNECT; METAL CLAD (CABLE) 2. OBTAIN AND PAY FOR PERMITS REQUIRED FOR AFC AVAILABLE FAULT CURRENT MCB MAIN CIRCUIT BREAKER NEW ELECTRICAL WORK PANELBOARD, SURFACE-MOUNTED WIRE INSTALLATION OF WORK. ARRANGE AND SCHEDULE AFF ABOVE FINISHED FLOOR MCC MOTOR CONTROL CENTER REQUIRED INSPECTIONS. AG ABOVE GRADE MDF MAIN DISTRIBUTION FRAME MATCHLINE OR PROPERTY LINE T (FRONT) TERMINAL / LUG TRANSFORMER AHJ AUTHORITIES HAVING JURISDICTION 3. COORDINATE WITH UTILITY COMPANIES FURNISHING MDP MAIN DISTRIBUTION PANEL AHU AIR HANDLING UNIT SERVICES TO PROJECT. INSTALLATION OF UTILITY MFR MANUFACTURER ENLARGED PLAN BOUNDARY MOTOR CONNECTION CONNECTION SERVICES SHALL BE IN ACCORDANCE WITH UTILITY AIC AMPERE INTERRUPTING CURRENT MH MANHOLE REQUIREMENTS. VERIFY APPLICABLE INSTALLATION AL ALUMINUM MIN MINIMUM DISCONNECT SWITCH, NON-FUSED DELTA STANDARDS AND REQUIREMENTS. PROVIDE AND ANSI AMERICAN NATIONAL STANDARDS INSTITUTE 1 MLO MAIN LUGS ONLY DETAIL/PLAN IDENTIFIER SUBMIT ELECTRICAL DRAWINGS TO UTILITY FOR AS AMP SWITCH E1.1 MM MULTIMODE DISCONNECT SWITCH, FUSED WYE APPROVAL PRIOR TO ROUGH-IN AND PRIOR TO AT AMP TRIP MPOE MAIN POINT OF ENTRY ORDERING EQUIPMENT. A ATM ASYNCHRONOUS TRANSFER MODE MPOP MAIN POINT OF PRESENCE SECTION IDENTIFIER B ENCLOSED CIRCUIT BREAKER CURRENT TRANSFORMER 4. COORDINATE ELECTRICAL WORK WITH THAT OF OTHER ATS AUTOMATIC TRANSFER SWITCH MTD MOUNTED E1.1 1201 third avenue, ste 600 TRADES. REFER TO MECHANICAL, ARCHITECTURAL, AV AUDIO VISUAL MTS MANUAL TRANSFER SWITCH VFD VARIABLE FREQUENCY DRIVE seattle, wa 98101 A STRUCTURAL, CIVIL, AND LANDSCAPE DRAWINGS AND AWG AMERICAN WIRE GAUGE ELEVATION IDENTIFIER TRANSFER SWITCH 206.448.3376 SPECIFICATIONS. COORDINATION SHALL OCCUR PRIOR E1.1 S MANUAL MOTOR STARTER WITH THERMAL (N) NEW M TO FABRICATION, PURCHASE, AND INSTALLATION OF BAS BUILDING AUTOMATION SYSTEM OVERLOADS N NEUTRAL REVISION DEFINITION AREA, AREA ENCIRCLED www.hargis.biz WORK. BATT BATTERIES NAC NOTIFICATION APPLIANCE CIRCUIT CONTAINS CHANGES MADE SUBSEQUENT TO COMBINATION STARTER/DISCONNECT CIRCUIT BREAKER, FIXED BIL BASIC IMPULSE INSULATION LEVEL PREVIOUS ISSUE 5. COMPLETION OF WORK SHALL BE EXECUTED IN NEC NATIONAL ELECTRICAL CODE ACCORDANCE WITH THE PROJECT SCHEDULE. BKBD BACKBOARD NATIONAL ELECTRICAL MANUFACTURERS MAGNETIC STARTER CIRCUIT BREAKER, DRAWOUT NEMA SCHEDULE INSTALLATION WITH OTHER TRADES TO BKR BREAKER ASSOCIATION 1 REVISION CALLOUT ENSURE PROJECT MILESTONES ARE MET. BLDG BUILDING NF NON-FUSED EQUIPMENT CONNECTION - CONFIRM CONNECTION DISCONNECT SWITCH NIC NOT IN CONTRACT 1 FLAG NOTE TAG WITH EQUIPMENT MANUFACTURER 6. DRAWINGS ARE DIAGRAMMATIC AND DO NOT SHOW C CONDUIT; DEGREES CELSIUS NL NIGHT LIGHT FUSED SWITCH ALL COMPONENTS REQUIRED FOR A COMPLETE CAB CABINET 1 DEMOLITION NOTE TAG J FIRE/SMOKE DAMPER INSTALLATION. PROVIDE COMPONENTS REQUIRED FOR F/S CAT CATEGORY OFC OPTICAL FIBER CABLE FUSE 2/28/2022 COMPLETE AND OPERATIONAL SYSTEMS INCLUDING RACEWAYS, CONDUCTORS, BOXES, SUPPORTS AND CATV COMMUNITY ANTENNA TELEVISION OHL OVERHEAD LINE 1 EQUIPMENT TAG PUSHBUTTON CONTROLLER SIMILAR ITEMS. CB CIRCUIT BREAKER OL OVERLOAD (SINGLE OR MULTIPLE BUTTONS) FUSED CUTOUTS CCTV CLOSED CIRCUIT TELEVISION OS OCCUPANCY SENSOR AHU-01 MECHANICAL EQUIPMENT TAG CIRCUIT BREAKER WITH GROUND FAULT 7. LOCATIONS OF RACEWAY, PATHWAY AND SIMILAR CLG CEILING OSP OUTSIDE PLANT EMERGENCY POWER OFF PUSHBUTTON GF PROTECTION ITEMS ARE SHOWN SCHEMATICALLY. COORDINATE CM CEILING-MOUNTED INSTALLATION, INCLUDING BUT NOT LIMITED TO CO CONDUIT ONLY P POLE N NORTH ARROW ST CIRCUIT BREAKER WITH SHUNT TRIP OPERATOR CABLING, TELECOMMUNICATION PATHWAYS AND COW COMPUTER ON WHEELS PBX PRIVATE BRANCH EXCHANGE SPACES, AND EXACT LOCATION OF HORIZONTAL AND RECEPTACLES CR CONTROLLED RECEPTACLE PF POWER FACTOR K CIRCUIT BREAKER WITH KIRK KEY BACKBONE CABLING WITH LOCATIONS OF FIXED LOCATION WHERE PICTURE WAS TAKEN AND CASEWORK AND BUILDING CONDITIONS AFFECTING CT CURRENT TRANSFORMER PH PHASE 1 DIRECTION P1A-12 THE WORK OF THIS CONTRACT. CU COPPER PIR PASSIVE INFRARED DEVICE SUBSCRIPTS GF PIV POST INDICATING VALVE +42" GF (CIRCUIT NUMBER) FUSED SWITCH WITH GROUND FAULT PROTECTION 8. COORDINATE TELECOMMUNICATIONS WORK WITH D DEDICATED PNL PANEL LIGHTING (AC,CR,D,EM,GB,GF,IG,SB,TP,USB,WP OR OTHER SUBSCRIPT) THAT OF OTHER TRADES. REFER TO ELECTRICAL, A (NON-STANDARD MOUNTING HEIGHT OR AC) DDC DIRECT DIGITAL CONTROL PP PATCH PANEL MECHANICAL, ARCHITECTURAL, STRUCTURAL, CIVIL, DEMARC DEMARCATION POINT PT POTENTIAL TRANSFORMER DEVICE SUBSCRIPTS SPECIAL RECEPTACLE MOTOR CONNECTION AND LANDSCAPE DRAWINGS AND SPECIFICATIONS. a (LIGHT FIXTURE TYPE) DISC DISCONNECT PVC POLYVINYL CHLORIDE 12 COORDINATION SHALL OCCUR PRIOR TO FABRICATION, (SWITCHLEG) PURCHASE, AND INSTALLATION OF WORK. DIST DISTRIBUTION (CIRCUIT NUMBER) DUPLEX RECEPTACLE G GENERATOR DSL DIGITAL SUBSCRIBER LINE RCP REFLECTED CEILING PLAN 9. PROVIDE FIRESTOPPING SYSTEMS FOR CONDUIT AND DWG DRAWING REC RECEPTACLE FOURPLEX RECEPTACLE X METERING DEVICE RACEWAY SYSTEMS AT PENETRATIONS, SLEEVES AND REF REFER TO (M = METER) LIGHTING FIXTURES (WH = WATT HOUR METER) SLOTS OF FIRE RATED CONSTRUCTION FOR (E) EXISTING REV REVISION (REFER TO LIGHTING FIXTURE SCHEDULE SPLIT WIRED DUPLEX RECEPTACLE (A = AMMETER) HORIZONTAL AND INTRABUILDING PATHWAYS AND RM ROOM FOR ADDITIONAL INFORMATION) (V = VOLTMETER) EA EACH SPACES. EF EXHAUST FAN REINFORCED THERMORESETTING RESIN SIMPLEX RECEPTACLE RTRC CONDUIT ST SHUNT TRIP 10. INTRABUILDING OPTICAL FIBER CABLING SHALL BE EIA ELECTRONIC INDUSTRIES ASSOCIATION RU RACK UNIT STRIP LIGHTING FIXTURE CORD DROP CORD RECEPTACLE CLEARLY AND VISIBLY IDENTIFIED IN PULLBOXES, ELEV ELEVATION ENTRANCE POINTS, EACH RISER ROOM, AND 5'-0" EM EMERGENCY GF GROUND FAULT PROTECTION BEFORE ENTERING A FREE STANDING RACK UTILIZING SB STANDBY WALL-MOUNTED LIGHTING FIXTURE RETRACTABLE CORD REEL RECEPTACLE EMT ELECTRICAL METALLIC TUBING AN OPTICAL FIBER CABLE MARKER TAG SYSTEM. SHT SHEET EPM ELECTRONIC POWER METER ENCL ENCLOSURE SLC SIGNALING LINE CIRCUIT EPM ELECTRONIC POWER METER 11. CATEGORY 6/6A CABLING: MAINTAIN A MINIMUM SM SINGLEMODE SPD SURGE PROTECTIVE DEVICE SPACING OF 12" FROM ELECTRICAL FEEDERS AND EPO EMERGENCY POWER OFF RACEWAYS AND BOXES SMFC SURFACE-MOUNTED OPTICAL FIBER CABINET BRANCH CIRCUIT WIRING AND 12" FROM AUXILIARY EQUIP EQUIPMENT SMR SURFACE METAL RACEWAY GROUND SYSTEM CABLING. ETR EXISTING TO REMAIN EMERGENCY LIGHTING FIXTURES SONET SYNCHRONOUS OPTICAL NETWORK J JUNCTION BOX EWC ELECTRIC WATER COOLER (REFER TO LIGHTING FIXTURE SCHEDULE 12. PRIOR TO STARTING TELECOMMUNICATIONS SP SERVICE PROVIDER FOR ADDITIONAL INFORMATION) 12,241 AVAILABLE FAULT CURRENT (SYMMETRICAL) TAG INSTALLATION, CAREFULLY INSPECT INSTALLED WORK SPD SURGE PROTECTIVE DEVICE J FURNITURE WALL FEED OUTLET BOX F FUSE; DEGREES FAHRENHEIT F OF OTHER TRADES AND VERIFY THAT SUCH WORK IS SPEC SPECIFICATIONS 225 FEEDER TAG REVISION FA FIRE ALARM PULL BOX COMPLETE TO THE POINT WHERE WORK MAY SPST SINGLE POLE SINGLE THROW PB FAAP FIRE ALARM ANNUNCIATOR PANEL (WHERE INDICATED, SUBSCRIPT INDICATES PULL BOX TYPE) PROPERLY COMMENCE. NOTIFY THE ARCHITECT AND ST SHUNT TRIP XX ENGINEER IN WRITING OF CONDITIONS DETRIMENTAL FACP FIRE ALARM CONTROL PANEL STP SHIELDED TWISTED PAIR POLE-MOUNTED LIGHTING FIXTURE, QUANTITY OF HANDHOLE PAD-MOUNT TRANSFORMER TO THE PROPER AND TIMELY COMPLETION OF THE FBO FURNISHED BY OWNER HH FURNISHED BY OWNER INSTALLED BY SVGA SUPER VIDEO GRAPHICS ARRAY HEADS AS INDICATED XX (WHERE INDICATED, SUBSCRIPT INDICATES VAULT TYPE) WORK. FOIC CONTRACTOR SW SWITCH DATE 13. DO NOT BEGIN TELECOMMUNICATIONS INSTALLATION FOIO FURNISHED BY OWNER INSTALLED BY OWNER SWBD SWITCHBOARD DOUBLE HEAD, POLE-MOUNTED, LIGHTING FIXTURE VAULT 480V (WHERE INDICATED, SUBSCRIPT INDICATES VAULT TYPE) UNTIL ALL UNSATISFACTORY CONDITIONS ARE FSD FIRE SMOKE DAMPER XX TRANSFORMER NO. RESOLVED. BEGINNING WORK CONSTITUTES TBB TELECOMMUNICATIONS BONDING BACKBONE LIGHTING TRACK WITH FIXTURES FLOORBOX (WHERE INDICATED, SUBSCRIPT INDICATES FLOOR 208Y 120V ACCEPTANCE OF CONDITIONS AS SATISFACTORY. G GROUND TEL TELEPHONE A BOX TYPE) SELF-CONTAINED BATTERY-POWERED EMERGENCY GB GROUND FAULT CIRCUIT BREAKER TELCO TELEPHONE COMPANY LIGHTING FIXTURE POKE-THRU (WHERE INDICATED, SUBSCRIPT INDICATES 14. THE ELECTRICAL CONTRACTOR SHALL PROVIDE ALL CONDUIT, OUTLET BOXES, JUNCTION BOXES, RACEWAY GF GROUND FAULT CIRCUIT INTERRUPTER TGB TELECOMMUNICATIONS GROUNDING BUSBAR A POKE-THRU TYPE) TELECOMMUNICATIONS INDUSTRY SYSTEMS, ETC. FOR A COMPLETE AND OPERATIONAL GFP GROUND FAULT PROTECTION TIA EXIT SIGN, UNIVERSAL MOUNTING PANELBOARD - MAIN LUGS ONLY ASSOCIATION POWER POLE, FLOOR TO CEILING PATHWAY SYSTEM FOR ALL TELECOMMUNICATIONS GND GROUND TELECOMMUNICATIONS MAIN GROUNDING (SHADED AREA INDICATES ILLUMINATE SIDE TMGB SYSTEMS PER THE SCOPE OF WORK INDICATED ON BUSBAR ARROW INDICATES CHEVRON DIRECTION) GRS GALVANIZED RIGID STEEL THE CONSTRUCTION DRAWINGS AND BID TP TAMPERPROOF SURFACE METAL RACEWAY EXIT SIGN, WALL-MOUNTED SPECIFICATIONS. TR TELECOMMUNICATIONS ROOM (SHADED AREA INDICATES ILLUMINATE SIDE HC HORIZONTAL CROSS CONNECT TTB TELEPHONE TERMINAL BOARD ARROW INDICATES CHEVRON DIRECTION) RACEWAY CONCEALED IN WALL OR IN CEILING (EXPOSED IN UNFINISHED AREAS)PANELBOARD - MAIN CIRCUIT BREAKER HID HIGH INTENSITY DISCHARGE TV TELEVISION HP HORSEPOWER LIGHTING CONTROL TVSS TRANSIENT VOLTAGE SURGE SUPPRESSION RACEWAY RUN BELOW FLOOR OR BELOW GRADE HTR HEATER TYP TYPICAL SWITCH, AS DEFINED BY SUBSCRIPT NON-STRUCTURAL ELECTRICAL NOTES Hz HERTZ # = SWITCH LOCATED WITHIN THE SPACE IT IS CONTROLLING FLEXIBLE RACEWAY a = SWITCH LOCATED REMOTE FROM THE SPACE IT IS CONTROLLING IBC INTERNATIONAL BUILDING CODE UG UNDERGROUND MW = LINE VOLTAGE THREE-WAY OR FOUR-WAY RACEWAY (CIRCLE DENOTES VERTICAL GROUNDING 1. THE FOLLOWING ITEMS ARE TAKEN DIRECTLY FROM UL UNDERWRITERS LABORATORIES OSD = OCCUPANCY SENSOR OR VACANCY SENSOR WITH DIMMER TRANSITION) IC INTERMEDIATE CROSS CONNECT OS = OCCUPANCY SENSOR OR VACANCY SENSOR THE 2018 INTERNATIONAL BUILDING CODE AND FROM UON UNLESS OTHERWISE NOTED K = KEYED LH = LIGHTED HANDLE IDF INTERMEDIATE DISTRIBUTION FRAME THE AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE) UPS UNINTERRUPTIBLE POWER SUPPLY P = PILOT LIGHT T = TIMER RACEWAY CONTINUATION G GROUNDING CONDUCTOR INSTITUTE OF ELECTRICAL AND ELECTRONIC STANDARD 7. THE CONTRACTOR SHALL REFER TO THE IEEE ENGINEERS USB UNIVERSAL SERIAL BUS ABOVE FOR ADDITIONAL INFORMATION, EXCEPTIONS, SEE SWITCH SCHEDULE FOR ADDITIONAL RACEWAY STUB WITH BUSHING IG ISOLATED GROUND UTP UNSHIELDED TWISTED PAIR GROUND ROD AND FURTHER DESCRIPTIONS. THE CONTRACTOR INFORMATION SHALL ADHERE TO REQUIREMENTS AND AS SUCH, IMC INTERMEDIATE METALLIC CONDUIT UV UNIT VENTILATOR ISDN INTEGRATED SERVICES DIGITAL NETWORK RACEWAY SLEEVE WITH BUSHING GROUNDING BUSBAR SHALL BE INCLUDED WITHIN BID. ALSO REFER TO REFER TO LIGHTING ZONE CONTROL PLAN FOR SPECIFICATIONS. V VOLTS OCCUPANCY SENSOR OR VACANCY SENSOR J JUNCTION VA VOLT AMPERES REQUIREMENTS. FIRE STOPPING SLEEVE EQUIPMENT GROUNDING CONNECTION 2. 2018 IBC, 1613.1, SCOPE: ARCHITECTURAL, VFD VARIABLE FREQUENCY DRIVE OCCUPANCY/VACANCY SENSOR, CEILING-MOUNTED M CABLE TRAY, 12"W x 4"H OVERHEAD, UNLESS MECHANICAL, ELECTRICAL, AND NON-STRUCTURAL WHERE INDICATED, SUBSCRIPT INDICATES TYPE GROUNDING STRAP K KIRK KEY X OTHERWISE NOTED COMPONENTS THAT ARE PERMANENTLY ATTACHED TO KCMIL THOUSAND CIRCULAR MILS W WATT; WIRE STRUCTURES AND THEIR SUPPORTS AND M OCCUPANCY/VACANCY SENSOR, WALL-MOUNTED ATTACHMENTS SHALL BE DESIGNED AND kVA KILOVOLT AMPERE W/ WITH CABLE TRAY, OVERHEAD LADDER TYPE CONSTRUCTED TO RESIST THE EFFECTS OF KVAR KILOVOLT AMPERE REACTIVE W/O WITHOUT P PHOTOSENSOR FIRE ALARM SYSTEM EARTHQUAKE MOTIONS IN ACCORDANCE WITH ASCE 7, kW KILOWATT WA WORKSTATION AREA HOMERUN TO PANEL EXCLUDING CHAPTER 14 AND APPENDIX 11A. WAN WIDE AREA NETWORK X HA-3 (INDICATES PANEL DESIGNATION AND CIRCUIT NUMBER) LIGHTING CONTROL TAG LAN LOCAL AREA NETWORK # - # FACP FIRE ALARM CONTROL PANEL WG WIRE GUARD 3. ASCE 7 CONTRACTOR RESPONSIBILITY : #10 LCP LIGHTING CONTROL PANEL WH WATT HOUR METER THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE 10 FC LIGHT LEVEL SET POINT TAG (GAUGE OF WIRE OTHER THAN AWG#12) J FIRE/SMOKE DAMPER CONSTRUCTION OF A SEISMIC-FORCE-RESISTING LEC LOCAL EXCHANGE CARRIER WP WEATHERPROOF NUMBER OF CONDUCTORS F/S LT LIGHT (GROUND CONDUCTOR) SYSTEM, DESIGNATED SEISMIC SYSTEM, OR (PHASE CONDUCTORS) LCP LIGHTING CONTROL PANEL (NEUTRAL CONDUCTOR) S DUCT SMOKE DETECTOR COMPONENT LISTED IN THE QUALITY ASSURANCE LTG LIGHTING XMFR TRANSFORMER PLAN SHALL SUBMIT A WRITTEN CONTRACTOR'S STATEMENT OF RESPONSIBILITY TO THE REGULATORY RC ROOM CONTROLLER M METER Y WYE AUTHORITY HAVING JURISDICTION AND TO THE OWNER MAN METROPOLITAN AREA NETWORK PRIOR TO THE COMMENCEMENT OF WORK ON THE Z IMPEDANCE NOT ALL SYMBOLS MAY APPEAR ON THE DRAWINGS SYSTEM OR COMPONENT. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL INCLUDE THE FOLLOWING: A. ACKNOWLEDGMENT OF AWARENESS OF THE SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 SPECIAL REQUIREMENTS CONTAINED IN THE PROJECT: QUALITY ASSURANCE PLAN; B. ACKNOWLEDGMENT THAT CONTROL WILL BE BUILDING IDENTIFIER: EXERCISED TO OBTAIN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE AUTHORITY HAVING JURISDICTION; C. PROCEDURES FOR EXERCISING CONTROL C.2 WITHIN THE CONTRACTOR'S ORGANIZATION, THE METHOD AND FREQUENCY OF REPORTING AND THE DISTRIBUTION OF THE REPORTS; AND SHEET TITLE: D. IDENTIFICATION AND QUALIFICATIONS OF THE ELECTRICAL PERSON(S) EXERCISING SUCH CONTROL AND LEGEND, THEIR POSITION(S) IN THE ORGANIZATION. ABBREVIATIONS, AND GENERAL NOTES LEAD: DF DRAFTER: TC DATE: 3/23/22 SHEET: E0.01 SHEET OF SHEET ROLLUDA ARCHITECTS, INC. 1. COORDINATE ELECTRICAL WITH ALL OTHER CONTRACT 105 S MAIN ST, #323 DOCUMENTS AND FIELD CONDITIONS TO AVOID CONFLICTS. S4A SEATTLE, WA 98104 TYP 15 INV-1 PHONE (206)624-4222 2. CIRCUITS SHALL INCLUDE A DEDICATED NEUTRAL UNLESS FAX (206)624-4226 OTHERWISE NOTED. 1 X D INV-1 3. REFER TO MECHANICAL AND PLUMBING EQUIPMENT SCHEDULE ELEC ROOM ON SHEET E6.01 FOR EQUIPMENT RACEWAY AND CONDUCTOR 5 M SIZES. 102 S4A 4. REFER TO LIGHT FIXTURE SCHEDULE ON SHEET E6.01. INV-1 L7 5. ROUTE ALL HORIZONTAL CONDUITS WITHIN CEILING AREAS TIGHT INV-1 L10D L10D INV-1 HPL1-9 TO STRUCTURE. LIGHTS AT +8'-0" AFF 6. PROVIDE CLEARANCE PER NEC FOR ALL DISCONNECT SWITCHES. COORDINATE EXACT LOCATIONS WITH FINAL MECHANICAL EQUIPMENT. WALL MOUNT DISCONNECT SWITCHES AND/OR PROVIDE UNISTRUT MOUNTING FRAME AS REQUIRED. DO NOT MOUNT DISCONNECT SWITCHES DIRECTLY TO MECHANICAL M EQUIPMENT. SUSPEND DISCONNECT SWITCHES FROM STRUCTURE AND LOCATE ADJACENT TO UNITS OUTSIDE OF 1201 third avenue, ste 600 TYP 12 M EQUIPMENT CLEAR SPACE L10D L10D seattle, wa 98101 HPL1-9 HPL1-9 7. PROVIDE ARC FLASH LABEL ON ALL NEW PANEL BOARDS, 206.448.3376 TRANSFORMERS, ETC. PROVIDE SHORT CIRCUIT CALCULATIONS. REFER TO SPECIFICATIONS. www.hargis.biz LIGHTS AT +16'-0" AFF 8. ALL ELECTRICAL EQUIPMENT SHORT CIRCUIT RATINGS SHALL EXCEED AVAILABLE FAULT CURRENTS. PROVIDE SHORT CIRCUIT CALCULATIONS TO DETERMINE AVAILABLE FAULT CURRENT BASED L10D ON FIELD CONDITIONS. HPL1-9 9. ALL CONDUITS AND JUNCTION BOXES TO BE SURFACE-MOUNTED ON METAL WALL PANEL AT INTERIOR OF SPACE. 10. ALL FIXTURES CONNECTED TO EMERGENCY CIRCUIT SHALL BE CONTROLLED THROUGH UL924 RELAYS. THE UL924 CONTROL HEATED PARKING INPUT SHALL BE THE ADJACENT NORMAL CONTROLLED CIRCUIT 2/28/2022 (LIGHTING CONTROL PANEL, RELAY OUTPUT OR MANUAL SWITCH). 101 PROVIDE ONE UL924 RELAY FOR EACH SWITCH LEG. PROVIDE 0-10V BYPASS CONTACT AS APPLICABLE. REFER TO DETAIL 2 ON SHEET E6.01 FOR FURTHER INFORMATION. 11. EMERGENCY 120V LIGHTING FED FROM LIGHTING INVERTER 'INV-1'. 12. NORMAL 120V LIGHTING FED FROM CIRCUIT PNL HPL1-9. 13. LIGHTING CONTROL SHALL BE DELTA LIGHTING CONTROL SYSTEM L10D DLS SERIES WHICH IS INTEGRAL TO THE BUILDING MANAGEMENT INV-1 SYSTEM. REFER TO DIV 26 SPECIFICATIONS. L10D L10D HPL1-9 M M HPL1-9 FLAG NOTES L10D L10D L10D INV-1 HPL1-9 INV-1 1 UTILITY CT ENCLOSURE, POWER METER, AND METER COMMUNICATION ENCLOSURE PER SNOHOMISH X X FEEDER SCHEDULE COUNTY PUD STANDARDS. INV-1 INV-1 2 D D COPPER CONDUCTORS 2 REFER TO SITE DRAWING E1.01 FOR CONTINUATION. TAG QUANTITY RACEWAY CONDUCTORS OF SETS SIZE PHASE NEUTRAL GND(NOTE 2) S4A S4A 3 PROVIDE POWER CONNECTION TO OVERHEAD 225N 1 2" 2#4/0 1#4/0 1#4(#2) TYP 15 SECTIONAL DOOR CONTROLLER. MOUNT DOOR 400N 2 2-1/2" 3#3/0 1#3/0 1#2(#1/0) INV-1 INV-1 CONTROLLER. DOOR CONTROLLER FURNISHED BY NOTES: DOOR VENDOR. MOUNT DISCONNECT ADJACENT TO DOOR CONTROLLER. PROVIDE INTERCONNECTIONS TO 1. COPPER FEEDERS ARE BASED ON COPPER CONDUCTORS A B C DOOR MOTORS, AND DOOR OPERATORS. PROVIDE WITH THWN/THHN INSULATION. CONDUCTOR DERATING CONDUIT AND CONDUCTORS FOR DOOR SYSTEM IS BASED ON THWN/THHN CONDUCTORS WITH 90 TRUE INTERCONNECTIONS. REFER TO MANUFACTURERS DEGREES C RATING. MANUAL FOR INSTALLATION REQUIREMENTS. 2. GROUND CONDUCTOR (BONDING JUMPER) SIZE SHALL BE 4 PROVIDE DUAL-LITE LIGHTING INVERTER PART NO. INCREASED FOR FEEDERS FROM THE SOURCE OF A 2 LEVEL 1 - LIGHTING PLAN N REVISION LG-375-S. SEPARATELY DERIVED SYSTEM TO THE FIRST E5.01 SCALE: 1/4" = 1'-0" DISCONNECTING MEANS PER NEC 250.30(A). SIZE AS 5 PROVIDE POWER CONNECTION TO FACP. COORDINATE INDICATED IN PARENTHESES. EXACT LOCATION OF FACP WITH DIVISION 28. SECURITY PANEL METER 6 PROVIDE HARDWIRED CONNECTION TO SECURITY CT ENCLOSURE PANEL. COORDINATE EXACT LOCATION OF PANEL WITH DATE 10 HPL1-27 DIVISION 27. 10 HPL1-17 PNL 'HPL1' CU-01 7 PROVIDE JUNCTION BOX WITH CONDUCTORS MOUNTED NO. WP,GFCI HPL1-22,24 ADJACENT TO SECURITY PANEL. COIL CONDUCTORS WALL MOUNTED TP HPL1-11 HPL1-22,24 WITHIN JUNCTION BOX FOR FUTURE USE. LABEL TELECOM RACK JUNCTION BOX COVER AS 'FUTURE 120V SECURITY HPL1-21 POWER'. 1 WP,GFCI WP,GFCI 6 J 7 HPL1-23 HPL1-23 8 PROVIDE 208/120V, 1PH, 3W, 225A FUEL ISLAND HPL1-13 HPL1-5 HPL1-13 HPL1-13 EIWH-1 WP,GFCI,+48 WP,GFCI,+48 PANELBOARD PER FUEL ISLAND DRAWINGS. REFER TO 5 TO UTILITY FACP ONE-LINE DIAGRAM FOR ADDITIONAL INFORMATION. ELEC ROOM HPL1-16 M HPL1-26,28,30 AC-01B REFER TO FUEL ISLAND ELECTRICAL DRAWINGS FOR HPL1-11,13,15,17 HPL1-1HPL1-3 HPL1-25 FUEL ISLAND SCOPE. HPL1-22,24 102 HPL1-1,3,5,7 LIGHTING INVERTER 'INV-1' 4 EF-01 M HPL1-18,19 HPL1-7 WP,GFCI,+48 9 PROVIDE CONNECTION TO DDC PANEL. COORDINATE HPL1-18 DDC PANEL 9 EXACT PANEL LOCATION WITH DIVISION 23. HPL1-39,41 HPL1-19 HPL1-25 EF-02 WP,GFCI,+48 12.5kV 2 8 10 WALL MOUNTED TELECOM RACK POWER. MOUNT UTILITY XFMR OUTLET DIRECTLY BELOW ENCLOSURE. COORDINATE PUSHBUTTON CONTROLLER EV04 TO FUEL ISLAND EXACT ENCLOSURE MOUNTING HEIGHT PRIOR TO DOOR CONTROLLER 208Y PUSHBUTTON CONTROLLER FUEL ISLAND ROUGH-IN. COORDINATE WITH DIVISION 27. 120V ELECTRICAL DOOR CONTROLLER AC-01A EQUIPMENT 3 11 PROVIDE SURGE PROTECTIVE DEVICE ADJACENT TO HPL1-2,4,6 HPL1-13 HPL1-22,24 (REFER TO PANEL. COORDINATE LOCATION TO PROVIDE MAXIMUM HPL1-8,10,12 WP,GFCI WP,GFCI REFERENCE CONDUCTOR LENGTH FROM CIRCUIT BREAKER OF 18". HPL1-11 DRAWINGS) REFER TO DETAIL 1 ON DRAWING E6.01 FOR INSTALLATION REQUIREMENTS. 3 400N 12 OCCUPANCY SENSORS ARE PENDANT MOUNTED. MOUNT OCCUPANCY SENSORS AT SAME HEIGHT AS LIGHT FIXTURES. 13 OCCUPANCY SENSORS WITHIN HEATED PARKING SPACE SHALL BE CONTROLLED AS A SINGLE ZONE. PROVIDE 50% AUTO ON/AUTO OFF CONFIGURATION. M 1 14 PROVIDE AUTO ON/AUTO OFF OCCUPANCY SENSOR CONFIGURATION. 1 CE HEATED PARKING 15 EXTERIOR FIXTURES SHALL BE TIMECLOCK 400N 101 CONTROLLED ON DUSK TO DAWN. 400/3 225/3 11 SPD #2 PANEL HPL1 225N 400A 8 WP,GFCI HPL1-15 PANEL SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 HPL1-15 F WP,GFCI 225A PROJECT: (FUEL ISLAND PANEL) BUILDING IDENTIFIER: 3 ELECTRICAL ONE-LINE DIAGRAM C.2 E5.01 WP,GFCI HPL1-15 WP,GFCI HPL1-15 WP,GFCI HPL1-15 SHEET TITLE: 2 ELECTRICAL ENLARGED HPL1-11 PLANS WP,GFCI A B C LEAD: DF TRUE DRAFTER: TC DATE: 3/23/22 LEVEL 1 - POWER PLAN SHEET: 1 N E5.01 SCALE: 1/4" = 1'-0" E5.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 LIGHT FIXTURE SCHEDULE TYPE DESCRIPTION MANUFACTURER MODEL LAMP INPUT INPUT REMARKS QTY TYPE VOLTS WATTS L7 4' LINEAR LED STRIP, FROSTED ACRYLIC DIFFUSER, WIDE DISTRIBUTION, LITHONIA ZL1D-L48-SMR-3000LM-FST-MVOLT-35K-80CRI-WH INC LED UNV 30 1 (L7D) 48" SYMMETRIC RELECTOR WITH UPLIGHT, 0-10V DIMMING DRIVER REFLECTOR: ZLR L48 SYM UPL WH 3500K ACCESSORIES: HC36 (CHAIN HANG KIT) 3000 LM L10 4' SUSPENDED LINEAR LED, FROSTED POLYCARBONATE LENS, VAPOR TIGHT, BEGHELLI BS100LED-4-HT-LO-WT35-120-277V-CH INC LED UNV 50 1 1201 third avenue, ste 600 (L10D) WET RATED, CHAIN HANG KIT SUSPENDED, 0-10V DIMMING DRIVER ILLUMINIA ACCESSORIES: CH (CHAIN HANG KIT) 3500K FIXTURE TO BE MOUNTED AT +15' AFF. 5512 LM seattle, wa 98101 206.448.3376 S4A WALL MOUNTED LED, CAST ALUMINUM HOUSING, CLEAR ACRYLIC LENS AND TEMPERED KIM LIGHTING WDS-D-24L-30-4K8-4F-UNV-SCP-20F INC LED UNV 30 - GLASS SECONDARY LENS, TYPE 4 DISTRIBUTION, VAPOR TIGHT, WET RATED, 4000K www.hargis.biz INTEGRAL OCCUPANCY SENSOR (9'-20' HEIGHT), SITESYNC WIRELESS ENABLED 3000 LM X EXIT SIGN, LED, CAST ALUMINUM HOUSING, AC ONLY DUAL LITE SE-S/D-G-W INC LED UNV 2.1 GREEN LETTERS, WHITE HOUSING AND FACE SINGLE/DOUBLE FACE GENERAL NOTES: A. COORDINATE FINISH COLOR WITH ARCHITECT FOR ALL FIXTURES. B. MANUFACTURERS LABELS SHALL NOT BE VISIBLE FROM THE FLOOR FOR ALL LIGHT FIXTURES. REMARKS: 1. VERIFY MOUNTING HEIGHT WITH ARCHITECT AND COORDINATE CORRESPONDING SUSPENDED MOUNTING HARDWARE LENGTH WITH FIXTURE MANUFACTURER 2/28/2022 2. EXIT SIGNS. PROVIDE ALL DIRECTIONAL ARROWS, DOUBLE FACEPLATES, OR BLANK FACEPLATES AS REQUIRED TO CLEARLY IDENTIFY PATH OF EGRESS. MECHANICAL AND PLUMBING EQUIPMENT SCHEDULE UNIT ELEC. CHARACTERISTICS FEEDER (COPPER) DISCONNECT SWITCH UNIT UNIT DESCRIPTION NOTES NUMBER KW HP FLA VOLT PHASE MCA MOCP DESCRIPTION SIZE FUSE NUMBER EF-01 EXHAUST FAN - 1/4 5.8 120 1 7.25 15 3/4"C, 1#12, 1#12 N, 1#12 GND 30 - 1 EF-01 EF-02 EXHAUST FAN - 1/4 5.8 120 1 7.25 15 3/4"C, 1#12, 1#12 N, 1#12 GND 30 - 1 EF-02 AC-01A MINI SPLIT SYSTEM AIR CONDITIONER - - - 208 1 1 20 3/4"C, 2#12, 1#12 GND 30 - 2,3 AC-01A AC-01B MINI SPLIT SYSTEM AIR CONDITIONER - - - 208 1 1 20 3/4"C, 2#12, 1#12 GND 30 - 2,3 AC-01B CU-01 MINI SPLIT SYSTEM AIR CONDITIONER - 14 208 1 25 30 3/4"C, 2#10, 1#10 N, 1#10 GND 30 - 2 CU-01 TP TRAP PRIMER PANEL - - 5 120 1 6.25 20 3/4"C, 1#12, 1#12 N, 1#12 GND - - 1 TP EIWH-1 ELECTRIC WATER HEATER 15.6 - 43.3 208 3 54.2 55 1-1/4"C, 3#4, 1#10 GND 60 - 2 EIWH-1 NOTES: 1. PROVIDE MOTOR RATED TOGGLE SWITCH WITH THERMAL OVERLOADS. 2. PROVIDE LOCAL DISCONNECTING SWITCH SIZED AND RATED FOR ASSOCIATED EQUIPMENT. 3. PROVIDE POWER CONNECTION TO AC UNIT FROM CONDENSING UNIT. PROVIDE CONDUIT AND CONDUCTORS REQUIRED FOR INSTALLATION. COORDINATE INTERCONNECTION WITH DIVISON 23. REVISION DATE NO. PANELBOARD SEE PLANS AND RISER DIAGRAM PROVIDE 30A/3P BREAKER FOR CONNECTION OF SPD DEVICE TO PANELBOARD INDICATED. ADJUST LOCATION AS REQUIRED FOR CLOSEST POSSIBLE PROXIMITY TO NEUTRAL BUS TELECOMMUNICATIONS MAIN GROUNDING BUSBAR (TMGB) GROUNDING BUS AT ELECTRICAL SERVICE ENTRANCE EQUIPMENT, PROVIDE SEPARATE GROUNDING INVERTER CIRCUIT NORMAL CIRCUIT ELECTRODE CONDUCTOR TO EACH SERVICE ENTRANCE NORMAL SENSING CIRCUIT LIGHTING CONTROL PANEL RELAY UL924 PROVIDE SUPPLEMENTAL GROUNDING ELECTRODES, AS NORMALLY OPEN REQUIRED, TO ACHIEVE GROUND SENSING TRANSFER RESISTANCE PER SPECIFICATION SWITCHLEG DEVICE. LVS 260526 RRU-2-227 OR EQUIVALENT. SURGE SUPPRESSION DEVICE (SPD). BUILDING STEEL PER COLD WATER PIPING PER INSTALL AS CLOSE TO BREAKER REFER TO NEC 250.52(A)(2) SERVING DEVICE AS POSSIBLE. NO NEC 250.52(A)(1) MANUFACTURERS 90 DEGREE BENDS IN CONNECTING WIRING DIAGRAM CONDUIT ALLOWED. PROVIDE NATURAL GAS PIPING SPRINKLER PIPING PER 20' LENGTH COPPER SHORTEST POSSIBLE WIRING FOR SPECIFICS CONDUCTOR IN FOOTING PER NEC 250.104(B) LENGTH FOR CONNECTION, PER NEC 250.52(A)(3) MAXIMUM OF 18". SEE 5-WIRE UL924 NEC 250.104(B) SPECIFICATIONS FOR ADDITIONAL TRANSFER 0-10V CONTROLLED REQUIREMENTS. DEVICE DIMMING PROVIDE FLUSH MOUNTING ADAPTER WHEN ADJACENT TO FLUSH DETAIL NOTES: MOUNTED PANEL. 1. ALL GROUNDING ELECTRODE CONDUCTORS SHALL BE PROTECTED WHERE SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 EXPOSED TO PHYSICAL DAMAGE PER REQUIREMENTS OF NEC 250.64(B) . DEDICATED PROJECT: RACEWAY SYSTEM 2. ALL CONDUCTORS TO BE SIZED PER NEC, UO N. BUILDING IDENTIFIER: PROVIDE SPD NEUTRAL AND GROUND CONNECTIONS DIRECTLY TO NEUTRAL AND GROUND BUS AT PANELBOARD C.2 EGRESS LIGHTING SHEET TITLE: ELECTRICAL SCHEDULES 1 SPD DEVICE INSTALLATION DETAIL 2 TYPICAL DIAGRAM - EMERGENCY LIGHTING CONTROL 3 ELECTRICAL SERVICE GROUNDING DETAIL E6.01 E6.01 E6.01 LEAD: Designer DRAFTER: Author DATE: 3/23/22 SHEET: E6.01 SHEET OF CABLING COLORS GENERAL GROUNDING ABBREVIATIONS GENERAL NOTES A AMPERE SP SERVICE PROVIDER ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 EXISTING ELECTRICAL TO BE REMOVED G GROUNDING CONDUCTOR ABV ABOVE STP SHIELDED TWISTED PAIR 1. LOCATIONS OF RACEWAY, PATHWAY AND SIMILAR SCADA A, POS ORANGE SEATTLE, WA 98104 AC AIR CONDITIONING SW SWITCH ITEMS ARE SHOWN SCHEMATICALLY. COORDINATE PHONE (206)624-4222 SCADA B BLUE INSTALLATION, INCLUDING BUT NOT LIMITED TO FAX (206)624-4226 EXISTING ELECTRICAL TO REMAIN GROUND ROD ACD ACCESS CONTROL DOOR VOICE/DATA WHITE CABLING, TELECOMMUNICATION PATHWAYS AND AFF ABOVE FINISHED FLOOR TBB TELECOMMUNICATIONS BONDING BACKBONE TRAINING GREEN SPACES, AND EXACT LOCATION OF HORIZONTAL AND NEW ELECTRICAL WORK GROUNDING BUSBAR AG ABOVE GROUND TEL TELEPHONE FIRE RED BACKBONE CABLING WITH LOCATIONS OF FIXED AHJ AUTHORITIES HAVING JURISDICTION TELCO TELEPHONE COMPANY CASEWORK AND BUILDING CONDITIONS AFFECTING THE SECURITY YELLOW MATCHLINE OR PROPERTY LINE EQUIPMENT GROUNDING CONNECTION ANSI AMERICAN NATIONAL STANDARD INSTITUTE TGB TELECOMMUNICATIONS GROUNDING BUSBAR WORK OF THIS CONTRACT. AV EQUIPMENT BLACK AV AUDIO VISUAL TELECOMMUNICATIONS INDUSTRY BUILDING CONTROLS GRAY OR LIGHT GRAY TIA 2. PERFORM WORK IN ACCORDANCE WITH APPLICABLE ENLARGED PLAN BOUNDARY AWG AMERICAN WIRE GAUGE ASSOCIATION DISPATCH RADIO PURPLE TELECOMMUNICATIONS MAIN GROUNDING NATIONAL AND STATE CODES AS AMENDED LOCALLY GROUNDING STRAP TMGB BUSBAR AND ENFORCED BY THE AHJ. BAS BUILDING AUTOMATION SYSTEM 1 TELECOMMUNICATIONS SYSTEM TR TELECOMMUNICATIONS ROOM T1.1 DETAIL/PLAN IDENTIFIER BC BONDING CONDUCTOR 3. COORDINATE TELECOMMUNICATIONS WORK WITH THAT TYP TYPICAL BLDG BUILDING OF OTHER TRADES. REFER TO ELECTRICAL, FLUSH MOUNT/FURNITURE DEVICE BKBD BACKBOARD MECHANICAL, ARCHITECTURAL, STRUCTURAL, CIVIL, A UON UNLESS OTHERWISE NOTED SECTION IDENTIFIER AND LANDSCAPE DRAWINGS AND SPECIFICATIONS. T1.1 UPS UNINTERRUPTIBLE POWER SUPPLY COORDINATION SHALL OCCUR PRIOR TO FABRICATION, 1201 third avenue, ste 600 (X = REPRESENTS THE # OF TELECOMMUNICATIONS MODULES.) C CONDUIT (W = TELECOMMUNICATIONS WALL PHONE MTD AT +54" AFF.) UTP UNSHIELDED TWISTED PAIR PURCHASE, AND INSTALLATION OF WORK. seattle, wa 98101 A (P = PAYPHONE, WALL MOUNTED AT +54" AFF.) CAB CABINET 206.448.3376 ELEVATION IDENTIFIER (B = BLANK COVER PLATE.) CAT CATEGORY 4. NEW CABLING INSTALLATIONS SHALL BE CONCEALED IN T1.1 WAN WIDE AREA NETWORK X (F = MODULAR FURNITURE DEVICE.) CATV COMMUNITY ANTENNA TELEVISION WALL, CEILINGS, AND BELOW RAISED FLOOR SPACES www.hargis.biz Y WAP WIRELESS ACCESS POINT REVISION DEFINITION AREA, AREA ENCIRCLED (POS = POINT OF SALE.) CCTV CLOSED CIRCUIT TELEVISION UNLESS OTHERWISE NOTED ON THE DRAWINGS. CONTAINS CHANGES MADE SUBSEQUENT TO (S = SURFACE MOUNT.) WP WEATHERPROOF (WAP = WALL MOUNTED WIRELESS DATA DEVICE.) CLG CEILING CABLING IN ACCESSIBLE CEILING SPACES SHALL BE PREVIOUS ISSUE INSTALLED AS OPEN CABLING NEAR STRUCTURES AND CO CONDUIT ONLY V VOLTS WALLS OR AS SPECIFICALLY NOTED ON DRAWINGS. SEE WAP CEILING MOUNTED WIRELESS DATA DEVICE SPECIFICATIONS FOR SUPPORT REQUIREMENTS. 1 REVISION CALLOUT X DEMARC DEMARCATION POINT (X = REPRESENTS THE # OF TELECOMMUNICATIONS MODULES.) DSL DIGITAL SUBSCRIBER LINE 5. PROVIDE FIRESTOPPING SYSTEMS FOR CONDUIT AND 1 FLAG NOTE TAG POKE THRU DEVICE DS INTERCOM DOOR STATION RACEWAY SYSTEMS AT PENETRATIONS, SLEEVES AND X (X = REPRESENTS THE # OF TELECOMMUNICATIONS MODULES.) SLOTS OF FIRE RATED CONSTRUCTION FOR 1 DEMOLITION NOTE TAG FIRE RESISTANT 3/4" PLYWOOD BACKBOARD (E) EXISTING HORIZONTAL AND INTRABUILDING PATHWAYS AND SPACES. EEO EMERGENCY EXIT ONLY 1 EQUIPMENT TAG TWO-POST EQUIPMENT RACK EIA ELECTRONIC INDUSTRIES ALLIANCE 6. INTRABUILDING OPTICAL FIBER CABLING SHALL BE EMT ELECTRICAL METALLIC TUBING CLEARLY AND VISIBLY IDENTIFIED IN PULLBOXES, AHU-01 EQUIPMENT TAG 6" DOUBLE-SIDED VERTICAL MANAGEMENT ENCL ENCLOSURE ENTRANCE POINTS, EACH RISER ROOM AND 5'-0" 1 EPO EMERGENCY POWER OFF BEFORE ENTERING A FREE STANDING RACK UTILIZING EQUIPMENT TAG AN OPTICAL FIBER CABLE MARKER TAG SYSTEM. AHU 6" SINGLE-SIDED VERTICAL MANAGEMENT ER EQUIPMENT ROOM 7. MAINTAIN A MINIMUM SPACING OF 12" FROM 3.65" DOUBLE-SIDED VERTICAL MANAGEMENT FACP FIRE ALARM CONTROL PANEL ELECTRICAL FEEDERS AND BRANCH CIRCUIT WIRING N NORTH ARROW FBO FURNISHED BY OWNER AND 12" FROM AUXILIARY SYSTEM CABLING. 3.65" SINGLE-SIDED VERTICAL MANAGEMENT FURNISHED BY OWNER INSTALLED BY FOIC LOCATION WHERE PICTURE WAS TAKEN AND CONTRACTOR 8. MINIMUM SPACING FROM ELECTRICAL APPARATUS 1 SUCH AS MOTOR DRIVEN EQUIPMENT AND DIRECTION FLOOR MOUNTED SERVER ENCLOSURE FOIO FURNISHED BY OWNER INSTALLED BY OWNER TRANSFORMERS SHALL BE 6'-0". SPACING REQUIREMENTS SHALL APPLY TO OPEN CABLING RACEWAYS AND BOXES WALL MOUNTED ENCLOSURE HC HORIZONTAL CROSS-CONNECT PATHWAYS WHERE EQUIPMENT IS LOCATED ON THE SAME FLOOR, FLOOR ABOVE, FLOOR BELOW OR IN 900D VOICE FRAME ROOMS ADJACENT TO SUCH EQUIPMENT AS THOUGH J JUNCTION BOX IC INTERMEDIATE CROSS-CONNECT WALLS AND FLOORS DID NOT EXIST. EXCEPTION: IG ISOLATED GROUND 110 BLOCK WITH LEGS BUILDING CONSTRUCTION THAT RESULTS IN J FURNITURE WALL FEED OUTLET BOX IMC INTERMEDIATE METALLIC CONDUIT CONTINUOUS METALLIC BARRIER BETWEEN F ISDN INTEGRATED SERVICES DIGITAL NETWORK ELECTRICAL APPARATUS AND CABLE PATHWAYS SHALL 66 BLOCK J JUNCTION BOX BE CONSIDERED AS SUITABLE SEPARATION. V TV OUTLET (RG6 COAX) J-BOX JUNCTION BOX 9. PRIOR TO STARTING TELECOMMUNICATIONS PULL BOX PB INSTALLATION, CAREFULLY INSPECT INSTALLED WORK XX (WHERE INDICATED, SUBCRIPT INDICATES PULL BOX NUMBER) KCMIL THOUSAND CIRCULAR MILS OF OTHER TRADES AND VERIFY THAT SUCH WORK IS MANHOLE COMPLETE TO THE POINT WHERE WORK MAY XX (WHERE INDICATED, SUBCRIPT INDICATES MANHOLE NUMBER) LAN LOCAL AREA NETWORK PROPERLY COMMENCE. NOTIFY THE ARCHITECT AND LCP LIGHTING CONTROL PANEL ENGINEER IN WRITING OF CONDITIONS DETRIMENTAL C# HANDHOLE TO THE PROPER AND TIMELY COMPLETION OF THE WORK. FLOORBOX (SUBSCRIPT INDICATES TYPE, WHERE NO MAN METROPOLITAN AREA NETWORK A SUBSCRIPT, SEE SPECIFICATIONS) MAX MAXIMUM 10. DO NOT BEGIN TELECOMMUNICATIONS INSTALLATION POKETHRU (SUBSCRIPT INDICATES TYPE, WHERE NO MC MAIN CROSS-CONNECT UNTIL ALL UNSATISFACTORY CONDITIONS ARE A SUBSCRIPT, SEE SPECIFICATIONS) MH MANHOLE RESOLVED. BEGINNING WORK CONSTITUTES MIN MINIMUM ACCEPTANCE OF CONDITIONS AS SATISFACTORY. POWER POLE, FLOOR TO CEILING MM MULTIMODE 11. ROUTE CATEGORY 6 CABLES TO THEIR ASSIGNED SURFACE METAL RACEWAY MPOE MAIN POINT OF ENTRANCE CROSS-CONNECT PER THE IDENTIFICATION LABEL AT MPOP MAIN POINT OF PRESENCE REVISION EACH TELECOMMUNICATIONS WORKSTATION DEVICE. RACEWAY CONCEALED IN WALL OR IN CEILING (EXPOSED IN UNFINISHED AREAS) MTD MOUNTED TERMINATE ALL CABLES ON 48-PORT PATCH PANELS ON RACKS UNLESS OTHERWISE NOTED. RACEWAY RUN BELOW FLOOR OR BELOW GRADE (N) NEW NEC NATIONAL ELECTRIC CODE 12. ROUTE COAXIAL CABLES TO THEIR ASSIGNED FLOOR NIC NOT IN CONTRACT SERVING TELECOMMUNICATIONS ROOM UNLESS NOTED DATE FLEXIBLE RACEWAY OTHERWISE. TERMINATE ALL CABLES ON WALL MOUNTED F-CONNECTOR PATCH PANELS. RACEWAY (CIRCLE DENOTES VERTICAL NO. OFC OPTICAL FIBER CABLE TRANSITION) OOBM OUT OF BAND MANAGEMENT 13. THE ELECTRICAL CONTRACTOR SHALL PROVIDE ALL RACEWAY CONTINUATION OSP OUTSIDE PLANT CONDUIT, OUTLET BOXES, JUNCTION BOXES, RACEWAY SYSTEMS, ETC. FOR A COMPLETE AND OPERATIONAL PATHWAY SYSTEM FOR ALL TELECOMMUNICATIONS RACEWAY STUB WITH BUSHING PBX PRIVATE BRANCH EXCHANGE SYSTEMS PER THE SCOPE OF WORK INDICATED ON THE PP PATCH PANEL CONSTRUCTION DRAWINGS AND BID SPECIFICATIONS. RACEWAY SLEEVE WITH BUSHINGS PVC POLYVINYL CHLORIDE 14. CABLE TRAY PATHWAYS ABOVE ACCESSIBLE CEILINGS EZ-PATH FIRE STOPPING SLEEVE REC RECEPTACLE SHALL BE PROVIDED BY THE ELECTRICAL RMFC RACK MOUNT FIBER CABINET CONTRACTOR. CABLE TRAY PATHWAYS BELOW RAISED CABLE TRAY, 12"W x 4"H OVERHEAD, UNLESS FLOOR SPACES SHALL BE PROVIDED BY THE RU RACK UNIT OTHERWISE NOTED TELECOMMUNICATIONS CONTRACTOR. SM SINGLEMODE 15. CONTRACTOR TO PROVIDE DATA DROPS AS REQUIRED CABLE TRAY, OVERHEAD LADDER TYPE SMR SURFACE METAL RACEWAY TO SERVE DOC SYSTEM, FIRE ALARM SYSTEM, UPS SONET SYNCHRONOUS OPTICAL NETWORK SYSTEMS AND GENERATOR, AND ATS SYSTEMS. HOMERUN TO PANEL CONTRACTOR SHALL FIELD COORDINATE QUANTITY HA-3 (INDICATES PANEL DESIGNATION AND CIRCUIT NUMBER) AND LOCATIONS OF DROPS. #10 16. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS (GAUGE OF WIRE OTHER THAN AWG#12) NUMBER OF CONDUCTORS INDICATING DEVICE LOCATIONS, EQUIPMENT (GROUND CONDUCTOR) CONNECTIONS, AND PATHWAYS FOR APPROVAL PRIOR (PHASE CONDUCTORS) (NEUTRAL CONDUCTOR) TO BEGINNING INSTALLATION. NOT ALL SYMBOLS MAY APPEAR ON THE DRAWINGS SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: TELECOM LEGEND LEAD: BH DRAFTER: TV DATE: 03/22/22 SHEET: T0.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz A B C WALL MOUNTED TELECOM RACK 1 1 4" CONDUIT TO VAULT ELEC ROOM 102 1" CONDUIT 2 WAP HEATED PARKING 3/4" CONDUIT 101 3/4" CONDUIT 2 WAP REVISION 2 2 DATE A B C NO. 1 TELECOM DEVICE PLAN - LEVEL 1 T2.01 SCALE: 1/8" = 1'-0" SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: TELECOM WIRELESS DEVICE PLAN - LEVEL 1 LEAD: BH DRAFTER: TV DATE: 03/22/22 SHEET: T2.01 SHEET OF INSULATED 1/0 AWG TO BUILDING STEEL INSULATED 1/0 AWG ROUTED TO EACH 10" TGB AS APPLICABLE INSULATED 3/0 AWG ROUTED THREADED ROD TO STRUCTURE (TYP) ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 ALONG OVERHEAD CABLE TRAY 250 KCMIL TO MGN GROUND SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 INSULATED 3/0 AWG 1/4"D x 2"W x 10"L COPPER ROUTED ALONG GROUND BAR WITH WALL OVERHEAD CABLE TRAY MOUNTING BRACKETS AND OVERHEAD CABLE TRAY WIREMOLD INSULATORS DOUBLE LUG, DOUBLE RACEWAY CRIMPED FITTING (TYP) 1/4"D x 4"W x 20"L COPPER GROUND BAR WITH WALL TWO HOLE COMPRESSION MOUNTING BRACKETS AND GROUND LUG (TYP) INSULATORS 1201 third avenue, ste 600 seattle, wa 98101 1/0 AWG BARE COPPER TO TMGB 206.448.3376 www.hargis.biz 1/0 AWG BARE COPPER TO BUILDING STEEL UNI-STRUT TRAPEZE SUPPORT BRACKET (TYP) PROVIDE MOUNTING BRACKETS AS NECESSARY FOR WIREMOLD INSTALLATION NOTE: NOTE: NOTES: 1. NOT ALL PARTS AND PART NUMBERS ARE SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR A 1. NOT ALL PARTS AND PART NUMBERS ARE SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR A THE DETAIL ABOVE IS FOR VISUAL PURPOSES ONLY. SEE POWER COORDINATION DETAIL x ON SHEET COMPLETE WORKING INSTALLATION INCLUDING, MISCELLANEOUS APPURTENANCES. THE COMPLETE WORKING INSTALLATION INCLUDING, MISCELLANEOUS APPURTENANCES. THE T3.x FOR EXACT RECEPTACLE TYPE, QUANTITY AND LOCATION INFORMATION. ONTRACTOR SHALL ISSUE A SUBSTITUTION REQUEST FOR CHANGES TO THIS DETAIL. CONTRACTOR SHALL ISSUE A SUBSTITUTION REQUEST FOR CHANGES TO THIS DETAIL. CONTRACTOR SHALL PROVIDE PLENUM RATED SHEATH WHERE REQUIRED. CONTRACTOR SHALL PROVIDE PLENUM RATED SHEATH WHERE REQUIRED. 2. ALL GROUNDING CONNECTORS SHOWN SHALL BE DOUBLE LUG, DOUBLE COMPRESSION 2. ALL GROUNDING CONNECTORS SHOWN SHALL BE DOUBLE LUG, DOUBLE COMPRESSION TERMINATIONS ON BOTH ENDS. TERMINATIONS ON BOTH ENDS. 1 DETAIL - TELECOMMUNICATIONS GROUND BUSBAR ASSEMBLY - 10" 2 DETAIL - TELECOMMUNICATIONS GROUND BUSBAR ASSEMBLY - 20" 3 DETAIL - CABLE TRAY MOUNTED POWER RECEPTACLE INSTALLATION T7.01 T7.01 T7.01 9 GROUNDING AND BONDING NOTES: 1 20" TMGB 2 10" TGB REVISION 3 250 KCMIL TO MGN GROUND 9 4 INSULATED 1/0 AWG ROUTED TO BUILDING STEEL. DATE 5 INSULATED 3/0 AWG ROUTED BELOW OVERHEAD CABLE TRAY IN MDF ROOM AND DISTRICT FIBER ROOM GREEN SHEATHED STRANDED #6 AWG CONDUCTORS BONDED TO IT FROM NO. CAUTION: EACH EQUIPMENT RACK POSITION AND CONDUIT SLEEVE AS NOTED ON SHEET T412. CABLE ORIGINATION AND FIBER OPTIC CABLE 6 INSULATED 1/0 AWG BETWEEN GROUND BARS DESTINATION INFORMATION COMM/FIBER ROOM 7 GREEN SHEATHED STRANDED #6 AWG BONDING CONDUCTOR FROM EACH GROUP OF CONDUIT SLEEVES WITHIN THIS ROOM TO TGB WITHIN THIS ROOM. BOND EACH CONDUIT 9 SLEEVE TO #6 AWG. TIGHT BUFFER, OFNP TYPE 12-ST 50/125 OM3 COUNT 8 GREEN SHEATHED STRANDED #6 AWG BONDING CONDUCTOR FROM TGB WITHIN THIS ROOM TO OVERHEAD CABLE TRAY WITHIN THIS ROOM. CABLE TYPE AND COUNT 6 9 GREEN SHEATHED STRANDED #6 AWG 5 2 8 7 3 4 NOTE: 1. THE PART NUMBER AND TYPE ABOVE ARE EXAMPLES ONLY. PROVIDE THE CORRECT INFORMATION IN TAG PER SPECIFICATIONS OF INSTALLED TYPE. OTHER CABLE TYPES AND CONFIGURATIONS MAY VARY. PROVIDE MANUFACTURER ACP PART NO. VCT-200. 2. REFER TO TELECOMMUNICATIONS RISER DIAGRAM AND TERMINATION SCHEDULES FOR CABLE ORIGINATION AND DESTINATION LOCATIONS, CABLE TYPES AND STRAND/PAIR COUNTS. 1 8 7 3 4 4 DETAIL - OPTICAL FIBER CABLE MARKER DETAIL 5 TELECOMMUNICATIONS GROUNDING AND BONDING DIAGRAM T7.01 T7.01 SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: TELECOM DETAILS LEAD: BH DRAFTER: TV DATE: 03/22/22 SHEET: T7.01 SHEET OF CONDUIT ELBOW, MINIMUM RADIUS PER SPECIFICATIONS EXTEND CONDUIT TO ACCESSIBLE CEILING ROLLUDA ARCHITECTS, INC. PLASTIC BUSHING SPACE 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 HORIZONTAL DEVICE CABLES NOTCH CEILING TILE (WHERE APPLICABLE) FAX (206)624-4226 TO AREA SERVING TELECOMMUNICATIONS ROOM SUSPENDED CEILING (WHERE APPLICABLE) CONDUIT (NOTES 1, 2 AND 3) 4" X 4" X 2-1/8" 1201 third avenue, ste 600 OUTLET BOX seattle, wa 98101 NOTE: 206.448.3376 1. CONDUIT SHALL BE CONTINUOUS FROM OUTLET BOX TO ACCESSIBLE CEILING SPACE OR AS INDICATED ON PLANS. www.hargis.biz 4" X 4" X 5/8" SINGLE- GANG MUD RING 2. EXISTING CONDUIT SHALL BE UTILIZED WHERE AVAILABLE PULL STRING TO CEILING AND PROVIDED WHERE NECESSARY. NEW CONDUIT SHALL SPACE OR STRUCTURE BE ROUTED TO NEAREST AVAILABLE CEILING SPACE. LOW PROFILE 3. FOR NEW INSTALLATIONS PROVIDE CONDUIT AS NOTED FACEPLATE ON PLANS AND (1) PULL STRING FROM OUTLET BOX TO NEAREST AVAILABLE CEILING SPACE. 4. NOT ALL PARTS SHOWN. CONTRACTOR SHALL ENSURE A COMPLETE WORKING INSTALLATION INCLUDING SCREW ON SINGLE GANG MISCELLANEOUS APPURTENANCES. MUD-RING LOW PROFILE FACEPLATE CATEGORY 6 MODULE OR BLANK MODULE. PROVIDE BLANKS TO FILL SPARE SPACES CATEGORY 6 MODULE OR # BLANK MODULE. PROVIDE BLANKS TO FILL SPARE SPACES DRAING SYMBOL 2 DETAIL - OUTLET MUD-RING MOUNTING T7.02 1 DETAIL - DEVICE OUTLET ASSEMBLY T7.02 TELECOMMUNICATIONS ROOM TELECOMMUNICATIONS ROOM TELECOMMUNICATIONS ROOM RACK DESIGNATION RACK DESIGNATION RACK DESIGNATION PATCH PANEL DESIGNATION PATCH PANEL DESIGNATION PATCH PANEL DESIGNATION PORT DESIGNATION PORT DESIGNATION PORT DESIGNATION OX136-2-1-01,02 OX136-2-1-01,02 OX136-2-1-01,02 REVISION DATA ICON "WHITE" PHONE ICON "WHITE" DATA ICON "WHITE" PHONE ICON "WHITE" DATA ICON "WHITE" PHONE ICON "WHITE" CATEGORY 6, 8P8C, CATEGORY 6, 8P8C, CATEGORY 6, 8P8C, MODULE "WHITE" (TYP) DATE MODULE "WHITE" (TYP) MODULE "WHITE" (TYP) NO. BLANK MODULE "WHITE" (TYP) BLANK MODULE "WHITE" (TYP) OX136-2-1-03,04 OX136-2-1-03 DRAWING SYMBOL 4 DRAWING SYMBOL 2 DRAWING SYMBOL 3 3 DETAIL - ORGANIZATION, ICON, AND LABELING T7.02 WALL-MOUNTED RACK 18 2-RU RMFC HORIZONTAL CABLE MANAGEMENT, TYP 17 16 CONSOLE SYSTXPSSTATSPEEDDUPLX MODE NETWORK ENS-POWERMASTSTACKPoE MODULE CIS CO SWITCH (OFOI) C3K-XNM-10G 15 G1 G2/TE1G3 G4/TE2 1 2 3 4 5 6 7 8 9 10 1112 131415 161718 192021222324 14 24-PORT PATCH PANEL 13 12 FIBER SERVICE LOOP 11 10 9 8 7 6 5 4 BONDING STRAP #6AWG WITH 2-HOLE 10" TMGB 3 GROUND LUG 2 1 SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: 4" OSP CONDUIT. SEE SITE PLAN FOR BUILDING IDENTIFIER: ADDITIONAL INFORMATION 4'-0" C.2 SHEET TITLE: TELECOM DETAILS FLOOR 4 DETAIL - RACK ELEVATION FIBER SERVICE LOOP LEAD: BH T7.02 DRAFTER: TV DATE: 03/22/22 SHEET: T7.02 SHEET OF GENERAL SECURITY SYSTEM SECURITY NOTES GENERAL NOTES ABBREVIATIONS EXISTING MECHANICAL TO BE REMOVED ACP ACCESS CONTROL PANEL 1. PROVIDE TAMPER SWITCH FOR SOFTWARE HOUSE 1. LOCATIONS OF RACEWAY, PATHWAY AND SIMILAR ITEMS ARE ABV ABOVE S CR ENCLOSURES AND POWER SUPPLIES WITH CONNECTION TO SHOWN SCHEMATICALLY. COORDINATE INSTALLATION, AC ACCESSIBLE CEILING MOUNTED EXISTING ELECTRICAL TO REMAIN CARD READER IN / OUT ROLLUDA ARCHITECTS, INC. TAMPER INPUT OF AN I8 INPUT MODULE. INCLUDING BUT NOT LIMITED TO CABLING, SECURITY PATHWAYS (BR - BIOMETRIC READER) ACM ACCESS CONTROL MODULE 105 S MAIN ST, #323 AND SPACES, AND EXACT LOCATION OF HORIZONTAL AND NEW ELECTRICAL WORK (CR - CARD READER) AFF ABOVE FINISHED FLOOR SEATTLE, WA 98104 (CR/M - CARD READER, MULLION MOUNT) 2. PROVIDE CONNECTION TO COMMON FIRE ALARM OUTPUT RELAY BACKBONE CABLING WITH LOCATIONS OF FIXED CASEWORK AFG ABOVE FINISHED GRADE PHONE (206)624-4222 (CR/P - CARD READER WITH PIN) (BY OTHERS) TO EACH LOCK POWER SUPPLY. AND BUILDING CONDITIONS AFFECTING THE WORK OF THIS FAX (206)624-4226 MATCHLINE OR PROPERTY LINE CONTRACT. AG ABOVE GRADE DAR DURESS ALARM RECEIVER 3. PROVIDE CONNECTIONS FROM A GENERAL ALARM OUTPUT AHJ AUTHORITIES HAVING JURISTICTION ENLARGED PLAN BOUNDARY RELAY (PROVIDED AND INSTALLED BY OTHERS) TO A SOFTWARE 2. PERFORM WORK IN ACCORDANCE WITH APPLICABLE COUNTRY ALR ALARM S DOOR POSITION SWITCH, RECESSED HOUSE INPUT. A FIRE SYSTEM ALARM NOTIFICATION SHALL BE CODES AS AMENDED LOCALLY AND ENFORCED BY THE AHJ. ANSI AMERICAN NATIONAL STANDARDS INSTITUTE GENERATED AT THE SOFTWARE HOUSE HEAD END UPON 1 DETAIL/PLAN IDENTIFIER ACTIVATION OF ANY FIRE ALARM. 3. COORDINATE SECURITY WORK WITH THAT OF OTHER TRADES. AUX AUXILIARY S J DOOR POSITION SWITCH, SURFACE MOUNTED E1.01 REFER TO ARCHITECTURAL, ELECTRICAL, AND AWG AMERICAN WIRE GAUGE 4. PROVIDE CONNECTION TO SYSTEM CONTROLLER POWER FAIL TELECOMMUNICATIONS DRAWINGS AND SPECIFICATIONS. LOCAL NOISE (SOUNDER), WALL MOUNTED SECTION IDENTIFIER S INPUT FROM POWER SUPPLIES WITH CAPABILITY TO INTITIATE COORDINATION SHALL OCCUR PRIOR TO FABRICATION, BC BONDING CONDUCTOR 1 POWER FAIL SIGNAL. AN ALARM EVENT SHALL BE GENERATED PURCHASE, AND INSTALLATION OF WORK. EL ELECTRIFIED LOCKSET / EXIT DEVICE BKBD BACKBOARD E1.01 UPON FAILURE OF ANY POWER SUPPLY. 4. NEW CABLING INSTALLATIONS SHALL BE CONCEALED IN WALL BLDG BUILDING ELR ELECTRIFIED LOCKSET / EXIT DEVICE W/ INTEGRATED 5. ALL SECURITY DEVICE CABLING SHALL BE IN CONDUIT TO 10'-0" AND CEILING SPACES UNLESS OTHERWISE NOTED ON THE BLK BLACK ELEVATION IDENTIFIER MICRO SWITCH ABOVE FINISHED FLOOR, EXCEPT WHERE CONCEALED WITHIN DRAWINGS. CABLING IN ACCESSIBLE CEILING SPACES SHALL BE BLU BLUE 1 AN ACCESSIBLE CEILING SPACE. ALL SECURITY DEVICE CABLING INSTALLED WITHIN OPEN CABLING SUPPORTS NEAR E1.01 FA FIRE ALARM CONTACT SHALL BE IN CONDUIT WHERE THE SECURITY DEVICE CABLING STRUCTURES AND WALLS OR AS SPECIFICALLY NOTED ON 1201 third avenue, ste 600 C CONDUIT / COMMON / CONDUCTOR seattle, wa 98101 TRAVELS OUTSIDE THE SECURE TENANT PERIMETER. SEE ALSO DRAWINGS. SEE SPECIFICATIONS FOR SUPPORT CAB CABINET 206.448.3376 REVISION DEFINITION AREA, AREA ENCIRCLED HUA HOLD UP ALARM GENERAL NOTES 4 AND 5. REQUIREMENTS. CONTAINS CHANGES MADE SUBSEQUENT TO CAT CATEGORY PREVIOUS ISSUE IP VIDEO SECURITY AND INTERCOM SYSTEM 6. PROVIDE SECURITY CABLE LABEL AT EACH END OF EACH CABLE 5. PROVIDE FIRESTOPPING SYSTEMS FOR CONDUIT AND RACEWAY CFCI CONTRACTOR FURNISHED, CONTRACTOR INSTALLED www.hargis.biz JACKET. LABELING SHALL BE SECURELY FASTENED TO CABLE SYSTEMS AT PENETRATIONS, SLEEVES AND SLOTS OF FIRE CFR "C" FORM RELAY X MULTI-LENS CAMERA, MOUNTED W/ BRACKET JACKET AND LOCATED WITHIN 6" OF CABLE TERMINATION. SEE RATED CONSTRUCTION FOR HORIZONTAL AND INTRABUILDING 1 REVISION CALLOUT CLG CEILING C (W - WALL BRACKET MOUNTED) SPECIFICATION FOR LABELING REQUIREMENTS. PATHWAYS AND SPACES. (PO - POLE MOUNTED) CMG COMMUNICATIONS MULTIPURPOSE CABLE, GENERAL 1 KEYNOTE TAG 7. PROVIDE 6'-6" SERVICE LOOP AT DEVICE END AND 10'-0" SERVICE 6. MAINTAIN A MINIMUM SPACING OF 12" FROM ELECTRICAL CMP COMMUNICATIONS MULTIPURPOSE CABLE, PLENUM (0# - PLAN VIEW NOTE X 360 DEGREE CAMERA, CEILING MOUNTED LOOP FOR TERMATION AT HEADEND PANEL. FEEDERS AND BRANCH CIRCUIT WIRING AND 12" FROM CO CONDUIT ONLY (A0# - DOOR ELEVATION DETAIL NOTES) C (AC - ACCESSIBLE CEILING MOUNTED) (S0# - SCOPE DELINEATION NOTES) (HC - HARD CEILING MOUNTED) AUXILIARY SYSTEM CABLING. COND CONDUCTOR (ST - STRUCTURE MOUNTED / BEAM MOUNTED) 8. PROVIDE PULL-STRING IN ALL CONDUITS TO FACILITATE CABLING 1 DEMOLITION NOTE TAG (P - PENDANT MOUNTED) INSTALLATION. 7. MINIMUM SPACING FROM ELECTRICAL APPARATUS SUCH AS CPU CENTRAL PROCESSING UNIT (T - CABLE TRAY MOUNTED) CU COPPER MOTOR DRIVEN EQUIPMENT AND TRANSFORMERS SHALL BE 1 EQUIPMENT TAG CAMERA, CEILING MOUNTED 9. PROVIDE WIRE AND CABLE INSTALLATION PER LOCAL CODES. 6'-0". SPACING REQUIREMENTS SHALL APPLY TO OPEN CABLING 2/22/2022 X PATHWAYS WHERE EQUIPMENT IS LOCATED ON THE SAME DPDT DOUBLE POLE, DOUBLE THROW C (AC - ACCESSIBLE CEILING MOUNTED) AHU-01 MECHANICAL EQUIPMENT TAG (HC - HARD CEILING MOUNTED) 10. SPLICING OF CABLING IS NOT PERMITTED. ANY LOCATION THAT FLOOR, FLOOR ABOVE, FLOOR BELOW OR IN ROOMS ADJACENT (ST - STRUCTURE MOUNTED / BEAM MOUNTED) REQUIRES WIRE CONNECTIONS PRIOR TO TERMINATION SHALL TO SUCH EQUIPMENT AS THOUGH WALLS AND FLOORS DID NOT (P - PENDANT MOUNTED) (E) EXISTING BE SOLDERED AND CRIMPED WITH AN APPROPRIATE LOW EXIST. EXCEPTION: BUILDING CONSTRUCTION THAT RESULTS IN 1 MECHANICAL EQUIPMENT TAG (T - CABLE TRAY MOUNTED) EBG EMERGENCY BREAK GLASS VOLTAGE CONNECTOR. CONTINUOUS METALLIC BARRIER BETWEEN ELECTRICAL AHU APPARATUS AND CABLE PATHWAYS SHALL BE CONSIDERED AS EMT ELECTRICAL METALLIC TUBING X CAMERA, WALL MOUNTED 11. ALL DEVICES SHALL INCLUDE LINE SUPERVISION WITH RESISTOR SUITABLE SEPARATION. EOL END OF LIFE C (IB - I-BEAM / COLUMN MOUNTED) NORTH ARROW (LPR - LICENSE PLATE READER) PACKS INSTALLED. ER EQUIPMENT ROOM (M - MULLION MOUNTED) 8. PRIOR TO STARTING SECURITY INSTALLATION, CAREFULLY (S - SURFACE MOUNTED) 12. INSTALLATION OF ALL WIRING, CABLING AND DEVICES SHALL BE INSPECT INSTALLED WORK OF OTHER TRADES AND VERIFY THAT (PO - POLE MOUNTED) GND GROUND (W - WALL BRACKET MOUNTED) PER MANUFACTURER'S RECOMMENDATIONS. SUCH WORK IS COMPLETE TO THE POINT WHERE WORK MAY 1 LOCATION WHERE PICTURE PROPERLY COMMENCE. NOTIFY THE ARCHITECT AND ENGINEER GRN GREEN WAS TAKEN AND DIRECTION DS INTERCOM DOOR STATION, WALL MOUNTED 13. EMERGENCY EXIT DOOR DEVICES SHALL TERMINATE TO IN WRITING OF CONDITIONS DETRIMENTAL TO THE PROPER AND GRY GRAY SOFTWAREHOUSE I/O MODULES AS A STANDARD OF DESIGN. TIMELY COMPLETION OF THE SECURITY INSTALLATION. RACEWAY AND BOXES MS INTERCOM MASTER STATION, DESK MOUNTED H HEIGHT 14. GLASS BREAK SENSORS SHALL BE CONFIGURED FOR 24-HOUR 9. DO NOT BEGIN SECURITY INSTALLATION UNTIL ALL INTRUSION DETECTION SYSTEM HC HARD CEILING MOUNTED COVERAGE WITH CONNECTION TO DEDICATED INPUTS OF AN I8 UNSATISFACTORY CONDITIONS ARE RESOLVED. BEGINNING J JUNCTION BOX INPUT MODULE. PIR MOTION DETECTOR SHALL BE CONFIGURED WORK CONSTITUTES ACCEPTANCE OF CONDITIONS AS G X GLASS BREAK DETECTOR FOR STANDARD BUSINESS HOURS WITH CONNECTION TO SATISFACTORY. IB I-BEAM MOUNTED / COLUMN MOUNTED / INPUT PB PULL BOX (AC - ACCESSIBLE CEILING MOUNTED) DEDICATED INPUTS OF AN I8 INPUT MODULE. MOTION SHALL BE BOARD XX (WHERE INDICATED, SUBCRYPT INDICATES PULL BOX NUMBER) (HC - HARD CEILING MOUNTED) (IB - I-BEAM / COLUMN MOUNTED) DISABLED DURING NORMAL HOURS. 10. THE ELECTRICAL CONTRACTOR SHALL PROVIDE ALL CONDUIT, IDF INTERMEDIATE DISTRIBUTION FRAME (S - SURFACE MOUNTED) OUTLET BOXES, JUNCTION BOXES, RACEWAY SYSTEMS, ETC. IDP INTRUSION DETECTION PANEL MANHOLE (ST - STRUCTURE MOUNTED / BEAM MOUNTED) 15. PROVIDE WALL MOUNT BRACKET FOR WALL MOUNTED MOTION FOR A COMPLETE AND OPERATIONAL PATHWAY SYSTEM FOR XX (WHERE INDICATED, SUBCRYPT INDICATES MANHOLE NUMBER) (P - PENDANT MOUNTED) IMC INTERMEDIATE METALLIC CONDUIT DETECTOR. ALL SECURITY SYSTEMS PER THE SCOPE OF WORK INDICATED (T - CABLE TRAY MOUNTED) ON THE CONSTRUCTION DRAWINGS AND BID SPECIFICATIONS. IP INTERNET PROTOCOL HH HANDHOLE 16. ALARM HORNS SHALL BE CONFIGURED WITH A SOLID ISC INTELLIGENT SYSTEM CONTROLLER XX (WHERE INDICATED, SUBCRYPT INDICATES MANHOLE NUMBER) CONTINUOUS ALARM TONE. 11. ALL CARD READERS SHALL BE MOUNTED TO THE ACTIVE LEAF SIDE ON BOTH SIDES OF THE DOOR. J-BOX JUNCTION BOX RACEWAY CONCEALED IN WALL OR IN CEILING (EXPOSED IN UNFINISHED AREAS) L LENGTH RACEWAY RUN BELOW FLOOR OR BELOW GRADE CABLE LEGEND LAN LOCAL AREA NETWORK LPR LISENCE PLATE READER RACEWAY (CIRCLE DENOTES VERTICAL TRANSITION) DEVICE TYPE CABLE ID MANUFACTURE PART NUMBER CABLE DESCRIPTION COND. AWG SHIELD CABLE TYPE ACD [SE-01] BELDEN 6304FE 18 AWG-6C OA SHIELDED (READER PWR) 6 18 OVERALL PLENUM MAX MAXIMUM RACEWAY TURNING DOWN [SE-02] BELDEN 9842 24AWG 2-PAIR OA SHEILDED (OSDP) 4 24 OVERALL MDF MAIN DISTRIBUTION FRAME [SE-03] BELDEN 6502FE 22AWG-4C OA SHIELDED (DOOR CONTACT) 4 22 OVERALL PLENUM MIN MINIMUM RACEWAY CONTINUATION [SE-03] BELDEN 6502FE 22AWG-4C OA SHIELDED (REQUEST TO EXIT) 4 22 OVERALL PLENUM MTD MOUNTED [SE-04] BELDEN 6300FE 18 AWG-2C OA SHIELDED (ELECTRIFIED LOCK) 2 18 NO PLENUM RACEWAY STUB WITH BUSHING DR [SE-03] BELDEN 6502FE 22AWG-4C OA SHIELDED (DURESS ALARM) 4 22 OVERALL PLENUM (N) NEW REVISION RACEWAY SLEEVE WITH BUSHINGS EO [SE-03] BELDEN 6502FE 22AWG-4C OA SHIELDED (DOOR CONTACT) 4 22 OVERALL PLENUM N/A NOT APPLICABLE [SE-03] BELDEN 6502FE 22AWG-4C OA SHIELDED (REQUEST TO EXIT) 4 22 OVERALL PLENUM NC NORMALLY CLOSED FIRE STOPPING SLEEVE EEO [SE-03] BELDEN 6502FE 22AWG-4C OA SHIELDED (DOOR CONTACT) 4 22 OVERALL PLENUM NEC NATIONAL ELECTRIC CODE [SE-04] BELDEN 6300FE 18 AWG-2C OA SHIELDED (LOCAL SOUNDER) 2 18 NO PLENUM NESC NATIONAL ELECTRICAL SAFETY CODE CABLE TRAY, OVERHEAD SIZED AS NOTED DS [SE-05] BERK-TEK CATEGORY 6 4-PAIR UTP (DOOR STATION) CABLING 8 23 NO NIC NOT IN CONTRACT DATE BY 27 11 00. COORDINATE WITH TELECOM NO NORMALLY OPEN LADDER RACK, OVERHEAD SIZED AS NOTED CONTRACTOR NO. [SE-03] BELDEN 6502FE 22AWG-4C OA SHIELDED (DOOR STATION) 4 22 OVERALL PLENUM OC ON CENTER EQUIPMENT TAGS [SE-03] BELDEN 6502FE 22AWG-4C OA SHIELDED (SPARE) 4 22 OVERALL PLENUM OFC OPTICAL FIBER CABLING [SE-03] BELDEN 6502FE 22AWG-4C OA SHIELDED (AUTO OPERATOR) 4 22 OVERALL PLENUM OFCI OWNER FURNISHED, CONTRACTOR INSTALLED CAM [SE-05] BERK-TEK CATEGORY 6 4-PAIR UTP (CAMERA) CABLING BY 27 11 8 23 NO GENERAL SECURITY DEVICE TAGS OFOI OWNER FURNISHED, OWNER INSTALLED 00. COORDINATE WITH TELECOM CONTRACTOR SECURITY DEVICE TYPE OSDP OPEN SUPERVISED DEVICE PROTOCOL --- (SEE SECURITY DEVICE LABELING ABBREVIATIONS) OSP OUTSIDE PLAN SE###.#/# ### DETAIL SHEET/NUMBER SE-## XX-##-### PCB PRINTED CIRCUIT BOARD PO POLE MOUNTED SECURITY CABLE LABELING POE POWER OVER ETHERNET DEVICE ID PP PATCH PANEL SECURITY CABLE IDENTIFICATION PVC POLYVINYL CLORIDE PWR POWER SECURITY DOOR TAGS SECURITY DEVICE LABELING ABBREVIATIONS DOOR TYPE --- (ACD - ACCESS CONTROLLED DOOR) REC RECEPTACLE SE30#.#/# (EO - EXIT ONLY) ACD ACCESS CONTROL DOOR HUA HOLD UP ALARM REX REQUEST TO EXIT #### (EEO - EMERGENCY EXIT ONLY) (MD - MONITORED DOOR) ACP ACCESS CONTROL PANEL IB INPUT BOARD RMFC RACK MOUNT FIBER CABINET (SD - SUPERVISED DOOR) ADO AUTO OPERATOR IC INTERCOM STATION AT VEHICLE BARRIER ARM / RU RACK UNIT DETAIL SHEET/NUMBER BZ BUZZER INTERCOM CONTACT DOOR NUMBER CAM CAMERA LN LOCAL NOISE (SOUNDER) S SURFACE MOUNTED (FORMATED PER ARCHITECT) CR CARD READER (FOR TEST READER SEE "TR") MS MASTER INTERCOM STATION SPD SURGE PROTECTION DEVICE SECURITY CAMERA TAGS DAR DURESS ALARM RECEIVER OB OUTPUT BOARD ST STRUCTURE MOUNTED / BEAM MOUNTED DC DOOR CONTACT / DOOR POSITION SWITCH OPR MOTORIZED DOOR OPERATOR (MOTOR OPERATIORS SW SWITCH CAM CAMERA AT COILING / ROLL UP DOORS AND MOTORIZED SLIDE DS INTERCOM DOOR STATION SE500.#/# GATES) CAM-##-### DETAIL SHEET/NUMBER EEO EMEGENCY EXIT ONLY TD TAILGATE DETECTOR RX REQUEST TO EXIT EL ELECTRONIC LOCK TGIC TRIGLYCIDYL ISOCYANURATE CAM-FLOOR-DEVICE ID SD SUPERVISED DOOR / TELCO CLOSET / MECH CLOSET ELR ELECTRONIC LOCK WITH BUILT IN MICRO-REX TP TWISTED PAIR WDR WIRELESS DURESS ALARM GB GLASS BREAK DETECTOR TR LOBBY TEST READER / TELECOMMUNICATIONS ROOM SECURITY CABLE LABELING SCHEME TYP TYPICAL IDF #### CR-01-01 U.V. ULTRA VIOLET DEVICE TERMINATION LOCATION UON UNLESS OTHERWISE NOTED DEVICE ID UPS UNINTERRUPTIBLE POWER SUPPLY FLOOR ID UTP UNSHIELDED TWISTED PAIR SECURITY DEVICE TYPE ID (SEE SECURITY DEVICE LABELING ABBREVIATIONS) V VOLT / VOLTAGE VAC ALTERNATING CURRENT VOLTAGE VDC DIRECT CURRENT VOLTAGE VR VOLTAGE REGULATOR W WIDTH WHT WHITE SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: SECURITY LEGEND AND GENERAL NOTES LEAD: SA DRAFTER: NS DATE: 03/22/22 SHEET: NOT ALL SYMBOLS MAY APPEAR ON THE DRAWINGS SE0.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz A B C ACD SE7.01/ 1 2/22/2022 101A 10 ACD 8 SE7.01/ 1 5 6 7 102A ACP-01-001 ELR S CR 1 S 1 ACP CR FA ELEC ROOM S 10 8 S 102 1 ELR SE7.03 J J S S HEATED PARKING 101 EEO SE7.01/ 2 101E EEO SE7.01/ 2 101B S S J J 2 2 S S S S CR CR ACD ELR ELR ACD SE7.01/ 1 SE7.01/ 1 101D 8 8 101C A 10 B 10 C REVISION DATE NO. 1 SECURITY DEVICE PLAN - LEVEL 1 SE2.01 SCALE: 1/8" = 1'-0" GENERAL NOTES FLOOR PLAN KEYNOTES # SHEET LEGEND SECURITY SYSTEM IP VIDEO SECURITY AND INTERCOM SYSTEM 1. ALL WORK SHOWN SHALL BE COORDINATED WITH ALL OTHER PROJECT DISCIPLINE DOCUMENTS TO AVOID 5 FIRE ALARM RELAY FOR INTEGRATION WITH ACCESS CONTROL SYSTEM. CONFLICTS. ACP ACCESS CONTROL PANEL X MULTI-LENS CAMERA, MOUNTED W/ BRACKET 6 PROVIDE (2) DETICATED 120VAC, 20 AMPS CIRCUIT AND HARDWIRED CONNECTION TO ACCESS CONTROL POWER SUPPLIES. C (W - WALL BRACKET MOUNTED) 2. COORDINATE WITH OWNER REPRESENTATIVE FOR EXACT LOCATION OF ALL WALL MOUNTED DEVICES. FINAL S CR CARD READER IN / OUT (PO - POLE MOUNTED) WALL DEVICE LOCATIONS SHALL BE REVIEWED AND ACCEPTED BY OWNER REPRESENTATIVE PRIOR TO (BR - BIOMETRIC READER) ROUGH-IN COMPLETION. 7 FIRE RATED PLYWOOD BACKBOARD FOR SECURITY ENCLOSURES ARE PROVIDED BY TELECOMMUNICATIONS CONTRACTOR. SECURITY CONTRACTOR SHALL COORDINATE WITH TELECOMMUNICATIONS CONTRACTOR (CR - CARD READER) X 360 DEGREE CAMERA, CEILING MOUNTED PRIOR TO INSTALLATION. (CR/M - CARD READER, MULLION MOUNT) C (AC - ACCESSIBLE CEILING MOUNTED) (CR/P - CARD READER WITH PIN) (HC - HARD CEILING MOUNTED) 3. CONDUIT PATHWAYS AND CORE DRILL PENETRATIONS SHALL BE PROVIDED BY ELECTRICAL (ST - STRUCTURE MOUNTED / BEAM MOUNTED) CONTRACTOR.SECURITY CONTRACTOR SHALL PROVIDE ON-SITE COORDINATION FOR CONDUIT ROUGH-IN. 8 PROVIDE UV RATED SEALANT AROUND CARD READER TO CREATE A WEATHERTIGHT SEAL. S DOOR POSITION SWITCH, RECESSED (P - PENDANT MOUNTED) (T - CABLE TRAY MOUNTED) 4. SECURITY DEVICES SHALL HAVE (1) 3/4"C FROM BACKBOX TO NEAREST ACCESSIBLE CEILING SPACE UON. 10 PROVIDE (1) 3/4" EMT CONDUIT CONTINUOUSLY FROM DEVICE BACK BOX TO NEAREST ACCESSIBLE CEILING SPACE. S J DOOR POSITION SWITCH, SURFACE MOUNTED X CAMERA, CEILING MOUNTED 5. SECURITY DEVICE CABLING SHALL BE ROUTED AT STRUCTURE VIA OPEN CABLING METHODS. PROVIDE C (AC - ACCESSIBLE CEILING MOUNTED) DEDICATED J-HOOKS SUPPORTED FROM STRUCTURE SPACED â‰¤4'-0" INTERVAL. OPEN CABLING PATHWAY LOCAL NOISE (SOUNDER), WALL MOUNTED (HC - HARD CEILING MOUNTED) S (ST - STRUCTURE MOUNTED / BEAM MOUNTED) SHALL BE A MINIMUM +10'-0" AFF AT ALL TIMES OR CABLING MUST BE ROUTED WITHIN CONDUIT. FINAL (P - PENDANT MOUNTED) SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 (T - CABLE TRAY MOUNTED) PATHWAYS SHALL BE COORDINATED WITH OTHER TRADES AND EXISTING CONDITIONS. EL ELECTRIFIED LOCKSET / EXIT DEVICE PROJECT: X CAMERA, WALL MOUNTED BUILDING IDENTIFIER: 6. ALL SECURITY NON-IP DEVICES SHALL BE INSTALLED WITH AN END OF LINE RESISTOR AT THE DEVICE END. ELR ELECTRIFIED LOCKSET / EXIT DEVICE W/ INTEGRATED C (IB - I-BEAM / COLUMN MOUNTED) MICRO SWITCH (LPR - LICENSE PLATE READER) 7. ALL ELECTRIFIED LOCKING HARDWARE ARE PROVIDED UNDER DIV 08 WITH FINAL WIRING AND CONNECTIONS (M - MULLION MOUNTED) TO THE SECURITY SYSTEM BY SECURITY CONTRACTOR. FA FIRE ALARM CONTACT (S - SURFACE MOUNTED) (PO - POLE MOUNTED) (W - WALL BRACKET MOUNTED) C.2 DS INTERCOM DOOR STATION, WALL MOUNTED SHEET TITLE: MS INTERCOM MASTER STATION, DESK MOUNTED SECURITY DEVICE PLAN - LEVEL 1 LEAD: SA DRAFTER: NS DATE: 03/22/22 SHEET: SE2.01 SHEET OF GENERAL NOTES: 1. DETAIL SHOWN IS A TYPICAL ELEVATION. REFER TO FLOOR PLANS FOR EXACT DOOR AA ORIENTATION, CARD READER TYPES AND CARD READER PLACEMENTS RELATIVE TO DOOR UNSECURE SIDE AA UNSECURE SIDE POSITION AND SWING. - ROLLUDA ARCHITECTS, INC. - 105 S MAIN ST, #323 2. CONDUIT SHALL BE 3/4" EMT UNLESS NOTED OTHERWISE. SEATTLE, WA 98104 PHONE (206)624-4222 3. DOUBLE GANG BACKBOX CONNECTED TO SINGLE GANG MUD RING MOUNTED FLUSH WITH FAX (206)624-4226 FINISHED WALL IS REQUIRED FOR SECURITY DEVICE ROUGH-IN UNLESS OTHERWISE NOTED. ELR COMONENTS: SECURITY CONTRACTOR (SC) S0# CR S S01 CABLING SHALL BE ROUTED CONTINUOUSLY TO THE DESIGNATED ACCESS CONTROL PANEL. S J S S J S03 DOOR POSITION SWITCH SHALL BE RECESSED INTO THE DOOR AND DOOR FRAME. 1201 third avenue, ste 600 S05 PROVIDE BOX CONNECTOR AND SECURE THE ARMORED CABLE TO THE SIDE OF THE seattle, wa 98101 JUNCTION BOX. 206.448.3376 S07 CARD (IN) READER WITH READER SPACER SHALL BE MOUNTED ON UNSECURED SIDE OF www.hargis.biz DOOR. SEE FLOOR PLAN FOR CARD READER TYPE. BB SECURE SIDE SECURE SIDE BB S12 DOOR CONTACT SHALL BE SURFACE MOUNTED TO THE DOOR AND FINISHED FLOOR - SURFACE. - 2/22/2022 S07 COMONENTS: GENERAL CONTRACTOR (GC) G0# G02 8" X 8" X 4" JUNCTION BOX (1 PER DOOR) SHALL BE MOUNTED FLUSH ABOVE ACCESSIBLE CEILING, WHERE NO CEILING EXISTS MOUNT AT +12" ABOVE DOOR HEADER ON THE HINGE SIDE. REVISION 6" G05 (1) 1-1/2" CONDUIT SHALL BE ROUTED TO LOW-VOLTAGE SYSTEMS CABLE TRAY, OR AS 44" INDICATED ON THE FLOOR PLAN. G06 DOOR AND DOOR FRAME SHALL BE FACTORY PREPPED TO SUPPORT RECESSED DOOR DATE CONTACT. NO. G07 DOOR SHALL BE FACTORY PREPPED (CORED) TO ACCEPT CABLING. ELEVATION - AA ELEVATION - AA G11 SURFACE MOUNTED DOUBLE GANG BACK BOX WITH FLAT COVER PLATE. UNSECURE SIDE UNSECURE SIDE G13 DOOR AND DOOR FRAME SHALL BE PREPPED TO SUPPORT ELECTRIFIED DOOR HARDWARE. G14 PROVIDE JUNCTION BOX IN THE DOOR FRAME WHERE SHOWN ON THIS DETAIL. COMONENTS: ELECTRIFIED HARDWARE (SC) E0# E01 POWER TRANSFER HINGE. E02 ELECTRIFIED LOCKSET WITH INTEGRAL REQUEST TO EXIT MICRO SWITCH. E03 PROVIDE WIRING HARNESS AND FINAL WIRING CONNECTION FROM ELECTRIFIED MORTISE LOCKSET TO ELECTRIC HINGE. G05 S01 E04 PROVIDE WIRING HARNESS FROM ELECTRIC HINGE TO SECURITY JUNCTION BOX ABOVE THE DOOR AND FINAL WIRING CONNECTIONS AT THE HINGE. G05 S01 G02 G02 SECURITY DEVICE ABBREVIATIONS -IN ACCESS/EGRESS DIRECTION MODIFIER - FROM UNSECURED SIDE "IN" TO SECURED 4" SIDE -OUT ACCESS/EGRESS DIRECTION MODIFIER - FROM SECURED SIDE "OUT" TO UNSECURED SIDE -SURFACE DC MODIFIER - SPECIFIES DOOR CONTACT / DOOR POSIITON SWITCH IS SURFACE S03 G06 MOUNTED BR BIOMETRIC READER G07 CR CARD READER IN E04 E01 G13 E02 E03 DBL DOUBLE SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 DC DOOR CONTACT / DOOR POSITION SWITCH G14 PROJECT: DD DOOR DETECTIVE (ANTI-TAILGATING) BUILDING IDENTIFIER: DR DOOR DS DOOR STATION INTERCOM DSF DOUBLE STOREFRONT EB EMERGENCY BUTTON C.2 S12 EL ELECTRONIC LOCK ELR ELECTRONIC LOCK WITH BUILT IN MICRO-REX S05 LN LOCAL NOISE SHEET TITLE: OH OVERHEAD ACCESS G11 OPR MOTORIZED ROLL UP DOOR OPERATOR OR GATE OPERATOR CONTROL PED PEDESTAL DETAILS PRE PRECAST ELEVATION - BB ELEVATION - BB RU ROLLUP SECURE SIDE SECURE SIDE SGL SINGLE SJB SECURITY JUNCTION BOX LEAD: SA SSF SINGLE STOREFRONT DRAFTER: NS WN WINDOW DATE: 03/22/22 1 DETAIL - SGL DR - CR-IN, DC, ELR 2 DETAIL - OH DR - (2)DC-SURFACE SHEET: SE7.01 SE7.01 SE7.01 SHEET OF GENERAL NOTES: 1. CONDUIT SHALL BE 3/4" EMT UNLESS NOTED OTHERWISE. 2. DOUBLE GANG BACKBOX CONNECTED TO SINGLE GANG MUD RING MOUNTED FLUSH WITH ROLLUDA ARCHITECTS, INC. FINISHED WALL IS REQUIRED FOR SECURITY DEVICE ROUGH-IN UNLESS OTHERWISE NOTED. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 GENERAL CONTRACTOR TO PROVIDE (1) 1/2" DIA OPENING CENTERED IN THE MULLION. OPENING HEIGHT TO BE 3/4"C PROVIDED BY GENERAL COORDINATED. CONTRACTOR. ROUTE CONDUIT TO SJB ABOVE DOOR OR AS INDICATED ON THE FLOOR PLAN. GENERAL CONTRACTOR SHALL ROUTE 3/4" CONDUIT TO SECURITY JUNCTION ROUTE CABLE TO SJB ABOVE DOOR OR BOX ABOVE THE DOOR. AS INDICATED ON THE FLOOR PLAN 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 COORDINATECABLE ROUTING THROUGH MULLION WITH STOREFRONT/CURTAIN www.hargis.biz WALL MANUFACTURER EMT CONDUIT GENERAL CONTRACTOR TO PROVIDE (1) 1/2" DIA OPENING CENTERED IN THE MULLION AT 44" AFF. 3/4" OPENING WITH GROMMET SIGNO CARD READER RP15 CARD READER DOUBLE GANG BACKBOX 2/22/2022 PLYWOOD ROUGH DOOR OPENING WALL GYPSUM BOARD STOREFRONT/CURTAIN WALL MULLION DOOR FRAME FLOOR FLOOR FINISH FLOOR DRAWING SYMBOL S CR DRAWING SYMBOL S CR/M DRAWING SYMBOL S CR/P DRAWING SYMBOL EL DRAWING SYMBOL ELR 1 DETAIL - CARD READER ROUGH-IN - RECESS WALL MOUNTED 2 DETAIL - CARD READER ROUGH-IN - MULLION MOUNTED 3 DETAIL - ELECTRIFIED LOCKSET ROUGH-IN - MASONRY BOX SE7.02 SE7.02 SE7.02 REVISION DATE NO. ROUTE CONDUIT TO J-BOX OR AS INDICATED ON THE FLOOR PLAN RESISTOR PACK 1Kâ„¦ BLU BLK 1Kâ„¦ BLU BLK BLU BLU BLK WHT GENERAL CONTRACTOR SHALL ROUTE TO ACP SEE DETAILS 3/4" CONDUIT TO SECURITY JUNCTION 1/SE400.6 & 2 GRY BLU BLK WHT BOX ABOVE THE DOOR. RED DOOR POSITION SWITCH BLK EMT CONDUIT SINGLE DOOR FLEX CONDUIT STUBBED INTO ROUGH OPENING OF DOOR FOR ELECTRIFIED HINGE COMBINATION CONNECTOR RESISTOR PACK FLEX CONDUIT 1Kâ„¦ BLU BLK 1Kâ„¦ BLU BLK 3/4" DIAMETER SWITCH PLYWOOD ROUGH DOOR OPENING WALL STUDS BLU BLU BLK WHT DOOR FRAME TO ACP SEE DETAILS 1/SE400.6 & 2 GRY BLU BLK WHT WHT WHT RED DOOR FRAME BLK SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 FINISH FLOOR PROJECT: BUILDING IDENTIFIER: DOOR 3/4" DIAMETER MAGNET DOUBLE DOOR DOOR POSITION C.2 SWITCH (TYP) DRAWING SYMBOL S SHEET TITLE: DRAWING SYMBOL EL ACCESS CONTROL DRAWING SYMBOL ELR DETAILS LEAD: SA DRAFTER: NS DATE: 03/22/22 4 DETAIL - ELECTRIFIED LOCKSET ROUGH-IN - FLEX TO ROUGH DOOR OPENING 5 DETAIL - DOOR POSITION SWITCH SHEET: SE7.02 SE7.02 SE7.02 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 DPDT FIRE ALARM RELAY SEATTLE, WA 98104 PROVIDED BY GENERAL PHONE (206)624-4222 FAX (206)624-4226 CONTRACTOR FOR INTEGRATION WITH ACCESS CEILING CONTROL SYSTEM CABLE TRAY 0' - 1" 6" GUTTER 2" CONDUUIT CHASE NIPPLE, TYP. 0' - 2" 1201 third avenue, ste 600 seattle, wa 98101 36" X 30" X 4.5" 206.448.3376 LIFE SAFETY POWER SUPPLY www.hargis.biz ENCLOSURES 7' - 6" 1 2 3 7" - 5" 2/22/2022 6 '- 9" FIRE RATED 8'(H) X 4'(W) PLYWOOD BACKBOARD PROVIDED BY GENERAL CONTRACTOR. 3/4" CONDUIT (1) DEDICATED 20A 120 VAC CIRCUIT HARDWIRED PROVIDED BY SECURITY CONTRACTOR. FLOOR SLAB NOTE: 1. PROVIDE MINIMUM 4-HOURS BATTERY BACKUP FOR SECONDARY POWER OF SECURITY DEVICES CONNECTED TO THE ACCESS CONTROL SYSTEM. 2. PROVIDE P-TOUCH LABEL FOR EACH BATTERY WITH THE SITE CODE AND BATTERY INSTALLATION DATE. 3. PROVIDE (1) DEDICATED 20A 120VAC HARDWIRED CONNECTION TO THE POWER SUPPLY. REVISION DATE NO. 1 DETAIL - ACCESS CONTROL PANEL - 16 CARD READERS SE7.03 SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: ACCESS CONTROL PANEL ELEVATION AND DETAILS LEAD: SA DRAFTER: NS DATE: 03/22/22 SHEET: SE7.03 SHEET OF APPLICABLE CODES/STANDARDS GENERAL NOTES SYMBOL LEGEND UNDERGROUND NOTES SPRINKLER RISER ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 â€¢ 2018 INTERNATIONAL BUILDING CODE WITH WASHINGTON STATE AND CITY OF 1. SPRINKLER CONTRACTOR IS RESPONSIBLE TO CONNECT INTO SEATTLE, WA 98104 ARLINGTON AMENDMENTS 1. NO CHANGES TO THE "FP" SHEETS BY THE SPRINKLER SUBCONTRACTOR ARE ALLOWED EXCEPT FOR 4 WAY EARTHQUAKE BRACE UNDERGROUND PIPING APPROXIMATELY 5'-0" FROM THE BUILDING. PHONE (206)624-4222 ADDING SHOP DRAWING INFORMATION. ALL REQUIRED REVISIONS TO THE "FP" SHEETS (OTHER THAN SPRINKLER CONTRACTOR SHALL TRANSITION TO DUCTILE IRON PIPE. FAX (206)624-4226 â€¢ 2018 INTERNATIONAL FIRE CODE (IFC) MINOR REVISIONS FOR THE PURPOSE OF COORDINATION) SHALL BE SUBMITTED IN WRITING AND Z LATERAL BRACE - STEEL â€¢ 2016 NFPA 13 STANDARD FOR THE INSTALLATION OF SPRINKLER SYSTEMS â€¢ 2016 NFPA 24 STANDARD FOR INSTALLATION OF PRIVATE FIRE SERVICE MAINS AND SHALL BE APPROVED BY JENSEN HUGHES. LONGITUDINAL BRACE - STEEL 2. ALL UNDERGROUND PIPE TO BE UL LISTED AND FM APPROVED PVC AND/OR Z THEIR APPURTENANCE DUCTILE IRON. PIPE & FITTINGS TO BE CLASS 150. 2. THE SPRINKLER SYSTE SHALL BE MONITORED BY A CENTRAL STATION SIGNALING SYSTEM FURNISHED HANGER AT CONCRETE OVER METAL DECK AND INSTALLED BY THE ALARM CONTRACTOR. THE TAMPER SWITCH AND WATER FLOW INDICATOR Z 3. ALL UNDERGROUND WORK TO BE IN ACCORDANCE WITH NFPA 13. SCOPE OF WORK SHALL BE INSTALLED BY THE SPRINKLER CONTRACTOR AND WIRED TO THE CENTRAL STATION OH1 ORDINARY HAZARD GROUP 1 OCCUPANCY SIGNALING SYSTEM BY THE FIRE ALARM CONTRACTOR. 4. ALL FLANGE SPIGOT PIECES TO BE RODDED TO UNDERGROUND 90Â° ELLS. OH2 ORDINARY HAZARD GROUP 2 OCCUPANCY 3. THE SPRINKLER SUBCONTRACTOR IS RESPONSIBLE FOR ALL CUTTING, SEALING, PATCHING, AND 5. ALL UNDERGROUND MAINS AND LEAD-IN CONNECTIONS SHALL BE FLUSHED INSTALLATION OF ONE WET-PIPE FIRE SPRINKLER SYSTEM IN THE SNOHOMISH COUNTY PUD PAINTING REQUIRED FOR INSTALLATION OF THE SPRINKLER SYSTEM. ALL PENETRATIONS OF RATED IN ACCORDANCE WITH NFPA 13 AND NFPA 24 UNTIL WATER IS CLEAR OF NORTH COUNTY HEATED PARKING BUILDING. THE PROJECT CONSIST OF A ONE-STORY ASSEMBLIES SHALL BE FIRE STOPPED WITH AN APPROVED MATERIAL AS PRESCRIBED IN THE FOREIGN MATERIAL. FLUSH IMMEDIATELY PRIOR TO CONNECTION TO BUILDING AND HAVE A TOTAL AREA OF 2,957 SQ.FT. INTERNATIONAL BUILDING CODE. OVERHEAD PIPING. USE THE FOLLOWING FLOW RATES OR MAXIMUM AVAILABLE: 707 WILSHIRE BLVD. 4. THE SPRINKLER SUBCONTRACTOR SHALL BE LICENSED BY THE STATE OF WASHINGTON FOR DESIGN SUITE 2600 AND INSTALLATION OF AUTOMATIC SPRINKLER SYSTEMS. 4" PIPE - 440 GPM LOS ANGELES, CA 90017 6" PIPE - 750 GPM +1 213.630.2020 WWW.JENSENHUGHES.COM 5. SYSTEM DESIGN AND INSTALLATION SHALL BE IN ACCORDANCE WITH NFPA 13. MATERIALS TO BE UL 8" PIPE - 1000 GPM JH PROJECT NO.: 1KCT00173 LISTED OR FM APPROVED. 10" PIPE - 1500 GPM DESIGN CRITERIA 6. ALL PIPE SHALL BE BLACK STEEL, MINIMUM SCHEDULE 10 FOR PIPES 2 1/2" AND LARGER AND MINIMUM 6. ALL UNDERGROUND PIPE IS SUBJECT TO A HYDROSTATIC TEST OF 200 PSI SCHEDULE 40 FOR PIPES 2" AND SMALLER. FOR 2 HOURS OR 50 PSI ABOVE STATIC PRESSURE IN EXCESS OF 150 PSI FOR 2 HOURS. NO LEAKAGE IS ALLOWED AT RUBBER GASKET JOINTS. 1. ELECTRICAL ROOM: ORDINARY HAZARD GROUP 1 WET PIPE SPRINKLER SYSTEM 7. ALL PIPE LENGTHS SHOWN ARE CENTER TO CENTER DIMENSIONS. DESIGNED TO PROVIDE 0.15 GPM/SQ.FT. OVER THE MOST REMOTE 1,500 SQ.FT. 7. DO NOT CONNECT UNTIL A HYDROSTATIC AND FLUSH TEST HAS BEEN INCLUDING A HOSE DEMAND OF 250 GPM. MAXIMUM SPACING SHALL BE 130 SQ.FT. 8. HANGER LOCATION FOR ALL PIPING SHALL BE IN ACCORDANCE WITH NFPA 13, SECTIONS 9.2 THROUGH COMPLETED. CENTER LOADING IS PERMISSIBLE. 9.2.6.2. SEE HANGER SCHEDULE AND/OR DETAILS FOR TYPES OF HANGERS USED. ALTERNATE UL AND 2. HEATED PARKING AREA: ORDINARY HAZARD GROUP 2 WET PIPE SPRINKLER SYSTEM FM HANGER METHODS ARE ACCEPTED AT NO ADDITIONAL COST TO THE OWNER. PROVIDE UL AND FM 8. A FINAL INSPECTION SHALL BE REQUIRED AND CONDUCTED ON ALL DESIGNED TO PROVIDE 0.20 GPM/SQ.FT. OVER THE MOST REMOTE 1,950 SQ.FT. LITERATURE TO DSA AND JENSEN HUGHES FOR APPROVAL PRIOR TO INSTALLATION. SYSTEMS. INCLUDING A HOSE DEMAND OF 250 GPM. MAXIMUM SPACING SHALL BE 115 SQ.FT. 9. ALL HANGERS ANS SEISMIC BRACING TO BE INSTALLED IN ACCORDANCE WITH NFPA 13 AND HANGER 9. ALL FIRE PROTECTION EQUIPMENT, WHICH IS SUSCEPTIBLE TO (MISCELLANEOUS RACK STORAGE SHALL BE LIMITED TO CLASS III COMMODITIES UP MANUFACTURER'S INSTALLATION INSTRUCTIONS. MECHANICAL DAMAGE FROM VEHICLES SHALL BE PROVIDED WITH TO 12 FT. IN HEIGHT OR CLASS IV COMMODITIES UP TO 10 FT. IN HEIGHT PROTECTED BOLLARDS, GUARD POSTS, OR CURBING. IN ACCORDANCE WITH SECTION 16.2.1.2.1 AND TABLE 13.2.1 OF NFPA 13.) 10. PROVIDE RIGID COUPLINGS THROUGHOUT, EXCEPT FLEXIBLE COUPLINGS SHALL BE INSTALLED AS FOLLOWS: 10. DUCTILE IRON OR CAST IRON PIPE AND FITTINGS SHALL BE PROVIDED WITH POLYETHYLENE ENCASEMENT IN ACCORDANCE WITH AWWA STANDARDS. FLOW TEST DATA a. WITHIN 24 IN. OF THE TOP AND BOTTOM OF ALL RISERS; 11. UNDERGROUND PIPE SHALL BE WRAPPED WITH A METAL TRACER WIRE b. ON BOTH SIDES OF CONCRETE OR MASONRY WALLS WITHIN 1 FT. OF THE WALL SURFACE; ALONG THE ENTIRE LENGTH OF PIPE. DATE: 10/26/2021 c. WITHIN 24 IN. OF BUILDING EXPANSION JOINTS; 12. DEVIATION FROM THE APPROVED PLAN SHALL REQUIRE PERMISSION OF THE AUTHORITY HAVING JURISDICTION. PERFORMED BY: RYAN MORRISON d. WITHIN 24 IN. OF THE TOP AND BOTTOM OF DROPS TO HOSE LINES, RACK SPRINKLERS, AND MEZZANINES, REGARDLESS OF PIPE SIZE; WITNESSED BY: XXXX e. WITHIN 24 IN. OF THE TOP OF DROPS EXCEEDING 15 FT. IN LENGTH TO PORTIONS OF SYSTEMS LOCATION OF FLOW TEST: AT FIRE HYDRANT SUPPLYING MORE THAN ONE SPRINKLER, REGARDLESS OF PIPE SIZE; f. ABOVE AND BELOW ANY INTERMEDIATE POINTS OF SUPPORT FOR A RISER OR OTHER ELEVATION: XXXX VERTICAL PIPE. STATIC PRESSURE: 100 PSI 11. STANDARD WALL PIPE AND THIN WALL PIPE SHALL COMPLY WITH NFPA 13 AND SPECIFICATIONS. STANDARD WALL PIPE ENDS SHALL BE WELDED, THREADED OR CUT GROOVED. THIN WALL SHALL BE RESIDUAL PRESSURE: 85 PSI SCHEDULE 10 AND THE PIPE ENDS SHALL BE ROLL GROOVED OR WELDED (NOT THREADED) IN ACCORDANCE WITH NFPA 13 AND THE SPECIFICATION. PIPE HAVING WALL THICKNESS THINNER THAN FLOW: 1,185 GPM SCHEDULE 10 SHALL NOT BE USED. EFFECTIVE POINT: AT FIRE HYDRANT 12. ALL INSPECTOR'S TEST CONNECTIONS AND LOW POINT DRAINS SHALL BE IN ACCORDANCE NFPA 13 (UNLESS NOTED OTHERWISE) AND SHALL BE DISPLAYED ON SHOP DRAWINGS. MOUNTING HEIGHTS OF CONTROL VALVES SHALL BE 5'-0" A.F.F. MOUNT CONTROL VALVES FOR INSPECTOR'S TEST CONNECTION AND LOW POINT DRAINS INSIDE BUILDING. PIPE DRAIN LINES TO EXTERIOR OF BUILDING. AUXILIARY DRAINS AND INSPECTOR'S TEST CONNECTIONS SHALL BE LOCATED TIGHT AGAINST THE PERIMETER WALLS. COORDINATE WITH THE ARCHITECT FOR ACCEPTABLE LOCATIONS. REVISION 13. THE OVERHEAD PORTION OF THIS SYSTEM SHALL BE TESTED AT 200 PSI FOR TWO HOURS. THE UNDERGROUND SYSTEM SHALL BE FLUSHED IN ACCORDANCE WITH NFPA 24 BEFORE CONNECTION WITH THE OVERHEAD SYSTEM AND BE TESTED AT 200 PSI FOR TWO HOURS. DATE 14. SPRINKLERS IN T-BAR CEILING SHALL BE WHITE RECESSED QUICK RESPONSE WITH WHITE RECESSED ESCUTCHEONS AND SHALL BE PLACED IN QUARTER POINT OR CENTER OF 2x4 TILE. NO. 15. SPRINKLER CONTRACTOR TO COORDINATE AND ADJUST SPRINKLERS TO ELECTRICAL, MECHANICAL, STRUCTURE AND ALL OTHER TRADES AT NO ADDITIONAL COST. INSTALL OFFSETS AS REQUIRED FOR COORDINATION WITH OTHER TRADES. 16. OWNER SHALL BE PROVIDED WITH TEST CERTIFICATES, CARE & MAINTENANCE BOOK, AND A SPARE HEAD CABINET WITH SPRINKLERS AND A WRENCH IN ACCORDANCE WITH NFPA 13. 17. DELIVERY OF ALL MATERIALS AND EQUIPMENT TO THE JOB SITE SHALL BE SCHEDULED TO ASSURE COMPLIANCE WITH THE PREDETERMINED CONSTRUCTION SCHEDULE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR STORAGE AND HANDLING ALL MATERIALS AND EQUIPMENT ON THE JOB SITE, INCLUDING FURNISHING OF ANY STORAGE FACILITIES OR STRUCTURE REQUIRED. 18. SIGNAGE SHALL BE PROVIDED AS REQUIRED, INCLUDING "RISER ROOM IDENTIFICATION". 19. FLOW SWITCH SHALL BE CONNECTED TO A 10-INCH OUTSIDE ALARM BELL OR OTHER AUDIBLE ALARM DEVICE AT EACH RISER. APPROVED IDENTIFICATION SIGNS SHALL BE PROVIDED ON THE OUTSIDE ALARM BELL "SPRINKLER FIRE ALARM - WHEN ALARM SOUNDS CALL 911 / FIRE DEPARTMENT". 20. SPRINKLER CONTRACTOR SHALL COMPLETE AND SIGN CONTRACTOR'S MATERIAL AND TEST CERTIFICATE FOR THE ABOVEGROUND PIPING. THIS FORM SHALL BE GIVEN TO THE PROJECT INSPECTOR WHO WILL FORWARD TO THE DISTRICT. 21. REFERENCE THE CIVIL DRAWINGS FOR ADDITIONAL FIRE WATER UNDERGROUND INFORMATION AND ACTUAL LENGTHS OF PIPE. THE LAYOUT SHOWN ON THE CIVIL DRAWINGS WILL SUPERCEDE WHAT IS SHOWN ON THE FIRE PROTECTION SITE PLAN. 22. REFER TO THE ARCHITECTURAL DRAWINGS FOR ACTUAL BUILDING DIMENSIONS AND DETAILS. DO NOT SCALE "FP" DRAWINGS FOR CONSTRUCTION PURPOSES. 23. REFER TO THE FIRE PROTECTION SPECIFICATIONS FOR ADDITIONAL INFORMATION REGARDING THE FIRE PROTECTION SYSTEM. 24. AS-BUILT DRAWINGS SHALL BE MAINTAINED ON PREMISES. 25. SPRINKLER CONTRACTOR SHALL COORDINATE MAIN LOCATIONS, HANGERS, SEISMIC BRACINGS, ETC. GENERAL NOTES 1 NTS SPRINKLER SCHEDULE & LEGEND SYMBOL SPRINKLER DESCRIPTION K-FACTOR TEMP. FINISH SIN QUANTITY TYCO SERIES TY-FRB QUICK RESPONSE, STANDARD COVERAGE UPRIGHT SPRINKLER 5.6 200Âº F BRASS TY3131 20 SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 TYCO SERIES TY-FRB QUICK RESPONSE, STANDARD COVERAGE SIDEWALL SPRINKLER 5.6 155Âº F BRASS TY3331 8 PROJECT: SHEET LIST TYCO SERIES TY-FRB QUICK RESPONSE, STANDARD COVERAGE PENDENT SPRINKLER 5.6 155Âº F CHROME TY3231 1 BUILDING IDENTIFIER: SHEET NUMBER SHEET NAME FP0.01 FIRE SPRINKLER COVER SHEET FP0.02 FIRE SPRINKLER SITE PLAN 1 C.1 FP0.03 FIRE SPRINKLER SITE PLAN 2 HEAD CAB'T & WRENCH(ES) PROVIDED TOTAL COUNT THIS BUILDING = 29 KEYPLAN FP1.01 LEVEL 1 FIRE SPRINKLER PLAN NOTE: WHERE SPRINKLERS ARE EXPOSED TO ATMOSPHERIC CONDITIONS PROVIDE CORROSION PROTECTION. SHEET TITLE: FP2.01 SWAY BRACE AND HANGER DETAILS WHERE SURFACE MOUNTED LIGHTS OCCUR, INSTALL 401 CANOPY TYPE. FIRE SPRINKLER COVER SHEET 100% CD SUBMITTAL LEAD: KCT DRAFTER: ZWA DATE: 03/22/2022 SHEET: FP0.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 707 WILSHIRE BLVD. SUITE 2600 LOS ANGELES, CA 90017 +1 213.630.2020 WWW.JENSENHUGHES.COM JH PROJECT NO.: 1KCT00173 8" 296'-2" 8" 271'-1" 8" 103'-10" REVISION DATE NO. OFFICE BUILDING WAREHOUSE 6" 2'-8" 8"- 6" 25' 8" 8" 5'-2" 27'-6" 6" 4'-6" 8" 2'-6" 8" 7 4' -4" 8" -1" FIRE FLOW TEST AT THIS POINT 97' 8" 8" 143'-11" EP 97'-9" SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: 8" BUILDING IDENTIFIER: 340'-2" C.1 SHEET TITLE: FIRE SPRINKLER SITE PLAN 1 100% CD SUBMITTAL FIRE PROTECTION SITE PLAN 1 (FOR REFERENCE ONLY) 1 1" = 20'-0" LEAD: KCT DRAFTER: ZWA DATE: 03/22/2022 SHEET: FP0.02 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 707 WILSHIRE BLVD. SUITE 2600 LOS ANGELES, CA 90017 +1 213.630.2020 WWW.JENSENHUGHES.COM JH PROJECT NO.: 1KCT00173 8" 8 " 109'-0" 3 '- 3 " HEATED PARKING BR0 " 0 " 1 6 '- 1 3 8 " 4 '-6 8" 8" " 8 226'-8" 8" 5'-1" 3 " '- 4 " UG3 114'-8" REVISION 8" 6'-4" DATE NO. OFFICE BUILDING " 7 " '- 8 5 8 1 8" 142'-0" 8" 300'-1" 8" 18'-4" SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.1 SHEET TITLE: FIRE SPRINKLER SITE PLAN 2 FIRE PROTECTION SITE PLAN 2 (FOR REFERENCE ONLY) 100% CD SUBMITTAL 1 1" = 20'-0" LEAD: KCT DRAFTER: ZWA DATE: 03/22/2022 SHEET: FP0.03 SHEET OF TO FIRE SPRINKLER SYSTEM SYMBOL LEGEND FLEXIBLE COUPLING HYDRAULIC CALCULATIONS 4-WAY BRACE AT TOP OF SPRINKLER GENERAL NOTES: 10" ALARM BELL SYSTEM RISER TYPICAL FOR ALL FLOORS THIS BUILDING IS PROTECTED BY A HYDRAULICALLY SPRINKLER RISER ROLLUDA ARCHITECTS, INC. WIRED BY OTHERS 300 lb. PRESSURE GAUGE 2-INCH DESIGNED AUTOMATIC SPRINKLER SYSTEM. REMOTE 1. SPRINKLER CONTRACTOR SHALL COORDINATE MAIN LOCATIONS, HANGERS, SEISMIC BRACINGS, ETC. 105 S MAIN ST, #323 TR21 SEATTLE, WA 98104 21/" SECTIONAL INSPECTOR'S AREA IS A TREE SYSTEM FED FROM A SMALL GRID. 4 WAY EARTHQUAKE BRACE PHONE (206)624-4222 2 LOCATION FAX (206)624-4226 TEST AND DRAIN VALVE WITH MIN. HEATED PARKING 1/2 INCH RELIEVE VALVE (TYP.) Z LATERAL BRACE - STEEL OFF IN TES T PUSH DRAIN NO. OF SPRINKLERS 19 OUT SPARE SPRINKLER CABINET Z LONGITUDINAL BRACE - STEEL WITH 3 OF EACH TYPE OF SPRINKLER 4"X21/2" REDUCER (NEVER FEWER THAN 6 SPRINKLES) BASIS OF DESIGN SPRINKLER SCHEDULE & LEGEND FLEXIBLE COUPLING 2" Z HANGER AT CONCRETE OVER METAL DECK 4" 1. DENSITY 0.20 GPM/SQ. FT. BF2 SYMBOL SPRINKLER DESCRIPTION K-FACTOR TEMP. FINISH SIN QUANTITY OH1 ORDINARY HAZARD GROUP 1 OCCUPANCY 2. DESIGNED AREA OF DISCHARGE 1,955 SQ. FT. TYCO SERIES TY-FRB QUICK RESPONSE, STANDARD COVERAGE UPRIGHT SPRINKLER 5.6 200Âº F BRASS TY3131 20 4" ZURN WILKINS 350ADA OR SIMILAR DOUBLE DETECTOR SYSTEM DEMAND AT FLANGE ON THE RISER TYCO SERIES TY-FRB QUICK RESPONSE, STANDARD COVERAGE SIDEWALL SPRINKLER 5.6 155Âº F BRASS TY3331 8 OH2 ORDINARY HAZARD GROUP 2 OCCUPANCY 78" MAX BACKFLOW PREVENTER 1. GPM DISCHARGE TYCO SERIES TY-FRB QUICK RESPONSE, STANDARD COVERAGE PENDENT SPRINKLER 5.6 155Âº F CHROME TY3231 1 4" CHECK VALVE 494.8 GPM 6"x4" REDUCER BF1 COORDINATE DRAIN LOCATION 2. RESIDUAL PRESSURE 6" FLANGE ADAPTER WITH PLUMBING ENGINEER 81.2 PSI 707 WILSHIRE BLVD. 6" D.I. U.G. TO F.D.C BR0 ORDINARY HAZARD GROUP 1 OCCUPANCY SUITE 2600 (BY OTHERS) LOS ANGELES, CA 90017 6" D.I. U.G. SUPPLY FIRE HEAD CAB'T & WRENCH(ES) PROVIDED TOTAL COUNT THIS BUILDING = 29 SERVICE (BY OTHERS) TOTAL COMBINED INSIDE AND OUTSIDE HOSE +1 213.630.2020 2" ANNULAR STREAM - GPM250 NOTE: WHERE SPRINKLERS ARE EXPOSED TO ATMOSPHERIC CONDITIONS PROVIDE CORROSION PROTECTION. WWW.JENSENHUGHES.COM CLEARENCE JH PROJECT NO.: 1KCT00173 TYP. WHERE SURFACE MOUNTED LIGHTS OCCUR, INSTALL 401 CANOPY TYPE. REQ'D FLOW AND PRESSURE OF THE SYSTEM AT RISER DETAIL THE WATER SUPPLY SOURCE: 4 NTS 1. GPM DISCHARGE 744.8 GPM 2. RESIDUAL PRESSURE 86.6 PSI QUICK-RESPONSE, UPRIGHT SPRINKLERS K=5.6 200F TY3131 GPM AT PSI REQUIRED FROM 23.0 16.9 3 HYDRAULICALLY MOST DEMANDING SPRINKLER FP1.01 PROTECTION AREA PER SPRINKLER: SQ. FT.115 A B C NFPA 13, 2016 EDITION TOP OF WALL 17' - 0" 3 FP1.01 M1 REMOTE AREA: 1,955 SQFT. REVISION 1 OH1 2Â½ Z 2Â½ Z 2Â½ 2Â½ Z M 2Â½ 2Â½ Z OH2 Z Z Z 0-8 Z 12-6 M2 5-3 9"- 9"- 5-3 1-3Â½ M3 12-6 1-3Â½ M4 4-0Â½ 1-3Â½ 1-3Â½ x x x -7 x -7 2 1/2"1' 2 1/2"1' 1Â½ -7 1Â½ -7 2 1Â½ 1Â½ 3 1Â½ 1Â½ 3 1Â½ 3 1Â½ 3 Z DATE FP1.01 Z Z 2Â½ Z Z Z 1 S3 S5 S7 1Â½ -7Â½ 2-0 LEVEL ONE NO. 0-9 0 0' - 0" ELEC ROOM 10'-0" A.F.F. GYPSUM 102 BOARD CEILING 11 11 11 1Â½ 7- 1Â½ 7- 1Â½ 7- 1Â½ -3Â½ 7 -5Â½ -5Â½ 3" x 3 3 -5Â½ -5Â½ - 1 1 x 3 3 Z 1 Z 1 1 Z 1 x 1 Z 1 x 2 1/2"20' BUILDING SECTION 1 1 -011-9 1Â½ -9Â½0 1 -01 5-3 1Â½ -9Â½0 1Â½ -9Â½0 5-3 1Â½ -9Â½ 1-9 2 1/4" = 1'-0" 0 SIDEWALL SPRINKLER S1 S2 S4 ROOF SLOPE: 4"/1'-0" 1 -01 S6 1 -01 2 BELOW OVERHEAD Z Z Z Z Z FP1.01 SECTIONAL DOOR. -4 1Â½ -42 1Â½ -42 1Â½ 2 -4 TYP. 1Â½ 2 HEATED PARKING 101 2 1 2Â½ S17 S14 S11 S8 1-0 Z Z Z Z Z 1Â½ -8Â½8 1Â½ -8Â½8 1Â½ -8Â½8 1Â½ -8Â½8 1 -01 1 -01 1 -01 S9 1 -01 S12 -5Â½ -5Â½ 3 S18 3 1Â½ -9Â½ S15 -5Â½ 1 x x 0 3 1 x Z1 Z 1 1Â½ -9Â½ 1 Z 1 1 Z 1-9 -9Â½ 5-3 0 5-3 1Â½ -9Â½ 1-9 1Â½ 0 0 TOP OF WALL -5Â½ x 3 -10Â½ 17' - 0" 1 2Â½ 18 Z Z Z Z Z 11 1Â½ 117- 1Â½ 117- 1Â½ 117- 1Â½ 7- ROOF SLOPE: 4"/1'-0" S19 S16 S13 S10 Z M9 Z 2Â½ Z1Â½ -01 2Â½ 1Â½ -01 Z 2Â½ 2Â½ 1Â½ -01 Z 2Â½ 1Â½ -01 2Â½ Z 0-7 12-6 5-3 7-3 12-6 3-0Â½ Z M8 -8 M7 Z -8 M6 1-8 Z x 1 x 1 x M5 -8 1Â½ 2Â½ -02 1Â½ 1Â½ 1 x 2 1Â½ SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 10'-0" A.F.F. GYPSUM PROJECT: TR21 BOARD CEILING FOR BUILDING IDENTIFIER: BF2 ELECTRICAL ROOM C.1 LEVEL ONE SHEET TITLE: 0' - 0" LEVEL 1 FIRE SPRINKLER PLAN A B C 100% CD SUBMITTAL NOTE: ALL BRANCHLINES TO BE MAXIMUM 6" BETWEEN THE TOP OF THE PIPE AND THE POINT OF ATTACHMENT TO THE STRUCTURE LEAD: KCT TO OMIT BRANCH LINE RESTRAINTS IN ACCORDANCE WITH SECTION 9.3.6.5 OF NFPA 13. DRAFTER: ZWA DATE: 03/22/2022 SHEET: LEVEL ONE BUILDING SECTION 2 1 3 1/4" = 1'-0" 1/4" = 1'-0" FP1.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 SWAY BRACE ATTACHMENT 1/2" THROUGH BOLT TOLCO FIG. 980 SWAY BRACE ATTACHMENT TOLCO FIG. 980 1/2 PURLINDEPTH 1/2" THROUGH BOLT Z-PURLIN 707 WILSHIRE BLVD. SUITE 2600 45Â°-90Â° LOS ANGELES, CA 90017 1/2 PURLINDEPTH +1 213.630.2020 WWW.JENSENHUGHES.COM Z-PURLIN JH PROJECT NO.: 1KCT00173 45Â°-90Â° SWAY BRACE SWAY BRACE CLAMP OR CLAMP OR TOLCO FIG. 4L 1" SCH 40 PIPE TOLCO FIG. 1001 1" SCH 40 PIPE Z SYMBOL = SYMBOL = Z PIPE TO BE BRACED PIPE TO BE BRACED LATERAL BRACE AT Z-PURLIN LONGITUDINAL BRACE AT Z-PURLIN 1 2 NTS NTS REVISION DATE NO. TABLE 9.2.2.1 (A) MAXIMUM DISTANCE BETWEEN HANGERS (FT-IN) NOMINAL PIPE SIZE (IN.) MIN. 16 GA. Z-PURLIN 3/4 1 1 1/4 1 1/2 2 2 1/2 3 3 1/2 4 5 6 8 STEEL PIPE EXCEPT N/A 12-0 12-0 15-0 15-0 15-0 15-0 15-0 15-0 15-0 15-0 15-0 THREADED LIGHTWALL SAMMY SXP 35 SWIVEL ALL THREAD ROD THREADED LIGHTWALL N/A 12-0 12-0 12-0 12-0 12-0 12-0 12-0 N/A N/A N/A N/A TOLCO FIG. 100 STEEL PIPE TO LCO ADJUSTABLE BAND HANGER COPPER TUBE 8-0 8-0 10-0 10-0 12-0 12-0 12-0 12-0 15-0 15-0 15-0 15-0 TOLCO FIG. 200 SURGE RETRAINER TOLCO FIG. 25 CPVC 5-6 6-0 6-6 7-0 8-0 9-0 10-0 10-0 N/A N/A N/A N/A SPRINKLER PIPE DUCTILE-IRON PIPE N/A N/A N/A N/A N/A N/A 15-0 15-0 15-0 N/A 15-0 15-0 (MAX. 3 1/2" PIPE) HANGER AT Z-PURLIN MAXIMUM DISTANCE BETWEEN HANGERS 3 4 NTS NTS SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.1 SHEET TITLE: SWAY BRACE AND HANGER DETAILS 100% CD SUBMITTAL LEAD: KCT DRAFTER: ZWA DATE: 03/22/2022 SHEET: FP2.01 SHEET OF GENERAL NOTES FIRE LEGEND AND EQUIPMENT LIST SHEET INDEX FA1.00 FIRE ALARM COVER SHEET QTY SYMBOL MODEL NUMBER DESCRIPTION ROLLUDA ARCHITECTS, INC. 1. THE CONTRACTOR IS TO VERIFY ALL DIMENSIONS AND CONDITIONS AT THE JOB SITE BEFORE COMMENCING WORK AND REPORT ANY DISCREPANCIES TO 1 7100 HONEYWELL GAMEWELL 7100 SERIES FIRE ALARM CONTROL PANEL FA2.01 FIRE ALARM PLAN 105 S MAIN ST, #323 AON FIRE PROTECTION ENGINEERING CORPORATION PRIOR TO CONSTRUCTION. SEATTLE, WA 98104 PHONE (206)624-4222 0 AS-24MCC CEILING MOUNTED MULTI-CANDELA STROBE FA3.01 FIRE ALARM DETAILS FAX (206)624-4226 2. ALL MATERIALS AND WORK TO CONFORM TO ALL GOVERNING BUILDING CODES, REGULATIONS, ORDINANCES AND AGENCIES. 0 AS-24MCW WALL MOUNTED MULTI-CANDELA STROBE 3. CONSTRUCTION SAFETY: ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF OSHA AND CAL-OSHA. 1 AH-24R MULTI-CANDELA HORN /STROBE 4. ALL COST FOR INSPECTIONS, TEST SERVICES, BUILDING PERMITS, LICENSES AND CERTIFICATES SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR 0 S ASD-PLR ADDRESSABLE PHOTOELECTRIC SMOKE DETECTOR* UNLESS NOTED OTHERWISE IN THE SPECIFICATIONS. B501 DETECTOR BASE 5. CONSTRUCTION TO COMPLY WITH THE REQUIREMENTS OF LOCAL GOVERNING AGENCIES OF THE CITY OF POWAY AND THE STATE OF CALIFORNIA. 2 AIM AAM-2RIF INTELLIGENT INITIATING INTERFACE MODULE INPUT W/RELAY 6. EXIT DOORS, EXIT SIGNS, FIRE ALARM MANUAL PULL STATIONS AND FIRE EXTINGUISHER LOCATIONS SHALL NOT BE CONCEALED OR OBSTRUCTED BY ANY 0 AOM-2RF ADDRESSABLE DUCT SMOKE DETECTOR MATERIALS. S 1 AD-HR ADDRESSABLE MANUAL PULL STATION 7. WRITTEN DIMENSIONS TAKE PRECEDENCE OVER SCALE ON THE DRAWINGS. 1 MS-7 WATERFLOW SWITCH 8. THE ENTIRE WORK PROVIDED HEREIN IS TO BE CONSTRUCTED AND FINISHED EMPLOYING QUALITY WORKMANSHIP AND IN ACCORDANCE WITH THE DRAWINGS AND SPECIFICATIONS. ANY WORK REQUIRED BY LAW, BUT WHICH MAY NOT BE SPECIFICALLY MENTIONED HEREIN, SHALL BE DONE BY THE 1 RV N/A RISER VALVE SUPERVISORY SWITCH CONTRACTOR(S) IN ACCORDANCE WITH THE LAWS OF THE CITY, COUNTY, DISTRICT OR STATE UNDER WHICH JURISDICTION MAY COME AND COST SHALL BE BORN BY THE CONTRACTOR(S). ANY SUCH WORK SHALL BE DONE IN CONFORMANCE WITH THE PLANS; BOTH AS TO THE MANNER AND APPEARANCE. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE CURRENT EDITION OF C.B.C., TITLE 19, TITLE 24, AND AMERICANS WITH DISABILITIES ACT (ADA) AS REQUIRED BY THE GOVERNING AGENCIES. DEVICE MOUNTING HEIGHTS (PER NFPA 72, 2013 EDITION) 9. THE OWNER'S REPRESENTATIVE IS AUTHORIZED TO ORDER MINOR CHANGES DURING THE COURSE OF THE WORK WHICH WILL NOT INVOLVE EXTRA COST OR TIME WHICH ARE CONSISTENT WITH THE CONTRACT DOCUMENTS. 10. THE CONTRACTOR SHALL MAINTAIN A COMPLETE SET OF APPROVED STAMPED DRAWINGS AT THE JOB SITE FOR USE IN MAKING "AS-BUILT DRAWINGS". A/C SUPPLY ANY REVISIONS SHALL BE NOTED THEREON AND SUBMITTED TO THE OWNER'S REPRESENTATIVE AT THE COMPLETION OF THE JOB PER THE OR RETURN DIFFUSER SPECIFICATIONS. CEILING MOUNTED NOTE: MEASUREMENTS 4" SMOKE/HEAT 3' (MIN) SHOWN ARE TO THE 11. THE CONTRACTOR SHALL USE THE "AS-BUILT DRAWINGS" TO GENERATE A RECORD SET OF THE COMPLETED SYSTEM AND SUBMIT THE RECORD SET TO (102mm) CLOSEST EDGE OF THE DETECTOR (914mm MIN) THE PROJECT MANAGER. CEILING DETECTOR. 12. ALL SMOKE DETECTION DEVICES SHALL BE INSTALLED IN ACCORDANCE WITH NFPA 72. AUDIO/VISUAL & VISUAL-ONLY DEVICES 4" SYNCHRONIZE TWO OR (102mm) 12" (MAX) 13. PROVIDE VISUAL STROBE UNITS THAT MEET THE AMERICANS WITH DISABILITIES ACT AND REFERENCE A.D.A. FOR MOUNTING INSTRUCTION IN REGARDS AUDIO/VISUAL MORE APPLIANCES IN ANY HEAT (305mm MAX) & VISUAL-ONLY FIELD OF VIEW. DETECTOR TO PLACEMENT. DEVICES NEVER NFPA 72 2013 EDITION HERE 14. JUNCTION BOX COVERS ARE TO BE RED FOR FIRE ALARM IDENTIFICATION WITH THE LETTERS "FA" APPEAR IN WHITE LETTERING. WALL MOUNTED TO EXIT DOOR 15. ALL FIRE ALARM EQUIPMENT SHOWN ON DRAWINGS ARE NEW UNLESS INDICATED OTHERWISE. HEAT DETECTOR 5' (MAX.) (1524mm) APPLICABLE CODES 16. THE FIRE ALARM AND LIFE SAFETY SYSTEM SHALL CONFORM TO ARTICLE 760 OF THE CALIFORNIA ELECTRIC CODE. DOOR WIDTH 17. INSTALLATION OF THE FIRE ALARM SYSTEM AND THE LIFE SAFETY SYSTEM SHALL NOT BE STARTED UNTIL DETAILED PLANS AND SPECIFICATIONS, LESS 3" (76mm) INCLUDING STATE FIRE MARSHAL LISTING NUMBERS FOR EACH COMPONENT OF THE SYSTEM HAVE BEEN APPROVED BY THE CITY OF POWAY FIRE 80" (ADA) (2032mm) 2019 WASHINGTON BUILDING STANDARDS ADMINISTRATIVE CODE DEPARTMENT. SIDE WALL 80" MIN/96" MAX (2032mm MIN/2438mm MAX) NFPA 72 2013 EDITION 2019 WASHINGTON BUILDING CODE 18. ALL DEVICES IN EXTERIOR SERVICE AREAS SHALL BE LISTED FOR OUTDOOR USE. MANUAL 6" PULL (152mm) STATION 2019 WASHINGTON ELECTRICAL CODE 19. AUDIBLE/VISUAL CIRCUIT WIRING IS SUPERVISED. NO PARALLEL BRANCHING IS PERMISSIBLE. MAGNETIC FIRE ALARM DOOR 2019 WASHINGTON MECHANICAL CODE 20. DETECTORS SHALL BE MOUNTED NO CLOSER THAN 3'-0" OF ANY SUPPLY AIR REGISTER. HOLDER FINISHED FIRE PULL DOWN WALL 21. FIRE ALARM WIRING SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDED CONDUCTOR SIZES AND TYPE. ALL CONDUCTORS SHALL BE PHONE SIMPLEX 2019 WASHINGTON PLUMBING CODE JACK PERMANENTLY, AND UNIQUELY IDENTIFIED. 48" MAX (ADA) (1219mm) 2019 WASHINGTON FIRE CODE 42" MIN/54" MAX (NFPA) (1067mm MIN/1372mm MAX) 22. ALL PANEL NUMBERS AND CIRCUITS WILL BE ON THE RECORD DRAWING SET. NFPA 72 2013 EDITION 2016 STANDARD FOR THE INSTALLATION OF SPRINKLER SYSTEMS (NFPA 13) 23. ALL 120VAC CIRCUITS TO FIRE ALARM PANELS SHALL BE DEDICATED CIRCUITS. REVISION 2016 NATIONAL FIRE PROTECTION ASSOCIATION 24. DETECTORS MUST BE RATED FOR TEMPERATURE IN THE ENVIRONMENT IN WHICH IT IS LOCATED. STANDARD 72 WITH WASHINGTON AMENDMENTS 25. ALL EXPOSED WIRING AND CABLE SHALL BE INSTALLED IN CONTINUOUS RACEWAYS, UNLESS OTHERWISE NOTED. EXISTING FIRE ALARM SEQUENCE OF OPERATION DATE 26. ALL CONDUIT TO BE 3/4" UNLESS OTHERWISE NOTED. NO. 27. THE INSTALLING CONTRACTOR SHALL PROVIDE EMPLOYEES STATE CERTIFIED BY THE DIVISION OF APPRENTICESHIP STANDARDS AS FIRE/LIFE SAFETY TECHNICIAN. FIRE ALARM SCOPE OF WORK INITIATION MANUAL AREA SPRINKLER SPRINKLER FACP PULL SMOKE WATERFLOW TAMPER OPEN 28. THE FIRE ALARM SYSTEM PLANS SHALL NOT BE MEANT TO CONVEY OR ALLOW DISCREPANCY BETWEEN THE WORK ILLUSTRATED HEREIN AND ALL AC STATION DETECTOR SWITCH VALVE GROUND APPLICABLE CODES, STANDARDS, AND ORDINANCES. ANY DISCREPANCY SHALL BE BROUGHT TO THE ATTENTION OF OWNER AND ENGINEER. RESPONSE POWER ALL EXISTING FIRE ALARM DEVICES ARE AUTOMATIC AND SHALL BE SWITCH SHORT FAILURE CONTROLLED FROM THE EXISTING FIRE ALARM CONTROL PANEL AND 29. FIRE ALARM CONTRACTOR RESPONSIBLE FOR FIELD VERIFICATION OF FIRE ALARM PANEL, FIELD TESTING, AND ANY DIAGNOSTIC WORK. FIRE ALARM ANNUNCIATE AT FIRE CONTROL ROOM ITS EXISTING TRANSPONDERS. ANNUNCIATE AT 24 HOUR ATTENDED LOCATION YES YES YES YES YES YES CONTRACTOR SHALL COORDINATE DIRECTLY WITH VARIOUS TRADES TO ENSURE INSTALLATION AND FUNCTIONALITY OF ALL SYSTEMS. (ALARM) (ALARM) (ALARM) (SUPERVISORY) (TROUBLE) (TROUBLE) ALARM, SUPERVISORY & TROUBLE EXISTING FIRE ALARM SYSTEM IS AN AUTOMATIC FIRE ALARM SYSTEM SUPPLEMENTED BY MANUAL DEVICES. ACTIVATE AUDIO/VISUALS THROUGHOUT BUILDING YES YES YES NO NO NO INSTALL NEW DEVICES ARE SHOWN ON FLOOR PLANS. CLOSE SMOKE FIRE DAMPERS ON FLOOR OF INCIDENT NO YES YES NO NO NO FLOORS 1,2 AND 5 CLOSE ASSOCIATED SMOKE FIRE DAMPER NO NO NO NO NO NO FLOORS 3 AND 4 SHUTDOWN ASSOCIATED HVAC UNIT (SERVING FLOOR OF INCIDENT) NO YES YES NO NO NO RELEASE ALL DOORS/ DENERGIZE AUTOMATIC SLIDING DR YES YES YES NO NO YES INITIATE ELEVATOR RECALL NO NO NO NO NO NO NO NO NO NO NO NO INITIATE ELEVATOR SHUNT SNOHOMISH COUNTY PUD NORTH COUNTY COMMUNITY OFFICE HEATED PARKING 17601 59TH AVE NE ARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.1 KEYPLAN SHEET TITLE: FIRE ALARM COVER SHEET 100% CD SUBMITTAL LEAD: KW/RM DRAFTER: AK DATE: 03/22/2022 SHEET: FA1.00 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 A 4" CONCRETE PAD A B C A B CMECH UNIT, SEE MECH DRAWINGS 1 1 1 1 ELEC ROOM 24x36 CAB ELEC ROOM102 99 SF 30x60 WB 102 PALLET 48x40 100 SF PALLET 48x40 WF AIM RV AIM PALLET 48x40 PALLET 48x40 PALLET 48x40 0' - 0" AFF 4" / 1'-0" -0' - 2" BELOW FF -0' - 2" BELOW FF HEATED PARKING 101 1888 SF FIRE ALARM FIBER NETWORK TO WAREHOUSE BLDG 4" / 1'-0" PALLET 48x40 SU 36x48 RK RK PALLET 48x40 RK RK 48x108 48x108 RK 48x108 48x108 RK 48x108 48x108 SU 36x72 2 2 2 2 PALLET 48x40 0' - 0" AFF TRUE TRUE ROOF PLAN N 1 FLOOR PLAN N 1 SCALE: 1/8" = 1'-0" SCALE: 1/8" = 1'-0" REVISION DATE NO. NOTES: GENERAL NOTES: 1. REFERENCE SHEET A6.01 FOR ROOM FINISH SCHEDULE. 1. IDENTIFYING NUMBERS ADJACENT TO INITIATING DEVICE DENOTES ADDRESS, SUBSCRIPT ADJACENT TO INDICATING APPLICANCE DENOTES 2. REFERENCE SHEET A6.02 FOR DOOR SCHEDULE AND TYPES. SNOHOMISH COUNTY PUD NORTH COUNTY COMMUNITY OFFICE HEATED PARKING 17601 59TH AVE NE ARLINGTON, WA 98223 CANDELA RATING OR SEQUENCE. 3. REFERENCE SHEET A7.01 FOR WALL TYPES. PROJECT: 2. ALL INSTALLATION MATERIAL SUCH AS CONDUIT, FITTINGS, BOXES, HANGERS, ETC. NOT SUPPLIED BY SIEMENS, FIRE SAFETY DIVISION, UNLESS BUILDING IDENTIFIER: OTHERWISE NOTED. 3. WIRING RUNS ARE SHOWN DIAGRAMMATICALLY, EXACT LOCATION OF ALL EQUIPMENT TO BE DETERMINED IN THE FIELD. 4. ALL WIRING MUST CONFORM WITH LOCAL AND NATIONAL CODES. C.1 5. DETECTOR AND AUDIBLE ALARM DEVICE CIRCUIT POLARITY SHOULD BE OBSERVED. KEYPLAN 6. ALL DETECTOR CIRCUIT WIRING SHALL BE 1 PAIR TWISTED FIRE ALARM CABLE, #16AWG MINIMUM, 14 AWG MAXIMUM, 6000 DIELECTRIC, UNLESS OTHERWISE INDICATED OR SPECIFIED. SHEET TITLE: 7. WHERE ALLOWED, ALL WIRING NOT IN CONDUIT MUST BE FIRE RATED PER N.E.C. WHEN INSTALLED IN A CEILING INTERSTITIAL SPACE BEING USED FIRE ALARM PLANS AS A RETURN AIR PLENUM WIRING MUST BE PLENUM RATED AND FIRE RATED PER N.E.C. 8. DO NOT INSTALL SMOKE DETECTORS WITHIN 36" OF FORCED AIR OPENINGS, NOR WITHIN 12" OF FLUORESCENT LIGHTING FIXTURES. 9. THE FOLLOWING CIRCUITS MUST BE SUPERVISED, WHICH DOES NOT ALLOW ANY BRANCHING, "T-TAPPING" IS NOT ALLOWED: - CONVENTIONAL INITIATING DEVICE CIRCUITS (IDC) 100% CD SUBMITTAL - ALL ALARM NOTIFICATION APPLIANCE CIRCUITS (NAC) LEAD: KW/RM 10. ELECTRICAL ROUGH-IN BACKBOX SIZES ARE AS SHOWN IN EQUIPMENT SCHEDULE, UNLESS SPECIFICALLY NOTED ON SYSTEM DRAWINGS. DRAFTER: AK 11. DURING SYSTEM INSTALLATION, INSTALLING CONTRACTOR SHALL MAINTAIN A SET OF FIELD DRAWINGS, INDICATING BY RED-LINE, CHANGES IN THE THIS DESIGN IS BASED ON THE FOLLOWING ADOPTED CODES ROUTING OF ALL CONDUIT OR CABLING AND DEVICE LOCATIONS INCLUDING ADDRESS REVISIONS, PROVIDE SIEMENS, FIRE SAFETY DIVISIONS, WITH A DATE: 03/22/2022 SET OF THESE MARKED UP DRAWINGS FOR AS BUILTS PURPOSES. SHEET: 2015 INTERNATIONAL BUILDING CODE (IBC) 12. CIRCUIT WIRING COLOR CODE SHALL BE AS DESCRIBED IN THE CONTRACT SPECIFICATIONS. FA2.01 2015 INTERNATIONAL FIRE CODE (IFC) 13. ALL CONDUIT PENETRATIONS THROUGH FIRE-RATED WALLS AND FLOORS SHALL BE SEALED TO MAINTAIN THE FIRE SEPARATION RATING. NFPA 72 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 SCALE:NONE SCALE:NONE SCALE:NONE REVISION 100% CD DATE 03/22/22 NO. SCALE:NONE SCALE:NONE NOTE: THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL TIE WIRES ANCHORED CEILING HANGERS AND SUPPORT. TO STRUCTURE ABOVE 3 4" MINIMUM SIZE CONDUIT TIE WIRES ANCHORED TO STRUCTURE ABOVE 3 4" MINIMUM SIZE CONDUIT CEILING HANGER FLEXIBLE METAL CONDUIT SHALL NOT EXCEED 6 J-BOX SUPPORT FEET IN LENGTH HARD LID TYPE BRACKET CEILING SUSPENDED TYPE CEILING SNOHOMISH COUNTY PUD NORTH COUNTY COMMUNITY OFFICE HEATED PARKING 17601 59TH AVE NE ARLINGTON, WA 98223 SMOKE DETECTOR SMOKE DETECTOR PROJECT: BUILDING IDENTIFIER: C.1 SHEET TITLE: FIRE ALARM DETAILS 100% CD SUBMITTAL SCALE:NONE SCALE:NONE LEAD: KW/RM DRAFTER: AK DATE: 3/22/2022 SHEET: FA3.01 SHEET OF SNOHOMISH COUNTY PUD NORTH COUNTY OFFICE ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 HEATED PARKING - BID ALTERNATE #3 FAX (206)624-4226 VICINITY MAP N PROJECT TEAM DRAWING INDEX NTS OWNER SNOHOMISH COUNTY PUBLIC UTILITIES DISTRICT GENERAL 2320 CALIFORNIA STREET G0.01 COVER SHEET EVERETT, WA 98201 CONTACT: DOUG WILSON G0.02 GENERAL NOTES & SYMBOLS drwilson@snopud.com G1.01 BUILDING CODE SUMMARY & PLAN TEL: (425) 783-8078 G1.02 ENERGY CODE - BUILDING ENVELOPE REQUIREMENTS ARCHITECT ROLLUDA ARCHITECTS GEOTECHNICAL 105 S MAIN ST, SUITE 323 GI0.01 FOUNDATION GROUND IMPROVEMENT SEATTLE WA, 98104 CONTACT: KATHI WILLIAMS ARCHITECTURAL kathi@rolludaarchitects.com A1.01 OVERALL SITE PLAN TEL: (206) 624-4222 FAX: (206) 624-4226 A1.02 ENLARGED SITE PLAN - WEST A1.03 ENLARGED SITE PLAN - MIDDLE A2.01 PLANS STRUCTURAL REID MIDDLETON A2.02 PLANS 728 134TH STREET SW, SUITE 200 EVERETT, WA 98204 A3.01 ELEVATIONS CONTACT: PAUL CROCKER A4.01 BUILDING & WALL SECTIONS pcrocker@reidmiddleton.com A6.01 SCHEDULES - ROOM, DOOR, & DOOR HARDWARE TEL: (425) 741-3800 A7.01 DETAILS - WALL ASSEMBLIES A8.01 INTERIOR ELEVATIONS MECHANICAL HARGIS 1201 3RD AVENUE, SUITE 600 STRUCTURAL SEATTLE, WA 98101 S0.01 GENERAL STRUCTURAL NOTES CONTACT: BRIAN CANNON S0.02 GENERAL STRUCTURAL NOTES brian.cannon@hargis.biz TEL: (206)448-3376 S0.03 SPECIAL INSPECTION SCHEDULES S0.04 ABBREVIATIONS AND SYMBOLS S2.01 FRAMING PLANS ELECTRICAL HARGIS PROJECT S7.00 TYPICAL CONCRETE DETAILS 1201 3RD AVENUE, SUITE 600 SITE S7.01 TYPICAL CONCRETE DETAILS SEATTLE, WA 98101 CONTACT: DOUG FORSLUND doug.forslund@hargis.biz MECHANICAL / PLUMBING TEL: (206)448-3376 M0.01 MECHANICAL LEGEND M0.02 MECHANICAL GENERAL NOTES AND ABBREVIATIONS TELECOM/ HARGIS M0.03 MECHANICAL ENERGY CODE NOTES SECURITY 1201 3RD AVENUE, SUITE 600 M2.01 MECHANICAL FLOOR AND ROOF PLAN SEATTLE, WA 98101 M6.01 MECHANICAL SCHEDULES CONTACT - TELECOM: BEN HELMS M7.01 MECHANICAL DETAILS ben.helms@hargis.biz TEL: (206)448-3376 M9.01 MECHANICAL CONTROLS AND SEQUENCES M9.02 MECHANICAL CONTROLS AND SEQUENCES TRUE PROJECT SITE CONTACT - SECURITY: SUJE ANTON M9.03 MECHANICAL CONTROLS AND SEQUENCES suje.anton@hargis.biz P6.11 PLUMBING RISER DIAGRAM N TEL: (206)859-5374 REVISION P7.01 PLUMBING DETAILS NTS CIVIL DAVID EVANS & ASSOCIATES ELECTRICAL 1620 W MARINE VIEW DR, SUITE 200 E0.01 ELECTRICAL LEGEND, ABBREVIATIONS, AND GENERAL NOTES EVERETT, WA 98201 E5.01 ELECTRICAL ENLARGED PLANS DATE CONTACT: John Smith JNS@deainc.com E6.01 ELECTRICAL SCHEDULES NO. TEL: (425)259-4099 TELECOMMUNICATIONS PROPERTY LINE T0.01 TELECOM LEGEND LANDSCAPE NAKANO ASSOCIATES T2.01 TELECOM WIRELESS DEVICE PLAN - LEVEL 1 OFFICE BUILDING 853 HIAWATHA PL S SEATTLE, WA 98144 T7.01 TELECOM DETAILS CONTACT:JIM YAMAGUCHI T7.02 TELECOM DETAILS WAREHOUSE jy@nakanoassociates.com TEL: (206)292-9392 SECURITY SE0.01 SECURITY LEGEND AND GENERAL NOTES AUDIO/VISUAL THE GREENBUSCH GROUP SE2.01 SECURITY DEVICE PLAN - LEVEL 1 1900 W NICKERSON ST, SUITE 201 SE7.01 ACCESS CONTROL DETAILS SEATTLE, WA 98119 SE7.02 ACCESS CONTROL DETAILS CONTACT: ADAM JENKINS adamj@greenbusch.com SE7.03 ACCESS CONTROL PANEL ELEVATION AND DETAILS TEL: (206)378-0569 FIRE PROTECTION HEATED PARKING FP0.01 FIRE SPRINKLER COVER SHEET COST PRODIMS FP0.02 FIRE SPRINKLER SITE PLAN 1 FUEL ISLAND ESTIMATOR 520 KIRKLAND WAY, SUITE 301 KIRKLAND, WA 98033 FP0.03 FIRE SPRINKLER SITE PLAN 2 CONTACT: DENNIS TESCHLOG FP1.01 LEVEL 1 FIRE SPRINKLER PLAN dteschlog@prodims.com FP2.01 SWAY BRACE AND HANGER DETAILS TEL: (425)828-0500 FA1.00 FIRE ALARM COVER SHEET FA2.01 FIRE ALARM PLANS FA3.01 FIRE ALARM DETAILS SCOPE OF WORK LEGAL DESCRIPTION HEATED PARKING SCOPE (BUILDING C.2): ALL OF LOTS 1 AND 2 OF PUBLIC UTILITY DISTRICT NO. 1 OF SNOHOMISH COUNTY ARLINGTON BINDING SITE PLAN, RECORDED IN AUDITOR'S FILE CONSTRUCTION OF A SINGLE STORY 2,160 SF HEATED NUMBER 202105145008. PARKING BUILDING. SITUATED IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. ARCHITECTURAL WORK CONSISTS OF CONSTRUCTION OF EXTERIOR METAL STUD WALL SYSTEMS WITH METAL SIDING; TYPE OF CONSTRUCTION: IIB BATT AND RIGID INSULATION; SBS MODIFIED ROOF SYSTEM; SHEET METAL FLASHING AND TRIM; INTERIOR METAL STUD OCCUPANCY: S WALLS WITH GYPSUM BOARD WITH PAINT FINISH AND CEMENT BOARD WITH HIGH PERFORMANCE REINFORCED TOTAL ENCLOSED BUILDING AREA: 2,080 SF EPOXY COATING, SWING DOORS; SECTIONAL DOORS; AND SPECIALTY EQUIPMENT AND FURNISHINGS AS NOTED ON REFERENCE G1.01-G1.02 FOR ADDITIONAL CODE INFORMATION PLAN. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: STRUCTURAL WORK CONSISTS OF CONCRETE FOOTINGS BUILDING IDENTIFIER: AND FOUNDATIONS; CONCRETE SLAB-ON GRADE; STRUCTURAL METAL ROOF DECK WITH LIGHT WEIGHT CONCRETE TOPPING; STEEL FRAMING WITH STEEL COLUMNS, BEAMS, JOISTS, AND BRACED FRAMES. C.2 MECHANICAL WORK CONSISTS OF HOSE BIBBS, VENTILATION SYSTEM WITH SENSORS, FIRE SPRINKLER SYSTEM, AND SHEET TITLE: UTILITIES. COVER SHEET ELECTRICAL WORK CONSISTS OF POWER AND LIGHTING. ADDITIONAL WORK INCLUDES TELECOM AND SECURITY SYSTEMS AS NOTED IN DRAWINGS. NE CORNER SE CORNER A B LEAD: KW/RM NTS NTS DRAFTER: AM/ES DATE: 03/22/22 SHEET: G0.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 GENERAL NOTES REFERENCE SYMBOLS TRUE 1. THE DRAWINGS ARE INTENDED TO DESCRIBE THE XX XX XX N N AX.XX AX.XX AX.XX OVERALL SCOPE OF WORK. CONTRACTORS SHALL FIELD VERIFY EXISTING CONDITIONS AND ALERT THE ARCHITECT TO ANY CONFLICTS BEFORE BEGINNING BUILDING SECTION INDICATOR WALL SECTION INDICATOR NORTH ARROW WORK. 2. (E) OR 'EXIST. INDICATES EXISTING CONDITION, XX DIMENSION OR DATUM. VERIFY ALL EXISTING AX.XX XX CONDITIONS AND DIMENSIONS ON PROJECT PRIOR TO AX.XX XX COMMENCEMENT OF WORK. 3. DO NOT SCALE DRAWINGS. THE CONTRACTOR SHALL USE DIMENSIONS SHOWN ON THE DRAWINGS AND ENLARGED DETAIL INDICATOR SECTION DETAIL INDICATOR WINDOW INDICATOR ACTUAL FIELD MEASUREMENTS. NOTIFY THE ARCHITECT OF ANY DISCREPANCIES WITH DRAWINGS. XX XX 4. TYPICAL WALL SECTIONS, FINISHES, AND DETAILS ARE NOT INDICATED EVERYWHERE THEY OCCUR ON XX PLANS, ELEVATIONS, AND SECTIONS. REFER TO AX.XX AX.XX XX AX.XX XX DETAILED DRAWINGS. CONTRACTOR TO PROVIDE AS IF DRAWN IN FULL. 5. NOTHING IN THE DRAWINGS SHALL BE CONSTRUED TO XX PERMIT AN INSTALLATION IN VIOLATION OF EXTERIOR ELEVATION INDICATOR INTERIOR ELEVATION INDICATOR APPLICABLE CODES. ALL WORK PERFORMED UNDER THIS CONTRACT SHALL BE IN FULL ACCORDANCE WITH THE LATEST RULES, REGULATIONS, RESTRICTIONS, REQUIREMENTS, AND CODES OF THE GOVERNING MATCH LINE X JURISDICTIONS. SEE XX/AX.XX AX.X.X 6. ALL WORK SHALL CONFORM TO APPLICABLE BUILDING AND ENERGY CODES. MATCH LINE INDICATOR DRAWING REVISION INDICATOR WALL TYPE INDICATOR (REFER TO A6.0 FOR LEGEND) 7. GENERALLY PLAN DIMENSIONS SHOWN ARE TO FACE OF CONCRETE, FACE OF CMU, AND FACE OF STUD, X.X X.X UNLESS NOTED OTHERWISE. X.X 8. ADHESIVES, CAULKING AND SEALANTS. USE PRIMERS AS REQUIRED BY MANUFACTURER. BACKING RODS OR X.X TAPE AS RECOMMENDED BY MANUFACTURER AND PER SPECIFICATIONS. 9. CONTRACTOR SHALL VERIFY LOCATION OF ALL COLUMN GRIDLINE INDICATOR KEYNOTE & FLAGNOTE EXISTING UTILITIES AND PROTECT AS REQUIRED MATERIAL PRIOR TO COMMENCEMENT OF WORK. 10. CONTRACTOR TO VERIFY ALL DIMENSIONS, XX'-XX" EL XXX.XX EL. XXX'-XX" MEASUREMENTS AND CONDITIONS BEFORE XXXXXXX MAT BEGINNING WORK. ANY DISCREPANCIES, ERRORS OR X'-X" OMISSIONS TO BE BROUGHT TO THE ATTENTION OF HEIGHT THE ARCHITECT/ DISTRICT IMMEDIATELY. DATUM INDICATOR/WORK POINT SPOT ELEVATION INDICATOR CEILING HEIGHT/MATERIAL INDICATOR 11. UNLESS OTHERWISE NOTED, ALL ANGLES TO BE RIGHT ANGLES, ALL LINES WHICH APPEAR PARALLEL ARE TO EXXXX EQUIPMENT INDICATOR BE PARALLEL, AND ALL ITEMS WHICH APPEAR ROOM X XXXX FIXTURE INDICATOR (NON-RATED PARTITION) CENTERED ARE TO BE CENTERED. CONTRACTOR TO NAME FXXXX FURNITURE INDICATOR (1-HOUR RATED PARTITION) BE RESPONSIBLE FOR MAINTAINING ALL LINES TRUE, XXXX LEVEL, PLUMB, AND SQUARE. G XXXX GRAPHIC/SIGNAGE INDICATOR (2-HOUR RATED PARTITION) 12. CONTRACTOR SHALL MAINTAIN CURRENT RECORD ROOM INDICATOR MISCELLANEOUS INDICATORS DRAWINGS FOR ARCHITECT'S PERIODIC REVIEW. 13. SHOP DRAWINGS. PROVIDE SHOP DRAWINGS FOR THE ARCHITECT/DISTRICT APPROVAL AND AS REQUIRED BY THE SPECIFICATIONS AND LOCAL JURISDICTION PRIOR XX TO CONSTRUCTION. 14. SEE DIVISION 1 SPECIFICATIONS FOR PHASING AND REVISION ACCESS REQUIREMENTS. (DOOR) OPENING INDICATOR PARTITIONS (AS NOTED ON CODE PLAN) 15. CONTRACTOR TO COORDINATE ALL OPERATIONS WITH DISTRICT, INCLUDING: SITE ACCESS, MATERIALS STORAGE, AND STAGING, INTERRUPTION OF PLAN SYMBOLS ELECTRICAL AND MECHANICAL SERVICES AND TIMING DATE OF NOISY AND DISRUPTIVE OPERATIONS. CONTRACTOR TO VERIFY SEQUENCE OF WORK WITH NO. DISTRICT. FE MOUNTED TO WALL WITH NEW BRACKET FE IN WALL-MOUNTED FUTURE (AS NOTED ON PLANS) CABINET TYPE OF WORK FIRE EXTINGUISHERS RCP SYMBOLS STANDARD LIGHT FIXTURES CEILING HEIGHT/ CEILING-MOUNTED MISC ITEMS MATERIAL INDICATOR HVAC DIFFUSERS CEILING-MOUNTED MATERIAL (SIZE AND TYPE PER 2'X2' LIGHT FIXTURE MECHANICAL DRAWINGS) CEILING-MOUNTED MAT HVAC RETURNS/EXHAUSTS 2'X4' LIGHT FIXTURE X'-X" (SIZE AND TYPE PER HEIGHT MECHANICAL DRAWINGS) CEILING-MOUNTED 1'X4' LIGHT FIXTURE CEILING-MOUNTED ACCESS PANEL 12x12 UNO PENDANT -MOUNTED LIGHT FIXTURE CEILING FINISHES M OCCUPANCY SENSOR WALL-MOUNTED OTS P PHOTO SENSOR STRIP LIGHT FIXTURE GYP BD SOUND CANCELATION DEVICE DOWNLIGHT ACP SD SMOKE DETECTOR SCONCE-TYPE (WALL-MOUNTED) WD CLNG S SPEAKER LIGHT MTL C SECURITY CAMERA SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 CEILING-MOUNTED EXIT LIGHT PROJECT: FIRE SPRINKLER BUILDING IDENTIFIER: WALL-MOUNTED EXIT LIGHT FIRE ALARM WIFI C.2 SHEET TITLE: GENERAL NOTES & SYMBOLS LEAD: KW/RM DRAFTER: ES DATE: 03/22/22 SHEET: G0.02 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A B C PHONE (206)624-4222 FAX (206)624-4226 99 SF 300 1 32" ELEC ROOM 3 34" 102 1 FE 34" 32" 1 49'-3" FE FIRE EXTINGUISHER - OFCI, 4 PLACES 1888 SF 300 7 HEATED PARKING 101 31'-4" FE FE 2 2 TOP OF STORED PRODUCT 32" 2 TO BE LESS THAN 12 FT AFF. 32" (NO HIGH PILED STORAGE) 34" 34" TRUE LEGEND CODE PLAN N 1 SCALE:1/8" = 1'-0" FLOOR AREA XX SF FLOOR AREA PER OCCUPANT OCCUPANT XX TOTAL OCCUPANTS OCCUPANT LOAD LOAD TAG XX ROOM NAME ROOM OCCUPANCY NET AREA PER OCCUPANT TWO EXITS TEXT ROOM NUMBER NUMBER ROOM NAME CLASSIFICATION AREA OCCUPANT LOAD REQUIRED XX 101 HEATED PARKING STORAGE 1888 SF 300 SF 7 NO REQUIRED CAPACITY WIDTH (BASED ON 102 ELEC ROOM ELECTRICAL/STORAGE 99 SF 300 SF 1 NO EGRESS CAPACITY FACTOR (0.15" X Total 1987 SF 8 OCCUPANT, WITH SPRINKLER SYSTEM) PER REQUIRED IBC SECTION 1005.3.2, EXCEPTION 1, BUT REVISION CAPACITY NOT LESS THAN 32" PER IBC SECTION WIDTH AT XX" XX" XX 1010.1.1 NON-STAIR MEANS OF EGRESS REQUIREMENTS NUMBER OF OCCUPANTS USING EXIT/PATH LOCATIONS PROVIDED CLEAR WIDTH (REFER TO DOOR DATE SCHEDULE FOR PANEL SIZE) TABLE 1006.2.1 MAXIMUM COMMON PATH OF EGRESS TRAVEL: NO. OCCUPANT OCCUPANTS LOAD AT XX ALLOWED PROVIDED EGRESS OCCUPANCY S-1 100' (SPRINKLERED) N/A TRAVEL DISTANCE PATH OF XX' EGRESS TABLE 1017.2 EXIT ACCESS TRAVEL DISTANCE, NOT TO EXCEED: ALLOWED PROVIDED EMERGENCY E OCCUPANCY S-1 250' (SPRINKLERED) 48'-10" LIGHT ILLUMINATED EXIT SIGN FIRE EXTINGUISHER CABINET FEC FIRE EXTINGUISHER FE FIRE ALARM F PULL STATION 1 HOUR RATED WALL SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: BUILDING CODE SUMMARY & PLAN LEAD: KW/RM DRAFTER: AM/ES DATE: 03/22/22 SHEET: G1.01 SHEET OF AIR BARRIER / ENVELOPE PERFORMANCE REQUIREMENTS ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 1. INSTALL A CONTINUOUS BUILDING AIR BARRIER SYSTEM OVER THE ENTIRE EXTERIOR ENVELOPE (ROOF, WALLS, AND FLOOR) SEPARATING THE INTERIOR CONDITIONED AIR FROM THE EXTERIOR UNCONDITIONED AIR. THE CONTINUOUS AIR BARRIER SYSTEM INCLUDES AIR TIGHT CONNECTIONS TO ANY PENETRATIONS, WINDOWS, DOORS, LOUVERS, AND BETWEEN ADJACENT DIFFERENT TYPES OF AIR BARRIER SYSTEMS. 2. THE PROJECT SHALL COMPLY WITH THE 2018 WASHINGTON STATE ENERGY CODE FOR COMMERCIAL BUILDINGS SECTION C402.5 AIR LEAKAGE -THERMAL ENVELOPE (MANDATORY). 3. THE AIR BARRIER SHALL BE TESTED IN ACCORDANCE WITH ASTM E 779 AND SHALL NOT EXCEED 0.25 CFM/FT2 (ALTERNATE) AT 0.3 IN WATER GAUGE. 4. A REPORT THAT INCLUDES THE TESTED SURFACE AREA, FLOOR AREA, AIR BY VOLUME, STORIES ABOVE GRADE, AND LEAKAGE RATES SHALL BE SUBMITTED TO THE BUILDING OWNER AND THE CODE OFFICIAL. 5. IF THE TESTED RATE EXCEEDS THAT DEFINED HERE BY UP TO 0.15 CFM/FT2, A VISUAL INSPECTION OF THE AIR BARRIER SHALL BE CONDUCTED AND ANY LEAKS NOTED SHALL BE SEALED TO THE EXTENT PRACTICABLE. AN ADDITIONAL REPORT IDENTIFYING THE CORRECTIVE ACTIONS TAKEN TO SEAL AIR LEAKS SHALL BE SUBMITTED TO THE BUILDING OWNER AND THE CODE OFFICIAL AND ANY FURTHER REQUIREMENT TO MEET THE LEAKAGE AIR RATE WILL BE WAIVED. 6. IF THE TESTED RATE EXCEEDS 0.40 CFM/FT2, CORRECTIVE ACTIONS MUST BE MADE AND THE TEST COMPLETED AGAIN. A TEST ABOVE 0.40 CFM/FT2 WILL NOT BE ACCEPTED. (6.0 - IF NO RENEWABLE ENERGY) 2018 WASHINGTON STATE ENERGY CODE - SECTION C402 BUILDING ENVELOPE REQUIREMENTS 1. NEW BUILDING UNDER 2018 WSEC, COMMERCIAL PROVISIONS, TO ADHERE TO COMPONENT PERFORMANCE AIR BARRIER KEYNOTES ALTERNATIVE MEASURES FOR INSULATIVE VALUES (WSEC C402.1.5) CLIMATE ZONE: SNOHOMISH COUNTY MARINE 4C TABLES C402.1.3 & C402.1.4 1 EXTERIOR WALL - APPLIED AIR / WRB SYSTEM ENVELOPE / INSULATION PRESCRIPTIVE PATH: MINIMUM R VALUE MAXIMUM U FACTOR 2 ROOF - SELF-ADHERED AIR / VAPOR BARRIER SYSTEM ROOFS: METAL BUILDINGS R-25 + R-11 LS + U-0.031 MIN. 1/2", R-3.5 3 FLOOR - CONCRETE SLAB AIR / VAPOR BARRIER SYSTEM THERMAL SPACER BLOCK WALLS: METAL BUILDINGS R-19ci OR R-13 + R-13ci U-0.052 SLAB ON GRADE FLOORS - UNHEATED R-10 FOR 24" VERTICAL F-0.54 OPAQUE DOORS - NON-SWINGING R-4.75 U-0.34 LEGEND OPAQUE DOORS - SWINGING N/A U-0.37 OPAQUE DOORS - GARAGE < 14% N/A U-0.31 (U=0.057 SPECIFIED) BUILDING AIR BARRIER TABLE C402.4 ENVELOPE FENESTRATION: N/A - NO FENESTRATION IN PROJECT PRESSURE BOUNDARY C402.4 MAX VERTICAL FENESTRATION AREA: N/A - NO FENESTRATION IN PROJECT SEE WSEC COMPLIANCE FORMS FOR ADDITIONAL INFORMATION. FULLY CONDITIONEDHEATED ONLY SEE SHEET A6.01 FOR DOORS. SEE SHEET A7.01 FOR ASSEMBLIES AND ROOF. GENERAL NOTES 1. THESE PLANS AND SECTIONS ARE DIAGRAMMATIC AND INTENDED ONLY TO SHOW WHOLE BUILDING AIR BARRIER SYSTEM PRESSURE BOUNDARY TO BE TESTED. REFER TO BUILDING PLANS, ASSEMBLIES, SECTIONS AND DETAILS FOR ACTUAL AIR BARRIER SYSTEM LOCATIONS AND EXTENTS. 2 1 C B A 1 REVISION 2 A4.01 DATE NO. 2 2 1 1 TOP OF WALL TOP OF WALL 17' - 0" 17' - 0" 1 1 ELEC ROOM 102 HEATED PARKING HEATED 101 PARKING 10' - 0" 101 LEVEL ONE LEVEL ONE 0' - 0" 0' - 0" 3 3 CROSS SECTION - BUILDING ENVELOPE LONGITUDINAL SECTION - BUILDNG ENVELOPE 1 2 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: ENERGY CODE - BUILDING ENVELOPE REQUIREMENTS LEAD: KW/RM DRAFTER: AM/ES DATE: 03/22/22 SHEET: G1.02 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 HALEY & ALDRICH, INC. 3131 ELLIOTT AVENUE, #600 SEATTLE, WA 98121 PHONE (206)324-9530 WWW.HALEYALDRICH.COM 1/20/2022 NOTES: A B C 1. ALL FOOTINGS SHOULD BEAR UPON 2 FEET OF COMPACTED CRUSHED SURFACING BASE COURSE [WSDOT SECTION 9-0.3.9(3)] ABOVE APPROVED SUBGRADE. IF SUITABLE SOILS EXIST AT THE FOUNDATION LOCATIONS, AS DETERMINED BY THE PROJECT GEOTECHNICAL ENGINEER, THE LOWER 6 INCHES OF BASE COURSE MAY BE REPLACED BY IN-PLACE SOILS COMPACTED TO A FIRM AND NONYIELDING CONDITION. 2. ALL BASE COURSE AND GRAVEL BORROW SHOULD BE COMPACTED TO 95 PERCENT RELATIVE COMPACTION (ASTM D1557). 3. THE 2 FEET OF COMPACTED BASE COURSE SHOULD EXTEND A MINIMUM OF 1 FOOT OUTWARDS FROM THE EDGE OF ALL FOOTINGS, IN EACH DIRECTION. 1 SEE NOTES 1 THROUGH 3 FOR SUBGRADE PREPARATION RE4UIREMENTS FOR ALL FOOTINGS 1 GI0.01 REVISION 2 DATE NO. FLOOR SLAB (SEE STRUCTURAL) EXAMPLE FOOTING (SEE STRUCTURAL) 15 MIL VAPOR RETARDER COMPACTED GRAVEL BORROW 4-IN CAPILLARY BREAK MIN. FOUNDATION AND FIRST FLOOR PLAN 1/8" = 1'-0"1 1-FT MIN. 1-FT MIN. COMPACT SUBGRADE BELOW CAPILLARY BREAK TO A FIRM AND NONYIELDING CONDITION 18-IN 6-IN CRUSHED SURFACING BASE COURSE [WSDOT SECTION 9-03.9(3)A] NATIVE SUBGRADE LOWER SIX INCHES MAY CONSISTS OF COMPACTED NATIVE SUBGRADE AT ENGINEER'S DISCRETION (SEE NOTE 1) BUILDING C.2 FOUNDATION SUBGRADE PREPARATION 1 SCALE: NOT TO SCALE GI0.01 SNOHOMISH COUNTY PUD NORTH COUNTY COMMUNITY OFFICE HEATED PARKING 17601 59TH AVE NE ARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: FOUNDATION GROUND IMPROVEMENT LEAD: PNC DRAFTER: RLC DATE: 1/18/2022 SHEET: GI0.01 SHEET OF A B C A B C ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 2 1 1 2 1 1 SEATTLE, WA 98104 A4.01 A3.01 A4.01 A4.01 A3.01 A4.01 PHONE (206)624-4222 4" CONCRETE PAD FAX (206)624-4226 50' - 0" INSIDE FACE 51' - 9" OF GIRT 25' - 0" 25' - 0" MECH UNIT, SEE 0' - 10 1/2" 25' - 0" 25' - 0" 0' - 10 1/2" MECH DRAWINGS 3' - 5 1/2" PRE-FINISHED METAL PRE-FINISHED METAL GUTTER ELR DOWNSPOUT A15.0.8 A17.0.8 PRE-FINISHED METAL 101A DOWNSPOUT 2' - 8 1/2" S S 1 1 ACP FA FACP M S 5 S 0' - 10 1/2" 4' - 3" 102A 8 A8.01 6 10' - 4" ELR 8' - 9" SERVICE SINK 7 WITH EYE WASH. A1.0.6 A1.0.6 ELEC ROOM A15.0.8 SEE PLUMBING 4" VTR 102 SEE MECHANICAL LATERAL BRACING 99 SF A17.0.8 A17.0.8 EQ. 12' - 6" J J 4 4 S RIDGE TRENCH DRAIN,TYP. S A3.01 A3.01 METAL SEE PLUMBING 0' - 0" AFF ROOFING 2 TRENCH DRAIN 2 4" / 1'-0" PANEL 2 A3.01 -0' - 2" BELOW FF A3.01 TRENCH DRAIN -0' - 2" BELOW FF 2 41' - 9" 101E HEATED 101B 40' - 0" 1 A8.01 3 PARKING 14' - 0" 3 3 101 A4.01 A4.01 CENTERED ON 1888 SF 4 SECTIONAL DOOR, TYP. PRE-FINISHED METAL S S RIDGE CAP J J 4" / 1'-0" EQ. METAL 6' - 0" ROOFING TYP. PANEL 2 LATERAL BRACING 12' - 0" 12' - 0" 2 2 M S S REVISION S S 101D 101C " . 0 P BOLLARD, TYP. - Y PERIMETER A17.0.8 INSIDE PRE-FINISHED METAL ELR ' 5 T ELR DOWNSPOUT 0' - 0" AFF FACE DATE 0' - 10 1/2" 3 3 OF GIRT A3.01 A3.01 NO. PRE-FINISHED METAL PRE-FINISHED METAL 3' - 6" 4' - 6" PAINT STRIPING AT 11' - 0" DOWNSPOUT GUTTER TYP. DOORS, SEE DETAIL 3/A2.01, TYP. TRUE TRUE ROOF PLAN N FLOOR PLAN N 1 2 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" 4' - 6" 4" WIDE YELLOW " 0 PAINT LINES - ' 5 1 ' - 0 " 4 5 Â° STRIPING DETAIL 3 SCALE:1/2" = 1'-0" SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 KEYPLAN SHEET TITLE: PLANS LEAD: KW/RM DRAFTER: AM/ES DATE: 03/22/22 SHEET: A2.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 A B C A B C 1 2 1 2 A3.01 1 A4.01 A4.01 A4.01 A4.01 50' - 0" 51' - 9" 25' - 0" 25' - 0" LIGHT FIXTURE PER ELEC 0' - 10 1/2" 25' - 0" 25' - 0" 0' - 10 1/2" 0' - 10 1/2" 1 1 101A M M GYP 10' - 0" ELEC ROOM CABINET 102A 102 STORAGE WORK BENCHES (OFOI) (OFOI) ELEC ROOM 102 CROSS-ARM STORAGE (OFOI) M BRACED BAY TIE-RODS, TYP. M 4 A3.01 2 2 HOT-STICK A3.01 RACKS (OFOI) 101E 101B 40' - 0" TRUCK 40' - 0" (OFOI) HEATED 3 3 PARKING A4.01 A4.01 101 RIDGE LINE HEATED PARKING 101 FLAGGER STORAGE (OFOI) HOT-STICK M OPEN TO M RACKS SHELF STORAGE (OFOI) STRUCTURE (OFOI) RACK STORAGE, 2 NOT TO EXCEED 12' HIGH (OFOI) REVISION 101C DATE 101D 2 2 M NO. 0' - 10 1/2" 3 A3.01 TRUE TRUE REFLECTED CEILING PLAN FFE FLOOR PLAN 1 N 2 N SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 KEYPLAN SHEET TITLE: PLANS LEAD: KW / RM DRAFTER: AM / ES DATE: 03/22/22 SHEET: A2.02 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 C 1 B 2 A 2 3 1 A4.01 A4.01 A4.01 PRE-FINISHED PRE-FINISHED METAL METAL EAVE FLASHING ROOF RIDGE RIDGE CAP ROOF RIDGE METAL ROOFING 24' - 10 1/2" 24' - 10 1/2" PRE-FINISHED METAL ROOF TRIM PANEL PRE-FINISHED METAL DOOR PRE-FINISHED TRIM CONTINUOUS METAL PRE- SECTIONAL DOOR BAR STYLE ROOF TRIM, TYP. FINISHED SNOW GUARD 9' - 4" PRE-FINISHED METAL PRE-FINISHED METAL METAL GUTTER GUTTER GUTTER TOP OF WALL TOP OF WALL 17' - 0" 17' - 0" PRE-FINISHED METAL PRE-FINISHED METAL PRE-FINISHED DOWNSPOUT DOWNSPOUT METAL PRE- DOWNSPOUT WALL MOUNTED LIGHT FINISHED FIXTURE, SEE ELECTRICAL PRE-FINISHED METAL METAL CORNER TRIM, TYP. LOUVER, SEE DOWNSPOUT PRE-FINISHED METAL MECHANICAL PANEL SIDING METAL SIDING WALL ASSEMBLY (FROM INTERIOR TO EXTERIOR): ELECTRICAL EQUIPMENT. PEMB FRAME SEE ELECTRICAL. PRE-FINISHED METAL LINER PANEL MECH UNIT, SEE PRE-FINISHED VAPOR RETARDER 14' - 0" R-30 BATT INSULATION IN GIRT CAVITY MECHANICAL METAL 8" WIND GIRTS DRAWINGS CORNER TRIM, TYP. R-0.75 MIN. THERMAL SPACER BLOCK / 10' - 0" BREAK STRIP 4" CONCRETE PRE-FINISHED METAL PANEL SIDING PAD LEVEL ONE LEVEL ONE 0' - 0" 0' - 0" POWER OUTLET NORTH ELEVATION EAST ELEVATION 1 2 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" REVISION DATE A B C 1 2 NO. 2 1 3 A4.01 A4.01 A4.01 PRE-FINISHED METAL BUILDING ID SIGN PRE-FINISHED EAVE FLASHING METAL ROOF RIDGE RIDGE CAP ROOF RIDGE PRE-FINISHED METAL ROOF TRIM METAL ROOFING 24' - 10 1/2" 24' - 10 1/2" PANEL PRE-FINISHED METAL DOOR TRIM CONTINUOUS PRE-FINISHED BAR STYLE METAL ROOF TRIM, PRE- SECTIONAL DOOR SNOW GUARD TYP. FINISHED METAL PRE-FINISHED METAL PRE-FINISHED METAL GUTTER GUTTER GUTTER TOP OF WALL TOP OF WALL 17' - 0" 17' - 0" PRE-FINISHED METAL PRE-FINISHED METAL PRE- DOWNSPOUT DOWNSPOUT FINISHED METAL WALL MOUNTED PRE- PRE-FINISHED DOWNSPOUT LIGHT FIXTURE, FINISHED METAL CORNER WALL MOUNTED SEE ELECTRICAL METAL TRIM TYP. LIGHT FIXTURE, DOWNSPOUT PRE-FINISHED METAL SEE ELECTRICAL PANEL SIDING PRE-FINISHED WALL MOUNTED METAL PANEL LIGHT FIXTURE, SIDING SEE ELECTRICAL 12' - 3" PRE-FINISHED METAL CORNER TYP. TRIM, TYP. 10' - 0" 10' - 0" 1' - 5" LEVEL ONE LEVEL ONE 0' - 0" 0' - 0" POWER OUTLET LOUVER, POWER OUTLET SEE MECHANICAL SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: SOUTH ELEVATION WEST ELEVATION BUILDING IDENTIFIER: 3 4 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" C.2 SHEET TITLE: ELEVATIONS LEAD: KW/RM DRAFTER: AM/ES DATE: 03/22/22 SHEET: A3.01 SHEET OF 2 1 2 1 40' - 0" 40' - 0" ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 INSIDE FACE 3 INSIDE FACE INSIDE FACE 3 INSIDE FACE PHONE (206)624-4222 OF GIRT A4.01 OF GIRT OF GIRT A4.01 OF GIRT FAX (206)624-4226 SUPPORT 1'-0" 1'-0" 6 SECTIONAL DOOR TRACK BACK TO 4" 4" A4.01 STRUCTURE TOP OF WALL 17' - 0" TOP OF WALL 16' - 0" 17' - 0" MAINTAIN CLEAR OF ALL EXHAUST FAN ELEC, MECH, & SPRINKLER STENCIL NOTE ON PLYWOOD DECK : WORK "DO NOT USE FOR STORAGE 3' - 6" MAINTENANCE ACCESS ONLY" MANUAL DOOR OPERATOR ELEC ROOM PEMB MANUFACTURER TO PROVIDE (TYP. OF 2) 102 SUPPORT FOR CEILING AT EXTERIOR HEATED WALL HEATED PARKING PARKING 101 101 11' - 10 1/2" 10' - 0" LEVEL ONE LEVEL ONE 0' - 0" 0' - 0" TRENCH DRAIN -0' - 2" BELOW FF CROSS SECTION - GRID B CROSS SECTION 1 2 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" C B A 25' - 0" 25' - 0" TYPICAL ROOF ASSEMBLY 1 A (FROM INTERIOR TO EXTERIOR): INSIDE FACE SUPPORT SECTIONAL INSIDE FACE OF GIRT DOOR TRACK BACK 1 2 OF GIRT BANDING, LONGITUDINAL & TRANSVERSE TO STRUCTURE A4.01 A4.01 VAPOR RETARDER PRE-FINISHED METAL RIGID FRAME-1 R-25 UNFACED BATT INSULATION ROOF TRIM, TYP. 5 R-11 UNFACED BATT INSULATION A4.01 PURLIN R-3.5 THERMAL SPACER BLOCK PRE-FINISHED METAL ROOFING PANEL REVISION SPRINKLER PIPING TO FOLLOW SLOPE OF ROOF, PRE-FINISHED METAL ROOF TRIM TYP. TOP OF WALL DATE 17' - 0" METAL SIDING WALL ASSEMBLY 16' - 0" CONTINUOUS (FROM INTERIOR TO EXTERIOR): NO. BAR STYLE MAINTAIN CLEAR OF ALL SNOW GUARD PEMB FRAME EXPOSED ELEC, MECH, & PRE-FINISHED METAL LINER PANEL LATERAL BRACING SPRINKLER VAPOR RETARDER WORK R-30 BATT INSULATION IN GIRT CAVITY 8" WIND GIRTS THERMAL SPACER BLOCK OR BREAK STRIP PRE-FINISHED TOP OF WALL PRE-FINISHED METAL PANEL SIDING METAL INTERIOR 17' - 0" LINER PANEL PEMB MFR TO ADJUST HEATED CABLE ANCHOR POINTS AS REQUIRED PARKING TO PROVIDE 101 CLEARANCE FOR DOOR AT CENTER OF BAY LEVEL ONE SECTIONAL 0' - 0" DOOR WIND GIRTS PER PEMB MANUFACTURER LONGITUDINAL SECTION PEMB RIGID FRAME, 1 3 BEYOND SCALE:1/4" = 1'-0" METAL WALL PANEL WALL ASSEMBLY CONC CURB HEATED PER PLAN METAL LINER PANEL SS HEMMED COVER HEATED (EXTERIOR) PARKING (EXTERIOR) LAP CURB 1 1/2" FLASHING W/ (+) SLOPE PARKING 101 & SOLDERED END 101 DAMS AT ENDS 0' - 8" PAVEMENT 0' - 6" 0' - 4" LEVEL ONE VAPOR BARRIER 0' - 0" BELOW SLAB XPS INSUL (R-15) 4 SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 0' - 6" 6" HIGH CONCRETE TAP-CON ANCHOR, A4.01 PROJECT: CURB VAPOR BARRIER BELOW SLAB SPACED 4' O.C. BUILDING IDENTIFIER: SELF ADHERED FOOTING PER FOOTING PER STRUCTURAL FLASHING STRUCTURAL LEVEL ONE LEVEL ONE C.2 SUBGRADE 0' - 0" 0' - 0" DAMPPROOFING SHEET TITLE: BUILDING & WALL SECTIONS LEAD: KW/RM DRAFTER: AM/ES FOOTING DETAIL WALL SECTION WALL SECTION 2 DATE: 03/22/22 4 6 5 SHEET: SCALE:1 1/2" = 1'-0" SCALE:1/2" = 1'-0" SCALE:1/2" = 1'-0" A4.01 SHEET OF ROLLUDA ARCHITECTS, INC. ROOM FINISH SCHEDULE 105 S MAIN ST, #323 SEATTLE, WA 98104 FLOOR WALL CEILING PHONE (206)624-4222 FAX (206)624-4226 N E S W NUMBER NAME MATL FINISH BASE MATL FINISH MATL FINISH MATL FINISH MATL FINISH MATL FINISH COMMENTS 101 HEATED PARKING CONC SEALED - MLP PF MLP PF MLP PF MLP PF OTS PRIME & PAINT EXPOSED STRUCTURE 102 ELEC ROOM CONC SEALED RB GWB PT GWB PT GWB PT GWB PT GWB PT PRIME & PAINT EXPOSED STRUCTURE ROOM FINISH LEGEND MLP = METAL LINER PANEL, PF = PRE-FINISHED DOOR SCHEDULE DOOR FRAME DETAILS FIRE HARDWARE MARK WIDTH HEIGHT THICKNESS TYPE MATL FINISH RATING GLAZING U VALUE TYPE MATL FINISH RELITE HEAD JAMB SILL SET COMMENTS 101A 3' - 0" 7' - 0" 1 3/4" B HM PT IG 0.37 MAX 1 HM PT - 17 ELECTRIC LOCK - FAIL SECURE; CARD READER 101B 16' - 0" 16' - 0" 2" C STL PT - - 0.057 2 STL PT - 20 DOOR OPERATOR 101C 3' - 0" 7' - 0" 1 3/4" B HM PT IG 0.37 MAX 1 HM PT - 17 ELECTRIC LOCK - FAIL SECURE; CARD READER 101D 3' - 0" 7' - 0" 1 3/4" B HM PT IG 0.37 MAX 1 HM PT 17 ELECTRIC LOCK - FAIL SECURE; CARD READER 101E 16' - 0" 16' - 0" 2" C STL PT - - 0.057 2 STL PT - 20 DOOR OPERATOR 102A 3' - 0" 7' - 0" 1 3/4" A HM PT - - 0.37 MAX 1 HM PT - 17 ELECTRIC LOCK - FAIL SECURE; CARD READER DOOR LEGEND: DOOR SCHEDULE - NOTES DOOR HARDWARE SCHEDULE FF: FACTORY FINISH HM: HOLLOW METAL Hardware Group #17 1. VERIFY ALL ROUGH OPENINGS AND JAMB DEPTHS PRIOR TO ORDERING. PT: PAINT SG: SAFETY GLASS STL: STEEL 2 ea. Hinges FBB199NRP 4.5 x 4.5 US32D STANLEY 2. U VALUE OF ALL EXTERIOR HM DOORS TO BE .37 OR BETTER. 1 ea. Electrified Hinge CC8-FBB199 4.5 x 4.5 US32D STANLEY IG: INSULATED GLAZING 1 ea. Electrified Lockset 45HW7DEU 15M w/ 630 BEST 3. LOCATE DOOR 4" FROM ADJACENT WALL AT HINGE SIDE TYPICAL UNO. Brass Construction Core 1 ea. Final Core 1C72 - BEST 4. COORDINATE / PROVIDE SECURITY & LOW VOLTAGE WIRING / KEY CARD 1 ea. Closer/Stop Arm QDC113 689 STANLEY ACCESS AT CARD READERS SEE ELECTRICAL. 1 ea. Threshold 172A FHSL14 - PEMKO 1 ea. Door Bottom 315CN - PEMKO 1 ea. Weather Strip S88D (Head & Jambs) - PEMKO 1 ea. Rain Guard 346C - PEMKO 1 ea. Power Supply By Access Control Contractor - - 1 ea. Door Position Switch By Access Control Contractor - - 1 ea. Card Access Reader By Access Control Contractor - - Hardware Group #20 All Hardware By Door Manufacturer REVISION DATE 0' - 2" 0' - 2" WIDTH NO. HEIGHT 0' - 2" FINISHED FLOOR TYPE 1 TYPE 2 SINGLE DOOR SECTIONAL DOOR FRAME TYPES SCALE:1/4" = 1'-0" WIDTH WIDTH WIDTH 0' - 6" 0' - 6" HEIGHT 0' - 6" IMPACT RESISTANT BOTTOM SECTION HEIGHT HEIGHT 3' - 6" 3' - 0" FINISHED FLOOR A B C SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: DOOR TYPES BUILDING IDENTIFIER: SCALE:1/4" = 1'-0" C.2 SHEET TITLE: SCHEDULES - ROOM, DOOR, & DOOR HARDWARE LEAD: KW/RM DRAFTER: AM/ES DATE: 03/22/22 SHEET: A6.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 WALL LEGEND TYPICAL PARTITION CONFIGURATION NOTES SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 WALL TYPE FIRE RATING CORE THICKNESS STRUCTURE 1. THE PARTITION TYPE DESIGNATION IS A 4 DIGIT 3. ALSO SEE EXTERIOR WALL SECTIONS AND 6. ALL GYPSUM BOARD IS TO BE 5/8" THICK, TYPE 10. SEE STRUCTURAL FOR SIZE, GAUGE AND/OR CORE MATERIAL ASSEMBLY # CODE THAT INCLUDES THE CORE TYPE & DETAILS FOR ADDITIONAL WALL/PARTITION "X", UNO. REINFORCEMENT. ASSEMBLY CONFIGURATION, FIRE RATING FRAMING NOT SPECIFICALLY IDENTIFIED ON A MTL STUD # (SEQUENTIAL 0 NOT RATED 1 1 1/2" FRAMING STUDS AND GWB, WHERE OCCURS, (WHERE APPLICABLE), & CORE THICKNESS. AN 'S' THE FLOOR PLANS. 7. SEE PROJECT SPECIFICATIONS FOR LIGHT # FOR WALL CONTINUOUS TO UNDERSIDE OF AT THE END OF THE CODE INDICATES AN GAGE METAL SUPPORT FRAMING AND B CMU ASSEMBLY) 1 1 HOUR 2 2 1/2" FRAMING STRUCTURE ACOUSTICAL WALL ASSEMBLY 4. ALL FIRE RATED ASSEMBLIES ARE BASED ATTACHMENT, GYPSUM BOARD, THERMAL BRACE WHERE REQUIRED. BRACING UPON IBC/ICC, UL, US GYPSUM AND CURRENT INSULATION, ACOUSTIC TREATMENT, TRIM, 3 3 5/8" FRAMING NOT ALLOWED WHEN STRUCTURE IS CORE TYPE & ASSEMBLY EDITION OF GYPSUM ASSOCIATION FIRE AND ACCESSORIES. OPEN TO VIEW IN PUBLIC AREAS UNO. FIRE RATING RESISTANCE DESIGN MANUAL GA-600. FIRE 4 4" FRAMING CORE THICKNESS RATED PARTITIONS ARE TO BE CONSTRUCTED 8. BLOCKING / BACKING IS REQUIRED AT THE CEILING AS SCHEDULED IN ACCORDANCE WITH THE REQUIREMENTS FOLLOWING LOCATIONS: 6 6" FRAMING 'S' INDICATES OF THE TESTING AGENCY(IES) LISTED. REFER A. WALL MOUNTED CABINETS ACOUSTICAL INSULATION TO SPECIFIC TEST REPORTS FOR REQUIRED B. WALL MOUNTED ACCESSORIES AND 8 8" FRAMING SEE PARTITION CONSTRUCTION TYPES WALL TYPE TAG: A#.#.#S COMPONENTS AND ASSEMBLY. EQUIPMENT C. WALL MOUNTED DOORSTOPS # OR AS NOTED, SEE 5. ALL NON-STRUCTURAL PARTITIONS ARE TO BE D. WALL MOUNTED DOOR HOLD-OPEN DETAIL FLOOR 2. PARTITION TYPE INDICATORS ARE NOTED ON CONSTRUCTED IN ACCORDANCE WITH THE DEVICES AND OR CLOSERS FLOOR PLANS. SEE CODE PLANS FOR REQUIREMENTS OF THE SPECIFICATIONS, E. OTHER LOCATIONS AS REQUIRED BY LOCATION AND EXTENT OR LIMITS OF RATED MATERIALS MANUFACTURER, AND INDUSTRY THE ARCHITECT AND INDUSTRY PARTITIONS. STANDARDS. STANDARDS. F. HANDRAILS CORE CORE METAL PANEL PER ELEVATIONS CORE METAL PANEL PER ELEVATIONS R-30 BATT INSULATION R-30 BATT INSULATION HEATED ELECTRICAL CONTINUOUS MEMBRANE OR CONTINUOUS MEMBRANE OR PARKING ROOM FACING (INSTALLED SEPARATELY FACING (INSTALLED SEPARATELY OR ADHERED TO INSUL) OR ADHERED TO INSUL) PRE-FINISHED METAL LINER PANEL FRP PANEL WIND GIRTS PER PEMB WIND GIRTS PER PEMB 5/8" GYPSUM SHEATHING 5/8" GYPSUM SHEATHING MANUFACTURER MANUFACTURER MTL STUDS (HOT DIPPED MTL STUDS (HOT DIPPED R-0.75 MIN. THERMAL SPACER R-0.75 MIN. THERMAL SPACER GALVANIZED, MIN. G90) GALVANIZED, MIN. G90) BLOCK OR BREAK STRIP BLOCK OR BREAK STRIP 5/8" GWB 5/8 GYPSUM PRE-FINISHED METAL LINER PANEL WALL TYPE A1 WALL TYPE A4 WALL TYPE A15 WALL TYPE A17 SCALE:1" = 1'-0" SCALE:1" = 1'-0" SCALE:1" = 1'-0" SCALE:1" = 1'-0" STANDING SEAM R-11 UNFACED ROOF PANEL BATT INSULATION EXTERIOR PANEL CLIP R-25 UNFACED REVISION TOP 3/4" F.T. PLYWOOD BATT INSULATION THERMAL SPACER BLOCK, MIN. 1/2" CONTINUOUS MEMBRANE FRAMING PER STRUCTURAL (6" JOISTS THICK AND MIN. R-3.5 AND VAPOR RETARDER AT 16" O.C. WHERE NONE INDICATED) (CONCEALS PURLIN) DATE PURLIN PER PEMB MANUFACTURER METAL BANDING, NO. LONGITUDINAL AND TRANSVERSE 5/8" GYP BD CEILING FINISH PER ROOM SCHEDULE INTERIOR BOTTOM ROOF ASSEMBLY GYP BD CEILING SCALE:1" = 1'-0" SCALE:1" = 1'-0" SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: DETAILS -WALL ASSEMBLIES LEAD: KW/RM DRAFTER: AM/ES DATE: 03/22/22 SHEET: A7.01 SHEET OF 2 1 A B C ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 INSIDE FACE INSIDE FACE OF INSIDE FACE RIGID FRAME-1 INSIDE FACE OF GIRT OF GIRT GIRT OF GIRT SPRINKLER LINES TO FOLLOW LINE SPRINKLER PIPING EXPOSED OF ROOF, TYP. TO FOLLOW SLOPE LATERAL BRACING OF ROOF, TYP. 16' - 0" MAINTAIN CLEAR OF ALL ELEC, MECH, & EXPOSED SPRINKLER 1' - 6" VENT PIPING WORK PRE-FINISHED METAL LINER GRILLE REGISTER FRP PANELS AND PANEL SEE MECHANICAL CHASE WALL AT 8'-0" AFF SERVICE SINK AND EYEWASH STATION PRE-FINISHED 4" EXPOSED CONCRETE BASE METAL LINER PANEL 8' - 6" 4" EXPOSED 8' - 3 1/2" CONCRETE BASE 101 HEATED PARKING - WEST 1 101 HEATED PARKING - NORTH SCALE:1/4" = 1'-0" 2 SCALE:1/4" = 1'-0" 1 2 C B A INSIDE FACE INSIDE FACE OF GIRT OF GIRT INSIDE FACE OF GIRT RIGID FRAME-1 INSIDE FACE OF GIRT SPRINKLER LINES TO FOLLOW LINE OF ROOF, TYP. SPRINKLER PIPING TO FOLLOW 16' - 0" 16' - 0" SLOPE OF ROOF, MAINTAIN MAINTAIN CLEAR OF TYP. CLEAR OF ALL ELEC, MECH, & ALL ELEC, SPRINKLER WORK REVISION MECH, & SPRINKLER WORK PRE-FINISHED METAL LINER EXPOSED PANEL TYP. DATE LATERAL BRACING PRE-FINISHED NO. METAL LINER LIGHT SWITCH, TYP. PANEL PEMB MFR TO ADJUST CABLE ANCHOR POINTS AS REQUIRED TO PROVIDE CLEARANCE FOR DOOR 4" EXPOSED AT CENTER OF BAY 8' - 3 1/2" TYP. CONCRETE BASE 4" EXPOSED CONCRETE BASE POWER OUTLET, TYP. 101 HEATED PARKING - EAST 101 HEATED PARKING - SOUTH 3 4 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" A A AIR INTAKE LOUVER 1' - 3" FUEL ISLAND EQUIPMENT, SEE FUEL ISLAND ELECTRICAL GWB / PT-1 DRAWINGS GWB / PT-1 GWB / PT-1 ELECTRICAL E SPOUT OUTLET R L EQUIPMENT, SEE E X GWB / PT-1 "8 T A D ELECTRICAL - N M AN X ' E " A 8' - 6" 3 C R 84 H @ O E O M" N T T 6 U N 3 ," E 8 C FINISHED FLR 1 @ LIGHT SWITCH POWER OUTLET FIRE EXTINGUISHER EYE WASH (EW) (FE) SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: 102 ELEC ROOM - NORTH 102 ELEC ROOM - EAST 102 ELEC ROOM - SOUTH 102 ELEC ROOM - WEST MOUNTING HEIGHTS BUILDING IDENTIFIER: 5 6 7 8 9 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE:1/2" = 1'-0" C.2 SHEET TITLE: INTERIOR ELEVATIONS GENERAL NOTES: 1. CONDUITS AND DEVICE BOXES TO BE SURFACE MOUNTED ON METAL WALL PANELS WITHIN THE HEATED PARKING AREA. LEAD: KW/RM DRAFTER: AM/ES DATE: 03/22/22 SHEET: A8.01 SHEET OF GENERAL: WIND DESIGN DATA: SUBMITTALS: SLUMP REQUIRED FOR PROPER PLACEMENT SHALL BE DETERMINED BY CONTRACTOR AND SUPPLIER, AND INCLUDED IN MIX DESIGN SUBMITTALS. FIELD MEASURED SLUMP SHALL CONFORM TO SUBMITTED CONCRETE MIX STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS AND ALL SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT FOR REVIEW PRIOR TO FABRICATION OR DESIGN. SLUMP SHALL CONFORM TO ASTM C94. WIND BASE SHEAR VW (N-S) = 75 KIPS ROLLUDA ARCHITECTS, INC. OTHER CONTRACT DOCUMENTS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS V CONSTRUCTION OF THESE ITEMS: 105 S MAIN ST, #323 W (E-W) = 50 KIPS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY THE ARCHITECT OF ALL DISCREPANCIES PRIOR TO SEATTLE, WA 98104 TOPPING SLABS ON METAL DECK: AT SLABS ON METAL DECK, ACCOUNT FOR DEFLECTION OF BEAMS AND METAL PHONE (206)624-4222 CONSTRUCTION. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE BUILDING LAYOUT DIMENSIONS ANALYTICAL PROCEDURE DIRECTIONAL PROCEDURE, ASCE 7 CHAPTER 27 CONCRETE MIX DESIGN STRUCTURAL STEEL DECK DURING PLACEMENT OF WET CONCRETE SUCH THAT TOP OF SLAB ELEVATION IS SCREEDED OFF LEVEL. FAX (206)624-4226 (GRID LAYOUTS, SITE COORDINATES, ETC). AMONGST ALL TRADES, INCLUDING SHOP FABRICATED ITEMS. TYPE OF STRUCTURE RIGID (ASCE 7 SECTION 26.9.2) CONCRETE REINFORCING STEEL DECK ADDITIONAL SLAB THICKNESS MAY VARY FROM - 0" TO + 1" TO ACCOMMODATE DEFLECTIONS. REFER TO DECK MANUFACTURER'S LITERATURE FOR APPROXIMATE DECK DEFLECTION VALUES. NOTIFY STRUCTURAL ENGINEER IF DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT BASIC WIND SPEED V = 110 MPH, ULTIMATE 3 SECOND GUST (ASCE 7 FIG 26.5-1A - 26.5-1D) EMBEDDED ITEMS IN CONCRETE TOTAL DEFLECTION EXCEEDS 1". CAMBERED BEAMS ARE DESIGNED TO BE APPROXIMATELY FLAT WHEN RISK CATEGORY IV SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF SUPPORTING THE WEIGHT OF WET CONCRETE. NOT ALL BEAMS ARE DESIGNED WITH CAMBER. 728 134th Street SW Suite 200 CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND ENGINEER. EXPOSURE CATEGORY B (ASCE 7 SECTION 26.7.3) CONTRACTOR SHALL REVIEW AND STAMP SUBMITTALS PRIOR TO SUBMISSION. DIMENSIONS AND QUANTITIES Everett, Washington 98204 ARE CONTRACTOR'S RESPONSIBILITY AND WILL NOT BE REVIEWED. CONTRACTOR SHALL BE RESPONSIBLE Ph: 425.741.3800 INTERNAL PRESSURE COEFFICIENT 0.18 (ASCE 7 FIGURE 26.11-1) FOR ALL MATERIALS PLACED PRIOR TO RECEIPT OF REVIEWED SHOP DRAWINGS. CONTRACTOR SHALL ALLOW MASS CONCRETE: CONCRETE PLACED IN MONOLITHIC PLACEMENTS WHERE THE MINIMUM OF ALL THREE www.reidmiddleton.com ALL TYPICAL DETAILS AND NOTES SHOWN ON THESE DRAWINGS ARE PART OF THE CONSTRUCTION A MINIMUM OF 10 WORKING DAYS FOR REVIEW. DIMENSIONS EXCEEDS 2'-6" SHALL BE CONSIDERED MASS CONCRETE AND SHALL BE SUBJECT TO THE APPLICABLE Â©Copyright 2022 Reid Middleton, Inc. CONTRACT AND SHALL BE PROVIDED BY THE CONTRACTOR. TYPICAL DETAILS MAY NOT NECESSARILY BE ENCLOSURE CLASSIFICATION ENCLOSED (ASCE 7 SECTION 26.10.1) REQUIREMENTS OF ACI 301, CHAPTER 8. INDICATED ON THE PLANS, BUT SHALL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. DIRECTIONALITY FACTOR Kd = 0.85 : MWFRS (ASCE 7 TABLE 26.6-1) SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF HAN CR AT O SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE ASTM C150 TYPE III CEMENT IS PROHIBITED. UNLESS OTHERWISE SPECIFIED, USE MODERATE OR LOW HEAT OF N F WASH C TOPOGRAPHIC FACTOR Kzt = 1.0 (ASCE 7 SECTION 26.8) L O IN K CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT BY INDICATING WHICH MATERIAL IS INTENDED TO BE HYDRATION CEMENT, BLENDED HYDRAULIC CEMENT WITH MODERATE OR LOW HEAT OF HYDRATION PROPERTIES, U E G E T T R A CONTRACTOR-INITIATED CHANGES: SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT FOR A O P FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS OR PORTLAND CEMENT WITH FLY ASH, POZZOLAN, OR GROUND-GRANULATED BLAST-FURNACE SLAG. ADDITIVES T N APPROVAL AT LEAST 10 WORKING DAYS PRIOR TO FABRICATION AND CONSTRUCTION. CHANGES SHOWN GUST EFFECT FACTOR G = 0.85 (ASCE 7 SECTION 26.9.1) CONTAINING CALCIUM CHLORIDE ARE PROHIBITED. APPROVED RETARDING, RETARDING HIGH-RANGE WATER S SPECIAL CONCENTRICALLY IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT S ON SHOP DRAWINGS OR SUBMITTALS ONLY WILL NOT SATISFY THIS REQUIREMENT. P T R DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY REDUCING, OR RETARDING PLASTICIZING ADMIXTURE SHALL BE USED. R R E R U E O C 37358 N E F T GI E THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. ES URAL EN IN SIO ENG CONTRACTOR RESPONSIBILITIES: DRAWINGS REPRESENT DESIGN OF STRUCTURE IN COMPLETED FORM. COMPONENTS AND CLADDING WIND PRESSURES NAL 8/22 THE TEMPERATURE OF CONCRETE AT TIME OF PLACEMENT SHALL NOT EXCEED 90 DEGREES FAHRENHEIT PER 2/2 CONTRACTOR SHALL BE RESPONSIBLE FOR METHODS, SEQUENCES, AND SAFETY PRECAUTIONS DEFERRED SUBMITTALS: DRAWINGS AND CALCULATIONS FOR BIDDER-DESIGNED COMPONENTS, SEALED BY ASTM C94. THE AMBIENT TEMPERATURE AT TIME OF PLACEMENT SHALL NOT EXCEED 90 DEGREES FAHRENHEIT REQUIRED TO PERFORM WORK. COMPONENTS AND CLADDING PRESSURE VALUES NOTED BELOW ARE BASED ON A 10 SQUARE-FOOT AREA. ACTUAL THE WASHINGTON STATE REGISTERED PROFESSIONAL STRUCTURAL ENGINEER RESPONSIBLE FOR THE OR BE LESS THAT 35 DEGREES FAHRENHEIT. THE MAXIMUM INTERNAL TEMPERATURE DURING CURING SHALL NOT DESIGN ELEMENTS MAY VARY AND SHOULD BE VERIFIED BASED ON SUPPLIER REQUIREMENTS. SEE DEFERRED DESIGN, SHALL BE SUBMITTED TO THE ARCHITECT FOR REVIEW OF GENERAL CONFORMANCE WITH THE EXCEED 160 DEGREES FAHRENHEIT. CONFORM TO THE REQUIREMENTS OF ACI 305.1 AND ACI 306.1 FOR HOT-WEATHER AND COLD-WEATHER CONCRETING, RESPECTIVELY. IF COOLING METHODS ARE EMPLOYED, THEY CONTRACTOR SHALL DESIGN AND PROVIDE TEMPORARY SHORING AND BRACING OF ALL STRUCTURAL SUBMITTAL REQUIREMENTS FOR ADDITIONAL INFORMATION. DESIGN OF THE BUILDING. DEFERRED SUBMITTALS INCLUDE: SHALL NOT INCREASE THE WATER-CEMENT RATIO OR SLUMP BEYOND ALLOWABLE LIMITS. THE CONCRETE SHALL MEMBERS, EXISTING CONSTRUCTION, AND SOIL EXCAVATION AS REQUIRED. SHORING AND BRACING SHALL BE COOLED GRADUALLY SO THAT THE SURFACE TEMPERATURE DROP DOES NOT EXCEED 20 DEGREES NOT BE REMOVED UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE CURTAIN WALL AND STOREFRONT SYSTEMS ROOF ZONE 1: 16/-43 PSF (ASCE 7 FIGURE 30.5-1) FAHRENHEIT IN ANY 24-HOUR PERIOD AFTER PLACEMENT. DRAWINGS, AND MATERIALS HAVE ACHIEVED DESIGN STRENGTH. SEISMIC BRACING AND ANCHORAGE OF MECHANICAL UNITS AND FIXTURES ROOF ZONE 1': 16/-28 PSF (ASCE 7 FIGURE 30.5-1) FALL ARREST STRUCTURE AND ANCHORAGE ROOF ZONE 2: 16/-54 PSF (ASCE 7 FIGURE 30.5-1) PRE-ENGINEERED METAL BUILDING SYSTEM SUBMIT DETAILED PROCEDURES, MATERIALS, MIX DESIGNS, AND THE TEST RESULTS INCLUDING HEAT OF ALL STRUCTURAL SYSTEMS COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY ROOF ZONE 3: 16/-71 PSF (ASCE 7 FIGURE 30.5-1) HYDRATION TEST DATA PER ASTM C186 TO THE ENGINEER BEFORE CONSTRUCTION OF MASS CONCRETE. THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE HORIZONTAL ZONE 4: 28/-29 PSF (ASCE 7 FIGURE 30.5-1) SUBMITTALS OF BIDDER-DESIGNED COMPONENTS SHALL INCLUDE LOCATIONS, MAGNITUDES, AND WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. DIRECTIONS OF ALL FORCES TRANSFERRED TO THE STRUCTURE. CALCULATIONS SUBMITTED FOR SHOTCRETE WHERE SHOWN ON THE DRAWINGS, SHALL BE INSTALLED IN ACCORDANCE WITH IBC SECTION 1908. HORIZONTAL ZONE 5: 28/-34 PSF (ASCE 7 FIGURE 30.5-1) BIDDER-DESIGNED COMPONENTS ARE FOR INFORMATION ONLY AND WILL NOT BE REVIEWED. REINFORCING LAP SPLICES SHALL BE DETAILED ON SHOP DRAWINGS AS NON-CONTACT LAP SPLICES WITH A DISCREPANCIES: IN CASE OF DISCREPANCIES BETWEEN DRAWINGS, SPECIFICATIONS, REFERENCE MINIMUM OF 2 INCHES CLEARANCE BETWEEN BARS. STANDARDS, OR GOVERNING CODE, THE MORE STRINGENT REQUIREMENTS SHALL GOVERN. CONTRACTOR EARTHQUAKE DESIGN DATA: SEISMIC BRACING AND ANCHORAGE OF MECHANICAL UNITS AND OTHER MECHANICAL AND ELECTRICAL SHALL NOTIFY THE ARCHITECT AND ENGINEER OF DISCREPANCIES AND OBTAIN DIRECTION PRIOR TO FIXTURES NOT SPECIFICALLY SHOWN ON THE PROJECT DRAWINGS SHALL BE DESIGNED BY A REGISTERED SHOTCRETE MAY BE USED IN LIEU OF OTHER CAST-IN-PLACE CONCRETE WALLS NOT SPECIFICALLY CALLED OUT AS SHOTCRETE WALLS, WHERE APPROVED. SHOTCRETE WILL NOT BE PERMITTED ON PILASTERS OR COLUMNS. PROCEEDING. NOTES ON INDIVIDUAL STRUCTURAL DRAWINGS SHALL TAKE PRIORITY OVER GENERAL THE SEISMIC-FORCE-RESISTING SYSTEM, ANALYTICAL PROCEDURE, AND SEISMIC BASE STRUCTURAL ENGINEER IN THE STATE WHERE THE PROJECT IS LOCATED. THE MECHANICAL AND ELECTRICAL STRUCTURAL NOTES. NOTED DIMENSIONS TAKE PRECEDENCE OVER SCALED DIMENSIONS. DO NOT SCALE DRAWINGS. SHEAR ARE PROVIDED BY THE PRE-ENGINEERED METAL BUILDING (PEMB) DESIGNER IN CONTRACTORS MUST RETAIN THE SERVICES OF A STRUCTURAL ENGINEER AND IS RESPONSIBLE FOR ALL COSTS SHOTCRETE WILL NOT BE PERMITTED AT OTHER HEAVILY REINFORCED CONCRETE UNLESS TEST PANELS ARE APPROVED. CONTRACTOR SHALL SUBMIT PROPOSED LOCATIONS OF SHOTCRETE WALLS FOR REVIEW. ACCORDANCE WITH 2018 IBC, AND WASHINGTON STATE AMENDMENTS. RELATED TO THE PURCHASE AND INSTALLATION OF SEISMIC BRACING AND ANCHORAGE OF THEIR SYSTEMS. SPECIFICATIONS: REFER TO SPECIFICATIONS FOR INFORMATION IN ADDITION TO THESE NOTES AND DRAWINGS. SEISMIC-FORCE-RESISTING SYSTEM: TO BE DETERMINED BY PRE-ENGINEERED METAL BUILDING SUPPLIER EMBEDDED ITEMS: CONDUIT AND SLEEVES SHALL NOT BE EMBEDDED IN OR PASS THROUGH CONCRETE CONCRETE: WITHOUT APPROVAL. ALUMINUM ITEMS SHALL NOT BE EMBEDDED IN CONCRETE. SUBMIT CONDUIT LAYOUT AND ANALYTICAL PROCEDURE: MODAL RESPONSE ANALYSIS ARCHITECTURAL: REFER TO ARCHITECTURAL DRAWINGS FOR ELEVATIONS, SLOPES, DEPRESSIONS, EMBEDDED ITEM PLANS TO THE ARCHITECT FOR REVIEW BY ENGINEER PRIOR TO PLACING CONCRETE. NON-BEARING WALLS, FASCIA, ELEVATORS, STAIRS, CURBS, DRAINS, RAILINGS, WATERPROOFING, FINISHES, ETC. SEISMIC BASE SHEAR: VE(N-S) = 395 KIPS (STRENGTH LEVEL) REFERENCE STANDARDS: CONCRETE SHALL CONFORM TO ALL REQUIREMENTS OF THE FOLLOWING (ASCE 7 SECTION 12.8.1) VE(E-W) = 395 KIPS (STRENGTH LEVEL) BONDING AGENT SHALL BE EPOXY RESIN BASED CONFORMING TO ASTM C881, TYPE V, GRADE 2. USE WHERE DOCUMENTS, EXCEPT AS MODIFIED BELOW: NEW CONCRETE IS PLACED AGAINST PREVIOUSLY PLACED OR EXISTING CONCRETE. PLACE IN STRICT SPECIAL INSPECTION PER IBC SECTION 1704, SHALL BE PERFORMED BY AN AGENCY APPROVED BY THE BUILDING SEISMIC RESPONSE COEFFICIENT: CS(N-S) = 0.225 ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS, INCLUDING PREPARATION OF EXISTING SURFACES. OFFICIAL AND AS OUTLINED IN THE STRUCTURAL INSPECTION SCHEDULES. ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE " (ASCE 7 SECTION 12.8.1.1) Cs (E-W) = 0.225 ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" NON-SHRINK GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 6,000 PSI AT 28 DAYS, BUT NOT STRUCTURAL OBSERVATION SHALL BE PERFORMED PER IBC SECTION 1704.6. SEISMIC IMPORTANCE FACTOR Ie 1.5 (OCCUPANCY CATEGORY IV, ASCE 7 TABLE 1.5-2) LESS THAN THE MATERIAL ON WHICH IT IS PLACED UPON. ACI 304 "GUIDE FOR MEASURING, MIXING, TRANSPORTING, AND PLACING CONCRETE" SITE CLASS D (ASCE 7 SECTION 11.4.2) ACI 311 "GUIDE FOR CONCRETE INSPECTION" FORM CAMBER: CONCRETE FORMWORK SHALL HAVE BUILT-IN CAMBER TO COMPENSATE FOR FORM CODES: RISK CATEGORY IV (ASCE TABLE 1.5-1) SAG UNDER WET CONCRETE LOAD. IN ADDITION TO STRUCTURAL CAMBER NOTED ON DRAWINGS, SS = 1.05 (ASCE 7 SECTION 11.4.1) ACI SP-15 * "FIELD REFERENCE MANUAL" ONE-WAY SLABS SHALL BE CAMBERED 1/1000 OF THE SPAN, UNLESS NOTED OTHERWISE. BUILDING CODE: ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE S1 = 0.38 (ASCE 7 SECTION 11.4.1) DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2018 EDITION, AS AMENDED BY SDS= 0.60 (ASCE 7 SECTION 21.4) * A COPY SHALL BE KEPT IN THE CONTRACTOR'S FIELD OFFICE AT ALL TIMES. CONSTRUCTION JOINTS IN WALLS SHALL BE KEYED IN ACCORDANCE WITH TYPICAL CONSTRUCTION THE STATE OF WASHINGTON. SD1= 0.72 (ASCE 7 SECTION 21.4) JOINT DETAILS SHOWN ON DRAWINGS OR, AT CONTRACTOR'S OPTION, SHALL BE AN INTENTIONALLY MATERIALS: ROUGHENED CONSTRUCTION JOINT DEFINED BY THE FOLLOWING: SEISMIC DESIGN CATEGORY D (ASCE 7 SECTION 11.6) STANDARDS: REFERENCE TO ASTM AND OTHER STANDARDS SHALL MEAN THE LATEST EDITION REFERENCED IN THE 2018 IBC, UNLESS NOTED IN THESE DOCUMENTS OR DESIGNATED BY THE GOVERNING CODE. RESPONSE MODIFICATION COEFFICIENT, TO BE DETERMINED BY PRE-ENGINEERED METAL BUILDING SUPPLIER CEMENT ASTM C150, C595 SURFACE OF JOINT SHALL BE SAND BLASTED OR ROUGHENED WITH A CHIPPING HAMMER TO EXPOSE AGGREGATE EMBEDDED IN PREVIOUS POUR. SYSTEM OVERSTRENGTH FACTOR, AND * AGGREGATES ASTM C33 REVISION DEFLECTION AMPLIFICATION FACTOR ADMIXTURES ASTM C260, C494, C1017 DESIGN CRITERIA REDUNDANCY FACTOR * * FLY ASH ASTM C618, CLASS F OR C EXPOSED AGGREGATE SHALL PROTRUDE LST2 1/4" MINIMUM. FLOOR AND ROOF DESIGN DATA : THE LFRS WILL CONSISTS OF PRE-ENGINEERED METAL BUILDING MOMENT FRAMES AND ROD-BRACED FRAMES. * AGGREGATES THAT EXHIBIT DELETERIOUS ACTIVITY WHEN EVALUATED IN ACCORDANCE WITH ASTM C33 APPENDIX XI SHALL NOT BE USED. 'SAND EQUIVALENT' FOR FINE AGGREGATE SHALL NOT BE LESS THAN 75. JOINT SURFACE SHALL BE CLEANED AND LST3 DATE LAITANCE REMOVED. IN ADDITION TO THE SELF WEIGHT, THE FOLLOWING LOADS ARE USED FOR DESIGN: GEOTECHNICAL * * MAXIMUM LOSS ON IGNITION SHALL BE 1%. NO. JOINT SHALL BE WETTED AND STANDING LST4 SOIL BEARING SURFACES AND FILL SHALL BE PREPARED IN ACCORDANCE WITH THE GEOTECHNICAL REPORT WATER REMOVED IMMEDIATELY BEFORE CONCENTRATED SUPERIMPOSED AND INSPECTED BY THE OWNER APPOINTED GEOTECHNICAL ENGINEER. CONCRETE MIXES SHALL BE PROPORTIONED TO ACHIEVE A WORKABLE MIX THAT CAN BE PLACED WITHOUT NEW CONCRETE IS PLACED. UNIFORM LIVE LIVE LOAD DEAD LOAD REDUCIBLE SEGREGATION OR EXCESS FREE SURFACE WATER. MIX DESIGNS SHALL BE SUBMITTED [ TO THE ARCHITECT ] LOAD (PSF) (LBS) (PSF) (SEE NOTE) FOR REVIEW BY ENGINEER PRIOR TO USE. COMPLY WITH IBC SECTION 1904. MIXES SHALL MEET OR EXCEED SUBMIT CONSTRUCTION JOINT LAYOUT LST5 GEOTECHNICAL REPORT REFERENCE: GEOTECHNICAL ENGINEERING DESIGN STUDY, THE FOLLOWING CRITERIA : PLAN TO THE ARCHITECT FOR REVIEW BY ADMINISTRATIVE SPACES 80 2,000 5 YES NORTH COUNTY DEVELOPMENT, ARLINGTON, WASHINGTON, PROJECT 19583-00, BY HART CROWSER, ENGINEER PRIOR TO PLACING CONCRETE. DATED JANUARY 15, 2021 SPECIFIED OFFICE PARTITIONS 15 - - NO COMPRESSIVE MAXIMUM EXPOSURE CLASS PARKING AND MAINTENANCE 100 3,000 5 NO STRENGTH (f'c) WATER/CEMENT (ACI 318-14 TABLES COORDINATION: SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS AND DIMENSIONS OF DOOR AND FOOTINGS SHALL BE FOUNDED AT LEAST 18 INCHES BELOW LOWEST ADJACENT EXTERIOR FINISHED GRADE. 19.3.1.1 AND 19.3.2.1) WINDOW OPENINGS IN CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF TYPE OF CONSTRUCTION AT 28 DAYS, UNO RATIO THE OWNER APPOINTED GEOTECHNICAL ENGINEER SHALL APPROVE FOOTING EXCAVATION / PREPARATION MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE CONSTRUCTION. SEE ARCHITECTURAL PRIOR TO PLACEMENT OF ALL FOOTINGS. FOOTING DEPTHS AND ELEVATIONS SHOWN ON DRAWINGS ARE DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER MINIMUM AND FOR GUIDANCE ONLY; CONTRACTOR SHALL ESTABLISH ACTUAL ELEVATIONS IN FIELD. BACKFILL FINISH DETAILS AT EXPOSED CONCRETE SURFACES. WHERE APPLICABLE, LIVE LOADS HAVE BEEN REDUCED PER IBC SECTION 1607.10.2 BEHIND ALL WALLS AND PROVIDE FOR SUBSURFACE DRAINAGE AS RECOMMENDED IN THE GEOTECHNICAL REPORT. CONCRETE EXPOSED TO WEATHER 4,500 PSI 0.45 F2, S0, W0, C1 (EXTERIOR FOUNDATION WALLS, EXTERIOR SNOW DESIGN DATA: FOOTINGS WITHIN 1'-6" OF FINISHED GRADE), SOIL PROFILE TYPE SITE CLASS "D" EXTERIOR SLABS-ON-GRADE ALLOWABLE VERTICAL DESIGN PRESSURE 3,000 PSF GROUND SNOW LOAD Pg = 20 PSF (ASCE 7 FIGURE 7-1) BELOW-GRADE CONCRETE (INTERIOR 4,000 PSI 0.55 F1, S0, W0, C1 FOUNDATIONS AND EXTERIOR FOOTINGS FLAT - ROOF SNOW LOAD Pf = 25 PSF MINIMUM UNIFORM SNOW (MINIMUM SNOW LATERAL EARTH PRESSURE, LEVEL BACKFILL: BELOW 1'-6" FROM FINISHED GRADE) IN ACCORDANCE WITH SEAW WHITE PAPER 8-2010) UNRESTRAINED (ACTIVE) 35 PCF MISCELLANEOUS EXTERIOR CONCRETE 4500 PSI 0.45 F2, S0, W0, C1 SNOW EXPOSURE FACTOR Ce = 0.9 (ASCE 7 TABLE 7-2) (SLABS, SIDEWALKS AND SITE WALLS) RESTRAINED (AT-REST) 55 PCF SNOW LOAD IMPORTANCE FACTOR Is = 1.2 (RISK CATEGORY IV, ASCE 7 SECTION 7.3.3) INTERIOR SLABS-ON-GRADE 4,000 PSI 0.40 * * F0, S0, W0, C1 THERMAL FACTOR Ct = 1.0 (ASCE 7 TABLE 7-3) SEISMIC SURCHARGE 6H (PSF) * * WATER-CEMENTITIOUS MATERIAL RATIO FOR INTERIOR SLABS SHALL BE 0.40 UNLESS OTHERWISE NOTED. ALLOWABLE PASSIVE PRESSURE 325 PCF, FS = 1.5 RAIN LOAD DATA: ALLOWABLE FRICTION COEFFICIENT 0.40, FS = 1.5 CONCRETE MIXES SHALL MEET OR EXCEED THE REQUIREMENTS SPECIFIED ABOVE. MIXES SHALL BE RAIN INTENSITY 1 IN/HR (IBC FIGURE 1611.1) SUBMITTED TO THE ENGINEER AND BUILDING OFFICIAL FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE AND SHALL INCLUDE THE AMOUNTS OF CEMENT, CEMENTITIOUS MATERIAL, FINE AND COARSE RAIN LOAD 18 PSF (IBC FIGURE 1611.1) AGGREGATE, WATER AND ADMIXTURES, AS WELL AS THE WATER-CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 318, CHAPTER 26. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT IN FORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. ADMIXTURES: ALL CONCRETE, INCLUDING SLABS ON GRADE, SHALL HAVE A WATER-REDUCING ADMIXTURE COMPLYING WITH ASTM C494 ADDED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. CALCIUM CHLORIDE OR OTHER CHLORIDE ADMIXTURES SHALL NOT BE USED. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 ALL HORIZONTAL SURFACES EXPOSED TO WEATHER SHALL CONTAIN AN AIR-ENTRAINING AGENT COMPLYING PROJECT: WITH ASTM C260. THE AMOUNT OF ENTRAINED AIR SHALL BE IN ACCORDANCE WITH ACI 318-14 TABLE 19.3.3.1. TESTS FOR AIR CONTENT SHALL BE MADE AT THE DISCHARGE END OF THE TRUCK'S PLACING HOSE IN BUILDING IDENTIFIER: ACCORDANCE WITH ASTM C173. WATER / CEMENT RATIO SHALL BE MEASURED BY WEIGHT AND BE BASED ON TOTAL CEMENTITIOUS C.2 MATERIAL, INCLUDING CEMENT AND POZZOLANS SUCH AS FLY ASH AND SILICA FUME. SHEET TITLE: MAXIMUM AGGREGATE SIZE SHALL BE 1 INCH NOMINAL MAX, BUT NOT MORE THAN 3/4 TIMES THE CLEAR GENERAL DISTANCE BETWEEN REINFORCING BARS NOR 1/5 TIMES THE NARROWEST DIMENSION BETWEEN SIDES OF STRUCTURAL FORMS. MAXIMUM AGGREGATE SIZE FOR SLABS ON GRADE SHALL BE 1/3 TIMES THE SLAB THICKNESS. NOTES LEAD: PNC DRAFTER: RLC DATE: 2/28/2022 SHEET: S0.01 SHEET OF CONCRETE REINFORCEMENT: REFERENCE STANDARDS: CONCRETE REINFORCEMENT SHALL CONFORM TO ALL REQUIREMENTS ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 OF THE FOLLOWING CODES, SPECIFICATIONS, AND STANDARDS, EXCEPT AS MODIFIED BELOW: SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE" ACI SP-66 "ACI DETAILING MANUAL" ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" CRSI "PLACING REINFORCING BARS" CRSI "MANUAL OF STANDARD PRACTICE" 728 134th Street SW Suite 200 Everett, Washington 98204 MSP-1 WRI "WELDED WIRE FABRIC MANUAL OF STANDARD PRACTICE" Ph: 425.741.3800 www.reidmiddleton.com Â©Copyright 2022 Reid Middleton, Inc. MATERIALS: DEFORMED BARS ASTM A615, GRADE 60 HAN CR AT O SEISMIC DEFORMED BARS * ASTM A706, GRADE 60 LOW ALLOY N F WASH C L O IN K SMOOTH WELDED WIRE ASTM A185, Fy = 56KSI (W1.2 AND SMALLER) U E G E T T R A A O P (65 KSI FOR W1.4 AND LARGER) T N S DEFORMED WELDED WIRE ASTM A497, 70 KSI YIELD S P T R R R E R U E DEFORMED BAR ANCHORS ASTM A496, 75 KSI YIELD O C 37358 N E F T GI E BAR SUPPORTS CONFORM TO CHAPTER 3, CRSI MSP-1 ES URAL EN IN SIO ENG NAL 22 WELDED HEADED STUDS ASTM A108 2/28/ * SEISMIC DEFORMED BARS SHALL BE USED FOR LONGITUDINAL REINFORCEMENT IN COLUMNS, PILES, STRUT MEMBERS, COUPLING BEAMS, VERTICAL REINFORCEMENT IN SHEAR WALLS, AND MOMENT FRAMES. ASTM A615, GRADE 60 BARS MAY BE USED IF: ACTUAL YIELD STRENGTH BASED ON MILL TESTS DOES NOT EXCEED THE SPECIFIED STRENGTH BY MORE THAN 18 KSI (RETESTS SHALL NOT EXCEED THIS VALUE BY MORE THAN AN ADDITIONAL 3 KSI) AND RATIO OF ACTUAL TENSILE STRENGTH TO ACTUAL YIELD STRENGTH IS NOT LESS THAN 1.25. IF MILL TEST REPORTS ARE NOT AVAILABLE, LST2 REINFORCEMENT SHALL BE TESTED PER THE SPECIFICATIONS AT THE CONTRACTOR S EXPENSE. REINFORCEMENT SHALL BE PLACED AND SUPPORTED IN ACCORDANCE WITH CRSI MSP-1. REINFORCEMENT SHALL BE DETAILED IN ACCORDANCE WITH ACI SP-66. NO BENDING OR STRAIGHTENING OF REINFORCEMENT WILL BE PERMITTED AFTER PARTIAL EMBEDMENT IN CONCRETE. LAP SPLICE ALL CONTINUOUS REINFORCEMENT IN ACCORDANCE WITH REINFORCEMENT SPLICE AND DEVELOPMENT LENGTH SCHEDULE, SHEET S5.02. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 1 CROSS WIRE SPACING + 2" OR 8" WHICHEVER IS GREATER. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS OTHERWISE NOTED ON THE DRAWINGS OR APPROVED BY THE ENGINEER. WELDING OR TACK WELDING OF REINFORCING BARS OUTSIDE OF PLASTIC HINGE REGIONS TO OTHER BARS OR TO PLATES, ANGLES, ETC IS PROHIBITED, EXCEPT WHERE SPECIFICALLY APPROVED. WHERE WELDING IS APPROVED, IT SHALL BE DONE BY AWS /WABO CERTIFIED WELDERS USING E9018 ELECTRODES. WELDING PROCEDURES SHALL COMPLY WITH AWS-D1.4. MECHANICAL SPLICING OF REINFORCING BARS SHALL BE THE FOLLOWING SYSTEMS AND SHALL DEVELOP A MINIMUM OF 125% OF THE SPECIFIED YIELD STRENGTH OF THE BARS: LENTON STANDARD, LENTON LOCK, LENTON FORMSAVER, DAYTON SUPERIOR BAR LOCK L-SERIES, DAYTON SUPERIOR DBDI MECHANICAL SPLICE SYSTEM. MECHANICAL SPLICES SHALL BE INSTALLED PER MANUFACTURER'S INSTRUCTIONS AND APPLICABLE ICC OR IAPMO EVALUATION REPORTS. REVISION CONCRETE COVER: UNLESS NOTED OTHERWISE, MINIMUM CONCRETE COVER FOR REINFORCEMENT SHALL BE: SLABS ON GRADE 2" BOTTOM DATE INTERIOR WALL FACES 3/4" (#11 AND SMALLER), 1 1/2" (#14 AND #18) EXPOSED FORMED WALL FACES 1 1/2" (#5 AND SMALLER), 2" (#6 AND LARGER) NO. FOOTINGS 3" (EXCEPT 2" TOP AND FORMED SIDES) CONCRETE ANCHORAGE: EXPANSION BOLTS INTO CONCRETE SHALL BE ONE OF THE FOLLOWING. INSTALL PER MANUFACTURER'S INSTRUCTIONS AND APPLICABLE IAPMO OR ICC-ES REPORTS. NOMINAL EMBEDMENT DEPTH SHALL BE AS NOTED BELOW, UNLESS NOTED OTHERWISE. HILTI KWIK BOLT TZ (ESR-1917) 3/8" EXPANSION BOLTS 2 5/16" 1/2" EXPANSION BOLTS 3 5/8" 5/8" EXPANSION BOLTS 4 7/16" 3/4" EXPANSION BOLTS 5 9/16" SIMPSON STRONG-BOLT 2 (ESR 3037) 3/8" EXPANSION BOLTS 2 7/8" 1/2" EXPANSION BOLTS 3 7/8" 5/8" EXPANSION BOLTS 5 1/8" 3/4" EXPANSION BOLTS 5 3/4" DEWALT POWER STUD+ SD2 (ESR 2502) 3/8" EXPANSION BOLTS 2 3/8" 1/2" EXPANSION BOLTS 3 3/4" 5/8" EXPANSION BOLTS 4 7/8" 3/4" EXPANSION BOLTS 5 3/4" EPOXY-GROUTED RODS OR REBAR TO CONCRETE SHALL BE GROUTED WITH ONE OF THE FOLLOWING: HILTI HIT-RE 500-V3 (ESR 3814), HILTI HIT-HY200 (ESR-3187), SIMPSON SET-XP (ESR 2508), OR DEWALT PURE110+ (ESR-3298). INSTALL PER MANUFACTURER'S INSTRUCTIONS AND APPLICABLE IAPMO OR ICC-ES REPORTS. EMBEDMENT DEPTHS SHALL BE AS NOTED BELOW, UNLESS NOTED OTHERWISE. 3/8" ROD OR #3 BAR 4" 1/2" ROD OR #4 BAR 5" 5/8" ROD OR #5 BAR 7" 3/4" ROD OR #6 BAR 9" 7/8" ROD OR #7 BAR 12" 1" ROD OR #8 BAR 15" HEAVY DUTY SCREW ANCHORS INTO CONCRETE SHALL BE SIMPSON TITEN HD (ESR-2713), DEWALT SCREW-BOLT+ (ESR-3889) OR HILTI KWIK HUS EZ (ESR-3027). DRIVE PINS AND OTHER POWDER-ACTUATED FASTENERS SHALL BE ITW RAMSET/RED HEAD (ESR-1799), HILTI XU LOW VELOCITY (ESR-2269), OR DEWALT POWER ACTUATED FASTENERS (ESR-2024). SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: UNDERCUT ANCHORS SHALL BE USP DUC (ESR-1970), HILTI HDA (ESR-1546) OR BUILDING IDENTIFIER: POWERS ATOMIC+ UNDERCUT ANCHOR (ESR-3067). POST-INSTALLED ANCHORS SHALL NOT BE USED AS SUBSTITUTES FOR CAST-IN-PLACE ANCHOR BOLTS OR C.2 REINFORCING STEEL UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. PRODUCT SUBSTITUTES PROPOSED BY THE CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH IAPMO SHEET TITLE: OR ICC-ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. GENERAL STRUCTURAL NO REINFORCING BARS SHALL BE CUT TO PLACE POST-INSTALLED ANCHORS. ALL DEFECTIVE ANCHOR HOLES NOTES SHALL BE GROUTED WITH EPOXY ADHESIVE AND A NEW HOLE DRILLED A MINIMUM OF 3 BOLT DIAMETERS AWAY. LEAD: PNC DRAFTER: RLC DATE: 2/28/2022 SHEET: S0.02 SHEET OF SEE EARTHQUAKE DESIGN DATA SECTION OF THE GENERAL STRUCTURAL NOTES ON S0.01 FOR SEISMIC-FORCE RESISTING-SYSTEMS. SEISMIC BOLTING SPECIAL INSPECTION OF CONCRETE CONSTRUCTION SEISMIC-FORCE-RESISTING SYSTEMS (INCLUDING DRAG STRUTS AND CHORDS) ARE SUBJECT TO SPECIAL INSPECTION IN ROLLUDA ARCHITECTS, INC. QC QA ACCORDANCE WITH THE FOLLOWING SEISMIC AND NON-SEISMIC TABLES. STRUCTURAL SYSTEMS NOT PART OF THE SEISMIC-FORCE- REFERENCED IBC REFERENCED IBC 105 S MAIN ST, #323 VISUAL INSPECTION TASK PRIOR TO WELDING STANDARD VERIFICATION AND INSPECTION CONTINUOUS PERIODIC 1 SEATTLE, WA 98104 RESISTING SYSTEM NEED ONLY BE INSPECTED IN ACCORDANCE WITH NON-SEISMIC TABLES. TASK DOC TASK DOC REFERENCE STANDARD REFERENCE PHONE (206)624-4222 FAX (206)624-4226 PROPER FASTENERS SELECTED FOR THE JOINT DETAIL O - O - 1. INSPECT REINFORCEMENT AND PLACEMENT ACI 318: CH. 20, 25.2, - X 1908.4 STRUCTURAL STEEL SPECIAL INSPECTION PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL O - O - 25.3, 26.6.1 - 26.6.3 CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE 2. REINFORCING BAR WELDING: SPECIAL INSPECTION FOR STRUCTURAL STEEL SHALL BE ACCORDANCE WITH AISC 341, AISC 360, AND THE FOLLOWING INFORMATION. FAYING SURFACE CONDITION AND HOLE PREPARATION, IF O - O - a. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN SPECIFIED, MEET APPLICABLE REQUIREMENTS - X 728 134th Street SW Suite 200 TASK - INDICATES WHETHER TO OBSERVE OR PERFORM (OR BOTH) THE INSPECTION TASK. AISC 341 CH. J 1705.12.1 ASTM A706 Everett, Washington 98204 DOC - THE INSPECTOR SHALL PREPARE REPORTS INDICATING THAT THE WORK HAS BEEN PERFORMED IN ACCORDANCE WITH AWS D1.4 Ph: 425.741.3800 PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION - THE CONTRACT DOCUMENTS. P D P D b. INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM 5/16" - X ACI 318: 26.6.4 www.reidmiddleton.com PERSONNEL OBSERVED FOR FASTENER ASSEMBLIES AND Â©Copyright 2022 Reid Middleton, Inc. O - THESE FUNCTIONS ON A RANDOM, DAILY BASIS, OPERATIONS NEED NOT BE DELAYED PENDING INSPECTIONS. FREQUENCY METHOD USED c. INSPECT ALL OTHER WELDS X - OF OBSERVATIONS SHALL BE ADEQUATE TO CONFIRM THAT THE WORK HAS BEEN PERFORMED INACCORDANCE WITH THE APPLICABLE DOCUMENTS. PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS 3. INSPECT ANCHORS CAST IN CONCRETE - X ACI 318: 17.8.2 - O - O - HAN CR AND OTHER FASTENER COMPONENTS AT O P - PERFORM, FOR EACH JOINT OR MEMBER PRIOR TO THE FINAL ACCEPTANCE OF THE ITEM. 4. INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE N F WASH C L O IN K QC - TASKS INDICATED AS "QC" SHALL BE EXECUTED BY THE FABRICATOR AND ERECTOR IN ACCORDANCE WITH AISC 360 CHAPTER N. QC QA 2 U E G E MEMBERS A T T R REFERENCED IBC A O P QA - TASKS INDICATED AS "QA" SHALL BE EXECUTED BY THE SPECIAL INSPECTOR IN ACCORDANCE WITH AISC 360 CHAPTER N. VISUAL INSPECTION TASK DURING BOLTING T N TASK DOC TASK DOC STANDARD REFERENCE a. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR S S UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED X - ACI 318: 17.8.2.4 - P T R R R E R U E FASTENER ASSEMBLIES PLACED IN ALL HOLES AND WASHER O C 37358 N E STEEL DETAILS O - O - TENSION LOADS F T GI E (IF REQUIRED) ARE POSITIONED AS REQUIRED ES URAL EN IN SIO ENG b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT NAL 8/22 INSPECTION TASKS QC QA REFERENCED JOINT BOUGHT TO THE SNUG TIGHT CONDITION PRIOR TO O - O - DEFINED IN 4a - X ACI 318: 17.8.2 - 2/2 STANDARD THE PRETENSIONING OPERATION AISC 341 CH. J 1705.12.1 5. VERIFY USE OF REQUIRED DESIGN MIX 1904.1, INSPECT THE FABRICATED STEEL AND ERECTED STEEL FRAME TO VERIFY COMPLIANCE WITH FASTENER COMPONENT NOT TURNED BY THE WRENCH 1904.2, THE DETAILS SHOWN ON THE CONSTRUCTION DOCUMENTS, SUCH AS BRACES, STIFFENERS, QC QA AISC 360 CH. N PREVENTED FROM ROTATING O - O - ACI 318: - X 1908.2, MEMBER LOCATIONS AND PROPER APPLICATION OF JOINT DETAILS AT EACH CONNECTION CH. 19, 26.4.3, 26.4.4 1908.3, BOLTS ARE PRETENSIONED PROGRESSING SYSTEMATICALLY O - O - 1908.10 FROM THE MOST RIGID POINT TOWARD THE FREE EDGES 6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS ASTM C 172 WELDING QC QA REFERENCED FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT X - ASTM C 31 1908.10 VISUAL INSPECTION TASK AFTER BOLTING IBC TASK DOC TASK DOC STANDARD REFERENCE TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE ACI 318: 26.4, 26.12 INSPECTION TASKS PRIOR TO WELDING REFERENCED IBC 1908.6, STANDARD REFERENCE DOCUMENT ACCEPTED AND REJECTED CONNECTIONS P D P D AISC 341 CH. J 1705.12.1 7. INSPECT CONCRETE PLACEMENT FOR PROPER APPLICATION X - ACI 318: 26.5 1908.7, TECHNIQUES INSPECTION TASKS PRIOR TO WELDING QC QA 1908.8 WELDING PROCEDURE SPECIFICATIONS (WPSS) AVAILABLE P P 8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE - X ACI 318: 26.5.3-26.5.5 1908.9 AND TECHNIQUES MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE P P COLD-FORMED STEEL DECKS 9. INSPECT PRESTRESSED CONCRETE FOR: MATERIAL IDENTIFICATION (TYPE / GRADE) O O REFERENCED IBC a. APPLICATION OF PRESTRESSING FORCES X - WELDER IDENTIFICATION SYSTEM 1 O O INSPECTION OR EXECUTION TASKS PRIOR TO DECK PLACEMENT QC QA ACI 318: 26.10 - STANDARD REFERENCE b. GROUTING OF BONDED PRESTRESSING TENDONS X - FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY), JOINT PREPARATION, AISC 360 CH. N 1705.2.1 VERIFY COMPLIANCE OF MATERIALS (DECK AND DECK ACCESSORIES) WITH CONSTRUCTION DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL), CLEANLINESS AND AWS D1.1 P P 10. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS - X ACI 318: 26.8 - O O DOCUMENTS, INCLUDING PROFILES, MATERIAL PROPERTIES, AND BASE METAL THICKNESS SDI-QA / QC-2011 1705.2.2 (CONDITION OF STEEL SURFACES), TACKING (TACK WELD QUALITY AND LOCATION), 11. VERIFY IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF BACKING TYPE AND FIT (IF APPLICABLE) DOCUMENT ACCEPTANCE OR REJECTION OF DECK AND DECK ACCESSORIES P P TENDONS IN POST-TENSIONED CONCRETE AND PRIOR TO REMOVAL - X ACI 318: 26.11.2 - CONFIGURATION AND FINISH OF ACCESS HOLES O O REFERENCED IBC OF SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS INSPECTION OR EXECUTION TASKS AFTER DECK PLACEMENT QC QA STANDARD REFERENCE FIT-UP OF FILLET WELDS, DIMENSIONS (ALIGNMENT, GAPS AT ROOT), CLEANLINESS O O 12. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF - X ACI 318: 26.11.1.2 2 - (CONDITION OF STEEL SURFACES), TACKING (TACK WELD QUALITY AND LOCATION) VERIFY COMPLIANCE OF DECK AND ALL DECK ACCESSORIES INSTALLATION WITH CONSTRUCTION THE CONCRETE MEMBER BEING FORMED P P DOCUMENTS CHECK WELDING EQUIPMENT O - 1 WHERE APPLICABLE, SEE ALSO IBC SECTION 1705.12, SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE. SPECIFIC REQUIREMENTS FOR VERIFY DECK MATERIALS ARE REPRESENTED BY THE MILL CERTIFICATIONS THAT COMPLY WITH SDI-QA / QC-2011 1705.2.2 REFERENCED IBC N/A P SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSUED BY AN APPROVED SOURCE IN INSPECTION TASKS DURING WELDING THE CONSTRUCTION DOCUMENTS STANDARD REFERENCE ACCORDANCE WITH 17.8.2 IN ACI 318, OR OTHER QUALIFICATION PROCEDURES. WHERE SPECIFIC REQUIREMENTS ARE NOT PROVIDED INSPECTION TASKS DURING WELDING QC QA DOCUMENT ACCEPTANCE OR REJECTION OF INSTALLATION OF DECK AND DECK ACCESSORIES P P 2 SPECIAL INSPECTION REQUIREMENTS SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL AND SHALL BE APPROVED USE OF QUALIFIED WELDERS O O REFERENCED IBC BY THE BUILDING OFFICIAL PRIOR TO THE COMMENCEMENT OF WORK. INSPECTION OR EXECUTION TASKS PRIOR TO WELDING QC QA STANDARD REFERENCE CONTROL AND HANDLING OF WELDING CONSUMABLES, PACKAGING, EXPOSURE CONTROL O O NO WELDING OVER CRACKED TACK WELDS O O WELDING PROCEDURE SPECIFICATIONS (WPS) AVAILABLE O O NON-STRUCTURAL COMPONENTS SEISMIC REQUIREMENTS FOR NONSTRUCTURAL COMPONENTS ENVIRONMENTAL CONDITIONS, WIND SPEED WITHIN LIMITS, PRECIPITATION AND AISC 360 CH. N MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE O O O O 1705.2.1 SDI-QA / QC-2011 1705.2.2 REFERENCED IBC TEMPERATURE AND AWS D1.1 MATERIAL IDENTIFICATION (TYPE / GRADE) O O VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC STANDARD REFERENCED WPS FOLLOWED, SETTINGS ON WELDING EQUIPMENT, TRAVEL SPEED, SELECTED CHECK WELDING EQUIPMENT O O 1. DESIGNATED SEISMIC SYSTEM 1 WELDING MATERIALS, SHIELDING GAS TYPE / FLOW RATE, PREHEAT APPLIED, INTERPASS O O TEMPERATURE MAINTAINED (MINIMUM / MAXIMUM), PROPER POSITION (F , V , H , OH) INSPECTION OR EXECUTION TASKS DURING WELDING QC QA REFERENCED IBC a. VERIFY THE LABEL, ANCHORAGE AND MOUNTING ASCE 7 STANDARD REFERENCE X 1705.12.4 WELDING TECHNIQUES, INTERPASS AND FINAL CLEANING, EACH PASS WITHIN PROFILE CONFORMS TO THE CERTIFICATE OF COMPLIANCE SECTION 13.2 O O LIMITATIONS, EACH PASS MEETS QUALITY REQUIREMENTS USE OF QUALIFIED WELDERS O O 2. ARCHITECTURAL COMPONENTS REVISION REFERENCED IBC CONTROL AND HANDLING OF WELDING CONSUMABLES O O INSPECTION TASKS AFTER WELDING SDI-QA / QC-2011 1705.2.2 a. ERECTION AND FASTENING OF STANDARD REFERENCE 2 X - 1705.12.5 ENVIRONMENTAL CONDITIONS (WIND SPEED, MOISTURE, TEMPERATURE) O O b. EXTERIOR CLADDING INSPECTION TASKS AFTER WELDING QC QA WPS FOLLOWED O O b. ERECTION AND FASTENING OF INTERIOR AND WELDS CLEANED O O EXTERIOR NON-BEARING WALLS 2 X - 1705.12.5 REFERENCED IBC SIZE, LENGTH AND LOCATION OF WELDS P P INSPECTION OR EXECUTION TASKS AFTER WELDING QC QA STANDARD REFERENCE DATE c. ERECTION AND FASTENING OF INTERIOR AND 2 X - 1705.12.5 WELDS MEET VISUAL ACCEPTANCE CRITERIA, CRACK PROHIBITION, WELD / BASE-METAL P P VERIFY SIZE AND LOCATION OF WELDS, INCLUDING SUPPORT, SIDELAP, AND PERIMETER WELDS P P EXTERIOR VENEER NO. FUSION, CRATER CROSS SECTION, WELD PROFILES, WELD SIZE, UNDERCUT, POROSITY AISC 360 CH. N d. ANCHORAGE OF ACCESS FLOORS X - 1705.12.5.1 1705.2.1 WELDS MEET VISUAL ACCEPTANCE CRITERIA P P ARC STRIKES P P AND AWS D1.1 SDI-QA / QC-2011 1705.2.2 VERIFY REPAIR ACTIVITIES P P e. ROOF COVERINGS X - 1705.12.5 2 k-AREA 2 P P DOCUMENT ACCEPTANCE OR REJECTION OF WELDS P P f. SUSPENDED CEILING SYSTEMS X - 1705.12.5 2 BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED) P P REPAIR ACTIVITIES P P INSPECTION OR EXECUTION TASKS PRIOR TO MECHANICAL FASTENING QC QA REFERENCED IBC 3. PLUMBING, MECHANICAL AND ELECTRICAL COMPONENTS STANDARD REFERENCE DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER P P a. ANCHORAGE OF ELECTRICAL EQUIPMENT FOR X - 1705.12.6 MANUFACTURER INSTALLATION INSTRUCTIONS AVAILABLE FOR MECHANICAL FASTENERS O O EMERGENCY AND STANDBY POWER SYSTEMS 1 THE FABRICATOR OR ERECTOR, AS APPLICABLE, SHALL MAINTAIN A SYSTEM BY WHICH A WELDER WHO HAS WELDED A JOINT OR PROPER TOOLS AVAILABLE FOR FASTENER INSTALLATION O O SDI-QA / QC-2011 1705.2.2 b. ANCHORAGE OF OTHER ELECTRICAL EQUIPMENT X - 1705.12.6 MEMBER CAN BE IDENTIFIED. STAMPS, IF USED, SHALL BE THE LOW-STRESS TYPE. PROPER STORAGE FOR MECHANICAL FASTENERS O O c. INSTALLATION AND ANCHORAGE OF PIPING SYSTEM 2 WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES OR STIFFENERS HAS BEEN PERFORMED IN THE k-AREA, VISUALLY INSPECT IBC DESIGNED TO CARRY HAZARDOUS MATERIALS AND X - 1705.12.6 REFERENCED THE WEB k-AREA FOR CRACKS WITHIN 3 INCHES OF WELD. INSPECTION OR EXECUTION TASKS DURING MECHANICAL FASTENING QC QA THERE ASSOCIATED MECHANICAL UNITS STANDARD REFERENCE d. INSTALLATION AND ANCHORAGE OF DUCTWORK FASTENERS ARE POSITIONED AS REQUIRED O O X - 1705.12.6 SDI-QA / QC-2011 1705.2.2 DESIGNED TO CARRY HAZARDOUS MATERIALS REQUIRED VERIFICATION AND INSPECTION OF SOILS FASTENERS ARE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS O O e. INSTALLATION AND ANCHORAGE OF VIBRATION REFERENCED IBC ISOLATION SYSTEM WHERE THE NOMINAL CLEARANCE REFERENCE IBC INSPECTION OR EXECUTION TASKS DURING MECHANICAL FASTENING QC QA X - 1705.12.6 VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC STANDARD REFERENCE BETWEEN THE EQUIPMENT SUPPORT FRAME AND STANDARD REFERENCE RESTRAIN IS 1/4 INCH OR LESS CHECK SPACING, TYPE, AND INSTALLATION OF SUPPORT FASTENERS P P 1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO - X - 1705.6 4. STORAGE RACK ACHIEVE THE DESIGN BEARING CAPACITY CHECK SPACING, TYPE, AND INSTALLATION OF SIDELAP FASTENERS P P a. ANCHORAGE OF STORAGE RACKS 8 FEET OR GREATER 2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE CHECK SPACING, TYPE, AND INSTALLATION OF PERIMETER FASTENERS P P SDI-QA / QC-2011 1705.2.2 X - 1705.12.7 - X - 1705.6 IN HEIGHT REACHED PROPER MATERIAL VERIFY REPAIR ACTIVITIES P P 1 THE LATERAL FORCE RESISTING SYSTEM SHALL INCLUDE THE BUCKLING RESTRAINED BRACES AND THEIR CONNECTIONS, 3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL - X - 1705.6 DOCUMENT ACCEPTANCE OR REJECTION OF MECHANICAL FASTENERS P P INCLUDING WELDS AND BOLTS. THE LATERAL FORCE RESISTING SYSTEM SHALL ALSO INCLUDE STRUTS AND THEIR MATERIALS CONNECTIONS. 4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES X - - 1705.6 COLD-FORMED STEEL LIGHT GAUGE CONSTRUCTION 2 THE EXCEPTION PROVIDED IN SECTION 1705.12.5 SHALL NOT BE APPLIED TO ARCHITECTURAL ELEMENTS NOTED. INSPECTION DURING PLACEMENT AND COMPACTION OF COMPACTED FILL IS REQUIRED FOR THESE ELEMENTS. 5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC REFERENCED IBC VERIFY THAT SITE HAS BEEN PREPARED PROPERLY - X - 1705.6 STANDARD REFERENCE TESTS 1. WELDING OF SEISMIC OR WIND ELEMENTS X - 1705.12.3 CONCRETE 2. SCREW ATTACHMENT, BOLTING, ANCHORING AND FASTENING OF SHEAR 1705.11.2, WALLS, BRACES, DIAPHRAGMS, COLLECTORS / DRAG STRUTS AND X - a. VERIFICATION OF SPECIFIED CONCRETE COMPRESSIVE STRENGTH, f 'c , IN ACCORDANCE WITH ACI 318-14 SECTION 26.12. 1705.12.3 HOLDOWNS b. VERIFICATION OF SPECIFIED AIR CONTENT, SLUMP, AND TEMPERATURE IN ACCORDANCE WITH ACI 318-14 SECTION 26.12 AT TIMES FRESH CONCRETE IS SAMPLED. c. VERIFICATION OF SPECIFIED SHOTCRETE COMPRESSIVE STRENGTH, f 'c, IN ACCORDANCE WITH IBC 1908.10 AT LEAST ONCE PER SHIFT, BUT NOT LESS THAN 50 CUBIC YARDS OF SHOTCRETE. GEOTECHNICAL SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 a. VERIFICATION OF SPECIFIED FILL CLASSIFICATION MOISTURE CONTENT, AND DENSITY IN ACCORDANCE WITH THE GEOTECHNICAL REPORT. PROJECT: MASONRY BUILDING IDENTIFIER: a. VERIFICATION OF SLUMP OF FLOW AND VISUAL STABILITY INDEX (VSI) AS DELIVERED TO THE PROJECT SITE IN ACCORDANCE WITH SPECIFICATION ARTICLE 1.5 B.1.b.3 FOR SELF CONSOLIDATING GROUT. C.2 b. VERIFICATION OF F'M AND F'AAC IN ACCORDANCE WITH SPECIFICATION ARTICLE 1.4 B PRIOR TO CONSTRUCTION, EXCEPT WHERE SPECIFICALLY EXEMPTED BY THIS CODE. VERIFY SPECIFIED COMPRESSIVE STRENGTH, F'M, OF MASONRY EVERY 5,000 SQUARE FEET DURING CONSTRUCTION. SHEET TITLE: SPECIAL INSPECTION SCHEDULES LEAD: PNC DRAFTER: RLC DATE: 2/28/2022 SHEET: S0.03 SHEET OF ABBREVIATIONS ROLLUDA ARCHITECTS, INC. & AND d PENNYWEIGHT (NAILS) GA GAGE, GAUGE NF NEAR FACE SCHED SCHEDULE 105 S MAIN ST, #323 @ AT (d) DROPPED BEAM GALV GALVANIZED NIC NOT IN CONTRACT SECT SECTION SEATTLE, WA 98104 AB ANCHOR BOLT DB DIVIDER BEAM GB, GR BM GRADE BEAM NLG NAILING SHT SHEET PHONE (206)624-4222 FAX (206)624-4226 ABV ABOVE D-B DESIGN-BUILD GEN GENERAL NOM NOMINAL SHTHG SHEATHING ACI AMERICAN CONCRETE INSTITUTE DBA DEFORMED BAR ANCHOR GL, GLU LAM GLUE LAMINATED WOOD NO, # NUMBER SIM SIMILAR ADDL ADDITIONAL DBL DOUBLE GLB GLUE LAMINATED BEAM N-S NORTH-SOUTH SJI STEEL JOIST INSTITUTE ADJ ADJACENT, ADJUSTABLE DEG, Â° DEGREE GRD GIRDER NS NEAR SIDE SOG SLAB ON GRADE AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION DEMO DEMOLISH, DEMOLITION GRND GROUND NTS NOT TO SCALE SPC SPACE, SPACED, SPACING 728 134th Street SW Suite 200 AISI AMERICAN IRON AND STEEL INSTITUTE DET DETAIL GSN GENERAL STRUCTURAL NOTES SPEC SPECIFICATION Everett, Washington 98204 ALT ALTERNATE DETS DETAILS SPRT SUPPORT Ph: 425.741.3800 OC ON CENTER www.reidmiddleton.com ANCH ANCHOR DF DOUGLAS FIR SQ SQUARE APA AMERICAN PLYWOOD ASSOCIATION DIA DIAMETER HD HOLDOWN OD OUTSIDE DIAMETER SST STAINLESS STEEL Â©Copyright 2022 Reid Middleton, Inc. HDR HEADER O.F. OUTSIDE FACE APPROX APPROXIMATE DIAG DIAGONAL SSH SHORT SLOTTED HOLE HGR HANGER OPNG OPENING AR ANCHOR ROD DIAPH DIAPHRAGM STAG STAGGER, STAGGERED HK HOOK OPP OPPOSITE ATHAN CR ARCH ARCHITECT, ARCHITECTURAL DICA DRILLED-IN CONCRETE ANCHOR STD STANDARD N F WASH OC HORIZ HORIZONTAL OSB ORIENTED STRAND LUMBER L O IN K ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS DIM DIMENSION STIFF STIFFENER U E G E T T R HPT HIGH POINT OSH OVERSIZED HOLE A O A ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS DIST DISTANCE STIR STIRRUP P T N AWS AMERICAN WELDING SOCIETY DL DEAD LOAD HSB HIGH STRENGTH BOLT OWJ OPEN WEB JOIST STL STEEL S HSS HOLLOW STRUCTURAL SECTION S P T R DN DOWN STRUCT STRUCTURAL R R E R U E HT HEIGHT O C 37358 N E DO DITTO PA POWDER ACTUATED SW SHEAR WALL F T GI E B/ BOTTOM OF ES URAL EN IN DP DEEP PCC PRECAST CONCRETE SWS SHEAR WALL SCHEDULE SIO ENG NAL 22 BAL BALANCE DS DRAG STRUT SYMM SYMMETRICAL, SYMMETRY 2/28/ IBC INTERNATIONAL BUILDING CODE PCF POUNDS PER CUBIC FOOT BC BOTTOM CHORD DWG DRAWING ID INSIDE DIAMETER PEN PENETRATION BF BRACED FRAME DWL DOWEL I.F. INSIDE FACE PERP PERPENDICULAR BLDG BUILDING DWLS DOWELS IJ ISOLATION JOINT PL PLATE, PROPERTY LINE T/ TOP OF BLKG BLOCKING IN, " INCH PLCS PLACES T&B TOP AND BOTTOM BM BEAM INCL INCLUDE PLF POUNDS PER LINEAR FOOT T&G TONGUE AND GROOVE BMS BEAMS (E), EXIST EXISTING EA EACH, EPOXY (ADHESIVE) ANCHOR INFO INFORMATION PLWD PLYWOOD TBD TO BE DETERMINED BOF BOTTOM OF FOOTING EE EACH END INT INTERIOR PNL PANEL TC TOP CHORD BOT BOTTOM PP, PJP PARTIAL JOINT PENETRATION TEMP TEMPERATURE BP, B PL BASE PLATE EF EACH FACE PRCST PRECAST THK THICK, THICKNESS BR BRACE EJ EXPANSION JOINT JST JOIST PREFAB PREFABRICATED THP TENDON HIGH POINT BRB BUCKLING RESTRAINED BRACED FRAMES EL ELEVATION JSTS JOISTS PS PRESTRESSED CONCRETE THRU THROUGH BRG BEARING ELEC ELECTRICAL JT JOINT ELEV ELEVATOR PSF POUNDS PER SQUARE FOOT TOC TOP OF CONCRETE BTWN BETWEEN PSI POUNDS PER SQUARE INCH TOF TOP OF FOOTING BU BUILT-UP EMBED EMBEDMENT ENGR ENGINEER K KIP (1,000 LB) PSL PARALLEL STRAND LUMBER TOS TOP OF STEEL EQ EQUAL KSF KIPS PER SQUARE FOOT P-T POINT, PRESSURE TREATED TOW TOP OF WALL C CAMBER, CHANNEL KSI KIPS PER SQUARE INCH PT POST-TENSIONED TR THREADED ROD CA CONCRETE (EXPANSION) ANCHOR EQUIP EQUIPMENT PVC POLYVINYL CHLORIDE TRANS TRANSVERSE CANTIL CANTILEVER ES EACH SIDE ETC ET CETERA L LENGTH, ANGLE TYP TYPICAL CAP CAPACITY CC CENTER-TO-CENTER E-W EAST-WEST LB, # POUND R, RAD RADIUS TWS THREADED WELDED STUD CDF CONTROL DENSITY FILL EW EACH WAY LEV LEVEL RD ROOF DRAIN CG CENTER OF GRAVITY EXP EXPANSION LF LINEAL FOOT REBAR REINFORCING STEEL BARS CIP CAST-IN-PLACE EXT EXTERIOR LL LIVE LOAD REF REFERENCE UNO UNLESS NOTED OTHERWISE CJ CONTROL JOINT, CONSTRUCTION JOINT EXT GR EXTERIOR GRADE LLBB LONG LEGS BACK TO BACK REINF REINFORCE, REINFORCING CJP, CP COMPLETE JOINT PENETRATION LLH LONG LEG HORIZONTAL REM REMAINDER CL CENTERLINE FB FLUSH BEAM LLV LONG LEG VERTICAL REQD REQUIRED VERT VERTICAL CLR CLEAR FD FLOOR DRAIN LOC LOCATION, LOCATE RM BD RIM BOARD CMU CONCRETE MASONRY UNIT FDN FOUNDATION LOCS LOCATIONS RTN RETURN W/ WITH COL COLUMN FEMA FEDERAL EMERGENCY MANAGEMENT AGENCY LONGIT LONGITUDINAL W WIDTH, WIDE FLANGE COLS COLUMNS FF FINISH FLOOR LP LOW POINT WF WIDE FLANGE CONC CONCRETE FIN FINISH LPT LOW POINT WD WOOD CONN CONNECTION FLR FLOOR LSH LONG SLOTTED HOLE WHS WELDED HEADED STUD CONST CONSTRUCTION FLG FLANGE LSL LAMINATED STRAND LUMBER WIJ WOOD I-JOIST CONT CONTINUE, CONTINUOUS FOS FACE OF STUD LVL LAMINATED VENEER LUMBER W/O WITHOUT CONTR CONTRACTOR FS FAR SIDE WP WORK POINT COORD COORDINATE FT, ' FEET MATL MATERIAL WT WEIGHT CRSI CONCRETE REINFORCED STEEL INSTITUTE FTG FOOTING MAX MAXIMUM WWR WELDED WIRE REINFORCEMENT CTR CENTER, CENTERED FTGS FOOTINGS MB MACHINE BOLT CU YD CUBIC YARD MECH MECHANICAL MF MOMENT FRAME MFR MANUFACTURER MIN MINIMUM MISC MISCELLANEOUS MPH MILES PER HOUR REVISION MTL METAL SYMBOLS DATE NO. DETAIL IDENTIFIERS CONCRETE SYMBOLS GENERAL SYMBOLS FX FOOTING TYPE SECTION / DETAIL / ELEVATION NUMBER E GRID BUBBLE (xx'-xx") FOOTING ELEVATION PER PLAN SHEET NUMBER WHERE DRAWN CONCRETE CURB / PARTIAL HEIGHT WALL GRID LINE INDICATES DIRECTION OF CUTTING PLANE CONCRETE WALL BELOW THIS LEVEL SEE X/SX.XX X/SX.XX SOIL FOR ADDL INFO CONCRETE COLUMN BELOW THIS LEVEL SHEET NUMBER WHERE TEXT NOTATION SECTION GRAVEL SECTION IS SHOWN E #5 EPOXY COATED REBAR NUMBER OF SECTION, DETAIL OR ELEVATION OPENING IN FLOOR OR WALL CONNECTORS X X SX.XX PLAN SECTION REFERENCE LINE, EXISTING OR SX.XX ARCHITECTURAL ELEMENTS SHEET NUMBER WHERE SHEET NUMBER WHERE CONCRETE ANCHOR BOLT ELEVATION DATUM ELEVATION IS SHOWN DETAIL IS SHOWN ELEVATION DETAIL DRILLED IN CONCRETE ANCHOR WP WORKPOINT SLOPE PER ARCHITECTURAL BOLT SURFACE - SLOPE UP NAIL SURFACE - SLOPE DOWN SURFACE - SLOPE TWO WAYS SURFACE - STEPPED SURFACE - STEPPED AND SLOPED RAISED SLAB CHANGE OF SLAB THICKNESS SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 DIRECTION OF FRAMING SPAN PROJECT: BUILDING IDENTIFIER: LIMIT OF SPAN C.2 CONTINUOUS EXTENT SHEET TITLE: DIRECTION OF DECK OR FLOOR ABBREVIATIONS AND SYMBOLS LIMIT OF DECK OR FLOOR CONTINUOUS DECK OR FLOOR LEAD: PNC LIMIT OF DECK OR FLOOR DRAFTER: RLC DATE: 2/28/2022 SHEET: S0.04 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com Â©Copyright 2022 Reid Middleton, Inc. HAN CR AT O N F WASH C L O IN K U E G E T T R A A O P T N S S P T R R R E R U E O C 37358 N E F T GI E ES URAL EN IN SIO ENG NAL 22 8/ 2/2 A B C 50'-0" 25'-0" 25'-0" BLOCK OUT CONC CURB AS REQD FOR BLOCK OUT CONC CURB AS REQD FOR RIGID FRAME BASE PLATES, TYP RIGID FRAME BASE PLATES, TYP REVISION 1 DATE PRE-ENGINEERED METAL BUILDING NO. FRAMING BY PRE-ENGINEERED METAL BUILDING SUPPLIER, TYP F6 F6 ELEC ROOM F8 102 1'-4"1'-4"x1'-4" DP THICKENED 97 SF SOG, TYP EACH WAY PRE-ENGINEERED METAL BUILDING NOTES: BTWN FOOTINGS F6 THE FOUNDATION DESIGN HAS BEEN BASED ON PRELIMINARY LOAD REACTIONS FROM THE BUILDING COLUMNS. THE FOUNDATION REQUIRES FURTHER COORDINATION AFTER BIDDING ONCE THE MANUFACTURER'S SUBMITTAL IS REVIEWED. COLUMN LOAD SUMMARIES SHALL BE PROVIDED, WHICH COMPILES LOAD COMBINATIONS. THE FOUNDATION SHOULD NOT BE INSTALLED PRIOR TO OUR REVIEW. BUILDING COLUMNS SHALL NOT RELY ON BASE FIXITY WITH THE FOUNDATIONS. REFER TO THE SPECIFICATIONS AND ARCHITECTURAL DRAWINGS FOR ADDITIONAL REQUIREMENTS. T/ SLAB EL = 0'-0", TYP ALONG T/ FTG EL= -1'-4" TYP, UNO GRIDS A, B, C, 1, AND 2 PLAN NOTES: F6 1. SEE ARCHITECTURAL AND PEMB (PRE-ENGINEERED METAL BUILDING) DRAWINGS FOR COLUMN AND GRID LOCATIONS AND FOR LAYOUT, DIMENSION, AND FINISH INFORMATION NOT SHOWN. T/ SLAB EL = -0'-2" AT TRENCH HEATED DRAIN, TYP (2) LOCS 2. SEE GEOTECHNICAL REPORT FOR SUB-GRADE PREPARATION, INCLUDING CAPILLARY AND PARKING VAPOR BARRIER. 40'-0" 101 3. TOP OF FOOTING ELEVATION INDICATES TOP OF FOOTINGS RELATIVE TO THE TOP OF SLAB 6" SOG W/ #4 @ 12" 1880 SF ELEVATION AT BUILDING PERIMETER. REFERENCE ELEVATION 0'-0" = 134.15' PER CIVIL. EACH WAY, MID-DEPTH 4. CONTRACTOR SHALL VERIFY FLOOR PENETRATIONS AND DIMENSIONS WITH 5 ARCHITECTURAL, MECHANICAL, AND ELECTRICAL. OPENINGS OCCUR WHERE ANY DUCT, S7.01 TYP AT DOORWAYS CONDUIT, PLUMBING, OR OTHER IMPLEMENT PASSES THROUGH THE FLOOR. SEE TYPICAL AND OPENINGS STRUCTURAL DETAILS FOR FRAMING AT THESE LOCATIONS. FOOTING SCHEDULE TOP BOTTOM MARK WIDTH LENGTH DEPTH REINFORCING REINFORCING F6 F6 F6 6'-0" 6'-0" 2'-4" (10) #7 EACH WAY (10) #7 EACH WAY 4 F8 8'-0" 8'-0" 2'-4" (10) #8 EACH WAY (10) #8 EACH WAY F8 S7.01 TYP, F6 F6 UNO SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 INDICATED INDICATED INDICATED INDICATED PROJECT: MAXIMUM MAXIMUM MAXIMUM MAXIMUM MAXIMUM MAXIMUM MAXIMUM MAXIMUM BUILDING IDENTIFIER: FOUNDATION VERTICAL UPLIFT HORIZONTAL LONGITUDINAL LENGTH WIDTH DEPTH 2 LOCATION VERTICAL UPLIFT HORIZONTAL LONGITUDINAL NUMBER LOAD FORCE LOAD LOAD (FEET) (FEET) (INCH) REACTION FORCE REACTION REACTION (K) (K) (K) (K) (K) (K) (K) (K) 2'-0" T/ SLAB EL = 0'-0", TYP ALONG 1 A-2 5.15 7.96 -8.28 -6.44 5.39 3.18 -2.06 -5.31 6.00 6.00 28 C.2 GRIDS A, B, C, 1, AND 2 2 A-1.75 10.82 11.41 -10.16 -7.67 1.29 1.28 0.00 0.00 6.00 6.00 28 3 A-1.25 10.82 11.41 -9.97 -7.67 1.29 1.28 0.00 0.00 6.00 6.00 28 SHEET TITLE: 4 A-1 5.03 7.96 -8.43 -6.44 5.32 3.18 0.00 0.00 6.00 6.00 28 FRAMING PLANS 5 B-2 30.27 20.34 -15.80 -5.22 11.53 7.14 -2.06 -5.31 8.00 8.00 28 CONC FTG AT EXT, 6 B-1 30.27 20.34 -15.80 -5.22 11.17 7.14 -2.06 -5.31 8.00 8.00 28 2'-0" W x 1'-0" DP CONTSEE 5/S7.01, TYP UNO 7 C-2 5.14 7.96 -8.28 -6.44 5.39 3.18 0.00 0.00 6.00 6.00 28 8 C-1.75 10.82 11.41 -10.17 -7.67 1.29 1.28 0.00 0.00 6.00 6.00 28 LEAD: PNC 9 C-1.25 10.82 11.41 -9.96 -7.67 1.29 1.28 0.00 0.00 6.00 6.00 28 DRAFTER: RLC 10 C-1 5.03 7.96 -8.44 -6.44 5.32 3.18 -2.06 -5.31 6.00 6.00 28 TRUE DATE: 2/28/2022 SHEET: FOUNDATION AND FIRST FLOOR PLAN N S2.01 1/4" = 1'-0" 1 SHEET OF 3" MIN5/ 16" CLEAN SURFACE PRIOR TO CONC POUR 1'-0" MAX CONC PAD f'c=3,000 PSI 9" MAX SEE ARCH, #4 @ 12" EW MECH, & ELEC ROLLUDA ARCHITECTS, INC. 5/ 16" Ld 105 S MAIN ST, #323 8" 5/ SEATTLE, WA 98104 TYP PHONE (206)624-4222 FAX (206)624-4226 LR 3/ 16" 6" C 2" YP #4x @ 18" AROUND PERIMETER OF PAD, DRILL 3'-0" DIA MAX T 3 1/2" & GROUT W/ NON-SHRINK GROUT INTO SLAB, TYP 728 134th Street SW Suite 200 EQUIPMENT PAD Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com Â©Copyright 2022 Reid Middleton, Inc. 6" TO 8", SEE ARCH, 9" TO 1'-6", SEE ARCH, MECH & ELEC MECH & ELEC HAN CR AT O N F WASH C L O IN K (1) #4 CONT U E G E T T R A A O 3/ 8" 3/ 4" P T N (2) #5 BARS, TYP #4 @ 18" DRILL (2) #4 CONT S S 1'-0" MAX SEE ARCH, P T R & GROUT W/ R R E R U E O C 37358 N E NOTES: MECH, & ELEC, TYP NON-SHRINK F T GI E E URAL EN IN 1/ 2" GROUT INTO SLAB SSIO ENG NAL 22 8/ 1. HORIZONTAL AND VERTICAL WALL REINFORCING NOT SHOWN FOR CLARITY. 2/2 2. TERMINATE INTERRUPTED HORIZONTAL AND VERTICAL REINFORCEMENT WITH A 3/ 16" STANDARD HOOK. 3 1/2" TYP 3. REFER TO CIVIL AND MECHANICAL DRAWINGS FOR LOCATIONS OF PIPE PENETRATIONS. EQUIPMENT CURBS TYPICAL REINFORCING AT PIPE PENETRATION IN WALL TYPICAL CURB AND PAD ON CONCRETE SLAB DETAILS NTS 4 NTS 5 Ld 3xD OR 6" CLR TYP PIPE SLEEVES: . (WHICHEVER IS GREATER) ID OF SLEEVE SHALL BE 2" MIN LARGER MIN BTWN ADJ PIPE SLEEVES THAN OD OF PIPE FTG REINF TO BE CONT FDN WALL TRENCH MIN 3" CLR D NO PIPE SHALLPASS THRU FTG 4" MIN 2" CLRTYP 2'-0"3/ 4" MAX OPTIONAL 6" MIN 9" 1'-6" . Lb Lb 5/ 16" CONST JT MIN (1) BAR EACH SIDE, TYP (1) BAR 2LdDIAG MIN 1 AT MID-DEPTH, TYP SIZE & QUANTITY FTG PER PLAN 2 TO MATCH FTG REINF SECTION PLAN ELEVATION EXCAVATION FOR NOTES: NOTES: PIPE TRENCH PARALLEL TO FTG NOT ALLOWED 1. BAR SIZE TO MATCH SLAB REINFORCING. 1. PIPE MUST RUN PERPENDICULAR THROUGH WALL. BELOW THIS LINE 2. IF TWO LAYERS OF STEEL IN SLAB, PROVIDE OPENING REINFORCEMENT FOR EACH LAYER. 2. MAXIMUM SLEEVE DIAMETER EQUAL TO 8". REVISION TYPICAL REINFORCING AT SLAB ON GRADE OPENING TYPICAL PIPE ENCASEMENTAT FOOTING NTS 9 NTS 10 MINIMUM STRAIGHT DEVELOPMENT LENGTH (Lb) DATE I f'c = 4,000 to 5,000 PSI NO. BAR SIZE TOP BARS OTHER BARS 1/8" MIN SAWCUT OR FORMED # 3 19" 15" CJ TO BE FILLED # 4 25" 19" DEPTH W/ JOINT FILLER 1/4" SLAB # 5 31" 24" # 6 37" 29" # 7 54" 42" # 8 62" 48" # 9 70" 54" SUB BASE PER # 10 79" 61" SOIL REPORT CUT HALF OF REINF AT CJ # 11 87" 67" "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH CONTROL JOINT OF CONCRETE CAST BELOW THEM. IF CLEAR CONCRETE COVER IS LESS THAN 1x THE DIAMETER OF THE BAR OR THE CENTER-TO-CENTER SPACING IS LESS THAN (3) BAR DIAMETERS, THEN VALUES SHALL BE INCREASED BY 50%. NOTES: MINIMUM LAP SPLICE LENGTHS (Lb) (CLASS B) 1. REFER TO PLANS FOR SLAB THICKNESS AND REINFORCING. I I f'c = 4,000 to 5,000 PSI 2. CONTROL JOINTS TO BE SPACED AT 20'-0" ON CENTER MAXIMUM, EACH WAY. RATIO OF DISTANCE BETWEEN CONTROL JOINTS IN EACH DIRECTION FOR A SLAB PANEL BAR SIZE TOP BARS OTHER BARS SHALL NOT EXCEED 1.5. CONSTRUCTION JOINTS PER THIS DETAIL SHALL BE CONSIDERED AS CONTROL JOINTS FOR CONTROL JOINT SPACING REQUIREMENTS. # 3 25" 19" # 4 33" 25" # 5 40" 31" # 6 48" 37" TYPICAL SLAB ON GRADE JOINT DETAILS # 7 71" 54" NTS 14 # 8 81" 62" # 9 91" 70" # 10 103" 79" # 11 114" 87" LL bt Lbt L INTERSECTING BAR Lbt "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH W/ STD HOOK. OF CONCRETE CAST BELOW THEM. UP TO 2'-0" TO 4'-0" CORNER BAR Lbt. 2'-0" IF CLEAR CONCRETE COVER IS LESS THAN 1x THE DIAMETER OF THE BAR OR THE CENTER-TO-CENTER SPACING IS LESS THAN (3) BAR DIAMETERS, THEN VALUES SHALL BE INCREASED BY 50%. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 bt LL Lbt MINIMUM EMBEDMENT LENGTHS (Ldh) FOR STANDARD END HOOKS PROJECT: I I I L #3 @ 8" TYP WALL STL BUILDING IDENTIFIER: W/ 180Âº HOOKS W/ 180Â° HOOKS BAR SIZE f'c = 4,000 to 5,000 PSI # 3 6" # 4 7" C.2 # 5 9" UP TO 2'-0" TO 4'-0" # 6 10" 2'-0" # 7 12" SHEET TITLE: # 8 14" TYPICAL # 9 15" CONCRETE # 10 17" DETAILS # 11 19" END BAR bt NOTES: LL LEAD: PNC 1. SIDE COVER MUST BE EQUAL TO OR GREATER THAN 2 1/2". DRAFTER: RLC #3 @ 8" TYP WALL STL DATE: 2/28/2022 W/ 180Â° HOOKS 2. END COVER FOR 90 DEGREE HOOKS MUST BE EQUAL TO OR GREATER THAN 2". SHEET: S7.00 TYPICAL CONCRETE WALL PLAN DETAILS DEVELOPMENT AND SPLICE LENGTH TABLES NTS 19 NTS 20 SHEET OF GRID GRID #4 x 6'-0" @ 12" OC INTO WALKWAY PAVING, COORD W/ CIVIL ROLLUDA ARCHITECTS, INC. SOG & REINF PER PLAN, (2) #5 CONT, TOP 105 S MAIN ST, #323 (2) #4 CONT, TOP 8" HOOK AT EDGE OF SLAB SEATTLE, WA 98104 #4 VERT x 2'-0" @ 12" EXT GRADE OR PAVING PHONE (206)624-4222 WATERSTOP, SEE ARCH, TYP PER CIVIL / LANDSCAPE FAX (206)624-4226 EL PER PLAN EXT GR OR PAVING PER CIVIL / LANDSCAPE 6" COORD CAPILLARY BREAK AND VAPOR 728 134th Street SW Suite 200 BARRIER WITH THE BACKFILL CONCURRENTLY Everett, Washington 98204 EACH SIDE OF STEM WALL Ph: 425.741.3800 GEOTECHNICAL www.reidmiddleton.com REPORT & ARCH RIGID INSULATION Â©Copyright 2022 Reid Middleton, Inc. PER ARCH 1'-6" MIN #5 @ 12" HORIZ EL PER PLAN (10) #4 x @ 6" AT EACH HAN CR STEM WALL & FTG PER NAT O FTG, #4 x @ 12", UNO F WASH C L O IN K ADJACENT DETAILS U E G E T T R A A O P T N SEE PLAN S S P T R R R E R FOOTING PER PLAN U E O C 37358 N E F T GI E WHERE OCCURS FTG PER PLAN BEYOND ES URAL EN IN SIO ENG NAL 22 (4) #5 CONT EQ 12" EQ 2/28/ 8" #4 @ 12" HORIZ MIN SEE PLAN NOTE: NOTE: 1. FOR ADDITIONAL INFORMATION AND REINFORCING NOT NOTED SEE 5/S7.01. 1. SEE 4/S7.01 AT CURB LOCATIONS. COORDINATE WITH ARCHITECTURAL. EXTERIOR STEM WALL AT CONCRETE CURB EXTERIOR STEM WALL AT DOORWAYS NTS 4 NTS 5 (11) #4 x @ 3" AT FACE OF EACH FTG, #4 x @ 6", UNO SOG & REINF PER PLAN 1 1 SEE PLAN (5) #6 CONT, LAP 3'-0" AS REQD, HOOK AT ENDS ALIGNMENT OF HOOKED ANCHORS AT FTG BEYOND, SEE 15/S7.01 NOTE: 1. SEE 15/S7.01 FOR END CONNECTIONS AT FOOTINGS. REVISION TIE BEAM SECTION NTS 10 DATE NO. CL COL & FTG TRENCH DRAIN PER MECH, COORD DEPTH W/ STL COL PER PLAN BASE PL & ANCHOR 6" 6" TRENCH DRAIN MFR, COORD REBAR LOC IN ROD PER 20/S7.01 TIE BEAM AT SOME LOC, TRENCH DRAIN SINCE TRENCH DEPTH VARIES SEE PLAN & 10/S7.01 #4 x @ 12" BECAUSE OF SLOPE OF DRAIN CONC CURB 6" HT x 8" W FOR ADDL INFO APPARATUS BAY SOG 2" CLR 1/8" MIN SAWCUT OR FORMED EXT GRADE OR PAVING 1'-0" PER CIVIL / LANDSCAPE THREE ROWS OF (3) #6 x & REINF PER PLAN CONST JT TO BE FILLED W/ (9 TOTAL) TYP JT FILLER, TYP N A L 't' P E E S T / FTG EL PER PLAN E E 10" S, EQ EQ D ROUGHEN TOP E H PLAN OF FTG TO 1/4" C (4) #5 CONT 1'-4" LONG SMOOTH DWL BAR @ 12" W/ DEPTH PERS AMPLITUDE AT TIE BEAM, TYP 6" 6" DIA = t/8, INSTALL FLUSH AGAINST UNDERSIDE OR PERP SLAB REINF, TYP REINF PER FTG PER MFR SCHED, SEE PLAN 3" CLR (8" MAX) (2) #5 x 36" 3" CLR, TYP FTG SIZE PER SCHED SEE PLAN SLAB AT TRENCH DRAIN SPREAD FOOTING DETAIL NTS 14 NTS 15 60" WALL PER DETAILS #5 x CTRD IN SLAB AT EA EXT COL COL BY PEMB DESIGNER 20A PLAN #4 TIES @ 4" OC #5 "HAIR PIN" x PER PLAN AT EA COL (8) #6 VERTS SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 CONC CURB 6" HT x 8" W SOG PER PLAN 2" CLR PROJECT: PLACE FIRST TIE 3" CLR ANCH PATTERN, SIZE, AND BUILDING IDENTIFIER: 1'-0" 3" FROM T/ OF SLAB MATERIAL INFORMATION BY CL OF COL PEMB DESIGNER RE C.2 H 1'-0" S A W SHEET TITLE: F CONTINUE SLAB EDGE P O OR STEM WALL REINF TYPICAL O THRU PIER CONCRETE T 9" O DETAILS EMBED ANCHORS 3'-2"T MIN STEM WALL OR DOWN TURNED SLAB EDGE LEAD: PNC PER DETAILS DRAFTER: RLC DATE: 2/28/2022 PROVIDE DOUBLE HEAVY-HEX NUTS AND WASHERS 20A PLAN SHEET: FTG PER PLAN ON EMBEDDED ENDS OF ANCHORS, TYP S7.01 COLUMN BASE DETAIL NTS 20 SHEET OF GENERAL PIPING SPECIALTIES REFRIGERANT PIPING SYSTEM INLETS AND OUTLETS ROLLUDA ARCHITECTS, INC. GRILLE REGISTER OR 105 S MAIN ST, #323 NEW MECHANICAL WORK UNION X"RLL REFRIGERANT LIQUID LINE DIFFUSER TYPE SEATTLE, WA 98104 PHONE (206)624-4222 MATCHLINE OR PROPERTY 24x24 RUNOUT SIZE (INCHES) FLANGE X"RSL REFRIGERANT SUCTION LINE A FAX (206)624-4226 LINE 500 AIR QUANTITY (CFM) ENLARGED PLAN BOUNDARY FLEX CONNECTOR CEILING DIFFUSER 1 DUCTWORK DETAIL/PLAN IDENTIFIER STRAINER M1.01 BDD 1-WAY DIRECTION FLOW STRAINER WITH BLOW OFF VALVE BACKDRAFT DAMPER 2-WAY DIRECTION FLOW 1 SECTION IDENTIFIER THERMOMETER M1.01 VOLUME DAMPER 3-WAY DIRECTION FLOW PRESSURE GAGE FLEXIBLE CONNECTION TO REVISION DEFINITION AREA, MECHANICAL EQUIPMENT AREA ENCIRCLED CONTAINS CHANGES MADE TRANSITION - FROM SUBSEQUENT TO PREVIOUS RECTANGULAR TO ROUND RETURN/RELIEF AIR GRILLE ISSUE SOIL AND WASTE WATER PIPING SYSTEM TRANSITION - FROM ROUND 1201 third avenue, ste 600 TO RECTANGULAR seattle, wa 98101 1 REVISION CALLOUT EXHAUST AIR GRILLE SANITARY SEWER/WASTE RISE IN DUCT 206.448.3376 UNDERGROUND (D=DROP IN DUCT) 1 FLAG NOTE CALLOUT R SANITARY SEWER/WASTE www.hargis.biz DUCT SIZE (CLEAR INSIDE LINEAR DIFFUSER/GRILLE ABOVE GROUND 16x8 AHU-01 MECHANICAL EQUIPMENT TAG DIMENSION) 16x8 SUPPLY GRILLE VENT PIPING RECTANGULAR DUCT UP X"VTR NORTH ARROW RETURN/EXHAUST GRILLE RECTANGULAR DUCT DN FLOOR DRAIN/FUNNEL FLOOR TRANSFER GRILLE DRAIN INVERT ELEVATION OR POC ROUND DUCT UP RETURN/EXHAUST AIRFLOW TRENCH DRAIN XX-1 PLUMBING FIXTURE TAG ROUND DUCT DN ("XX" INDICATES TYPE) SUPPLY AIR FLOW CO CLEANOUT FLEXIBLE DUCTWORK CLEANOUT - FLUSH WITH FCO TRANSITION OR REDUCER FLOOR PIPING (FOT=FLAT ON TOP, FOB=FLAT CONTROLS (PLAN VIEW) ON BOTTOM) TRANSITION - ECCENTRIC 1"CW PIPE SIZE AND SYSTEM TYPE DOMESTIC WATER PIPING SYSTEM T THERMOSTAT OR TEMPERATURE TU-XX SENSOR 45Â° ELBOW, SENSOR: SHOWN WITH GUARD 1"CW R/D OR R/W=1.5 S DOMESTIC COLD WATER (TYPICAL ALL SENSORS) PIPE ELBOW UP OR PIPE TEE 90Â° ELBOW, CO CARBON MONOXIDE SENSOR UP AND DOWN HOSE BIBB/WALL HYDRANT R/D OR R/W=1.5 PIPE ELBOW DOWN NO2 CARBON DIOXIDE SENSOR TRAP PRIMER BOX SQUARE CORNER ELBOW WITH PIPE TEE UP TURNING VANES M MOTORIZED DAMPER PIPE TEE DOWN 90Â° TAKE-OFF WITH 45Â° TAPER DDC DIRECT DIGITAL CONTROL PANEL PIPE RISE 45Â° TAKE-OFF S SWITCH BY MECHANICAL PIPE CAP X PIPE PLUG WYE FITTING FLOW DIRECTION RADIUS TEE PIPE BREAK PIPE CONNECTION SQUARE TEE WITH TURNING VANES VALVES BULLHEAD TEE VALVE: GATE, BALL, BUTTERFLY (REFER TO SECTION THRU RECTANGULAR SPECIFICATIONS) SUPPLY AIR DUCT PRESSURE RELIEF VALVE SECTION THRU RECTANGULAR REVISION TEMPERATURE AND PRESSURE RETURN OR OUTSIDE AIR DUCT SAFETY RELIEF VALVE SAFETY RELIEF VALVE SECTION THRU RECTANGULAR EXHAUST AIR DUCT SECTION THRU ROUND SUPPLY AIR DUCT DATE SECTION THRU ROUND RETURN OR OUTSIDE AIR DUCT NO. SECTION THRU ROUND EXHAUST AIR DUCT NOT ALL SYMBOLS MAY APPEAR ON THE DRAWINGS SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: MECHANICAL LEGEND LEAD: BC DRAFTER: SF/JS DATE: 03/22/22 SHEET: M0.01 SHEET OF ABBREVIATIONS GENERAL NOTES - MECHANICAL SHEET METAL NOTES NON-STRUCTURAL MECHANICAL COMPONENT NOTES ROLLUDA ARCHITECTS, INC. Ã¸ DIAMETER, PHASE MERV MINIMUM EFFICIENCY REPORTING VALVE 1. COORDINATE MECHANICAL WORK WITH THAT OF OTHER 1. VOLUME DAMPERS: PROVIDE A MANUAL VOLUME 1. THE COMPONENT IMPORTANCE FACTOR (Ip) FOR ALL NON- 105 S MAIN ST, #323 MIN MINIMUM TRADES (ELECTRICAL, ARCHITECTURAL, STRUCTURAL, DAMPER FOR EACH SUPPLY, RETURN, AND EXHAUST STRUCTURAL COMPONENTS SHALL BE: SEATTLE, WA 98104 CIVIL, AND LANDSCAPE). REFER TO ELECTRICAL, OPENING, LOCATED AS FAR UPSTREAM AS POSSIBLE PHONE (206)624-4222 A AIR, AMPS MOCP MAXIMUM OVERCURRENT PROTECTION FAX (206)624-4226 ARCHITECTURAL, STRUCTURAL, CIVIL, AND LANDSCAPE FROM THE OPENING. PROVIDE A MANUAL VOLUME Ip = 1.5 ABV ABOVE MOD MOTOR OPERATED DAMPER DRAWINGS AND SPECIFICATIONS. COORDINATION DAMPER FOR BRANCH MAINS SERVING MORE THAN ONE AC AIR CONDITIONER SHALL OCCUR PRIOR TO FABRICATION, PURCHASE, OPENING. ADA AMERICANS WITH DISABILITIES ACT NA NOT APPLICABLE AND/OR INSTALLATION OF ALL WORK. 2. THE FOLLOWING ITEMS ARE TAKEN DIRECTLY FROM THE AFF ABOVE FINISHED FLOOR NC NORMALLY CLOSED, NOISE CRITERIA 2. BACKDRAFT DAMPERS: PROVIDE ADJACENT TO 2018 INTERNATIONAL BUILDING CODE AND FROM THE 2. COORDINATE PLUMBING AND HVAC SYSTEMS ROUTING LOUVERS UNLESS MOTOR OPERATED DAMPERS AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE) AG ABOVE GROUND NIC NOT IN CONTRACT PRIOR TO INSTALLATION. DURING LAYOUT PROVIDED. STANDARD 7. THE CONTRACTOR SHALL REFER TO THE AHJ AUTHORITY HAVING JURISDICTION NO NORMALLY OPEN, NITROUS OXIDE COORDINATION, DUCTWORK TAKES PRECEDENCE OVER ABOVE FOR ADDITIONAL INFORMATION, EXCEPTIONS, AND AMB AMBIENT NO. NUMBER PLUMBING, INCLUDING FIRE PROTECTION SYSTEMS. 3. ACCESS DOORS: PROVIDE AT DUCT SMOKE FURTHER DESCRIPTIONS. THE CONTRACTOR SHALL APD AIR PRESSURE DROP NTS NOT TO SCALE DETECTORS, BACKDRAFT DAMPERS, MOTOR OPERATED ADHERE TO REQUIREMENTS AND AS SUCH, SHALL BE ARCH ARCHITECT UNLESS OTHERWISE SPECIFIED, THE GENERAL DAMPERS, BOTH SIDES OF DUCT MOUNTED COILS, AND INCLUDED WITHIN BID. ALSO REFER TO SPECIFICATION ASHRA AMERICAN SOCIETY OF HEATING, REFRIGERATION OA OUTDOOR AIR 3. CONTRACTOR (GC) SHALL BE RESPONSIBLE FOR PLENUMS. SECTION 230550. E AND AIR-CONDITIONING ENGINEERS, INC. OBD OPPOSED BLADE DAMPER PAINTING, CUTTING, AND PATCHING OF EXISTING FLOORS, WALLS, AND PARTITIONS IN THE EXISTING 4. PROVIDE 12" LONG, Â½" WIDE FLUORESCENT ORANGE 3. 2018 IBC, 1613.1, SCOPE: ARCHITECTURAL, MECHANICAL, ASSY ASSEMBLY OC ON CENTER BUILDING. TAPE AT CONCEALED VOLUME DAMPER LOCATIONS. ELECTRICAL, AND NON-STRUCTURAL COMPONENTS THAT OD OUTSIDE DIMENSION OR DIAMETER ARE PERMANENTLY ATTACHED TO STRUCTURES AND 1201 third avenue, ste 600 BF BELOW FLOOR OSA OUTDOOR SUPPLY AIR REFER TO STRUCTURAL DRAWINGS FOR ALLOWABLE THEIR SUPPORTS AND ATTACHMENTS SHALL BE seattle, wa 98101 BHP BRAKE HORSE POWER 4. METHODS/LOADS FOR HANGING PIPING/DUCTS FROM ENERGY CODE NOTES DESIGNED AND CONSTRUCTED TO RESIST THE EFFECTS 206.448.3376 BLW BELOW PD PRESSURE DROP STRUCTURAL MEMBERS. OF EARTHQUAKE MOTIONS IN ACCORDANCE WITH ASCE 7, EXCLUDING CHAPTER 14 AND APPENDIX 11A. www.hargis.biz BOD BOTTOM OF DUCT PH PHASE 1. MOTORS: COMPLY WITH MINIMUM FULL LOAD THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE BOP BOTTOM OF PIPE POC POINT OF CONNECTION EFFICIENCIES LISTED IN ENERGY CODE ENFORCED BY 5. SAFE KEEPING OF HIS OWN PROPERTY ON THE JOB 4. 2018 IBC, 1704.4, CONTRACTOR RESPONSIBILITY: THE AHJ. BOT BOTTOM PSIG POUNDS PER SQUARE INCH GAGE SITE. OWNER ASSUMES NO RESPONSIBILITY FOR CONTRACTOR SHALL BE RESPONSIBLE FOR THE BTUH BRITISH THERMAL UNIT PER HOUR PROTECTION OF PROPERTIES AGAINST FIRE, THEFT, CONSTRUCTION OF A SEISMIC-FORCE-RESISTING SYSTEM, 2. PIPING AND DUCT INSULATION: COMPLY WITH BV BALL VALVE QTY QUANTITY AND ENVIRONMENTAL CONDITIONS. THICKNESSES AND TYPES LISTED IN ENERGY CODE DESIGNATED SEISMIC SYSTEM, OR SEISMIC-RESISTING COMPONENT LISTED IN THE STATEMENT OF SPECIAL ENFORCED BY AHJ UNLESS MORE STRINGENT INSPECTIONS AND SHALL SUBMIT A WRITTEN STATEMENT C CONDENSATE PIPING RA RETURN AIR, RELIEF AIR REQUIREMENTS ARE SPECIFIED. OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE CAP CAPACITY REF REFERENCE, RETURN/EXHAUST FAN MECHANICAL EQUIPMENT INSTALLATION NOTES 3. DUCT SEALING: SEAL DUCT TRANSVERSE JOINTS AND OWNER PRIOR TO THE COMMENCEMENT OF WORK ON CFM CUBIC FEET PER MINUTE REG REGISTER LONGITUDINAL SEAMS PER ENERGY CODE ENFORCED THE SYSTEM OR COMPONENT. THE CONTRACTOR'S CG CEILING GRILLE RLA RATED LOAD AMPS 1. ACCESS CLEARANCES FOR MAINTENANCE AND BY AHJ UNLESS MORE STRINGENT REQUIREMENTS ARE STATEMENT OF RESPONSIBILITY SHALL INCLUDE THE FOLLOWING: CKV CHECK VALVE RO ROUGH IN AND CONNECT REPLACEMENT: VERIFY PHYSICAL DIMENSIONS OF SPECIFIED. CLG CEILING, COOLING RPM REVOLUTIONS PER MINUTE EQUIPMENT TO ENSURE THAT ACCESS CLEARANCES A. ACKNOWLEDGEMENT OF AWARENESS OF THE CAN BE MET. COORDINATE LOCATIONS OF MECHANICAL 4. RECORD DRAWINGS: SUBMIT TO THE BUILDING OWNER CO CLEANOUT, CO SENSOR RV SAFETY RELIEF VALVE SPECIAL REQUIREMENTS CONTAINED IN THE WORK AND WORK OF OTHER TRADES TO PROVIDE PER ENERGY CODE ENFORCED BY THE LOCAL AHJ. COND CONDENSER, CONDENSATE STATEMENT OF SPECIAL INSPECTIONS; ACCESS CLEARANCES FOR SERVICE AND MAINTENANCE. CONN CONNECTOR S SENSOR 5. OPERATION AND MAINTENANCE MANUALS: SUBMIT TO B. ACKNOWLEDGEMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE WITH THE CONT CONTINUE, CONTROL SA SUPPLY AIR THE BUILDING OWNER PER ENERGY CODE ENFORCED CONSTRUCTION DOCUMENTS APPROVED BY THE COP COEFFICIENT OF PERFORMANCE SAT SUPPLY AIR TEMPERATURE PIPING NOTES BY THE LOCAL AHJ. BUILDING OFFICIAL; CU CONDENSING UNIT, CUBIC SENS SENSIBLE C. PROCEDURES FOR EXERCISING CONTROL WITHIN 6. SYSTEM BALANCING: BALANCE HVAC SYSTEMS PER CV CONSTANT VOLUME SG SUPPLY GRILLE, SIGHT GLASS WITH MOISTURE 1. DISASSEMBLY PROVISIONS: PROVIDE UNIONS OR ENERGY CODE ENFORCED BY THE LOCAL AHJ AND THE CONTRACTOR'S ORGANIZATION, THE METHOD CW COLD WATER PIPING INDICATOR FLANGES AT PIPING CONNECTIONS TO EQUIPMENT, SUBMIT A WRITTEN REPORT TO THE BUILDING OWNER. AND FREQUENCY OF REPORTING AND THE COILS, TRAPS, CONTROL VALVES, AND OTHER DISTRIBUTION OF THE REPORTS; SIM SIMILAR REFER TO SPECIFICATIONS FOR ADDITIONAL TESTING, COMPONENTS TO ALLOW DISASSEMBLY FOR D. IDENTIFICATION AND QUALIFICATIONS OF THE D DRAIN SO SCREENED OPENING ADJUSTING, AND BALANCING (TAB) REQUIREMENTS. MAINTENANCE. PERSON(S) EXERCISING SUCH CONTROL AND THEIR DB DRY BULB (TEMPERATURE) SOV SHUTOFF VALVE POSITION(S) IN THE ORGANIZATION. 7. MECHANICAL SYSTEMS COMMISSIONING AND dB DECIBEL SP STATIC PRESSURE 2. REFRIGERANT PIPING: PROVIDE SIZING AND COMPLETION REQUIREMENTS: TEST SYSTEMS TO DEG DEGREE SS STAINLESS STEEL, SANITARY SEWER INSTALLATION IN STRICT ACCORDANCE WITH ENSURE THAT BUILDING SYSTEMS HAVE BEEN 5. DIVISION 22, 23 RESPONSIBILITIES: MANUFACTURER'S INSTRUCTIONS AND IN SUCH A WAY DFU DRAINAGE FIXTURE UNIT DESIGNED, INSTALLED, AND FUNCTION PROPERLY, AS TO BE INCONSPICUOUS AND FREE FROM ANY A. HANGERS AND SEISMIC BRACING FOR MECHANICAL DIA DIAMETER TD TRENCH DRAIN, TEMPERATURE DIFFERENCE EFFICIENTLY, AND CAN BE MAINTAINED IN ACCORDANCE POSSIBLE CONDENSATION. PIPE SIZES NOTED ARE FOR SYSTEMS SHALL BE DESIGNED AND SPECIFIED BY WITH THE CONTRACT DOCUMENTS IN ORDER TO DIM DIMENSION TEMP TEMPERATURE REFERENCE AND SHALL BE INSTALLED PER DIVISION 22, 23. DIVISION 22, 23 SHALL REFER TO SATISFY THE BUILDING OWNER'S DESIGN INTENT AND DISC LOCATION OF STARTER, DISCONNECT AND TOD TOP OF DUCT MANUFACTURERS RECOMMENDATIONS. CONTRACTOR THE MECHANICAL DRAWINGS FOR LOCATIONS OF OPERATIONAL REQUIREMENTS PER ENERGY CODE CONTROLS TOF TOP OF PIPE SHALL PROVIDE CONTROL WIRING BETWEEN ENFORCED BY THE LOCAL AHJ. REFER TO EQUIPMENT AND HUNG MECHANICAL SYSTEMS AS DISCH DISCHARGE TSP TOTAL STATIC PRESSURE EQUIPMENT FOR AN OPERATIONAL SYSTEM. SPECIFICATIONS FOR ADDITIONAL COMMISSIONING STRUCTURAL DRAWINGS DO NOT SHOW THE LOCATIONS OF MECHANICAL EQUIPMENT, DN DOWN TSTAT THERMOSTAT REQUIREMENTS 3. PRESSURE/TEMPERATURE TEST PORTS: PROVIDE AT DUCTWORK, PIPING, AND OTHER COMPONENTS. DV DRAIN VALVE TYP TYPICAL SUPPLY AND RETURN PIPING CONNECTIONS TO B. DIVISION 22, 23 SHALL COORDINATE THE SUPPORT 8. THIS BUILDING AND ITS ENERGY SYSTEMS HAVE BEEN DWGS DRAWINGS EQUIPMENT. SYSTEMS AND DESIGN LOADS FOR HUNG PIPING DESIGNED TO COMPLY WITH ENERGY CODE ENFORCED UG UNDERGROUND BY THE LOCAL AHJ. CONTRACTOR IS RESPONSIBLE FOR AND OTHER MECHANICAL SYSTEMS (INCLUDING EA EXHAUST AIR UNO UNLESS NOTED OTHERWISE 4. PROVIDE AN INSULATED COPPER TRACER WIRE OR CORRECT INSTALLATION OF ENERGY CONSERVATION COMBINED MULTIPLE PIPE RUNS) WITH THE EER ENERGY EFFICIENCY RATIO OTHER APPROVED CONDUCTOR ADJACENT TO MEASURES. GENERAL CONTRACTOR AND THE STEEL AND UNDERGROUND NONMETALLIC (PLASTIC) PIPING. WOOD JOIST MANUFACTURERS IN ADDITION TO EF EXHAUST FAN V VENT PIPING, VOLT ACCESS SHALL BE PROVIDED TO THE TRACER WIRE OR OTHER TRADES THAT MAY BE IMPACTED. EFF EFFICIENCY VA VALVE THE TRACER WIRE SHALL TERMINATE ABOVE GROUND EG EXHAUST GRILL VD VOLUME DAMPER AT EACH END OF THE PIPING. THE TRACER WIRE SHALL EL ELEVATION VEL VELOCITY NOT BE LESS THAN NO. 18 AWG AND THE INSULATION ELEC ELECTRIC VENT VENTILATION TYPE SHALL BE SUITABLE FOR BURIAL. EMCS EMERGENCY MANAGEMENT AND CONTROL SYSTEM VOLT VOLTAGE 5. PROVIDE 12" LONG, Â½" WIDE FLUORESCENT ORANGE EQUIV EQUIVALENT VTR VENT THRU ROOF TAPE AT CONCEALED VALVE LOCATIONS. ESP EXTERNAL STATIC PRESSURE REVISION EXH EXHAUST W WASTE, WATT, WIDE, WATER EXT EXTERIOR, EXTERNAL W/ WITH PLUMBING NOTES WB WET BULB (TEMPERATURE) F FAHRENHEIT WC WATER CLOSET, WATER COLUMN 1. REDUCED PRESSURE BACKFLOW PREVENTERS (RPBP): PROVIDE INDIRECT DRAIN PIPING FROM RPBP TO FCO FLOOR CLEANOUT WCO WALL CLEANOUT DATE NEAREST DRAIN. INSTALL FUNNEL AT RPBP IF FD FLOOR DRAIN WG WATER GAGE REQUIRED. FF FINISHED FLOOR WH WATER HEATER, WALL HYDRANT NO. FLA FULL LOAD AMPS WHA WATER HAMMER ARRESTOR 2. ACCESS PANELS: PROVIDE IN NON ACCESSIBLE FLEX FLEXIBLE WSEC WASHINGTON STATE ENERGY CODE CEILINGS AND WALLS FOR VALVES, WATER HAMMER ARRESTERS, CLEANOUTS, AND OTHER ITEMS THAT FLR FLOOR WSFU WATER SUPPLY FIXTURE UNIT REQUIRE ACCESS TO PROPERLY MAINTAIN OR SERVICE FPM FEET PER MINUTE WT WEIGHT THE BUILDING. REFER TO SPECIFICATIONS. FT FEET 3. CLEANOUTS: PROVIDE AT THE BASE OF SANITARY GA GAGE DRAINAGE, PROCESS WASTE, AND RAINLEADER CONDUCTORS. GPM GALLONS PER MINUTE GRD GRILLES, REGISTERS, AND DIFFUSERS GWB GYPSUM WALLBOARD H HUMIDISTAT HB HOSE BIBB HD HEAD, HUB DRAIN HORIZ HORIZONTAL HP HORSEPOWER, HEAT PUMP HTG HEATING HVAC HEATING, VENTILATING, AND AIR CONDITIONING HW HOT WATER PIPING HWC HOT WATER CIRCULATING PIPING HZ HERTZ IAQ INDOOR AIR QUALITY ID INDIRECT DRAIN IE INVERT ELEVATION IN. INCH IN. WG INCHES WATER COLUMN kW KILOWATT L LENGTH LBS POUND LRA LOCKED ROTOR AMPS LVR LOUVER MAV MANUAL AIR VENT MAX MAXIMUM MBH THOUSAND BTU PER HOUR MC MECHANICAL CONTRACTOR MCA MINIMUM CIRCUIT AMPACITY MECH MECHANICAL SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: MECHANICAL GENERAL NOTES AND ABBREVIATIONS LEAD: BC DRAFTER: SF/JS DATE: 03/22/22 SHEET: M0.02 SHEET OF ENERGY CODE NOTES: FAN EFFICIENCY GRADE (FEG) 1 MOTORS: COMPLY WITH MINIMUM FULL LOAD EFFICIENCIES LISTED IN THE ENERGY CODE ENFORCED BY AHJ. IMPELLER MINIMUM PEAK TOTAL MINIMUM PEAK TOTAL ROLLUDA ARCHITECTS, INC. DIAMETER (IN) EFFICIENCY (%) EFFICIENCY (%) 105 S MAIN ST, #323 (NOTE 1) (NOTE 2) 2 PIPING AND DUCT INSULATION: COMPLY WITH THICKNESS AND TYPES LISTED IN THE ENERGY CODE ENFORCED SEATTLE, WA 98104 BY AHJ UNLESS MORE STRINGENT REQUIREMENTS ARE SPECIFIED. 8 49 52 PHONE (206)624-4222 3 DUCT SEALING: SEAL DUCT TRANSVERSE JOINTS AND LONGITUDINAL SEAMS PER THE ENERGY CODE ENFORCED FAX (206)624-4226 BY AHJ UNLESS MORE STRINGENT REQUIREMENTS ARE SPECIFIED. 10 52 57 4 RECORD DRAWINGS: SUBMIT TO THE BUILDING OWNER PER THE ENERGY CODE ENFORCED BY AHJ. 5 OPERATION AND MAINTENANCE MANUALS: SUBMIT TO THE BUILDING OWNER PER THE ENERGY CODE ENFORCED 12 56 60 BY AHJ. 6 SYSTEM BALANCING: BALANCE HVAC SYSTEMS PER THE ENERGY CODE ENFORCED BY AHJ AND SUBMIT 14 58 62 WRITTEN REPORT TO THE BUILDING OWNER. REFER TO SPECIFICATIONS FOR ADDITIONAL TESTING, ADJUSTING, AND BALANCING (TAB) REQUIREMENTS. 16 60 63 7 MECHANICAL SYSTEMS COMMISSIONING AND COMPLETION REQUIREMENTS: TEST SYSTEMS TO ENSURE THAT BUILDING SYSTEMS HAVE BEEN DESIGNED, INSTALLED, AND FUNCTION PROPERLY, EFFICIENTLY, AND CAN BE 18 61 64 MAINTAINED IN ACCORDANCE WITH CONTRACT DOCUMENTS IN ORDER TO SATISFY THE BUILDING OWNER'S DESIGN INTENT AND OPERATIONAL REQUIREMENTS PER THE ENERGY CODE ENFORCED BY AHJ. REFER TO 20 62 65 SPECIFICATIONS FOR ADDITIONAL COMMISSIONING REQUIREMENTS. 22 62 65 8 ENERGY METERING: COMPLY WITH ENERGY SOURCE AND END-USE METERING REQUIREMENTS LISTED IN THE 1201 third avenue, ste 600 ENERGY CODE ENFORCED BY AHJ. 24+ 63 66 seattle, wa 98101 9 THIS BUILDING AND ITS ENERGY SYSTEMS HAVE BEEN DESIGNED TO COMPLY WITH THE ENERGY CODE 206.448.3376 ENFORCED BY AHJ. CONTRACTOR IS RESPONSIBLE FOR CORRECT INSTALLATION OF ENERGY CONSERVATION MEASURES. NOTES: www.hargis.biz 10 FANS: COMPLY WITH THE MINIMUM PEAK TOTAL EFFICIENCY REQUIREMENTS AS INDICATED ON THE FAN 1. MINIMUM PEAK TOTAL EFFICIENCY FOR FANS OPERATING WITH MOTORS EFFICIENCY GRADE (FEG) SCHEDULE. OVER 5 HP CORRESPOND TO FEG 67 PER AMCA 205 AS REQUIRED BY SECTION 11 DUCT CONSTRUCTION REQUIREMENTS: DUCT CONSTRUCTION SHALL COMPLY WITH SMACNA STANDARDS PER C403.8.3 OF THE ENERGY CODE. DESIGN FAN OPERATION MUST BE WITHIN 15% PROJECT SPECIFICATIONS, UNO. DUCTWORK SHALL MEET AIR LEAKAGE REQUIREMENTS PER PROJECT OF MAXIMUM TOTAL FAN EFFICIENCY. SEE AVAILABLE EXCEPTIONS WITHIN SPECIFICATIONS, UNO (EQUAL OR MORE STRINGENT THAN 2018 WSEC C402.5). SECTION NOTED ABOVE. 12 DUCT PRESSURE CLASSIFICATION REQUIREMENTS: CONSTRUCT DUCT TO PRESSURE CLASSIFICATION AS 2. MINIMUM PEAK TOTAL EFFICIENCY FOR FANS OPERATING WITH MOTORS INDICATED IN PROJECT SPECIFICATIONS. CONDUCT DUCT LEAKAGE TESTING AS INDICATED IN PROJECT OVER 1 HP CORRESPOND TO FEG 71 PER AMCA 205 AS REQUIRED BY SECTION SPECIFICATIONS. SUBMIT COMPLETE DUCT LEAKAGE TESTING REPORT TO A/E AS INDICATED IN PROJECT C406.2.3 OF THE ENERGY CODE. DESIGN FAN OPERATION MUST BE WITHIN 10% SPECIFICATIONS. OF MAXIMUM TOTAL FAN EFFICIENCY. SEE AVAILABLE EXCEPTIONS WITHIN 13 PIPE PROTECTION: WHERE INDICATED PROVIDE FACTORY APPLIED WEATHERABLE JACKET PER PROJECT SECTION FROM NOTE #1. SPECIFICATIONS, UNO. C404.3 EFFICIENT HEATED WATER SUPPLY PIPING DUCT SYSTEMS INSULATION SCHEDULE HEATED WATER SUPPLY PIPING SHALL BE IN ACCORDANCE WITH THE MAXIMUM ALLOWABLE PIPE LENGTH METHOD (SECTION C404.3.1) OR THE MAXIMUM ALLOWABLE PIPE VOLUME METHOD (SECTION C404.3.2). THE FLOW DUCT SYSTEM TYPE LOCATION OF DUCT DUCT CONFIGURATION INSULATION TYPE MINIMUM R-VALUE, INSULATION THICKNESS NOTES RATE THROUGH 1/4-INCH PIPING SHALL BE NO GREATER THAN 0.5 GPM. THE FLOW RATE THROUGH 5/16-INCH PIPING SHALL BE NO GREATER THAN 1 GPM. THE FLOW RATE THROUGH 3/8-INCH PIPING SHALL BE NO GREATER WITHIN CONDITIONED RIGID BOARD OR RECTANGULAR (EXPOSED) ELASTOMERIC THAN 1.5 GPM. WATER HEATERS, CIRCULATING WATER SYSTEMS, AND HEAT TRACE TEMPERATURE SPACE, UPSTREAM OF MAINTENANCE SYSTEMS SHALL BE CONSIDERED SOURCES OF HEATED WATER. AUTOMATIC SHUTOFF R-16 1,2 DAMPER, AND UNIT SUPPLY DUCT WRAP OR RECTANGULAR (CONCEALED), AIR >/= 2800 CFM ELASTOMERIC ROUND, AND OVAL NOMINAL PIPE SIZE (IN) VOLUME (LIQUID OUNCES MAXIMUM PIPING LENGTH (FEET) PER LINEAR FOOT) (NOTE 2) (NOTE 1) WITHIN CONDITIONED RIGID BOARD OR PUBLIC LAVATORY FAUCETS OTHER FIXTURES AND SPACE, DOWNSTREAM OF RECTANGULAR (EXPOSED) ELASTOMERIC APPLIANCES OUTDOOR AIR AUTOMATIC SHUTOFF R-8 [CLIMATE ZONE 4C] 1 DAMPER TO HVAC UNIT OR R-12 [CLIMATE ZONE 5B] 1/4 0.33 6 50 ROOM, AND UNIT SUPPLY AIR RECTANGULAR (CONCEALED), DUCT WRAP OR >/= 2800 CFM ROUND, AND OVAL ELASTOMERIC 5/16 0.5 4 50 RIGID BOARD OR 3/8 0.75 3 50 WITHIN CONDITIONED SPACE RECTANGULAR (EXPOSED) ELASTOMERIC AND UNIT SUPPLY AIR < 2800 R-7 1 1/2 1.5 2 43 CFM RECTANGULAR (CONCEALED), DUCT WRAP OR ROUND, AND OVAL ELASTOMERIC 5/8 2 1 32 RIGID BOARD OR RECTANGULAR (EXPOSED) ELASTOMERIC WITHIN UNCONDITIONED R-6 3 3/4 3 0.5 21 SPACE RECTANGULAR (CONCEALED), DUCT WRAP OR ROUND, AND OVAL ELASTOMERIC 7/8 4 0.5 16 RIGID BOARD OR RECTANGULAR (EXPOSED) ELASTOMERIC OUTSIDE THE BUILDING R-8 [CLIMATE ZONE 4C] 1 5 0.5 13 - ENVELOPE R-12 [CLIMATE ZONE 5B] SUPPLY AIR RECTANGULAR (CONCEALED), DUCT WRAP OR OR RETURN AIR ROUND, AND OVAL ELASTOMERIC 1 1/4 8 0.5 8 1 1/2 11 0.5 6 RIGID BOARD OR RECTANGULAR (EXPOSED) ELASTOMERIC WITHIN CONDITIONED SPACE 2 OR LARGER 18 0.5 4 FUNCTIONING AS PART OF SEE NOTES 4 BUILDING ENVELOPE DUCT WRAP OR REVISION RECTANGULAR (CONCEALED), NOTES: ROUND, AND OVAL ELASTOMERIC 1. SECTION C404.3.2: THE MAXIMUM VOLUME OF WATER, AS MEASURED FROM THE NEAREST SOURCE OF HEATED RIGID BOARD OR RECTANGULAR (EXPOSED) ELASTOMERIC WATER TO THE TERMINATION OF THE FIXTURE SUPPLY PIPE, SHALL BE AS FOLLOWS: 2 OUNCES FOR PUBLIC SUPPLY AIR WITHIN CONDITIONED SPACE R-3.3 5,6 LAVATORY FAUCET AND 0.5 GALLONS FOR OTHER PLUMBING FIXTURES OR PLUMBING APPLIANCES. RECTANGULAR (CONCEALED), DUCT WRAP OR ROUND, AND OVAL ELASTOMERIC DATE 2. SECTION C404.3.1: THE MAXIMUM ALLOWABLE PIPING LENGTH, AS MEASURED FROM THE NEAREST SOURCE OF HEATED WATER TO THE TERMINATION OF THE FIXTURE SUPPLY PIPE. WHERE PIPING CONTAINS MORE T HAN ONE NO. WITHIN CONDITIONED RIGID BOARD OR SIZE OF PIPE, THE LARGEST SIZE OF PIPE WITHIN THE PIPING SHALL BE USED FOR DETERMINING THE MAXIMUM RECTANGULAR (EXPOSED) SPACE, DOWNSTREAM OF ELASTOMERIC ALLOWABLE LENGTH. RETURN AIR AN ENERGY RECOVERY R-8 [CLIMATE ZONE 4C] - OR EXHAUST AIR MEDIA, UPSTREAM OF AN R-12 [CLIMATE ZONE 5B] AUTOMATIC SHUTOFF RECTANGULAR (CONCEALED), DUCT WRAP OR DAMPER ROUND, AND OVAL ELASTOMERIC RIGID BOARD OR WITHIN CONDITIONED SPACE RECTANGULAR (EXPOSED) ELASTOMERIC RELIEF AIR AND DOWNSTREAM OF R-16 - OR EXHAUST AIR AUTOMATIC SHUTOFF DAMPER RECTANGULAR (CONCEALED), DUCT WRAP OR ROUND, AND OVAL ELASTOMERIC NOTES: 1. WHEN THE OUTDOOR AIR DUCT IS LOCATED WITHIN UNHEATED EQUIPMENT ROOMS WITH COMBUSTION AIR LOUVERS, DUCT INSULATION IS NOT REQUIRED, PROVIDED THE DUCT IS ISOLATED FROM CONDITIONED SPACE AT SIDES, TOP AND BOTTOM OF THE ROOM WITH R-11 INSULATION. 2. DUCTS, SHAFTS, AND PLENUMS CONVEYING OUTDOOR AIR FROM THE EXTERIOR OF THE BUILDING TO THE MECHANICAL SYSTEM SHALL MEET ALL AIR LEAKAGE AND BUILDING ENVELOPE INSULATION REQUIREMENTS OF 2018 WSEC SECTION C402.5, PLUS BUILDING ENVELOPE VAPOR CONTROL REQUIREMENTS FROM THE INTERNATIONAL BUILDING CODE, EXTENDING CONTINUOUSLY FROM THE BUILDING EXTERIOR TO AN AUTOMATIC SHUTOFF DAMPER OR HEATING OR COOLING EQUIPMENT. 3. WHEN THE DESIGN TEMPERATURE DIFFERENCE BETWEEN THE INTERIOR AND EXTERIOR OF THE SUPPLY DUCT OR PLENUM DOES NOT EXCEED 15F, THE INSULATION CAN BE REDUCED TO R-3.3. 4. THE DUCT OR PLENUM SHALL BE SEPARATED FROM THE BUILDING EXTERIOR OR UNCONDITIONED OR EXEMPT SPACES BY MINIMUM INSULATION VALUE AS REQUIRED FOR EXTERIOR WALLS BY 2018 WSEC SECTION C402.1.3. 5. WHEN THE SUPPLY DUCT IS LOCATED WITHIN THE CONDITIONED SPACE THAT THE DUCT DIRECTLY SERVES, DUCT INSULATION IS NOT REQUIRED. 6. WHEN THE SUPPLY DUCT CONVEYS AIR THAT IS BETWEEN 55F AND 105F, DUCT INSULATION IS NOT REQUIRED. 7. DUCTING AND PLENUMS ASSOCIATED WITH REVERSE CORE HEAT RECOVERY UNITS THAT PROVIDES DUAL FLOW DIRECTION SHALL COMPLY AS EITHER OUTDOOR AIR OR EXHAUST AIR DUCT SYSTEM TYPES IN THIS SCHEDULE, WHICHEVER MORE STRINGENT. PIPING SYSTEMS INSULATION SCHEDULE TYPE OF PIPE INSTALLATION LOCATION INSULATION TYPE PIPE SIZE (INCHES) INSULATION THICKNESS (INCHES) NOTES INSIDE BUILDING ENVELOPE FIBERGLASS ALL SIZES 1" THICK - 1"THICK OR COLD PLUMBING PIPING OUTSIDE BUILDING ENVELOPE AND BURIED ELASTOMERIC ALL SIZES 1, 4 MULTIPLE LAYERS FOR 1-1/2" TOTAL THICKNESS IF NOTE 1 APPLIES IN TRENCHES AND UTILIDORS CELLULAR GLASS ALL SIZES 1-1/2" THICK 3 1-1/4 INCH AND SMALLER 1" THICK - INSIDE BUILDING ENVELOPE FIBERGLASS 1-1/2 INCH AND LARGER 1-1/2" THICK - HOT PLUMBING PIPING OUTSIDE BUILDING ENVELOPE AND BURIED ELASTOMERIC ALL SIZES 1-1/2" THICK OR MULTIPLE LAYERS FOR 2" TOTAL THICKNESS 1, 4 IN TRENCHES, UTILIDORS, CELLULAR GLASS ALL SIZES 1-1/2" THICK 3 OR UNDERGROUND SLEEVES 3/4 INCH AND SMALLER 1" THICK 4 REFRIGERANT SUCTION AND ALL LOCATIONS ELASTOMERIC LIQUID LINES 1-1/2" THICK OR 1 INCH AND LARGER 4 MULTIPLE LAYERS FOR 2" TOTAL THICKNESS SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: NOTES: 1. INCREASE THICKNESS OF PIPE INSULATION BY 1/2 INCH WHERE PIPING IS LOCATED OUTDOORS OR OTHERWISE EXPOSED TO AMBIENT AIR. 2. INCLUDE POLYETHYLENE TUBING. 3. INCLUDE MULTI-PLY LAMINATE JACKET. C.2 4. INCLUDE FACTORY APPLIED WEATHERABLE JACKET OR MANUFACTURER RECOMMENDED COATING. SHEET TITLE: MECHANICAL ENERGY CODE NOTES LEAD: BC DRAFTER: SF/JS DATE: 03/22/22 SHEET: M0.03 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 A B C A B C ELEC ROOM 102 24x24 EXHAUST AIR LOUVER. 1 REFER TO ARCHITECTURAL CU-01 M7.01 1201 third avenue, ste 600 FOR FURTHER DETAIL. seattle, wa 98101 18x14 206.448.3376 10x10 G 1 RLL/RSL DN RLL/RSL (TYP 2) SEF-01 www.hargis.biz 1 1 M AC-01B NO2 CO 10x10 EF-01 J EF-02 EF-02 200 T AC-01A T 10x10 EF-02 T AC-01B 10x10 DDC 14x10 18x14 4 4"VTR AC-01A 5 2 HEATED PARKING 101 REVISION 3 24x24 DATE G 2 2 M NO. 24x24 OUTSIDE AIR LOUVER 3 INSTALLED 1'-6" AFF. REFER M7.01 TO ARCHITECTURAL FOR FURTHER DETAIL. TRUE TRUE MECHANICAL ROOF PLAN LEVEL 1 - HVAC PLAN 1 N 2 N SCALE: 1/4" = 1'-0" SCALE:1/4" = 1'-0" SHEET NOTES FLAG NOTES 1. REFER TO M7.00 SERIES SHEETS FOR STANDARD DETAILS NOT REFERENCED ON PLANS. COMPLY WITH ALL REQUIREMENTS IN 1 TERMINATE LOW WALL EXHAUST WITH 1/2" HARDWIRE DETAILS. MESH 1-0" AFF. BALANCE TO 705 CFM. 2. REFER TO ARCHITECTURAL REFLECTED CEILING PLAN AND 2 FINISH DUCT OPENING WITH 1/2" HARDWIRE MESH. INTERIOR ELEVATIONS FOR FINAL LOCATION OF ALL GRILLES, BALANCE TO 705 CFM. DIFFUSERS, AND EXPOSED DUCTWORK. PROVIDE ADDITIONAL DUCTWORK AND FITTINGS TO MAKE FINAL CONNECTION. REPORT 3 PROVIDE NEMA 3R ACTUATOR ENCLOSURE. DISCREPANCIES IN QUANTITY OF AIR TERMINALS BETWEEN ARCHITECTURAL AND MECHANICAL DRAWINGS TO A/E. 4 DDC CONTROL PANEL. COORDINATE FINAL INSTALLATION LOCATION WITH DIVISION 26 & 28. 3. PROVIDE A MANUAL VOLUME DAMPER FOR EACH EXHAUST OPENING. LOCATE AS FAR UPSTREAM AS POSSIBLE FROM THE 5 FINISH DUCT OPENING WITH 1/2" HARDWIRE MESH. OPENING UNLESS OTHERWISE NOTED. NOT ALL VOLUME DAMPERS ARE SHOWN ON PLANS. 4. REFER TO ARCHITECTURAL ELEVATIONS FOR SWITCH AND SENSOR MOUNTING HEIGHTS AND EXACT LOCATIONS. LOCATIONS ON PLANS ARE APPROXIMATE. 5. PROVIDE ACCESS DOOR IN ALL OUTSIDE AIR, EXHAUST AIR, AND RETURN AIR PLENUMS, OR DUCTS LOCATED BEHIND LOUVERS FOR BACKDRAFT AND/OR MOTORIZED DAMPER ACCESS. PROVIDE 24â€x24â€ UNLESS OTHERWISE NOTED. REFER TO DETAILS. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 KEYPLAN SHEET TITLE: MECHANICAL FLOOR AND ROOF PLAN LEAD: BC DRAFTER: SF/JS DATE: SHEET: M2.01 SHEET OF PLUMBING FIXTURE AND DRAIN ROUGH-IN SCHEDULE MARK FIXTURE TYPE WASTE VENT RL ORL CW HW NOTES MARK (IN) (IN) (IN) (IN) (IN) (IN) ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 HB-1 HOSEBIBB (CW EXTERIOR) - - - - 3/4" - HB-1 PHONE (206)624-4222 FAX (206)624-4226 EW-1 EYEWASH 2" 1-1/2" - - 1/2" 1/2" 5 EW-1 SS-9 HEATED PARKING SINK 2" 1-1/2" - - 1/2" 1/2" 4 SS-9 FD-1 FLOOR DRAIN NOTE 3 NOTE 3 - - - - 1,2 FD-1 TD-1 TRENCH DRAIN NOTE 3 NOTE 3 - - - - 1,2 TD-1 GENERAL NOTES: A. MAKE FINAL CONNECTION TO ALL PLUMBING FIXTURES UNLESS NOTED OTHERWISE. B. PIPE SIZES LISTED MAY BE DIFFERENT THAN THE ACTUAL FIXTURE CONNECTION. PROVIDE BRANCH PIPE OF LISTED SIZE AND ALL PIPE FITTINGS AND OFFSETS REQUIRED FOR COMPLETE INSTALLATION. C. PROVIDE FINAL CONNECTIONS TO ALL FIXTURES. 1201 third avenue, ste 600 NOTES: seattle, wa 98101 1. CW CONNECTION VIA TRAP PRIMER. VENT 1/2 SIZE OF WASTE OR 1-1/2" WHICHEVER IS LARGER. 206.448.3376 2. SIZE AS NOTED ON DRAWINGS. WHERE APPLICABLE, VENT SIZE SHALL BE AS NOTED ON THE DRAWING, HALF SIZE OF WASTE OR 1-1/2", WHICHEVER IS LARGER. www.hargis.biz ADA COMPLIANT WHERE INDICATED ON THE ARCHITECTURAL DRAWINGS. MOUNTING HEIGHT AS INDICATED ON ARCHITECTURAL DRAWINGS. SIZE AS NOTED ON DRAWINGS. 3. SIZE AS NOTED ON DRAWINGS. 4. ADA COMPLIANT WHERE INDICATED ON THE ARCHITECTURAL DRAWINGS. MOUNTING HEIGHT AS INDICATED ON ARCHITECTURAL DRAWINGS. SIZE AS NOTED ON DRAWINGS. 5. SUPPLY HOT AND COLD WATER TO THERMOSTATIC MIXING VALVE AND EXTEND TEMPERED WATER FROM MIXING VALVE TO FIXTURE. TRAP PRIMER SCHEDULE MARK MANUFACTURER / MODEL NO. NUMBER OF PIPE CONNECTIONS V/Ã˜ REMARKS OUTLETS OUTLETS INLET ELECTRONIC TRAP PRIMER MANIFOLD. PROVIDE WITH RECESSED MOUNT INSTALLATION IN FRAMED WALLS IN ALL FINISHED SPACES INCLUDING STORAGE ROOMS AND CUSTODIAL TP PPP / PRIME-TIME 4 - 16 3/4" 1/2" 120/1 ROOMS, UNO ON PLUMBING PLANS. QUANITTY OF OUTLETS AS REQUIRED FOR PRIMED DRAINS PLUS 2 ADDITIONAL SPARES. ELECTRIC INSTANTANEOUS WATER HEATER SCHEDULE MARK LOCATION SYSTEM SERVED MANUFACTURER / MODEL NO. TYPE FLOW TEMP MIN MAX ELECTRICAL PHYSICAL MOUNTING DETAIL / NOTES MARK RATE RISE FLOW FLOW V/Ã˜ AMPS KW LxWxH WEIGHT PIPE / SUPPORT DIAGRAM (GPM) (F) (GPM) (GPM) (INxINxIN) (LBS) SIZE (IN) REFERENCE EIWH-1 WALL EMERGENCY EYEWASH CHRONOMITE / R SERIES TANKLESS 3 36 0.35 3 208/3 75.0 15.6 11x5x10 10 3/4" WALL 9/P7.01 1 EIWH-1 NOTES: 1. SET TO 120 F MINI SPLIT SYSTEM AIR CONDITIONING SCHEDULE MARK LOCATION AREA SERVED MANUFACTURER / MODEL NO. FAN HEATING WSEC SCHEDULED ELECTRICAL PHYSICAL DETAIL / CONTROL NOTES MARK FLOW CAP CODE SEER MCA MOCP V/Ã˜ LxWxH WEIGHT DIAGRAM DIAGRAM / (CFM) (MBH) MINIMUM (INxINxIN) (LBS) REFERENCE SEQUENCE SEER AC-01A HEATED PARKING 101 HEATED PARKING 101 DAIKIN / FTXS18LVJU 582 25.0 13.0 17.7 - - 208/1 42x10x14 31 - 3/M9.03 1,2,3,4,5 AC-01A AC-01B HEATED PARKING 101 HEATED PARKING 101 DAIKIN / FTXS18LVJU 582 25.0 13.0 17.7 - - 208/1 42x10x14 31 - 3/M9.03 1,2,3,4,5 AC-01B CU-01 ON GRADE HEATED PARKING 101 DAIKIN / 4MXS36RMVJU - 43.0 13.0 17.7 23.9 A 25 208/1 35x13x29 140 2/M7.01 3/M9.03 1,3,4,5 CU-01 REVISION NOTES: 1. PROVIDE POWER CONNECTION TO AC UNIT FROM CONDENSING UNIT. POWER WIRING SHALL BE PROVIDED BY DIVISION 26. 2. PROVIDE WITH REFRIGERANT PIPING SIZED PER MANUFACTURER'S RECOMMENDATIONS. PROVIDE WITH R-410A REFRIGERANT. 3. PROVIDE WITH DAIKIN DKN PLUS INTERFACE FOR INTEGRATION WITH BACNET. DATE 4. SYSTEM MEETS THE 2018 WSEC C406.2, "MORE EFFICIENT HVAC EQUIPMENT AND FAN PERFORMANCE" REQUIREMENTS. THIS SYSTEM PROVIDES 100% OF THE HVAC CAPACITY SERVING THE HEATED PARKING BUILDING IN COMPLIANCE WITH 2018 WSEC C406.2. SYSTEM COMPLIES WITH 2018 WSEC C406.2.1, AND IS LISTED IN TABLE C403.3.2(1) UNDER, "AIR CONDITIONERS, AIR COOLED." SYSTEM COMPLIES WITH 2018 WSEC C406.2.2. THE REQUIRED MINIMUM EFFICIENCY STATED IN TABLE C403.3.2(1) IS 13.0 NO. SEER. SCHEDULED SEER VALUE FOR THIS SYSTEM IS 17.7, 26.6% MORE EFFICIENT THAN THE MINIMUM REQUIRED SEER VALUE. SYSTEM COMPLIES WITH 2018 WSEC C406.3 AS ALL FANS SCHEDULE HAVE A LISTED MOTOR HOURSE POWER LESS THAN 1.0. 5. PROVIDE WITH HEATING OPERATION ONLY. FAN SCHEDULE MARK LOCATION AREA SERVED MANUFACTURER / MODEL NO. FAN TYPE AIRFLOW ESP FAN FAN MOTOR PHYSICAL SOUND MOUNTING / DETAIL / CONTROL NOTES MARK (CFM) (IN WG) RPM RPM HP / V/Ã˜ LxWxH WEIGHT INLET SUPPORT DIAGRAM DIAGRAM / WATTS (INxINxIN) (LBS) (SONES) REFERENCE SEQUENCE EF-01 HEATED PARKING 01 HEATED PARKING 01 GREENHECK / SQ-120-VG INLINE 1410 0.4 1462 1725 1/2 120/1 24x19x19 65 10.0 SUSPENDED 3/M7.01 1/M9.03 1 EF-01 EF-02 ELEC ROOM 102 ELEC ROOM 102 GREENHECK / SQ-80-VG INLINE 200 0.35 1358 1725 1/10 120/1 16x15x15 65 5.8 SUSPENDED 3/M7.01 2/M9.03 1 EF-02 NOTES: 1. MOTOR CONTROLLER SHALL BE PROVIDED WITH A VISIBLE NAMEPLATE INDICATING THE SHORT CIRCUIT CURRENT RATING (SCCR) IN ACCORDANCE WITH UL REQUIREMENTS. REFER TO ELECTRICAL DRAWINGS FOR MINIMUM RATINGS. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: MECHANICAL SCHEDULES LEAD: BC DRAFTER: SF/JS DATE: 03/22/22 SHEET: M6.01 SHEET OF INDOOR UNIT. SEE NOTE 1 SEAL DUCT PLENUM TO LOUVER EXTERIOR WALL ASSEMBLY. WATERTIGHT WITH DUCT SEALER SEE ARCH DWGS FLEXIBLE DRAIN HOSE INSULATED REFRIGERANT PLENUM ROLLUDA ARCHITECTS,INC PIPING DETAILS 105 S MAIN ST, #323 SEISMIC RESTRAINT PER ALL THREAD STEEL RODS INSULATION CAULK AND SEAL PERIMETER SEATTLE, WA 98104 SEE DUCTLESS SECTION 230548 TO TOP CHORD SECURED TO TOP CHORD OF PHONE (206) 624-4222 REFRIGERANT OF TRUSSES OR ALTERNATE TRUSSES OR ALTERNATE FAX (206) 624-4226 PIPING DETAIL BUILDING STRUCTURE (TYP) BUILDING STRUCTURE (TYP) MOTORIZED SEE ARCHITECTURAL DWGS FOR DAMPER OUTDOOR UNIT MOUNTING DETAIL SEE NOTE 2 DUCT. SEE DWGS VIBRATION ISOLATOR PER FOR SIZE AND CONT SECTION 230548 (TYP) BIRD SCREEN OUTDOOR UNIT RLL CONNECT TO AIR DISCHARGE RSL BACKDRAFT AND/OR MOTORIZED CONDENSATE PAN OUTLET DAMPER AS SHOWN ON DWGS ATTACH DUCT PLENUM TO LOUVER. AND/OR SPECIFIED COORDINATE LOUVER LOCATION WITH ARCH DWGS EXHAUST LOUVER AND SCREEN, SUPPORT BRACKET TERMINATE DRAIN OVER (INTAKE SIMILAR). SIZE AS (TYP) FLOOR RECEPTOR WITH SHOWN ON DWGS 10" TO 24" AIR GAP OR OUTDOOR ABOVE GRADE. SEE DWGS SLOPE DUCT DOWN SEE ENLARGED VIEW A FOR SIZE AND CONT AT 1/2" PER LF FROM END OF COATING TO BALL VALVE (TYP) AIR FAN HOUSING AIR EXTERIOR LOUVER FLOW FLOW 24" x FULL WIDTH BOTTOM ACCESS M DOOR WITH HINGE AND LATCH. BITUMINOUS COATING. ACCESS DOOR ON SIDE SHALL BE EXTEND TO ACCESS DOOR FULL HEIGHT OF DUCT HOUSEKEEPING PAD ON SLAB SCREEN LOUVER FRAME 1/4" WEEP HOLES FLEXIBLE CONNECTORS (6" OC) NOTES: 1. PROVIDE CLEARANCE FOR MOTOR ACCESS AND FAN MAINTENANCE PER MANUFACTURE BITUMINOUS NOTES: RECOMMENDATIONS AND AHJ REQUIREMENTS. FLASHING COATING. EXTEND 1. WALL MOUNTED INDOOR UNIT SHOWN. PIPING FOR 4-WAY, 2-WAY, AND 1-WAY CEILING CASSETTE UNITS TO ACCESS DOOR SIMILAR . 2. PROVIDE CLEARANCE TO WALLS PER MANUFACTURER'S INSTRUCTION REQUIREMENT. SEALANT ENLARGED VIEW 1 DIAGRAM - DUCTLESS SPLIT HEAT PUMP SYSTEM 2 DETAIL - IN-LINE FAN A M7.01 SCALE: NONE M7.01 SCALE: NONE NOTES: 1. PLENUM DEPTH 36" MINIMUM UNLESS OTHERWISE NOTED ON DWGS. 2. PROVIDE SECURITY BARS AS SPECIFIED AND AS SHOWN ON DWGS. 3 DETAIL - WEATHERPROOF LOUVER - ELEVATION M7.01 SCALE: NONE REVISION DATE NO. SNOHOMISH COUNTY PUD NORTH COUNTY COMMUNITY OFFICE HEATED PARKING 17601 59TH AVE NE ARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER:C.2 SHEET TITLE: MECHANICAL DETAILS LEAD:BC DRAFTER:SF DATE:03/22/22 SHEET: M7.01 SHEET OF ROLLUDA ARCHITECTS,INC 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206) 624-4222 ABBREVIATIONS CONTROL EQUIPMENT LEGEND FAX (206) 624-4226 AI ANALOG INPUT, A PHYSICAL INPUT TO THE CONTROL MODULE. DESCRIPTION SYMBOL SYMBOL WITH ASSOCIATED POINTS POINTS POINT NAME MARK AI AO BI BO ALARM COMMENTS AO ANALOG OUTPUT, A PHYSICAL OUTPUT TO THE CONTROL MODULE. MOTORIZED M D# M Air Damper D# X X # DENOTES DAMPER INDICATED ON DIAGRAM AND DESCRIBED IN SEQUENCE OF OPERATION. REFER TO SEQUENCES OF OPERATION. DAMPER Damper fail position and normal position shall be as indicated in the sequences. MODULATING AV ANALOG VALUE, AN INTERMEDIATE (SOFTWARE) POINT THAT MAY BE EDITABLE OR READ ONLY. EDITABLE AVs ARE TYPICALLY USED TO ALLOW THE POINT NAME MARK AI AO BI BO ALARM COMMENTS USER TO SET A FIXED CONTROL PARAMETER, SUCH AS A SETPOINT. READ ONLY D# Air Damper D# X X # DENOTES DAMPER INDICATED ON DIAGRAM AND DESCRIBED IN SEQUENCE OF OPERATION. REFER TO SEQUENCES OF OPERATION. MOTORIZED M M AVs ARE TYPICALLY USED TO DISPLAY THE STATUS OF A CONTROL OPERATION. DAMPER Damper fail position and normal position shall be as indicated in the sequences. 2-POSITION BI BINARY INPUT, A PHYSICAL INPUT TO THE CONTROL MODULE. POINT NAME MARK AI AO BI BO ALARM COMMENTS AIRFLOW Airflow Monitoring Station AFMS X BO BINARY OUTPUT. A PHYSICAL OUTPUT FROM THE CONTROL MODULE. AFMS MEASURING AFM AFM STATION BV BINARY VALUE, AN INTERMEDIATE (SOFTWARE) POINT THAT MAY BE EDITABLE OR READ ONLY. EDITABLE BVs ARE TYPICALLY USED TO ALLOW THE POINT NAME MARK AI AO BI BO ALARM COMMENTS USER TO SET A FIXED CONTROL PARAMETER, SUCH AS A SETPOINT. READ ONLY BUILDING Building Pressure BP X BP P P BVs ARE TYPICALLY USED TO DISPLAY THE STATUS OF A CONTROL OPERATION. PRESSURE SENSOR COV CHANGE OF VALUE OF A INPUT POINT. POINT NAME MARK AI AO BI BO ALARM COMMENTS DUCT Supply Air Temp TS X SCHED SCHEDULE, INCLUDE A USER EDITABLE SCHEDULE FOR THIS EQUIPMENT. TS TEMPERATURE T T SENSOR TREND CONFIGURE TO COLLECT AND DISPLAY A TREND LOG OF THIS OBJECT. INCLUDE A TRENDING INTERVAL WITH A MINIMUM OF ONE SAMPLE POINT NAME MARK AI AO BI BO ALARM COMMENTS EVERY 5 SECONDS. (CHANGE OF VALUE TRENDING (COV), WHERE A DUCT SPS Air Static Pressure SPS X LOCATE NEAR THE END OF THE SUPPLY AIR DISTRIBUTION DUCTWORK H L SAMPLE IS TAKEN EVERY TIME THE VALUE CHANGES BY MORE THAN A PRESSURE H L SENSOR USER-DEFINED MINIMUM, IS AN ACCEPTABLE ALTERNATIVE). ALARM CONFIGURE THE CONTROL SYSTEM TO GENERATE AN ALARM WHEN THIS OBJECT EXCEEDS USER DEFINABLE LIMITS, AS DESCRIBED IN THE POINT NAME MARK AI AO BI BO ALARM COMMENTS SEQUENCE OF CONTROLS. DUCT H L Air Static Pressure Alarm SPA X LOCATE NEAR THE SUPPLY FAN IN THE SUPPLY AIR DUCT MAIN. A PRESSURE H L Air Static Pressure Alarm Reset SPAR X A SWITCH SPAR ACTIVE WHEN A HVAC UNIT IS CALLING FOR HEATING, COOLING OR AIR FLOW. POINT NAME MARK AI AO BI BO ALARM COMMENTS NOTE: PROVIDE ALL OF THE ABOVE AS BACNET OBJECTS. MECHANICAL MSW Switch, Dial Timer, Toggle MSW X SWITCH, TIMER, M TOGGLE M POINT NAME MARK AI AO BI BO ALARM COMMENTS Door Switch DSW X DOOR SWITCH DSW DSW DSW POINT NAME MARK AI AO BI BO ALARM COMMENTS TRM FLAT Space Temp TRM X PLATE SENSOR S S DUCT MOUNT WALL MOUNT DUCT MOUNT WALL MOUNT POINT NAME MARK AI AO BI BO ALARM COMMENTS CARBON DIOXIDE Carbon Dioxide Sensor CO2 X PROVIDE CO2 SENSOR WHERE SCHEDULED AND SHOWN ON HVAC DRAWINGS. SENSOR CO2 CO2 CO2 CO2 CO2 CO2 POINT NAME MARK AI AO BI BO ALARM COMMENTS OCCUPANCY Occupancy Sensor OCC X PROVIDE SENSOR WHERE SHOWN ON HVAC DRAWINGS. OCC OCC OCC SENSOR REVISION POINT NAME MARK AI AO BI BO ALARM COMMENTS CARBON MONOXIDE / CO Carbon Monoxide Sensor CO X NITROGEN DIOXIDE CO NO2 CO NO2 NO2 Nitrogen Dioxide Sensor NO2 X SENSOR DATE POINT NAME MARK AI AO BI BO ALARM COMMENTS DISPLAY TRM Zone Temp TRM X NO. TEMPERATURE TA Zone Setpoint Adjust TA X SENSOR T T TRO Zone Override TRO X POINT NAME MARK AI AO BI BO ALARM COMMENTS IMMERSION TEMPERATURE SENSOR T T T Water Temp Sensor T X (WATER) POINT NAME MARK AI AO BI BO ALARM COMMENTS AF ZD FROM SUPPLY FROM SUPPLY Airflow (CFM from unit) AF X X VAHU M AIR VAHU M AIR Discharge Air Temp TS X SINGLE DUCT Zone Damper ZD X PRIMARY AIR VAV POINT NAME MARK AI AO BI BO ALARM COMMENTS SFS FAN WITH Fan VFD Speed SFSP X VARIABLE CT VFD M Fan VFD Failure SFF X X FREQUENCY SFE Fan Status SFS X DRIVE Fan VFD BacNet PROVIDE NETWORK CONNECTION AND MAPPING FOR VFD. SFSP VFD Fan VFD Start/Stop SFE X SFF POINT NAME MARK AI AO BI BO ALARM COMMENTS Fan Status FS X FAN WITH MOTOR R CT M Fan Start/Stop FE X STARTER/RELAY Fan Failure X FS FE Fan in Hand X POINT NAME MARK AI AO BI BO ALARM COMMENTS VARIABLE Fan Start/Stop FE X SPEED Fan Status FS X X ELECTRONICALLY M FE Fan Speed FSP X COMMUTATED MOTOR ECM FSP ECM FS CT POINT NAME MARK AI AO BI BO ALARM COMMENTS WATER METER Water Meter WM X X WM WM WM SNOHOMISH COUNTY PUD NORTH COUNTY COMMUNITY OFFICE HEATED PARKING 17601 59TH AVE NE ARLINGTON, WA 98223 POINT NAME MARK AI AO BI BO ALARM COMMENTS PROJECT: CIRCULATION PUMP Circulation Pump Status CPS X X BUILDING IDENTIFIER: WITH MOTOR M Circulation Pump Start/Stop CPE X PROVIDE WITH HOA SWITCH. STARTER/RELAY CPS M CT CPE C.2 R GENERAL NOTE: SHEET TITLE: Â· ALL INDIVIDUAL POINTS ARE HARDWIRED UNLESS NOTED OTHERWISE. BACNET AND MODBUS INTEGRATED POINTS ARE NOTED AS SOFTWARE POINTS. MECHANICAL Â· ALL POINTS SHALL BE DISPLAYED ON GRAPHIC USER INTERFACE UNLESS OTHERWISE NOTED. CONTROLS AND Â· ALL POINTS SHALL BE TRENDED UNLESS OTHERWISE NOTED. SEQUENCES LEAD:BC DRAFTER:SF DATE:03/22/22 SHEET: M9.01 SHEET OF ROLLUDA ARCHITECTS,INC 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206) 624-4222 FAX (206) 624-4226 CONTROL EQUIPMENT LEGEND CONTROL EQUIPMENT LEGEND DESCRIPTION SYMBOL SYMBOL WITH ASSOCIATED POINTS POINTS DESCRIPTION SYMBOL SYMBOL WITH ASSOCIATED POINTS POINTS POINT NAME MARK AI AO BI BO ALARM COMMENTS POINT NAME MARK AI AO BI BO ALARM COMMENTS ELECTRIC Unit Heater Enable UHE X X GENERATOR Generator Primary Voltage SOFTWARE X UNIT HEATER MONITORING Generator Secondary Voltage SOFTWARE X ROOM SUPPLY ROOM SUPPLY INTERFACE GENERATOR GENERATOR AIR AIR AIR AIR Generator Primary Current SOFTWARE X MONITORING MONITORING Generator Alarm(s) SOFTWARE X X NETWORK NETWORK INTERFACE INTERFACE Generator Pre-Alarm(s) SOFTWARE X X Phase to Phase Voltage SOFTWARE X UHE Phase Current SOFTWARE X Phase Apparent Power SOFTWARE X DDC INTEGRATION Phase Power SOFTWARE X 3-Phase Total kW-h SOFTWARE X Frequency SOFTWARE X System Configuration SOFTWARE X POINT NAME MARK AI AO BI BO ALARM COMMENTS System Status SOFTWARE X CEILING FAN Ceiling Fan Speed CFSP X NOTE: COORDINATE EXACT ALARM AND MONITORING INTERGATION POINTS TO BE DISPLAYED ON GRAPHICS WITH OWNER. Ceiling Fan Status CFS X X CFS CT POINT NAME MARK AI AO BI BO ALARM COMMENTS M M CFSP POWER Current Phase A SOFTWARE X CEILING CEILING FAN FAN MONITORING Current Phase B SOFTWARE X INTERFACE POWER POWER Current Phase C SOFTWARE X MONITORING MONITORING Current Neutral SOFTWARE X NETWORK NETWORK INTERFACE INTERFACE Voltage A-B SOFTWARE X Voltage B-C SOFTWARE X Voltage C-A SOFTWARE X Voltage A-N SOFTWARE X DDC INTEGRATION Voltage B-N SOFTWARE X POINT NAME MARK AI AO BI BO ALARM COMMENTS HEAT HEAT Voltage C-N SOFTWARE X HEAT Wheel Enable WE X RECOVERY RECOVERY Real Power -kW SOFTWARE X RECOVERY WHEEL WHEEL Wheel Status WS X X Apparent Power - kVA X WHEEL SOFTWARE HEAT Power Factor SOFTWARE X EXCHANGER Frequency SOFTWARE X Real Energy - kWh SOFTWARE X WS WE M R CT M POINT NAME MARK AI AO BI BO ALARM COMMENTS WATER Water Heater Enable/Disable WHE X PROVIDE WITH HOA SWITCH. HEATER WATER WATER HEATER(S) HEATER(S) WATER HEATER WATER HEATER INTERFACE INTERFACE REVISION WHE POINT NAME MARK AI AO BI BO ALARM COMMENTS OUTDOOR Outside Air Temp TO X SENSOR ARRAY Outside Air Humidity HO X DATE Carbon Dioxide Sensor CO X Outside Air Enthalpy EO Calculated value. NO. Sensor Failure X TO T T HO H H CO CO CO2 2 2 EXTERIOR WALL EXTERIOR WALL POINT NAME MARK AI AO BI BO ALARM COMMENTS DUCTLESS DX DX HEAT PUMP ON/OFF SOFTWARE X SPLIT SYSTEM Setpoint SOFTWARE X Room Temperature SOFTWARE X Mode SOFTWARE X Fan Speed SOFTWARE X Louver position SOFTWARE X Error code SOFTWARE X X Digital input status SOFTWARE X NOTE: COORDINATE EXACT ALARM AND MONITORING INTERGATION POINTS TO BE DISPLAYED ON GRAPHICS WITH OWNER. HEAT PUMP HEAT PUMP CONTROL PANEL CONTROL PANEL DDC INTEGRATION POINT NAME MARK AI AO BI BO ALARM COMMENTS VARIABLE REFRIGERANT ON/OFF SOFTWARE X X FLOW (VRF) VRF MANUFACTURER VRF MANUFACTURER Lock SOFTWARE X X SYSTEM CONTROL PANEL CONTROL PANEL Filter Sign SOFTWARE X X Operation Mode SOFTWARE X X Louver position SOFTWARE X X DDC INTEGRATION Fan Speed SOFTWARE X X Room Temperature SOFTWARE X Error Code SOFTWARE X X Upper Set Temp Range SOFTWARE X X Lower Set Temp Range SOFTWARE X X Lock Misc. SOFTWARE X X Cooling Set Temp SOFTWARE X X Heating Set Temp SOFTWARE X X Cooling Upper Temp SOFTWARE X X Cooling Lower Temp SOFTWARE X X SNOHOMISH COUNTY PUD NORTH COUNTY COMMUNITY OFFICE HEATED PARKING 17601 59TH AVE NE ARLINGTON, WA 98223 Heating Upper Temp SOFTWARE X X PROJECT: Heating Lower Temp SOFTWARE X X BUILDING IDENTIFIER: Deadband SOFTWARE X 2 Set Auto SOFTWARE X X Override SOFTWARE X Outdoor Unit Monitoring Points SOFTWARE X X X X C.2 NOTE: COORDINATE EXACT ALARM AND MONITORING INTERGATION POINTS TO BE DISPLAYED ON GRAPHICS WITH OWNER. SHEET TITLE: SPA POINT NAME MARK AI AO BI BO ALARM COMMENTS MECHANICAL SUMP PUMP Sump Pump Alarm Status SPA X X CONTROLS AND SUMP PUMP SUMP PUMP SEQUENCES MONITORING ALARM OUTPUT ALARM OUTPUT TERMINAL TERMINAL GENERAL NOTE: GENERAL NOTE: Â· ALL INDIVIDUAL POINTS ARE HARDWIRED UNLESS NOTED OTHERWISE. BACNET AND MODBUS INTEGRATED POINTS ARE NOTED AS SOFTWARE POINTS. Â· ALL INDIVIDUAL POINTS ARE HARDWIRED UNLESS NOTED OTHERWISE. BACNET AND MODBUS INTEGRATED POINTS ARE NOTED AS SOFTWARE POINTS. Â· ALL POINTS SHALL BE DISPLAYED ON GRAPHIC USER INTERFACE UNLESS OTHERWISE NOTED. LEAD:BC Â· ALL POINTS SHALL BE DISPLAYED ON GRAPHIC USER INTERFACE UNLESS OTHERWISE NOTED. Â· ALL POINTS SHALL BE TRENDED UNLESS OTHERWISE NOTED. DRAFTER:SF Â· ALL POINTS SHALL BE TRENDED UNLESS OTHERWISE NOTED. DATE:03/22/22 SHEET: M9.02 SHEET OF ROLLUDA ARCHITECTS,INC 105 S MAIN ST, #323 NOTE 1 NOTE 1 SEATTLE, WA 98104 PHONE (206) 624-4222 WALL MOUNTED 0-60 MINUTE WALL MOUNTED CO / NO2 FAX (206) 624-4226 ROTARY DIAL TIMER (WHERE SENSOR (WHERE INDICATED) INDICATED) CO NO2 M EXHAUST FAN Sequence of Operation: The interior lighting shall be controlled directly from the DDC system to schedule the light fixtures for time of day and day of NC NC week operation and to control lighting levels for daylight harvesting. Refer to suggested contractor responsibility matrix in Section 230900 for provision of products and for additional details and requirements. Refer to lighting zone plans and EXHAUST AIR BUILDING AIR HVAC UNITS OUTSIDE AIR schedules in the electrical drawings. Provide the number of zones of lighting control from the DDC as indicated on the electrical drawings. Provide independent scheduling capability for each zone. Refer to additional control requirements in M M Section 260923. DDC graphics shall display status of each lighting zone. The zone name/descriptor shall be listed on graphics and displayed EXHAUST AIR VFD OUTSIDE AIR using a building floor plans with zone outlines. DAMPER DAMPER Section 230900 shall provide labeled LED push button override low voltage switches at locations indicated on the electrical drawings to turn the lights on for a 2 hour (adj.) time period. Section 230900 shall provide all wiring and cabling from switches NOTE 1 PROVIDE WHERE SHOWN ON HVAC DRAWINGS. to DDC controllers Run Conditions - Gas Basis: The nitrogen dioxide and carbon monoxide sensors shall measure zone concentration levels and activate the supply fan(s) to maintain maximum CO concentrations of 25 ppm(adj.) and NO2 LIGHTING CONTROL 4 concentrations of 2 ppm(adj.). Minimum fan runtime shall be for 30 min.(adj.). M9.03 SCALE: NONE Run Conditions - Manual Basis: The exhaust fan shall run anytime the unit is commanded to run based on the manually operated switch. Exhaust Air Damper: The controller shall position the exhaust air damper 100% open when the fan is in operation. Outside Air Damper: The controller shall position the outside air damper 100% open when the fan is in operation. Alarms shall be provided as follows: Sequence of Operation: Â· High CO Concentration: If the zone air CO concentration is greater than 200 ppm(adj.) Electrical load shed shall be controlled by outputs from the DDC system. Refer to Office and Warehouse Building Load Shed Schedule in the electrical drawings for mechanical equipment, lighting and receptacle loads to shed based on power alternative Â· High NO2 Concentration: If the zone air NO2 concentration is greater than 5 ppm(adj.). energy delivery from the CETC building. Provide hardwired outputs with relays from DDC controllers to lighting and receptacle Â· Sensor Failure contactors. Refer to electrical drawings for quantities and locations. Mechanical equipment shall be shed directly through the DDC system. Fan Status: The controller shall monitor the fan status. 5 ELECTRICAL LOAD SHED Alarms shall be provided as follows: M9.03 SCALE: NONE Â· Fan Failure: Commanded on, but the status is off. Â· Fan in Hand: Commanded off, but the status is on. 1 VEHICLE EXHAUST FAN M9.03 SCALE: NONE NOTE 1 EXHAUST FAN NC EXHAUST AIR BUILDING AIR S M EXHAUST AIR ECM DAMPER REVISION Note: Exhaust Fan: 1. Where shown on drawings or scheduled. The exhaust fan shall run anytime the unit is commanded to run, unless shutdown DATE on safeties. Run Conditions - Scheduled: The unit shall run according to a user definable time schedule in the following NO. Exhaust Air Damper or Relief Air Damper: modes: The controller shall position the damper (if present) 100% open when exhaust fan The unit shall maintain runs. Provide with feedback. Â· A 80Â°F (adj.) cooling setpoint Â· Control to Â±1Â°F of setpoint. Fan Status: The controller shall monitor the fan status. Alarms shall be provided as follows: Â· Zone Temp: If the zone temperature is greater than the cooling setpoint by a Alarms shall be provided as follows: user definable amount (adj.) or lower than cooling setpoint by a user definable Â· Fan Failure: Commanded on, but the status is off. amount (adj.). Â· Fan in Hand: Commanded off, but the status is on. 2 EXHAUST FAN - SCHEDULED W/ THERMOSTAT M9.03 SCALE: NONE NOTE 1 DOOR SENSOR DSW INDOOR AC UNIT SECTION 230900 DX SF THERMOSTAT RETURN AIR DISCHARGE AIR M T OUTDOOR CU UNIT HEAT PUMP CONTROL PANEL NOTE 1 PROVIDE DOOR SENSOR FOR SECTIONAL DOORS. Run Conditions - Continuous: The unit shall be enabled continuously. The DDC system control space temperatures as follows: Â· A 60Â°F (adj.) heating setpoint (where heating operation is present). SNOHOMISH COUNTY PUD NORTH COUNTY COMMUNITY OFFICE HEATED PARKING 17601 59TH AVE NE ARLINGTON, WA 98223 PROJECT: AC Unit Interface: The DDC shall connect to the unit through the manufacturer BACnet communication interface. Allow for mapping of BUILDING IDENTIFIER: all BACnet points to the DDC for use in implementing control sequnces, monitoring alarms and general unit operating conditions. Point status shall be displayed on the main unit graphic or additional unit graphic informational pages. The points displayed on the main graphic will be coordinated with the owner/engineer and determined once a submittal has been received and manufacturer's point list can be reviewed. C.2 Alarms shall be provided as follows: Â· Low Zone Temp: If the zone temperature is less than the heating setpoint by a user definable amount (adj.). SHEET TITLE: MECHANICAL Door Switch Sequence: CONTROLS AND The DDC controller shall monitor status of the door switches. (2) sectional door in Heated Parking. The heating SEQUENCES setpoint for the AC's in these zones shall be set back to 50Â°F (adj.). To prevent short cycling of the equipment, set back when the door is open for longer than 5 minutes (adj.). 3 DUCTLESS - HEAT PUMP/AC UNIT SPLIT SYSTEM LEAD:BC M9.03 SCALE: NONE DRAFTER:SF DATE:03/22/22 SHEET: M9.03 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 A B C A B C 1201 third avenue, ste 600 seattle, wa 98101 CU-01 206.448.3376 2"V UP EIWH-1 www.hargis.biz 2"V DN 2 2"FD-1 3/4"C 1 1 HB-1 TP-1 AC-01B 3/4"C ELEC ROOM ELEC ROOM SS-9 102 102 EW-1 2"W UP 1"CW 2"W UP 2"V UP TO FD 2"V 4"V UP 2"V DN TO VTR 2"V DN HEATED AC-01A PARKING 1 101 2"V UP 4"W UP TO TD TD-1 TD-1 4"W UP TO TD FFE = 134.45 4"W UP 1 TO TRAFFIC RATED FCO 1"CW HEATED PARKING FCO 101 4"W 2"CW POC. SEE CIVIL FOR CONTINUATION. I.E. = 130.45' 4"W POC. SEE CIVIL FOR CONTINUATION. I.E. = 131.65' 2"CW UP 3 2"CW DN REVISION DATE NO. 2 2 TRUE TRUE UNDERGROUND PLUMBING PLAN LEVEL 1 - PLUMBING PLAN 1 N 2 N SCALE:1/4" = 1'-0" SCALE: 1/4" = 1'-0" SHEET NOTES FLAG NOTES 1. REFER TO M7.00 SERIES SHEETS FOR STANDARD DETAILS NOT REFERENCED ON PLANS. COMPLY WITH ALL REQUIREMENTS IN 1 ROUTE CW AND VENT TIGHT TO BOTTOM OF DETAILS. STRUCTURE. 2. SEE CIVIL DRAWINGS FOR CONTINUATION OF PLUMBING OUTSIDE 2 1"C DOWN TO WYE FITTING ON SINK TAILPIECE. OF BUILDING. PROVIDE WYE FITTING. 3. SLOPE ALL WASTE AND VENT PIPING A MINIMUM OF 1/4 INCH PER 3 PROVIDE SHUT-OFF VALVE WITH DOWNSTREAM DRAIN FOOT UNLESS OTHERWISE NOTED. AND THREADED HOSE CONNECTION FOR COLD WATER RISER. 4. PLUMBING FIXTURES AND FLOOR PLAN ABOVE ARE SHOWN ON FOUNDATION PLAN FOR REFERENCE. 5. INVERT ELEVATIONS ARE SHOWN FOR REFERENCE ONLY. CONTRACTOR SHALL COORDINATE FINAL INVERT ELEVATIONS IN THE FIELD WITH CIVIL CONTRACTOR. 6. SEE STRUCTURAL DRAWINGS FOR PIPE SLEEVE DETAILS AT FOOTINGS AND GRADE BEAMS FOR PIPE ROUTING THROUGH STRUCTURE. 7. DRAWINGS ARE DIAGRAMMATIC AND INTENDED TO SHOW GENERAL ARRANGEMENT AND CONFIGURATION OF PIPING AND LOCATION OF VALVES. ADJUST LOCATIONS OF PIPING TO ENSURE THAT ISOLATION VALVES ARE ACCESSIBLE. PROVIDE ISOLATION VALVES FOR ALL HOSE BIBBS, AND FIXTURES WITHOUT STOPS. 8. SEE PLUMBING FIXTURE AND DRAIN ROUGH-IN SCHEDULE FOR FIXTURE SERVICE CONNECTION SIZES. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 9. DO NOT ROUTE ANY PIPING OVER ELECTRICAL OR IDF ROOMS PROJECT: UNLESS PIPING IS SERVING EQUIPMENT IN THE ROOM. BUILDING IDENTIFIER: 10. REFER TO ARCHITECTURAL INTERIOR ELEVATIONS FOR PLUMBING FIXTURES MOUNTING HEIGHTS. C.2 KEYPLAN SHEET TITLE: PLUMBING FLOOR PLANS LEAD: BC DRAFTER: SF/JS DATE: SHEET: P2.01 SHEET OF ROLLUDA ARCHITECTS,INC 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206) 624-4222 FAX (206) 624-4226 4"VTR 20 DFU ROOF 2"V 2 DFU 101 SS-9 8 DFU 2 DFU 8 DFU 101 101 101 4"TD-1 2"FD-1 4"TD-1 FCO LEVEL 1 134'-5" 4"W 20 DFU REVISION 4"W POC TO CIVIL DATE NO. 1 HEATED PARKING PLUMBING RISER DIAGRAM P6.11 SCALE: NONE SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER:C.2 SHEET TITLE: PLUMBING RISER DIAGRAM LEAD:BC DRAFTER:JS DATE:03/22/22 SHEET: P6.11 SHEET OF ROLLUDA ARCHITECTS,INC 105 S MAIN ST, #323 SEATTLE, WA 98104 VENT, SEE DWGS PHONE (206) 624-4222 FOR CONT FAX (206) 624-4226 FLOOR DRAIN FINISHED FLOOR. PIPE SLEEVE AND REFER TO SEALANT. SEE THREADED ROD, ARCHITECTURAL FOR SLOPING SLEEVE THROUGH ATTACH TO STRUCTURE HOLD PIPE ON INSIDE FACE REQUIREMENTS. FLOOR DETAIL OF BUILDING INSULATION INSULATION INSERT COMPRESS INSULATION WHERE PIPE HANGER INSULATION REQUIRED. PROVIDE FULL INSULATION THICKNESS FREEZELESS WALL WHEREVER POSSIBLE. HYDRANT WITH VACUUM BREAKER 3/4" C.W. OR NPRW SUPPLY TRAP PRIMER PIPE PIPE. SEE 5" INSULATION SHIELD BETWEEN TRAP ARM MIN HANGER AND INSULATION UP SELECT EXTENSION DEPTH DWGS FOR TO CENTERLINE OF PIPE AS TO MATCH WALL SIZE AND CONT 12" MIN SPECIFIED (TYP) TO SANITARY, SEE P-TRAP DWGS FOR CONT 24" ABOVE FLOOR NOTE: OR GRADE OR AS 1. PIPE SHALL BE WITHIN NOTED ON PLAN INSULATED SPACE 2. PROVIDE BALL VALVE AT ACCESSIBLE LOCATION TO SHUT OFF HOSE BIBB ONLY. 1 NOT USED 2 DETAIL - FLOOR DRAIN 3 DETAIL - INSULATED PIPE HANGER 4 DETAIL - FREEZE RESISTANT WALL HYDRANT P7.01 SCALE: NONE P7.01 SCALE: NONE P7.01 SCALE: NONE P7.01 SCALE: NONE POWER BY DIV 26 VACUUM CONTROL TIMER BREAKER SOLENOID VALVE WATER HAMMER ARRESTER EMERGENCY EYEWASH SLOPE PIPE DN TO EYEWASH WATER TO TRAPS CONNECTIONS WATER SUPPLY 8 (1/2") PRIMERS (VARIES) COLD WATER WITH STOP VALVE ISOLATION VALVE REVISION NOTE: INSTANTANEOUS ELECTRIC 1. PROVIDE LOCKING ACCESS PANEL TO CONCEAL ALL WATER HEATER (IWH) COMPONENTS SHOWN AT OCCUPIED SPACE LOCATIONS. DATE NO. FINISHED FLOOR 8" MIN 5 DETAIL - TRAP PRIMER PANEL 6 DETAIL- INSTANTANEOUS ELECTRIC WATER HEATER P7.01 SCALE: NONE P7.01 SCALE: NONE SNOHOMISH COUNTY PUD NORTH COUNTY COMMUNITY OFFICE HEATED PARKING 17601 59TH AVE NE ARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER:C.2 SHEET TITLE: PLUMBING DETAILS LEAD:BC DRAFTER:SF DATE:03/22/22 SHEET: P7.01 SHEET OF GENERAL NOTES ABBREVIATIONS GENERAL POWER ONE-LINE DIAGRAM ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 1. PERFORM WORK IN ACCORDANCE WITH APPLICABLE A AMPERE M METER EXISTING ELECTRICAL TO BE REMOVED SWITCHBOARD/SWITCHGEAR EQUIPMENT ENCLOSURE SEATTLE, WA 98104 NATIONAL AND STATE CODES AS AMENDED LOCALLY AC AIR CONDITIONING; ALTERNATING CURRENT; MAN METROPOLITAN AREA NETWORK PHONE (206)624-4222 AND ENFORCED BY THE AHJ. ABOVE COUNTER MAX MAXIMUM EXISTING ELECTRICAL TO REMAIN PANELBOARD, FLUSH-MOUNTED BUS FAX (206)624-4226 AF AMP FUSE; AMP FRAME MC MAIN CROSS CONNECT; METAL CLAD (CABLE) 2. OBTAIN AND PAY FOR PERMITS REQUIRED FOR AFC AVAILABLE FAULT CURRENT MCB MAIN CIRCUIT BREAKER NEW ELECTRICAL WORK PANELBOARD, SURFACE-MOUNTED WIRE INSTALLATION OF WORK. ARRANGE AND SCHEDULE AFF ABOVE FINISHED FLOOR MCC MOTOR CONTROL CENTER REQUIRED INSPECTIONS. AG ABOVE GRADE MDF MAIN DISTRIBUTION FRAME MATCHLINE OR PROPERTY LINE T (FRONT) TERMINAL / LUG TRANSFORMER AHJ AUTHORITIES HAVING JURISDICTION 3. COORDINATE WITH UTILITY COMPANIES FURNISHING MDP MAIN DISTRIBUTION PANEL AHU AIR HANDLING UNIT SERVICES TO PROJECT. INSTALLATION OF UTILITY MFR MANUFACTURER ENLARGED PLAN BOUNDARY MOTOR CONNECTION CONNECTION SERVICES SHALL BE IN ACCORDANCE WITH UTILITY AIC AMPERE INTERRUPTING CURRENT MH MANHOLE REQUIREMENTS. VERIFY APPLICABLE INSTALLATION AL ALUMINUM MIN MINIMUM DISCONNECT SWITCH, NON-FUSED DELTA STANDARDS AND REQUIREMENTS. PROVIDE AND ANSI AMERICAN NATIONAL STANDARDS INSTITUTE 1 MLO MAIN LUGS ONLY DETAIL/PLAN IDENTIFIER SUBMIT ELECTRICAL DRAWINGS TO UTILITY FOR AS AMP SWITCH E1.1 MM MULTIMODE DISCONNECT SWITCH, FUSED WYE APPROVAL PRIOR TO ROUGH-IN AND PRIOR TO AT AMP TRIP MPOE MAIN POINT OF ENTRY ORDERING EQUIPMENT. A ATM ASYNCHRONOUS TRANSFER MODE MPOP MAIN POINT OF PRESENCE SECTION IDENTIFIER B ENCLOSED CIRCUIT BREAKER CURRENT TRANSFORMER 4. COORDINATE ELECTRICAL WORK WITH THAT OF OTHER ATS AUTOMATIC TRANSFER SWITCH MTD MOUNTED E1.1 1201 third avenue, ste 600 TRADES. REFER TO MECHANICAL, ARCHITECTURAL, AV AUDIO VISUAL MTS MANUAL TRANSFER SWITCH VFD VARIABLE FREQUENCY DRIVE seattle, wa 98101 A STRUCTURAL, CIVIL, AND LANDSCAPE DRAWINGS AND AWG AMERICAN WIRE GAUGE ELEVATION IDENTIFIER TRANSFER SWITCH 206.448.3376 SPECIFICATIONS. COORDINATION SHALL OCCUR PRIOR E1.1 S MANUAL MOTOR STARTER WITH THERMAL (N) NEW M TO FABRICATION, PURCHASE, AND INSTALLATION OF BAS BUILDING AUTOMATION SYSTEM OVERLOADS N NEUTRAL REVISION DEFINITION AREA, AREA ENCIRCLED www.hargis.biz WORK. BATT BATTERIES NAC NOTIFICATION APPLIANCE CIRCUIT CONTAINS CHANGES MADE SUBSEQUENT TO COMBINATION STARTER/DISCONNECT CIRCUIT BREAKER, FIXED BIL BASIC IMPULSE INSULATION LEVEL PREVIOUS ISSUE 5. COMPLETION OF WORK SHALL BE EXECUTED IN NEC NATIONAL ELECTRICAL CODE ACCORDANCE WITH THE PROJECT SCHEDULE. BKBD BACKBOARD NATIONAL ELECTRICAL MANUFACTURERS MAGNETIC STARTER CIRCUIT BREAKER, DRAWOUT NEMA SCHEDULE INSTALLATION WITH OTHER TRADES TO BKR BREAKER ASSOCIATION 1 REVISION CALLOUT ENSURE PROJECT MILESTONES ARE MET. BLDG BUILDING NF NON-FUSED EQUIPMENT CONNECTION - CONFIRM CONNECTION DISCONNECT SWITCH NIC NOT IN CONTRACT 1 FLAG NOTE TAG WITH EQUIPMENT MANUFACTURER 6. DRAWINGS ARE DIAGRAMMATIC AND DO NOT SHOW C CONDUIT; DEGREES CELSIUS NL NIGHT LIGHT FUSED SWITCH ALL COMPONENTS REQUIRED FOR A COMPLETE CAB CABINET 1 DEMOLITION NOTE TAG J FIRE/SMOKE DAMPER INSTALLATION. PROVIDE COMPONENTS REQUIRED FOR F/S CAT CATEGORY OFC OPTICAL FIBER CABLE FUSE 2/28/2022 COMPLETE AND OPERATIONAL SYSTEMS INCLUDING RACEWAYS, CONDUCTORS, BOXES, SUPPORTS AND CATV COMMUNITY ANTENNA TELEVISION OHL OVERHEAD LINE 1 EQUIPMENT TAG PUSHBUTTON CONTROLLER SIMILAR ITEMS. CB CIRCUIT BREAKER OL OVERLOAD (SINGLE OR MULTIPLE BUTTONS) FUSED CUTOUTS CCTV CLOSED CIRCUIT TELEVISION OS OCCUPANCY SENSOR AHU-01 MECHANICAL EQUIPMENT TAG CIRCUIT BREAKER WITH GROUND FAULT 7. LOCATIONS OF RACEWAY, PATHWAY AND SIMILAR CLG CEILING OSP OUTSIDE PLANT EMERGENCY POWER OFF PUSHBUTTON GF PROTECTION ITEMS ARE SHOWN SCHEMATICALLY. COORDINATE CM CEILING-MOUNTED INSTALLATION, INCLUDING BUT NOT LIMITED TO CO CONDUIT ONLY P POLE N NORTH ARROW ST CIRCUIT BREAKER WITH SHUNT TRIP OPERATOR CABLING, TELECOMMUNICATION PATHWAYS AND COW COMPUTER ON WHEELS PBX PRIVATE BRANCH EXCHANGE SPACES, AND EXACT LOCATION OF HORIZONTAL AND RECEPTACLES CR CONTROLLED RECEPTACLE PF POWER FACTOR K CIRCUIT BREAKER WITH KIRK KEY BACKBONE CABLING WITH LOCATIONS OF FIXED LOCATION WHERE PICTURE WAS TAKEN AND CASEWORK AND BUILDING CONDITIONS AFFECTING CT CURRENT TRANSFORMER PH PHASE 1 DIRECTION P1A-12 THE WORK OF THIS CONTRACT. CU COPPER PIR PASSIVE INFRARED DEVICE SUBSCRIPTS GF PIV POST INDICATING VALVE +42" GF (CIRCUIT NUMBER) FUSED SWITCH WITH GROUND FAULT PROTECTION 8. COORDINATE TELECOMMUNICATIONS WORK WITH D DEDICATED PNL PANEL LIGHTING (AC,CR,D,EM,GB,GF,IG,SB,TP,USB,WP OR OTHER SUBSCRIPT) THAT OF OTHER TRADES. REFER TO ELECTRICAL, A (NON-STANDARD MOUNTING HEIGHT OR AC) DDC DIRECT DIGITAL CONTROL PP PATCH PANEL MECHANICAL, ARCHITECTURAL, STRUCTURAL, CIVIL, DEMARC DEMARCATION POINT PT POTENTIAL TRANSFORMER DEVICE SUBSCRIPTS SPECIAL RECEPTACLE MOTOR CONNECTION AND LANDSCAPE DRAWINGS AND SPECIFICATIONS. a (LIGHT FIXTURE TYPE) DISC DISCONNECT PVC POLYVINYL CHLORIDE 12 COORDINATION SHALL OCCUR PRIOR TO FABRICATION, (SWITCHLEG) PURCHASE, AND INSTALLATION OF WORK. DIST DISTRIBUTION (CIRCUIT NUMBER) DUPLEX RECEPTACLE G GENERATOR DSL DIGITAL SUBSCRIBER LINE RCP REFLECTED CEILING PLAN 9. PROVIDE FIRESTOPPING SYSTEMS FOR CONDUIT AND DWG DRAWING REC RECEPTACLE FOURPLEX RECEPTACLE X METERING DEVICE RACEWAY SYSTEMS AT PENETRATIONS, SLEEVES AND REF REFER TO (M = METER) LIGHTING FIXTURES (WH = WATT HOUR METER) SLOTS OF FIRE RATED CONSTRUCTION FOR (E) EXISTING REV REVISION (REFER TO LIGHTING FIXTURE SCHEDULE SPLIT WIRED DUPLEX RECEPTACLE (A = AMMETER) HORIZONTAL AND INTRABUILDING PATHWAYS AND RM ROOM FOR ADDITIONAL INFORMATION) (V = VOLTMETER) EA EACH SPACES. EF EXHAUST FAN REINFORCED THERMORESETTING RESIN SIMPLEX RECEPTACLE RTRC CONDUIT ST SHUNT TRIP 10. INTRABUILDING OPTICAL FIBER CABLING SHALL BE EIA ELECTRONIC INDUSTRIES ASSOCIATION RU RACK UNIT STRIP LIGHTING FIXTURE CORD DROP CORD RECEPTACLE CLEARLY AND VISIBLY IDENTIFIED IN PULLBOXES, ELEV ELEVATION ENTRANCE POINTS, EACH RISER ROOM, AND 5'-0" EM EMERGENCY GF GROUND FAULT PROTECTION BEFORE ENTERING A FREE STANDING RACK UTILIZING SB STANDBY WALL-MOUNTED LIGHTING FIXTURE RETRACTABLE CORD REEL RECEPTACLE EMT ELECTRICAL METALLIC TUBING AN OPTICAL FIBER CABLE MARKER TAG SYSTEM. SHT SHEET EPM ELECTRONIC POWER METER ENCL ENCLOSURE SLC SIGNALING LINE CIRCUIT EPM ELECTRONIC POWER METER 11. CATEGORY 6/6A CABLING: MAINTAIN A MINIMUM SM SINGLEMODE SPD SURGE PROTECTIVE DEVICE SPACING OF 12" FROM ELECTRICAL FEEDERS AND EPO EMERGENCY POWER OFF RACEWAYS AND BOXES SMFC SURFACE-MOUNTED OPTICAL FIBER CABINET BRANCH CIRCUIT WIRING AND 12" FROM AUXILIARY EQUIP EQUIPMENT SMR SURFACE METAL RACEWAY GROUND SYSTEM CABLING. ETR EXISTING TO REMAIN EMERGENCY LIGHTING FIXTURES SONET SYNCHRONOUS OPTICAL NETWORK J JUNCTION BOX EWC ELECTRIC WATER COOLER (REFER TO LIGHTING FIXTURE SCHEDULE 12. PRIOR TO STARTING TELECOMMUNICATIONS SP SERVICE PROVIDER FOR ADDITIONAL INFORMATION) 12,241 AVAILABLE FAULT CURRENT (SYMMETRICAL) TAG INSTALLATION, CAREFULLY INSPECT INSTALLED WORK SPD SURGE PROTECTIVE DEVICE J FURNITURE WALL FEED OUTLET BOX F FUSE; DEGREES FAHRENHEIT F OF OTHER TRADES AND VERIFY THAT SUCH WORK IS SPEC SPECIFICATIONS 225 FEEDER TAG REVISION FA FIRE ALARM PULL BOX COMPLETE TO THE POINT WHERE WORK MAY SPST SINGLE POLE SINGLE THROW PB FAAP FIRE ALARM ANNUNCIATOR PANEL (WHERE INDICATED, SUBSCRIPT INDICATES PULL BOX TYPE) PROPERLY COMMENCE. NOTIFY THE ARCHITECT AND ST SHUNT TRIP XX ENGINEER IN WRITING OF CONDITIONS DETRIMENTAL FACP FIRE ALARM CONTROL PANEL STP SHIELDED TWISTED PAIR POLE-MOUNTED LIGHTING FIXTURE, QUANTITY OF HANDHOLE PAD-MOUNT TRANSFORMER TO THE PROPER AND TIMELY COMPLETION OF THE FBO FURNISHED BY OWNER HH FURNISHED BY OWNER INSTALLED BY SVGA SUPER VIDEO GRAPHICS ARRAY HEADS AS INDICATED XX (WHERE INDICATED, SUBSCRIPT INDICATES VAULT TYPE) WORK. FOIC CONTRACTOR SW SWITCH DATE 13. DO NOT BEGIN TELECOMMUNICATIONS INSTALLATION FOIO FURNISHED BY OWNER INSTALLED BY OWNER SWBD SWITCHBOARD DOUBLE HEAD, POLE-MOUNTED, LIGHTING FIXTURE VAULT 480V (WHERE INDICATED, SUBSCRIPT INDICATES VAULT TYPE) UNTIL ALL UNSATISFACTORY CONDITIONS ARE FSD FIRE SMOKE DAMPER XX TRANSFORMER NO. RESOLVED. BEGINNING WORK CONSTITUTES TBB TELECOMMUNICATIONS BONDING BACKBONE LIGHTING TRACK WITH FIXTURES FLOORBOX (WHERE INDICATED, SUBSCRIPT INDICATES FLOOR 208Y 120V ACCEPTANCE OF CONDITIONS AS SATISFACTORY. G GROUND TEL TELEPHONE A BOX TYPE) SELF-CONTAINED BATTERY-POWERED EMERGENCY GB GROUND FAULT CIRCUIT BREAKER TELCO TELEPHONE COMPANY LIGHTING FIXTURE POKE-THRU (WHERE INDICATED, SUBSCRIPT INDICATES 14. THE ELECTRICAL CONTRACTOR SHALL PROVIDE ALL CONDUIT, OUTLET BOXES, JUNCTION BOXES, RACEWAY GF GROUND FAULT CIRCUIT INTERRUPTER TGB TELECOMMUNICATIONS GROUNDING BUSBAR A POKE-THRU TYPE) TELECOMMUNICATIONS INDUSTRY SYSTEMS, ETC. FOR A COMPLETE AND OPERATIONAL GFP GROUND FAULT PROTECTION TIA EXIT SIGN, UNIVERSAL MOUNTING PANELBOARD - MAIN LUGS ONLY ASSOCIATION POWER POLE, FLOOR TO CEILING PATHWAY SYSTEM FOR ALL TELECOMMUNICATIONS GND GROUND TELECOMMUNICATIONS MAIN GROUNDING (SHADED AREA INDICATES ILLUMINATE SIDE TMGB SYSTEMS PER THE SCOPE OF WORK INDICATED ON BUSBAR ARROW INDICATES CHEVRON DIRECTION) GRS GALVANIZED RIGID STEEL THE CONSTRUCTION DRAWINGS AND BID TP TAMPERPROOF SURFACE METAL RACEWAY EXIT SIGN, WALL-MOUNTED SPECIFICATIONS. TR TELECOMMUNICATIONS ROOM (SHADED AREA INDICATES ILLUMINATE SIDE HC HORIZONTAL CROSS CONNECT TTB TELEPHONE TERMINAL BOARD ARROW INDICATES CHEVRON DIRECTION) RACEWAY CONCEALED IN WALL OR IN CEILING (EXPOSED IN UNFINISHED AREAS)PANELBOARD - MAIN CIRCUIT BREAKER HID HIGH INTENSITY DISCHARGE TV TELEVISION HP HORSEPOWER LIGHTING CONTROL TVSS TRANSIENT VOLTAGE SURGE SUPPRESSION RACEWAY RUN BELOW FLOOR OR BELOW GRADE HTR HEATER TYP TYPICAL SWITCH, AS DEFINED BY SUBSCRIPT NON-STRUCTURAL ELECTRICAL NOTES Hz HERTZ # = SWITCH LOCATED WITHIN THE SPACE IT IS CONTROLLING FLEXIBLE RACEWAY a = SWITCH LOCATED REMOTE FROM THE SPACE IT IS CONTROLLING IBC INTERNATIONAL BUILDING CODE UG UNDERGROUND MW = LINE VOLTAGE THREE-WAY OR FOUR-WAY RACEWAY (CIRCLE DENOTES VERTICAL GROUNDING 1. THE FOLLOWING ITEMS ARE TAKEN DIRECTLY FROM UL UNDERWRITERS LABORATORIES OSD = OCCUPANCY SENSOR OR VACANCY SENSOR WITH DIMMER TRANSITION) IC INTERMEDIATE CROSS CONNECT OS = OCCUPANCY SENSOR OR VACANCY SENSOR THE 2018 INTERNATIONAL BUILDING CODE AND FROM UON UNLESS OTHERWISE NOTED K = KEYED LH = LIGHTED HANDLE IDF INTERMEDIATE DISTRIBUTION FRAME THE AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE) UPS UNINTERRUPTIBLE POWER SUPPLY P = PILOT LIGHT T = TIMER RACEWAY CONTINUATION G GROUNDING CONDUCTOR INSTITUTE OF ELECTRICAL AND ELECTRONIC STANDARD 7. THE CONTRACTOR SHALL REFER TO THE IEEE ENGINEERS USB UNIVERSAL SERIAL BUS ABOVE FOR ADDITIONAL INFORMATION, EXCEPTIONS, SEE SWITCH SCHEDULE FOR ADDITIONAL RACEWAY STUB WITH BUSHING IG ISOLATED GROUND UTP UNSHIELDED TWISTED PAIR GROUND ROD AND FURTHER DESCRIPTIONS. THE CONTRACTOR INFORMATION SHALL ADHERE TO REQUIREMENTS AND AS SUCH, IMC INTERMEDIATE METALLIC CONDUIT UV UNIT VENTILATOR ISDN INTEGRATED SERVICES DIGITAL NETWORK RACEWAY SLEEVE WITH BUSHING GROUNDING BUSBAR SHALL BE INCLUDED WITHIN BID. ALSO REFER TO REFER TO LIGHTING ZONE CONTROL PLAN FOR SPECIFICATIONS. V VOLTS OCCUPANCY SENSOR OR VACANCY SENSOR J JUNCTION VA VOLT AMPERES REQUIREMENTS. FIRE STOPPING SLEEVE EQUIPMENT GROUNDING CONNECTION 2. 2018 IBC, 1613.1, SCOPE: ARCHITECTURAL, VFD VARIABLE FREQUENCY DRIVE OCCUPANCY/VACANCY SENSOR, CEILING-MOUNTED M CABLE TRAY, 12"W x 4"H OVERHEAD, UNLESS MECHANICAL, ELECTRICAL, AND NON-STRUCTURAL WHERE INDICATED, SUBSCRIPT INDICATES TYPE GROUNDING STRAP K KIRK KEY X OTHERWISE NOTED COMPONENTS THAT ARE PERMANENTLY ATTACHED TO KCMIL THOUSAND CIRCULAR MILS W WATT; WIRE STRUCTURES AND THEIR SUPPORTS AND M OCCUPANCY/VACANCY SENSOR, WALL-MOUNTED ATTACHMENTS SHALL BE DESIGNED AND kVA KILOVOLT AMPERE W/ WITH CABLE TRAY, OVERHEAD LADDER TYPE CONSTRUCTED TO RESIST THE EFFECTS OF KVAR KILOVOLT AMPERE REACTIVE W/O WITHOUT P PHOTOSENSOR FIRE ALARM SYSTEM EARTHQUAKE MOTIONS IN ACCORDANCE WITH ASCE 7, kW KILOWATT WA WORKSTATION AREA HOMERUN TO PANEL EXCLUDING CHAPTER 14 AND APPENDIX 11A. WAN WIDE AREA NETWORK X HA-3 (INDICATES PANEL DESIGNATION AND CIRCUIT NUMBER) LIGHTING CONTROL TAG LAN LOCAL AREA NETWORK # - # FACP FIRE ALARM CONTROL PANEL WG WIRE GUARD 3. ASCE 7 CONTRACTOR RESPONSIBILITY : #10 LCP LIGHTING CONTROL PANEL WH WATT HOUR METER THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE 10 FC LIGHT LEVEL SET POINT TAG (GAUGE OF WIRE OTHER THAN AWG#12) J FIRE/SMOKE DAMPER CONSTRUCTION OF A SEISMIC-FORCE-RESISTING LEC LOCAL EXCHANGE CARRIER WP WEATHERPROOF NUMBER OF CONDUCTORS F/S LT LIGHT (GROUND CONDUCTOR) SYSTEM, DESIGNATED SEISMIC SYSTEM, OR (PHASE CONDUCTORS) LCP LIGHTING CONTROL PANEL (NEUTRAL CONDUCTOR) S DUCT SMOKE DETECTOR COMPONENT LISTED IN THE QUALITY ASSURANCE LTG LIGHTING XMFR TRANSFORMER PLAN SHALL SUBMIT A WRITTEN CONTRACTOR'S STATEMENT OF RESPONSIBILITY TO THE REGULATORY RC ROOM CONTROLLER M METER Y WYE AUTHORITY HAVING JURISDICTION AND TO THE OWNER MAN METROPOLITAN AREA NETWORK PRIOR TO THE COMMENCEMENT OF WORK ON THE Z IMPEDANCE NOT ALL SYMBOLS MAY APPEAR ON THE DRAWINGS SYSTEM OR COMPONENT. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL INCLUDE THE FOLLOWING: A. ACKNOWLEDGMENT OF AWARENESS OF THE SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 SPECIAL REQUIREMENTS CONTAINED IN THE PROJECT: QUALITY ASSURANCE PLAN; B. ACKNOWLEDGMENT THAT CONTROL WILL BE BUILDING IDENTIFIER: EXERCISED TO OBTAIN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE AUTHORITY HAVING JURISDICTION; C. PROCEDURES FOR EXERCISING CONTROL C.2 WITHIN THE CONTRACTOR'S ORGANIZATION, THE METHOD AND FREQUENCY OF REPORTING AND THE DISTRIBUTION OF THE REPORTS; AND SHEET TITLE: D. IDENTIFICATION AND QUALIFICATIONS OF THE ELECTRICAL PERSON(S) EXERCISING SUCH CONTROL AND LEGEND, THEIR POSITION(S) IN THE ORGANIZATION. ABBREVIATIONS, AND GENERAL NOTES LEAD: DF DRAFTER: TC DATE: 3/23/22 SHEET: E0.01 SHEET OF SHEET ROLLUDA ARCHITECTS, INC. 1. COORDINATE ELECTRICAL WITH ALL OTHER CONTRACT 105 S MAIN ST, #323 DOCUMENTS AND FIELD CONDITIONS TO AVOID CONFLICTS. S4A SEATTLE, WA 98104 TYP 15 INV-1 PHONE (206)624-4222 2. CIRCUITS SHALL INCLUDE A DEDICATED NEUTRAL UNLESS FAX (206)624-4226 OTHERWISE NOTED. 1 X D INV-1 3. REFER TO MECHANICAL AND PLUMBING EQUIPMENT SCHEDULE ELEC ROOM ON SHEET E6.01 FOR EQUIPMENT RACEWAY AND CONDUCTOR 5 M SIZES. 102 S4A 4. REFER TO LIGHT FIXTURE SCHEDULE ON SHEET E6.01. INV-1 L7 5. ROUTE ALL HORIZONTAL CONDUITS WITHIN CEILING AREAS TIGHT INV-1 L10D L10D INV-1 HPL1-9 TO STRUCTURE. LIGHTS AT +8'-0" AFF 6. PROVIDE CLEARANCE PER NEC FOR ALL DISCONNECT SWITCHES. COORDINATE EXACT LOCATIONS WITH FINAL MECHANICAL EQUIPMENT. WALL MOUNT DISCONNECT SWITCHES AND/OR PROVIDE UNISTRUT MOUNTING FRAME AS REQUIRED. DO NOT MOUNT DISCONNECT SWITCHES DIRECTLY TO MECHANICAL M EQUIPMENT. SUSPEND DISCONNECT SWITCHES FROM STRUCTURE AND LOCATE ADJACENT TO UNITS OUTSIDE OF 1201 third avenue, ste 600 TYP 12 M EQUIPMENT CLEAR SPACE L10D L10D seattle, wa 98101 HPL1-9 HPL1-9 7. PROVIDE ARC FLASH LABEL ON ALL NEW PANEL BOARDS, 206.448.3376 TRANSFORMERS, ETC. PROVIDE SHORT CIRCUIT CALCULATIONS. REFER TO SPECIFICATIONS. www.hargis.biz LIGHTS AT +16'-0" AFF 8. ALL ELECTRICAL EQUIPMENT SHORT CIRCUIT RATINGS SHALL EXCEED AVAILABLE FAULT CURRENTS. PROVIDE SHORT CIRCUIT CALCULATIONS TO DETERMINE AVAILABLE FAULT CURRENT BASED L10D ON FIELD CONDITIONS. HPL1-9 9. ALL CONDUITS AND JUNCTION BOXES TO BE SURFACE-MOUNTED ON METAL WALL PANEL AT INTERIOR OF SPACE. 10. ALL FIXTURES CONNECTED TO EMERGENCY CIRCUIT SHALL BE CONTROLLED THROUGH UL924 RELAYS. THE UL924 CONTROL HEATED PARKING INPUT SHALL BE THE ADJACENT NORMAL CONTROLLED CIRCUIT 2/28/2022 (LIGHTING CONTROL PANEL, RELAY OUTPUT OR MANUAL SWITCH). 101 PROVIDE ONE UL924 RELAY FOR EACH SWITCH LEG. PROVIDE 0-10V BYPASS CONTACT AS APPLICABLE. REFER TO DETAIL 2 ON SHEET E6.01 FOR FURTHER INFORMATION. 11. EMERGENCY 120V LIGHTING FED FROM LIGHTING INVERTER 'INV-1'. 12. NORMAL 120V LIGHTING FED FROM CIRCUIT PNL HPL1-9. 13. LIGHTING CONTROL SHALL BE DELTA LIGHTING CONTROL SYSTEM L10D DLS SERIES WHICH IS INTEGRAL TO THE BUILDING MANAGEMENT INV-1 SYSTEM. REFER TO DIV 26 SPECIFICATIONS. L10D L10D HPL1-9 M M HPL1-9 FLAG NOTES L10D L10D L10D INV-1 HPL1-9 INV-1 1 UTILITY CT ENCLOSURE, POWER METER, AND METER COMMUNICATION ENCLOSURE PER SNOHOMISH X X FEEDER SCHEDULE COUNTY PUD STANDARDS. INV-1 INV-1 2 D D COPPER CONDUCTORS 2 REFER TO SITE DRAWING E1.01 FOR CONTINUATION. TAG QUANTITY RACEWAY CONDUCTORS OF SETS SIZE PHASE NEUTRAL GND(NOTE 2) S4A S4A 3 PROVIDE POWER CONNECTION TO OVERHEAD 225N 1 2" 2#4/0 1#4/0 1#4(#2) TYP 15 SECTIONAL DOOR CONTROLLER. MOUNT DOOR 400N 2 2-1/2" 3#3/0 1#3/0 1#2(#1/0) INV-1 INV-1 CONTROLLER. DOOR CONTROLLER FURNISHED BY NOTES: DOOR VENDOR. MOUNT DISCONNECT ADJACENT TO DOOR CONTROLLER. PROVIDE INTERCONNECTIONS TO 1. COPPER FEEDERS ARE BASED ON COPPER CONDUCTORS A B C DOOR MOTORS, AND DOOR OPERATORS. PROVIDE WITH THWN/THHN INSULATION. CONDUCTOR DERATING CONDUIT AND CONDUCTORS FOR DOOR SYSTEM IS BASED ON THWN/THHN CONDUCTORS WITH 90 TRUE INTERCONNECTIONS. REFER TO MANUFACTURERS DEGREES C RATING. MANUAL FOR INSTALLATION REQUIREMENTS. 2. GROUND CONDUCTOR (BONDING JUMPER) SIZE SHALL BE 4 PROVIDE DUAL-LITE LIGHTING INVERTER PART NO. INCREASED FOR FEEDERS FROM THE SOURCE OF A 2 LEVEL 1 - LIGHTING PLAN N REVISION LG-375-S. SEPARATELY DERIVED SYSTEM TO THE FIRST E5.01 SCALE: 1/4" = 1'-0" DISCONNECTING MEANS PER NEC 250.30(A). SIZE AS 5 PROVIDE POWER CONNECTION TO FACP. COORDINATE INDICATED IN PARENTHESES. EXACT LOCATION OF FACP WITH DIVISION 28. SECURITY PANEL METER 6 PROVIDE HARDWIRED CONNECTION TO SECURITY CT ENCLOSURE PANEL. COORDINATE EXACT LOCATION OF PANEL WITH DATE 10 HPL1-27 DIVISION 27. 10 HPL1-17 PNL 'HPL1' CU-01 7 PROVIDE JUNCTION BOX WITH CONDUCTORS MOUNTED NO. WP,GFCI HPL1-22,24 ADJACENT TO SECURITY PANEL. COIL CONDUCTORS WALL MOUNTED TP HPL1-11 HPL1-22,24 WITHIN JUNCTION BOX FOR FUTURE USE. LABEL TELECOM RACK JUNCTION BOX COVER AS 'FUTURE 120V SECURITY HPL1-21 POWER'. 1 WP,GFCI WP,GFCI 6 J 7 HPL1-23 HPL1-23 8 PROVIDE 208/120V, 1PH, 3W, 225A FUEL ISLAND HPL1-13 HPL1-5 HPL1-13 HPL1-13 EIWH-1 WP,GFCI,+48 WP,GFCI,+48 PANELBOARD PER FUEL ISLAND DRAWINGS. REFER TO 5 TO UTILITY FACP ONE-LINE DIAGRAM FOR ADDITIONAL INFORMATION. ELEC ROOM HPL1-16 M HPL1-26,28,30 AC-01B REFER TO FUEL ISLAND ELECTRICAL DRAWINGS FOR HPL1-11,13,15,17 HPL1-1HPL1-3 HPL1-25 FUEL ISLAND SCOPE. HPL1-22,24 102 HPL1-1,3,5,7 LIGHTING INVERTER 'INV-1' 4 EF-01 M HPL1-18,19 HPL1-7 WP,GFCI,+48 9 PROVIDE CONNECTION TO DDC PANEL. COORDINATE HPL1-18 DDC PANEL 9 EXACT PANEL LOCATION WITH DIVISION 23. HPL1-39,41 HPL1-19 HPL1-25 EF-02 WP,GFCI,+48 12.5kV 2 8 10 WALL MOUNTED TELECOM RACK POWER. MOUNT UTILITY XFMR OUTLET DIRECTLY BELOW ENCLOSURE. COORDINATE PUSHBUTTON CONTROLLER EV04 TO FUEL ISLAND EXACT ENCLOSURE MOUNTING HEIGHT PRIOR TO DOOR CONTROLLER 208Y PUSHBUTTON CONTROLLER FUEL ISLAND ROUGH-IN. COORDINATE WITH DIVISION 27. 120V ELECTRICAL DOOR CONTROLLER AC-01A EQUIPMENT 3 11 PROVIDE SURGE PROTECTIVE DEVICE ADJACENT TO HPL1-2,4,6 HPL1-13 HPL1-22,24 (REFER TO PANEL. COORDINATE LOCATION TO PROVIDE MAXIMUM HPL1-8,10,12 WP,GFCI WP,GFCI REFERENCE CONDUCTOR LENGTH FROM CIRCUIT BREAKER OF 18". HPL1-11 DRAWINGS) REFER TO DETAIL 1 ON DRAWING E6.01 FOR INSTALLATION REQUIREMENTS. 3 400N 12 OCCUPANCY SENSORS ARE PENDANT MOUNTED. MOUNT OCCUPANCY SENSORS AT SAME HEIGHT AS LIGHT FIXTURES. 13 OCCUPANCY SENSORS WITHIN HEATED PARKING SPACE SHALL BE CONTROLLED AS A SINGLE ZONE. PROVIDE 50% AUTO ON/AUTO OFF CONFIGURATION. M 1 14 PROVIDE AUTO ON/AUTO OFF OCCUPANCY SENSOR CONFIGURATION. 1 CE HEATED PARKING 15 EXTERIOR FIXTURES SHALL BE TIMECLOCK 400N 101 CONTROLLED ON DUSK TO DAWN. 400/3 225/3 11 SPD #2 PANEL HPL1 225N 400A 8 WP,GFCI HPL1-15 PANEL SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 HPL1-15 F WP,GFCI 225A PROJECT: (FUEL ISLAND PANEL) BUILDING IDENTIFIER: 3 ELECTRICAL ONE-LINE DIAGRAM C.2 E5.01 WP,GFCI HPL1-15 WP,GFCI HPL1-15 WP,GFCI HPL1-15 SHEET TITLE: 2 ELECTRICAL ENLARGED HPL1-11 PLANS WP,GFCI A B C LEAD: DF TRUE DRAFTER: TC DATE: 3/23/22 LEVEL 1 - POWER PLAN SHEET: 1 N E5.01 SCALE: 1/4" = 1'-0" E5.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 LIGHT FIXTURE SCHEDULE TYPE DESCRIPTION MANUFACTURER MODEL LAMP INPUT INPUT REMARKS QTY TYPE VOLTS WATTS L7 4' LINEAR LED STRIP, FROSTED ACRYLIC DIFFUSER, WIDE DISTRIBUTION, LITHONIA ZL1D-L48-SMR-3000LM-FST-MVOLT-35K-80CRI-WH INC LED UNV 30 1 (L7D) 48" SYMMETRIC RELECTOR WITH UPLIGHT, 0-10V DIMMING DRIVER REFLECTOR: ZLR L48 SYM UPL WH 3500K ACCESSORIES: HC36 (CHAIN HANG KIT) 3000 LM L10 4' SUSPENDED LINEAR LED, FROSTED POLYCARBONATE LENS, VAPOR TIGHT, BEGHELLI BS100LED-4-HT-LO-WT35-120-277V-CH INC LED UNV 50 1 1201 third avenue, ste 600 (L10D) WET RATED, CHAIN HANG KIT SUSPENDED, 0-10V DIMMING DRIVER ILLUMINIA ACCESSORIES: CH (CHAIN HANG KIT) 3500K FIXTURE TO BE MOUNTED AT +15' AFF. 5512 LM seattle, wa 98101 206.448.3376 S4A WALL MOUNTED LED, CAST ALUMINUM HOUSING, CLEAR ACRYLIC LENS AND TEMPERED KIM LIGHTING WDS-D-24L-30-4K8-4F-UNV-SCP-20F INC LED UNV 30 - GLASS SECONDARY LENS, TYPE 4 DISTRIBUTION, VAPOR TIGHT, WET RATED, 4000K www.hargis.biz INTEGRAL OCCUPANCY SENSOR (9'-20' HEIGHT), SITESYNC WIRELESS ENABLED 3000 LM X EXIT SIGN, LED, CAST ALUMINUM HOUSING, AC ONLY DUAL LITE SE-S/D-G-W INC LED UNV 2.1 GREEN LETTERS, WHITE HOUSING AND FACE SINGLE/DOUBLE FACE GENERAL NOTES: A. COORDINATE FINISH COLOR WITH ARCHITECT FOR ALL FIXTURES. B. MANUFACTURERS LABELS SHALL NOT BE VISIBLE FROM THE FLOOR FOR ALL LIGHT FIXTURES. REMARKS: 1. VERIFY MOUNTING HEIGHT WITH ARCHITECT AND COORDINATE CORRESPONDING SUSPENDED MOUNTING HARDWARE LENGTH WITH FIXTURE MANUFACTURER 2/28/2022 2. EXIT SIGNS. PROVIDE ALL DIRECTIONAL ARROWS, DOUBLE FACEPLATES, OR BLANK FACEPLATES AS REQUIRED TO CLEARLY IDENTIFY PATH OF EGRESS. MECHANICAL AND PLUMBING EQUIPMENT SCHEDULE UNIT ELEC. CHARACTERISTICS FEEDER (COPPER) DISCONNECT SWITCH UNIT UNIT DESCRIPTION NOTES NUMBER KW HP FLA VOLT PHASE MCA MOCP DESCRIPTION SIZE FUSE NUMBER EF-01 EXHAUST FAN - 1/4 5.8 120 1 7.25 15 3/4"C, 1#12, 1#12 N, 1#12 GND 30 - 1 EF-01 EF-02 EXHAUST FAN - 1/4 5.8 120 1 7.25 15 3/4"C, 1#12, 1#12 N, 1#12 GND 30 - 1 EF-02 AC-01A MINI SPLIT SYSTEM AIR CONDITIONER - - - 208 1 1 20 3/4"C, 2#12, 1#12 GND 30 - 2,3 AC-01A AC-01B MINI SPLIT SYSTEM AIR CONDITIONER - - - 208 1 1 20 3/4"C, 2#12, 1#12 GND 30 - 2,3 AC-01B CU-01 MINI SPLIT SYSTEM AIR CONDITIONER - 14 208 1 25 30 3/4"C, 2#10, 1#10 N, 1#10 GND 30 - 2 CU-01 TP TRAP PRIMER PANEL - - 5 120 1 6.25 20 3/4"C, 1#12, 1#12 N, 1#12 GND - - 1 TP EIWH-1 ELECTRIC WATER HEATER 15.6 - 43.3 208 3 54.2 55 1-1/4"C, 3#4, 1#10 GND 60 - 2 EIWH-1 NOTES: 1. PROVIDE MOTOR RATED TOGGLE SWITCH WITH THERMAL OVERLOADS. 2. PROVIDE LOCAL DISCONNECTING SWITCH SIZED AND RATED FOR ASSOCIATED EQUIPMENT. 3. PROVIDE POWER CONNECTION TO AC UNIT FROM CONDENSING UNIT. PROVIDE CONDUIT AND CONDUCTORS REQUIRED FOR INSTALLATION. COORDINATE INTERCONNECTION WITH DIVISON 23. REVISION DATE NO. PANELBOARD SEE PLANS AND RISER DIAGRAM PROVIDE 30A/3P BREAKER FOR CONNECTION OF SPD DEVICE TO PANELBOARD INDICATED. ADJUST LOCATION AS REQUIRED FOR CLOSEST POSSIBLE PROXIMITY TO NEUTRAL BUS TELECOMMUNICATIONS MAIN GROUNDING BUSBAR (TMGB) GROUNDING BUS AT ELECTRICAL SERVICE ENTRANCE EQUIPMENT, PROVIDE SEPARATE GROUNDING INVERTER CIRCUIT NORMAL CIRCUIT ELECTRODE CONDUCTOR TO EACH SERVICE ENTRANCE NORMAL SENSING CIRCUIT LIGHTING CONTROL PANEL RELAY UL924 PROVIDE SUPPLEMENTAL GROUNDING ELECTRODES, AS NORMALLY OPEN REQUIRED, TO ACHIEVE GROUND SENSING TRANSFER RESISTANCE PER SPECIFICATION SWITCHLEG DEVICE. LVS 260526 RRU-2-227 OR EQUIVALENT. SURGE SUPPRESSION DEVICE (SPD). BUILDING STEEL PER COLD WATER PIPING PER INSTALL AS CLOSE TO BREAKER REFER TO NEC 250.52(A)(2) SERVING DEVICE AS POSSIBLE. NO NEC 250.52(A)(1) MANUFACTURERS 90 DEGREE BENDS IN CONNECTING WIRING DIAGRAM CONDUIT ALLOWED. PROVIDE NATURAL GAS PIPING SPRINKLER PIPING PER 20' LENGTH COPPER SHORTEST POSSIBLE WIRING FOR SPECIFICS CONDUCTOR IN FOOTING PER NEC 250.104(B) LENGTH FOR CONNECTION, PER NEC 250.52(A)(3) MAXIMUM OF 18". SEE 5-WIRE UL924 NEC 250.104(B) SPECIFICATIONS FOR ADDITIONAL TRANSFER 0-10V CONTROLLED REQUIREMENTS. DEVICE DIMMING PROVIDE FLUSH MOUNTING ADAPTER WHEN ADJACENT TO FLUSH DETAIL NOTES: MOUNTED PANEL. 1. ALL GROUNDING ELECTRODE CONDUCTORS SHALL BE PROTECTED WHERE SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 EXPOSED TO PHYSICAL DAMAGE PER REQUIREMENTS OF NEC 250.64(B) . DEDICATED PROJECT: RACEWAY SYSTEM 2. ALL CONDUCTORS TO BE SIZED PER NEC, UO N. BUILDING IDENTIFIER: PROVIDE SPD NEUTRAL AND GROUND CONNECTIONS DIRECTLY TO NEUTRAL AND GROUND BUS AT PANELBOARD C.2 EGRESS LIGHTING SHEET TITLE: ELECTRICAL SCHEDULES 1 SPD DEVICE INSTALLATION DETAIL 2 TYPICAL DIAGRAM - EMERGENCY LIGHTING CONTROL 3 ELECTRICAL SERVICE GROUNDING DETAIL E6.01 E6.01 E6.01 LEAD: Designer DRAFTER: Author DATE: 3/23/22 SHEET: E6.01 SHEET OF CABLING COLORS GENERAL GROUNDING ABBREVIATIONS GENERAL NOTES A AMPERE SP SERVICE PROVIDER ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 EXISTING ELECTRICAL TO BE REMOVED G GROUNDING CONDUCTOR ABV ABOVE STP SHIELDED TWISTED PAIR 1. LOCATIONS OF RACEWAY, PATHWAY AND SIMILAR SCADA A, POS ORANGE SEATTLE, WA 98104 AC AIR CONDITIONING SW SWITCH ITEMS ARE SHOWN SCHEMATICALLY. COORDINATE PHONE (206)624-4222 SCADA B BLUE INSTALLATION, INCLUDING BUT NOT LIMITED TO FAX (206)624-4226 EXISTING ELECTRICAL TO REMAIN GROUND ROD ACD ACCESS CONTROL DOOR VOICE/DATA WHITE CABLING, TELECOMMUNICATION PATHWAYS AND AFF ABOVE FINISHED FLOOR TBB TELECOMMUNICATIONS BONDING BACKBONE TRAINING GREEN SPACES, AND EXACT LOCATION OF HORIZONTAL AND NEW ELECTRICAL WORK GROUNDING BUSBAR AG ABOVE GROUND TEL TELEPHONE FIRE RED BACKBONE CABLING WITH LOCATIONS OF FIXED AHJ AUTHORITIES HAVING JURISDICTION TELCO TELEPHONE COMPANY CASEWORK AND BUILDING CONDITIONS AFFECTING THE SECURITY YELLOW MATCHLINE OR PROPERTY LINE EQUIPMENT GROUNDING CONNECTION ANSI AMERICAN NATIONAL STANDARD INSTITUTE TGB TELECOMMUNICATIONS GROUNDING BUSBAR WORK OF THIS CONTRACT. AV EQUIPMENT BLACK AV AUDIO VISUAL TELECOMMUNICATIONS INDUSTRY BUILDING CONTROLS GRAY OR LIGHT GRAY TIA 2. PERFORM WORK IN ACCORDANCE WITH APPLICABLE ENLARGED PLAN BOUNDARY AWG AMERICAN WIRE GAUGE ASSOCIATION DISPATCH RADIO PURPLE TELECOMMUNICATIONS MAIN GROUNDING NATIONAL AND STATE CODES AS AMENDED LOCALLY GROUNDING STRAP TMGB BUSBAR AND ENFORCED BY THE AHJ. BAS BUILDING AUTOMATION SYSTEM 1 TELECOMMUNICATIONS SYSTEM TR TELECOMMUNICATIONS ROOM T1.1 DETAIL/PLAN IDENTIFIER BC BONDING CONDUCTOR 3. COORDINATE TELECOMMUNICATIONS WORK WITH THAT TYP TYPICAL BLDG BUILDING OF OTHER TRADES. REFER TO ELECTRICAL, FLUSH MOUNT/FURNITURE DEVICE BKBD BACKBOARD MECHANICAL, ARCHITECTURAL, STRUCTURAL, CIVIL, A UON UNLESS OTHERWISE NOTED SECTION IDENTIFIER AND LANDSCAPE DRAWINGS AND SPECIFICATIONS. T1.1 UPS UNINTERRUPTIBLE POWER SUPPLY COORDINATION SHALL OCCUR PRIOR TO FABRICATION, 1201 third avenue, ste 600 (X = REPRESENTS THE # OF TELECOMMUNICATIONS MODULES.) C CONDUIT (W = TELECOMMUNICATIONS WALL PHONE MTD AT +54" AFF.) UTP UNSHIELDED TWISTED PAIR PURCHASE, AND INSTALLATION OF WORK. seattle, wa 98101 A (P = PAYPHONE, WALL MOUNTED AT +54" AFF.) CAB CABINET 206.448.3376 ELEVATION IDENTIFIER (B = BLANK COVER PLATE.) CAT CATEGORY 4. NEW CABLING INSTALLATIONS SHALL BE CONCEALED IN T1.1 WAN WIDE AREA NETWORK X (F = MODULAR FURNITURE DEVICE.) CATV COMMUNITY ANTENNA TELEVISION WALL, CEILINGS, AND BELOW RAISED FLOOR SPACES www.hargis.biz Y WAP WIRELESS ACCESS POINT REVISION DEFINITION AREA, AREA ENCIRCLED (POS = POINT OF SALE.) CCTV CLOSED CIRCUIT TELEVISION UNLESS OTHERWISE NOTED ON THE DRAWINGS. CONTAINS CHANGES MADE SUBSEQUENT TO (S = SURFACE MOUNT.) WP WEATHERPROOF (WAP = WALL MOUNTED WIRELESS DATA DEVICE.) CLG CEILING CABLING IN ACCESSIBLE CEILING SPACES SHALL BE PREVIOUS ISSUE INSTALLED AS OPEN CABLING NEAR STRUCTURES AND CO CONDUIT ONLY V VOLTS WALLS OR AS SPECIFICALLY NOTED ON DRAWINGS. SEE WAP CEILING MOUNTED WIRELESS DATA DEVICE SPECIFICATIONS FOR SUPPORT REQUIREMENTS. 1 REVISION CALLOUT X DEMARC DEMARCATION POINT (X = REPRESENTS THE # OF TELECOMMUNICATIONS MODULES.) DSL DIGITAL SUBSCRIBER LINE 5. PROVIDE FIRESTOPPING SYSTEMS FOR CONDUIT AND 1 FLAG NOTE TAG POKE THRU DEVICE DS INTERCOM DOOR STATION RACEWAY SYSTEMS AT PENETRATIONS, SLEEVES AND X (X = REPRESENTS THE # OF TELECOMMUNICATIONS MODULES.) SLOTS OF FIRE RATED CONSTRUCTION FOR 1 DEMOLITION NOTE TAG FIRE RESISTANT 3/4" PLYWOOD BACKBOARD (E) EXISTING HORIZONTAL AND INTRABUILDING PATHWAYS AND SPACES. EEO EMERGENCY EXIT ONLY 1 EQUIPMENT TAG TWO-POST EQUIPMENT RACK EIA ELECTRONIC INDUSTRIES ALLIANCE 6. INTRABUILDING OPTICAL FIBER CABLING SHALL BE EMT ELECTRICAL METALLIC TUBING CLEARLY AND VISIBLY IDENTIFIED IN PULLBOXES, AHU-01 EQUIPMENT TAG 6" DOUBLE-SIDED VERTICAL MANAGEMENT ENCL ENCLOSURE ENTRANCE POINTS, EACH RISER ROOM AND 5'-0" 1 EPO EMERGENCY POWER OFF BEFORE ENTERING A FREE STANDING RACK UTILIZING EQUIPMENT TAG AN OPTICAL FIBER CABLE MARKER TAG SYSTEM. AHU 6" SINGLE-SIDED VERTICAL MANAGEMENT ER EQUIPMENT ROOM 7. MAINTAIN A MINIMUM SPACING OF 12" FROM 3.65" DOUBLE-SIDED VERTICAL MANAGEMENT FACP FIRE ALARM CONTROL PANEL ELECTRICAL FEEDERS AND BRANCH CIRCUIT WIRING N NORTH ARROW FBO FURNISHED BY OWNER AND 12" FROM AUXILIARY SYSTEM CABLING. 3.65" SINGLE-SIDED VERTICAL MANAGEMENT FURNISHED BY OWNER INSTALLED BY FOIC LOCATION WHERE PICTURE WAS TAKEN AND CONTRACTOR 8. MINIMUM SPACING FROM ELECTRICAL APPARATUS 1 SUCH AS MOTOR DRIVEN EQUIPMENT AND DIRECTION FLOOR MOUNTED SERVER ENCLOSURE FOIO FURNISHED BY OWNER INSTALLED BY OWNER TRANSFORMERS SHALL BE 6'-0". SPACING REQUIREMENTS SHALL APPLY TO OPEN CABLING RACEWAYS AND BOXES WALL MOUNTED ENCLOSURE HC HORIZONTAL CROSS-CONNECT PATHWAYS WHERE EQUIPMENT IS LOCATED ON THE SAME FLOOR, FLOOR ABOVE, FLOOR BELOW OR IN 900D VOICE FRAME ROOMS ADJACENT TO SUCH EQUIPMENT AS THOUGH J JUNCTION BOX IC INTERMEDIATE CROSS-CONNECT WALLS AND FLOORS DID NOT EXIST. EXCEPTION: IG ISOLATED GROUND 110 BLOCK WITH LEGS BUILDING CONSTRUCTION THAT RESULTS IN J FURNITURE WALL FEED OUTLET BOX IMC INTERMEDIATE METALLIC CONDUIT CONTINUOUS METALLIC BARRIER BETWEEN F ISDN INTEGRATED SERVICES DIGITAL NETWORK ELECTRICAL APPARATUS AND CABLE PATHWAYS SHALL 66 BLOCK J JUNCTION BOX BE CONSIDERED AS SUITABLE SEPARATION. V TV OUTLET (RG6 COAX) J-BOX JUNCTION BOX 9. PRIOR TO STARTING TELECOMMUNICATIONS PULL BOX PB INSTALLATION, CAREFULLY INSPECT INSTALLED WORK XX (WHERE INDICATED, SUBCRIPT INDICATES PULL BOX NUMBER) KCMIL THOUSAND CIRCULAR MILS OF OTHER TRADES AND VERIFY THAT SUCH WORK IS MANHOLE COMPLETE TO THE POINT WHERE WORK MAY XX (WHERE INDICATED, SUBCRIPT INDICATES MANHOLE NUMBER) LAN LOCAL AREA NETWORK PROPERLY COMMENCE. NOTIFY THE ARCHITECT AND LCP LIGHTING CONTROL PANEL ENGINEER IN WRITING OF CONDITIONS DETRIMENTAL C# HANDHOLE TO THE PROPER AND TIMELY COMPLETION OF THE WORK. FLOORBOX (SUBSCRIPT INDICATES TYPE, WHERE NO MAN METROPOLITAN AREA NETWORK A SUBSCRIPT, SEE SPECIFICATIONS) MAX MAXIMUM 10. DO NOT BEGIN TELECOMMUNICATIONS INSTALLATION POKETHRU (SUBSCRIPT INDICATES TYPE, WHERE NO MC MAIN CROSS-CONNECT UNTIL ALL UNSATISFACTORY CONDITIONS ARE A SUBSCRIPT, SEE SPECIFICATIONS) MH MANHOLE RESOLVED. BEGINNING WORK CONSTITUTES MIN MINIMUM ACCEPTANCE OF CONDITIONS AS SATISFACTORY. POWER POLE, FLOOR TO CEILING MM MULTIMODE 11. ROUTE CATEGORY 6 CABLES TO THEIR ASSIGNED SURFACE METAL RACEWAY MPOE MAIN POINT OF ENTRANCE CROSS-CONNECT PER THE IDENTIFICATION LABEL AT MPOP MAIN POINT OF PRESENCE REVISION EACH TELECOMMUNICATIONS WORKSTATION DEVICE. RACEWAY CONCEALED IN WALL OR IN CEILING (EXPOSED IN UNFINISHED AREAS) MTD MOUNTED TERMINATE ALL CABLES ON 48-PORT PATCH PANELS ON RACKS UNLESS OTHERWISE NOTED. RACEWAY RUN BELOW FLOOR OR BELOW GRADE (N) NEW NEC NATIONAL ELECTRIC CODE 12. ROUTE COAXIAL CABLES TO THEIR ASSIGNED FLOOR NIC NOT IN CONTRACT SERVING TELECOMMUNICATIONS ROOM UNLESS NOTED DATE FLEXIBLE RACEWAY OTHERWISE. TERMINATE ALL CABLES ON WALL MOUNTED F-CONNECTOR PATCH PANELS. RACEWAY (CIRCLE DENOTES VERTICAL NO. OFC OPTICAL FIBER CABLE TRANSITION) OOBM OUT OF BAND MANAGEMENT 13. THE ELECTRICAL CONTRACTOR SHALL PROVIDE ALL RACEWAY CONTINUATION OSP OUTSIDE PLANT CONDUIT, OUTLET BOXES, JUNCTION BOXES, RACEWAY SYSTEMS, ETC. FOR A COMPLETE AND OPERATIONAL PATHWAY SYSTEM FOR ALL TELECOMMUNICATIONS RACEWAY STUB WITH BUSHING PBX PRIVATE BRANCH EXCHANGE SYSTEMS PER THE SCOPE OF WORK INDICATED ON THE PP PATCH PANEL CONSTRUCTION DRAWINGS AND BID SPECIFICATIONS. RACEWAY SLEEVE WITH BUSHINGS PVC POLYVINYL CHLORIDE 14. CABLE TRAY PATHWAYS ABOVE ACCESSIBLE CEILINGS EZ-PATH FIRE STOPPING SLEEVE REC RECEPTACLE SHALL BE PROVIDED BY THE ELECTRICAL RMFC RACK MOUNT FIBER CABINET CONTRACTOR. CABLE TRAY PATHWAYS BELOW RAISED CABLE TRAY, 12"W x 4"H OVERHEAD, UNLESS FLOOR SPACES SHALL BE PROVIDED BY THE RU RACK UNIT OTHERWISE NOTED TELECOMMUNICATIONS CONTRACTOR. SM SINGLEMODE 15. CONTRACTOR TO PROVIDE DATA DROPS AS REQUIRED CABLE TRAY, OVERHEAD LADDER TYPE SMR SURFACE METAL RACEWAY TO SERVE DOC SYSTEM, FIRE ALARM SYSTEM, UPS SONET SYNCHRONOUS OPTICAL NETWORK SYSTEMS AND GENERATOR, AND ATS SYSTEMS. HOMERUN TO PANEL CONTRACTOR SHALL FIELD COORDINATE QUANTITY HA-3 (INDICATES PANEL DESIGNATION AND CIRCUIT NUMBER) AND LOCATIONS OF DROPS. #10 16. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS (GAUGE OF WIRE OTHER THAN AWG#12) NUMBER OF CONDUCTORS INDICATING DEVICE LOCATIONS, EQUIPMENT (GROUND CONDUCTOR) CONNECTIONS, AND PATHWAYS FOR APPROVAL PRIOR (PHASE CONDUCTORS) (NEUTRAL CONDUCTOR) TO BEGINNING INSTALLATION. NOT ALL SYMBOLS MAY APPEAR ON THE DRAWINGS SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: TELECOM LEGEND LEAD: BH DRAFTER: TV DATE: 03/22/22 SHEET: T0.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz A B C WALL MOUNTED TELECOM RACK 1 1 4" CONDUIT TO VAULT ELEC ROOM 102 1" CONDUIT 2 WAP HEATED PARKING 3/4" CONDUIT 101 3/4" CONDUIT 2 WAP REVISION 2 2 DATE A B C NO. 1 TELECOM DEVICE PLAN - LEVEL 1 T2.01 SCALE: 1/8" = 1'-0" SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: TELECOM WIRELESS DEVICE PLAN - LEVEL 1 LEAD: BH DRAFTER: TV DATE: 03/22/22 SHEET: T2.01 SHEET OF INSULATED 1/0 AWG TO BUILDING STEEL INSULATED 1/0 AWG ROUTED TO EACH 10" TGB AS APPLICABLE INSULATED 3/0 AWG ROUTED THREADED ROD TO STRUCTURE (TYP) ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 ALONG OVERHEAD CABLE TRAY 250 KCMIL TO MGN GROUND SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 INSULATED 3/0 AWG 1/4"D x 2"W x 10"L COPPER ROUTED ALONG GROUND BAR WITH WALL OVERHEAD CABLE TRAY MOUNTING BRACKETS AND OVERHEAD CABLE TRAY WIREMOLD INSULATORS DOUBLE LUG, DOUBLE RACEWAY CRIMPED FITTING (TYP) 1/4"D x 4"W x 20"L COPPER GROUND BAR WITH WALL TWO HOLE COMPRESSION MOUNTING BRACKETS AND GROUND LUG (TYP) INSULATORS 1201 third avenue, ste 600 seattle, wa 98101 1/0 AWG BARE COPPER TO TMGB 206.448.3376 www.hargis.biz 1/0 AWG BARE COPPER TO BUILDING STEEL UNI-STRUT TRAPEZE SUPPORT BRACKET (TYP) PROVIDE MOUNTING BRACKETS AS NECESSARY FOR WIREMOLD INSTALLATION NOTE: NOTE: NOTES: 1. NOT ALL PARTS AND PART NUMBERS ARE SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR A 1. NOT ALL PARTS AND PART NUMBERS ARE SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR A THE DETAIL ABOVE IS FOR VISUAL PURPOSES ONLY. SEE POWER COORDINATION DETAIL x ON SHEET COMPLETE WORKING INSTALLATION INCLUDING, MISCELLANEOUS APPURTENANCES. THE COMPLETE WORKING INSTALLATION INCLUDING, MISCELLANEOUS APPURTENANCES. THE T3.x FOR EXACT RECEPTACLE TYPE, QUANTITY AND LOCATION INFORMATION. ONTRACTOR SHALL ISSUE A SUBSTITUTION REQUEST FOR CHANGES TO THIS DETAIL. CONTRACTOR SHALL ISSUE A SUBSTITUTION REQUEST FOR CHANGES TO THIS DETAIL. CONTRACTOR SHALL PROVIDE PLENUM RATED SHEATH WHERE REQUIRED. CONTRACTOR SHALL PROVIDE PLENUM RATED SHEATH WHERE REQUIRED. 2. ALL GROUNDING CONNECTORS SHOWN SHALL BE DOUBLE LUG, DOUBLE COMPRESSION 2. ALL GROUNDING CONNECTORS SHOWN SHALL BE DOUBLE LUG, DOUBLE COMPRESSION TERMINATIONS ON BOTH ENDS. TERMINATIONS ON BOTH ENDS. 1 DETAIL - TELECOMMUNICATIONS GROUND BUSBAR ASSEMBLY - 10" 2 DETAIL - TELECOMMUNICATIONS GROUND BUSBAR ASSEMBLY - 20" 3 DETAIL - CABLE TRAY MOUNTED POWER RECEPTACLE INSTALLATION T7.01 T7.01 T7.01 9 GROUNDING AND BONDING NOTES: 1 20" TMGB 2 10" TGB REVISION 3 250 KCMIL TO MGN GROUND 9 4 INSULATED 1/0 AWG ROUTED TO BUILDING STEEL. DATE 5 INSULATED 3/0 AWG ROUTED BELOW OVERHEAD CABLE TRAY IN MDF ROOM AND DISTRICT FIBER ROOM GREEN SHEATHED STRANDED #6 AWG CONDUCTORS BONDED TO IT FROM NO. CAUTION: EACH EQUIPMENT RACK POSITION AND CONDUIT SLEEVE AS NOTED ON SHEET T412. CABLE ORIGINATION AND FIBER OPTIC CABLE 6 INSULATED 1/0 AWG BETWEEN GROUND BARS DESTINATION INFORMATION COMM/FIBER ROOM 7 GREEN SHEATHED STRANDED #6 AWG BONDING CONDUCTOR FROM EACH GROUP OF CONDUIT SLEEVES WITHIN THIS ROOM TO TGB WITHIN THIS ROOM. BOND EACH CONDUIT 9 SLEEVE TO #6 AWG. TIGHT BUFFER, OFNP TYPE 12-ST 50/125 OM3 COUNT 8 GREEN SHEATHED STRANDED #6 AWG BONDING CONDUCTOR FROM TGB WITHIN THIS ROOM TO OVERHEAD CABLE TRAY WITHIN THIS ROOM. CABLE TYPE AND COUNT 6 9 GREEN SHEATHED STRANDED #6 AWG 5 2 8 7 3 4 NOTE: 1. THE PART NUMBER AND TYPE ABOVE ARE EXAMPLES ONLY. PROVIDE THE CORRECT INFORMATION IN TAG PER SPECIFICATIONS OF INSTALLED TYPE. OTHER CABLE TYPES AND CONFIGURATIONS MAY VARY. PROVIDE MANUFACTURER ACP PART NO. VCT-200. 2. REFER TO TELECOMMUNICATIONS RISER DIAGRAM AND TERMINATION SCHEDULES FOR CABLE ORIGINATION AND DESTINATION LOCATIONS, CABLE TYPES AND STRAND/PAIR COUNTS. 1 8 7 3 4 4 DETAIL - OPTICAL FIBER CABLE MARKER DETAIL 5 TELECOMMUNICATIONS GROUNDING AND BONDING DIAGRAM T7.01 T7.01 SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: TELECOM DETAILS LEAD: BH DRAFTER: TV DATE: 03/22/22 SHEET: T7.01 SHEET OF CONDUIT ELBOW, MINIMUM RADIUS PER SPECIFICATIONS EXTEND CONDUIT TO ACCESSIBLE CEILING ROLLUDA ARCHITECTS, INC. PLASTIC BUSHING SPACE 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 HORIZONTAL DEVICE CABLES NOTCH CEILING TILE (WHERE APPLICABLE) FAX (206)624-4226 TO AREA SERVING TELECOMMUNICATIONS ROOM SUSPENDED CEILING (WHERE APPLICABLE) CONDUIT (NOTES 1, 2 AND 3) 4" X 4" X 2-1/8" 1201 third avenue, ste 600 OUTLET BOX seattle, wa 98101 NOTE: 206.448.3376 1. CONDUIT SHALL BE CONTINUOUS FROM OUTLET BOX TO ACCESSIBLE CEILING SPACE OR AS INDICATED ON PLANS. www.hargis.biz 4" X 4" X 5/8" SINGLE- GANG MUD RING 2. EXISTING CONDUIT SHALL BE UTILIZED WHERE AVAILABLE PULL STRING TO CEILING AND PROVIDED WHERE NECESSARY. NEW CONDUIT SHALL SPACE OR STRUCTURE BE ROUTED TO NEAREST AVAILABLE CEILING SPACE. LOW PROFILE 3. FOR NEW INSTALLATIONS PROVIDE CONDUIT AS NOTED FACEPLATE ON PLANS AND (1) PULL STRING FROM OUTLET BOX TO NEAREST AVAILABLE CEILING SPACE. 4. NOT ALL PARTS SHOWN. CONTRACTOR SHALL ENSURE A COMPLETE WORKING INSTALLATION INCLUDING SCREW ON SINGLE GANG MISCELLANEOUS APPURTENANCES. MUD-RING LOW PROFILE FACEPLATE CATEGORY 6 MODULE OR BLANK MODULE. PROVIDE BLANKS TO FILL SPARE SPACES CATEGORY 6 MODULE OR # BLANK MODULE. PROVIDE BLANKS TO FILL SPARE SPACES DRAING SYMBOL 2 DETAIL - OUTLET MUD-RING MOUNTING T7.02 1 DETAIL - DEVICE OUTLET ASSEMBLY T7.02 TELECOMMUNICATIONS ROOM TELECOMMUNICATIONS ROOM TELECOMMUNICATIONS ROOM RACK DESIGNATION RACK DESIGNATION RACK DESIGNATION PATCH PANEL DESIGNATION PATCH PANEL DESIGNATION PATCH PANEL DESIGNATION PORT DESIGNATION PORT DESIGNATION PORT DESIGNATION OX136-2-1-01,02 OX136-2-1-01,02 OX136-2-1-01,02 REVISION DATA ICON "WHITE" PHONE ICON "WHITE" DATA ICON "WHITE" PHONE ICON "WHITE" DATA ICON "WHITE" PHONE ICON "WHITE" CATEGORY 6, 8P8C, CATEGORY 6, 8P8C, CATEGORY 6, 8P8C, MODULE "WHITE" (TYP) DATE MODULE "WHITE" (TYP) MODULE "WHITE" (TYP) NO. BLANK MODULE "WHITE" (TYP) BLANK MODULE "WHITE" (TYP) OX136-2-1-03,04 OX136-2-1-03 DRAWING SYMBOL 4 DRAWING SYMBOL 2 DRAWING SYMBOL 3 3 DETAIL - ORGANIZATION, ICON, AND LABELING T7.02 WALL-MOUNTED RACK 18 2-RU RMFC HORIZONTAL CABLE MANAGEMENT, TYP 17 16 CONSOLE SYSTXPSSTATSPEEDDUPLX MODE NETWORK ENS-POWERMASTSTACKPoE MODULE CIS CO SWITCH (OFOI) C3K-XNM-10G 15 G1 G2/TE1G3 G4/TE2 1 2 3 4 5 6 7 8 9 10 1112 131415 161718 192021222324 14 24-PORT PATCH PANEL 13 12 FIBER SERVICE LOOP 11 10 9 8 7 6 5 4 BONDING STRAP #6AWG WITH 2-HOLE 10" TMGB 3 GROUND LUG 2 1 SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: 4" OSP CONDUIT. SEE SITE PLAN FOR BUILDING IDENTIFIER: ADDITIONAL INFORMATION 4'-0" C.2 SHEET TITLE: TELECOM DETAILS FLOOR 4 DETAIL - RACK ELEVATION FIBER SERVICE LOOP LEAD: BH T7.02 DRAFTER: TV DATE: 03/22/22 SHEET: T7.02 SHEET OF GENERAL SECURITY SYSTEM SECURITY NOTES GENERAL NOTES ABBREVIATIONS EXISTING MECHANICAL TO BE REMOVED ACP ACCESS CONTROL PANEL 1. PROVIDE TAMPER SWITCH FOR SOFTWARE HOUSE 1. LOCATIONS OF RACEWAY, PATHWAY AND SIMILAR ITEMS ARE ABV ABOVE S CR ENCLOSURES AND POWER SUPPLIES WITH CONNECTION TO SHOWN SCHEMATICALLY. COORDINATE INSTALLATION, AC ACCESSIBLE CEILING MOUNTED EXISTING ELECTRICAL TO REMAIN CARD READER IN / OUT ROLLUDA ARCHITECTS, INC. TAMPER INPUT OF AN I8 INPUT MODULE. INCLUDING BUT NOT LIMITED TO CABLING, SECURITY PATHWAYS (BR - BIOMETRIC READER) ACM ACCESS CONTROL MODULE 105 S MAIN ST, #323 AND SPACES, AND EXACT LOCATION OF HORIZONTAL AND NEW ELECTRICAL WORK (CR - CARD READER) AFF ABOVE FINISHED FLOOR SEATTLE, WA 98104 (CR/M - CARD READER, MULLION MOUNT) 2. PROVIDE CONNECTION TO COMMON FIRE ALARM OUTPUT RELAY BACKBONE CABLING WITH LOCATIONS OF FIXED CASEWORK AFG ABOVE FINISHED GRADE PHONE (206)624-4222 (CR/P - CARD READER WITH PIN) (BY OTHERS) TO EACH LOCK POWER SUPPLY. AND BUILDING CONDITIONS AFFECTING THE WORK OF THIS FAX (206)624-4226 MATCHLINE OR PROPERTY LINE CONTRACT. AG ABOVE GRADE DAR DURESS ALARM RECEIVER 3. PROVIDE CONNECTIONS FROM A GENERAL ALARM OUTPUT AHJ AUTHORITIES HAVING JURISTICTION ENLARGED PLAN BOUNDARY RELAY (PROVIDED AND INSTALLED BY OTHERS) TO A SOFTWARE 2. PERFORM WORK IN ACCORDANCE WITH APPLICABLE COUNTRY ALR ALARM S DOOR POSITION SWITCH, RECESSED HOUSE INPUT. A FIRE SYSTEM ALARM NOTIFICATION SHALL BE CODES AS AMENDED LOCALLY AND ENFORCED BY THE AHJ. ANSI AMERICAN NATIONAL STANDARDS INSTITUTE GENERATED AT THE SOFTWARE HOUSE HEAD END UPON 1 DETAIL/PLAN IDENTIFIER ACTIVATION OF ANY FIRE ALARM. 3. COORDINATE SECURITY WORK WITH THAT OF OTHER TRADES. AUX AUXILIARY S J DOOR POSITION SWITCH, SURFACE MOUNTED E1.01 REFER TO ARCHITECTURAL, ELECTRICAL, AND AWG AMERICAN WIRE GAUGE 4. PROVIDE CONNECTION TO SYSTEM CONTROLLER POWER FAIL TELECOMMUNICATIONS DRAWINGS AND SPECIFICATIONS. LOCAL NOISE (SOUNDER), WALL MOUNTED SECTION IDENTIFIER S INPUT FROM POWER SUPPLIES WITH CAPABILITY TO INTITIATE COORDINATION SHALL OCCUR PRIOR TO FABRICATION, BC BONDING CONDUCTOR 1 POWER FAIL SIGNAL. AN ALARM EVENT SHALL BE GENERATED PURCHASE, AND INSTALLATION OF WORK. EL ELECTRIFIED LOCKSET / EXIT DEVICE BKBD BACKBOARD E1.01 UPON FAILURE OF ANY POWER SUPPLY. 4. NEW CABLING INSTALLATIONS SHALL BE CONCEALED IN WALL BLDG BUILDING ELR ELECTRIFIED LOCKSET / EXIT DEVICE W/ INTEGRATED 5. ALL SECURITY DEVICE CABLING SHALL BE IN CONDUIT TO 10'-0" AND CEILING SPACES UNLESS OTHERWISE NOTED ON THE BLK BLACK ELEVATION IDENTIFIER MICRO SWITCH ABOVE FINISHED FLOOR, EXCEPT WHERE CONCEALED WITHIN DRAWINGS. CABLING IN ACCESSIBLE CEILING SPACES SHALL BE BLU BLUE 1 AN ACCESSIBLE CEILING SPACE. ALL SECURITY DEVICE CABLING INSTALLED WITHIN OPEN CABLING SUPPORTS NEAR E1.01 FA FIRE ALARM CONTACT SHALL BE IN CONDUIT WHERE THE SECURITY DEVICE CABLING STRUCTURES AND WALLS OR AS SPECIFICALLY NOTED ON 1201 third avenue, ste 600 C CONDUIT / COMMON / CONDUCTOR seattle, wa 98101 TRAVELS OUTSIDE THE SECURE TENANT PERIMETER. SEE ALSO DRAWINGS. SEE SPECIFICATIONS FOR SUPPORT CAB CABINET 206.448.3376 REVISION DEFINITION AREA, AREA ENCIRCLED HUA HOLD UP ALARM GENERAL NOTES 4 AND 5. REQUIREMENTS. CONTAINS CHANGES MADE SUBSEQUENT TO CAT CATEGORY PREVIOUS ISSUE IP VIDEO SECURITY AND INTERCOM SYSTEM 6. PROVIDE SECURITY CABLE LABEL AT EACH END OF EACH CABLE 5. PROVIDE FIRESTOPPING SYSTEMS FOR CONDUIT AND RACEWAY CFCI CONTRACTOR FURNISHED, CONTRACTOR INSTALLED www.hargis.biz JACKET. LABELING SHALL BE SECURELY FASTENED TO CABLE SYSTEMS AT PENETRATIONS, SLEEVES AND SLOTS OF FIRE CFR "C" FORM RELAY X MULTI-LENS CAMERA, MOUNTED W/ BRACKET JACKET AND LOCATED WITHIN 6" OF CABLE TERMINATION. SEE RATED CONSTRUCTION FOR HORIZONTAL AND INTRABUILDING 1 REVISION CALLOUT CLG CEILING C (W - WALL BRACKET MOUNTED) SPECIFICATION FOR LABELING REQUIREMENTS. PATHWAYS AND SPACES. (PO - POLE MOUNTED) CMG COMMUNICATIONS MULTIPURPOSE CABLE, GENERAL 1 KEYNOTE TAG 7. PROVIDE 6'-6" SERVICE LOOP AT DEVICE END AND 10'-0" SERVICE 6. MAINTAIN A MINIMUM SPACING OF 12" FROM ELECTRICAL CMP COMMUNICATIONS MULTIPURPOSE CABLE, PLENUM (0# - PLAN VIEW NOTE X 360 DEGREE CAMERA, CEILING MOUNTED LOOP FOR TERMATION AT HEADEND PANEL. FEEDERS AND BRANCH CIRCUIT WIRING AND 12" FROM CO CONDUIT ONLY (A0# - DOOR ELEVATION DETAIL NOTES) C (AC - ACCESSIBLE CEILING MOUNTED) (S0# - SCOPE DELINEATION NOTES) (HC - HARD CEILING MOUNTED) AUXILIARY SYSTEM CABLING. COND CONDUCTOR (ST - STRUCTURE MOUNTED / BEAM MOUNTED) 8. PROVIDE PULL-STRING IN ALL CONDUITS TO FACILITATE CABLING 1 DEMOLITION NOTE TAG (P - PENDANT MOUNTED) INSTALLATION. 7. MINIMUM SPACING FROM ELECTRICAL APPARATUS SUCH AS CPU CENTRAL PROCESSING UNIT (T - CABLE TRAY MOUNTED) CU COPPER MOTOR DRIVEN EQUIPMENT AND TRANSFORMERS SHALL BE 1 EQUIPMENT TAG CAMERA, CEILING MOUNTED 9. PROVIDE WIRE AND CABLE INSTALLATION PER LOCAL CODES. 6'-0". SPACING REQUIREMENTS SHALL APPLY TO OPEN CABLING 2/22/2022 X PATHWAYS WHERE EQUIPMENT IS LOCATED ON THE SAME DPDT DOUBLE POLE, DOUBLE THROW C (AC - ACCESSIBLE CEILING MOUNTED) AHU-01 MECHANICAL EQUIPMENT TAG (HC - HARD CEILING MOUNTED) 10. SPLICING OF CABLING IS NOT PERMITTED. ANY LOCATION THAT FLOOR, FLOOR ABOVE, FLOOR BELOW OR IN ROOMS ADJACENT (ST - STRUCTURE MOUNTED / BEAM MOUNTED) REQUIRES WIRE CONNECTIONS PRIOR TO TERMINATION SHALL TO SUCH EQUIPMENT AS THOUGH WALLS AND FLOORS DID NOT (P - PENDANT MOUNTED) (E) EXISTING BE SOLDERED AND CRIMPED WITH AN APPROPRIATE LOW EXIST. EXCEPTION: BUILDING CONSTRUCTION THAT RESULTS IN 1 MECHANICAL EQUIPMENT TAG (T - CABLE TRAY MOUNTED) EBG EMERGENCY BREAK GLASS VOLTAGE CONNECTOR. CONTINUOUS METALLIC BARRIER BETWEEN ELECTRICAL AHU APPARATUS AND CABLE PATHWAYS SHALL BE CONSIDERED AS EMT ELECTRICAL METALLIC TUBING X CAMERA, WALL MOUNTED 11. ALL DEVICES SHALL INCLUDE LINE SUPERVISION WITH RESISTOR SUITABLE SEPARATION. EOL END OF LIFE C (IB - I-BEAM / COLUMN MOUNTED) NORTH ARROW (LPR - LICENSE PLATE READER) PACKS INSTALLED. ER EQUIPMENT ROOM (M - MULLION MOUNTED) 8. PRIOR TO STARTING SECURITY INSTALLATION, CAREFULLY (S - SURFACE MOUNTED) 12. INSTALLATION OF ALL WIRING, CABLING AND DEVICES SHALL BE INSPECT INSTALLED WORK OF OTHER TRADES AND VERIFY THAT (PO - POLE MOUNTED) GND GROUND (W - WALL BRACKET MOUNTED) PER MANUFACTURER'S RECOMMENDATIONS. SUCH WORK IS COMPLETE TO THE POINT WHERE WORK MAY 1 LOCATION WHERE PICTURE PROPERLY COMMENCE. NOTIFY THE ARCHITECT AND ENGINEER GRN GREEN WAS TAKEN AND DIRECTION DS INTERCOM DOOR STATION, WALL MOUNTED 13. EMERGENCY EXIT DOOR DEVICES SHALL TERMINATE TO IN WRITING OF CONDITIONS DETRIMENTAL TO THE PROPER AND GRY GRAY SOFTWAREHOUSE I/O MODULES AS A STANDARD OF DESIGN. TIMELY COMPLETION OF THE SECURITY INSTALLATION. RACEWAY AND BOXES MS INTERCOM MASTER STATION, DESK MOUNTED H HEIGHT 14. GLASS BREAK SENSORS SHALL BE CONFIGURED FOR 24-HOUR 9. DO NOT BEGIN SECURITY INSTALLATION UNTIL ALL INTRUSION DETECTION SYSTEM HC HARD CEILING MOUNTED COVERAGE WITH CONNECTION TO DEDICATED INPUTS OF AN I8 UNSATISFACTORY CONDITIONS ARE RESOLVED. BEGINNING J JUNCTION BOX INPUT MODULE. PIR MOTION DETECTOR SHALL BE CONFIGURED WORK CONSTITUTES ACCEPTANCE OF CONDITIONS AS G X GLASS BREAK DETECTOR FOR STANDARD BUSINESS HOURS WITH CONNECTION TO SATISFACTORY. IB I-BEAM MOUNTED / COLUMN MOUNTED / INPUT PB PULL BOX (AC - ACCESSIBLE CEILING MOUNTED) DEDICATED INPUTS OF AN I8 INPUT MODULE. MOTION SHALL BE BOARD XX (WHERE INDICATED, SUBCRYPT INDICATES PULL BOX NUMBER) (HC - HARD CEILING MOUNTED) (IB - I-BEAM / COLUMN MOUNTED) DISABLED DURING NORMAL HOURS. 10. THE ELECTRICAL CONTRACTOR SHALL PROVIDE ALL CONDUIT, IDF INTERMEDIATE DISTRIBUTION FRAME (S - SURFACE MOUNTED) OUTLET BOXES, JUNCTION BOXES, RACEWAY SYSTEMS, ETC. IDP INTRUSION DETECTION PANEL MANHOLE (ST - STRUCTURE MOUNTED / BEAM MOUNTED) 15. PROVIDE WALL MOUNT BRACKET FOR WALL MOUNTED MOTION FOR A COMPLETE AND OPERATIONAL PATHWAY SYSTEM FOR XX (WHERE INDICATED, SUBCRYPT INDICATES MANHOLE NUMBER) (P - PENDANT MOUNTED) IMC INTERMEDIATE METALLIC CONDUIT DETECTOR. ALL SECURITY SYSTEMS PER THE SCOPE OF WORK INDICATED (T - CABLE TRAY MOUNTED) ON THE CONSTRUCTION DRAWINGS AND BID SPECIFICATIONS. IP INTERNET PROTOCOL HH HANDHOLE 16. ALARM HORNS SHALL BE CONFIGURED WITH A SOLID ISC INTELLIGENT SYSTEM CONTROLLER XX (WHERE INDICATED, SUBCRYPT INDICATES MANHOLE NUMBER) CONTINUOUS ALARM TONE. 11. ALL CARD READERS SHALL BE MOUNTED TO THE ACTIVE LEAF SIDE ON BOTH SIDES OF THE DOOR. J-BOX JUNCTION BOX RACEWAY CONCEALED IN WALL OR IN CEILING (EXPOSED IN UNFINISHED AREAS) L LENGTH RACEWAY RUN BELOW FLOOR OR BELOW GRADE CABLE LEGEND LAN LOCAL AREA NETWORK LPR LISENCE PLATE READER RACEWAY (CIRCLE DENOTES VERTICAL TRANSITION) DEVICE TYPE CABLE ID MANUFACTURE PART NUMBER CABLE DESCRIPTION COND. AWG SHIELD CABLE TYPE ACD [SE-01] BELDEN 6304FE 18 AWG-6C OA SHIELDED (READER PWR) 6 18 OVERALL PLENUM MAX MAXIMUM RACEWAY TURNING DOWN [SE-02] BELDEN 9842 24AWG 2-PAIR OA SHEILDED (OSDP) 4 24 OVERALL MDF MAIN DISTRIBUTION FRAME [SE-03] BELDEN 6502FE 22AWG-4C OA SHIELDED (DOOR CONTACT) 4 22 OVERALL PLENUM MIN MINIMUM RACEWAY CONTINUATION [SE-03] BELDEN 6502FE 22AWG-4C OA SHIELDED (REQUEST TO EXIT) 4 22 OVERALL PLENUM MTD MOUNTED [SE-04] BELDEN 6300FE 18 AWG-2C OA SHIELDED (ELECTRIFIED LOCK) 2 18 NO PLENUM RACEWAY STUB WITH BUSHING DR [SE-03] BELDEN 6502FE 22AWG-4C OA SHIELDED (DURESS ALARM) 4 22 OVERALL PLENUM (N) NEW REVISION RACEWAY SLEEVE WITH BUSHINGS EO [SE-03] BELDEN 6502FE 22AWG-4C OA SHIELDED (DOOR CONTACT) 4 22 OVERALL PLENUM N/A NOT APPLICABLE [SE-03] BELDEN 6502FE 22AWG-4C OA SHIELDED (REQUEST TO EXIT) 4 22 OVERALL PLENUM NC NORMALLY CLOSED FIRE STOPPING SLEEVE EEO [SE-03] BELDEN 6502FE 22AWG-4C OA SHIELDED (DOOR CONTACT) 4 22 OVERALL PLENUM NEC NATIONAL ELECTRIC CODE [SE-04] BELDEN 6300FE 18 AWG-2C OA SHIELDED (LOCAL SOUNDER) 2 18 NO PLENUM NESC NATIONAL ELECTRICAL SAFETY CODE CABLE TRAY, OVERHEAD SIZED AS NOTED DS [SE-05] BERK-TEK CATEGORY 6 4-PAIR UTP (DOOR STATION) CABLING 8 23 NO NIC NOT IN CONTRACT DATE BY 27 11 00. COORDINATE WITH TELECOM NO NORMALLY OPEN LADDER RACK, OVERHEAD SIZED AS NOTED CONTRACTOR NO. [SE-03] BELDEN 6502FE 22AWG-4C OA SHIELDED (DOOR STATION) 4 22 OVERALL PLENUM OC ON CENTER EQUIPMENT TAGS [SE-03] BELDEN 6502FE 22AWG-4C OA SHIELDED (SPARE) 4 22 OVERALL PLENUM OFC OPTICAL FIBER CABLING [SE-03] BELDEN 6502FE 22AWG-4C OA SHIELDED (AUTO OPERATOR) 4 22 OVERALL PLENUM OFCI OWNER FURNISHED, CONTRACTOR INSTALLED CAM [SE-05] BERK-TEK CATEGORY 6 4-PAIR UTP (CAMERA) CABLING BY 27 11 8 23 NO GENERAL SECURITY DEVICE TAGS OFOI OWNER FURNISHED, OWNER INSTALLED 00. COORDINATE WITH TELECOM CONTRACTOR SECURITY DEVICE TYPE OSDP OPEN SUPERVISED DEVICE PROTOCOL --- (SEE SECURITY DEVICE LABELING ABBREVIATIONS) OSP OUTSIDE PLAN SE###.#/# ### DETAIL SHEET/NUMBER SE-## XX-##-### PCB PRINTED CIRCUIT BOARD PO POLE MOUNTED SECURITY CABLE LABELING POE POWER OVER ETHERNET DEVICE ID PP PATCH PANEL SECURITY CABLE IDENTIFICATION PVC POLYVINYL CLORIDE PWR POWER SECURITY DOOR TAGS SECURITY DEVICE LABELING ABBREVIATIONS DOOR TYPE --- (ACD - ACCESS CONTROLLED DOOR) REC RECEPTACLE SE30#.#/# (EO - EXIT ONLY) ACD ACCESS CONTROL DOOR HUA HOLD UP ALARM REX REQUEST TO EXIT #### (EEO - EMERGENCY EXIT ONLY) (MD - MONITORED DOOR) ACP ACCESS CONTROL PANEL IB INPUT BOARD RMFC RACK MOUNT FIBER CABINET (SD - SUPERVISED DOOR) ADO AUTO OPERATOR IC INTERCOM STATION AT VEHICLE BARRIER ARM / RU RACK UNIT DETAIL SHEET/NUMBER BZ BUZZER INTERCOM CONTACT DOOR NUMBER CAM CAMERA LN LOCAL NOISE (SOUNDER) S SURFACE MOUNTED (FORMATED PER ARCHITECT) CR CARD READER (FOR TEST READER SEE "TR") MS MASTER INTERCOM STATION SPD SURGE PROTECTION DEVICE SECURITY CAMERA TAGS DAR DURESS ALARM RECEIVER OB OUTPUT BOARD ST STRUCTURE MOUNTED / BEAM MOUNTED DC DOOR CONTACT / DOOR POSITION SWITCH OPR MOTORIZED DOOR OPERATOR (MOTOR OPERATIORS SW SWITCH CAM CAMERA AT COILING / ROLL UP DOORS AND MOTORIZED SLIDE DS INTERCOM DOOR STATION SE500.#/# GATES) CAM-##-### DETAIL SHEET/NUMBER EEO EMEGENCY EXIT ONLY TD TAILGATE DETECTOR RX REQUEST TO EXIT EL ELECTRONIC LOCK TGIC TRIGLYCIDYL ISOCYANURATE CAM-FLOOR-DEVICE ID SD SUPERVISED DOOR / TELCO CLOSET / MECH CLOSET ELR ELECTRONIC LOCK WITH BUILT IN MICRO-REX TP TWISTED PAIR WDR WIRELESS DURESS ALARM GB GLASS BREAK DETECTOR TR LOBBY TEST READER / TELECOMMUNICATIONS ROOM SECURITY CABLE LABELING SCHEME TYP TYPICAL IDF #### CR-01-01 U.V. ULTRA VIOLET DEVICE TERMINATION LOCATION UON UNLESS OTHERWISE NOTED DEVICE ID UPS UNINTERRUPTIBLE POWER SUPPLY FLOOR ID UTP UNSHIELDED TWISTED PAIR SECURITY DEVICE TYPE ID (SEE SECURITY DEVICE LABELING ABBREVIATIONS) V VOLT / VOLTAGE VAC ALTERNATING CURRENT VOLTAGE VDC DIRECT CURRENT VOLTAGE VR VOLTAGE REGULATOR W WIDTH WHT WHITE SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: SECURITY LEGEND AND GENERAL NOTES LEAD: SA DRAFTER: NS DATE: 03/22/22 SHEET: NOT ALL SYMBOLS MAY APPEAR ON THE DRAWINGS SE0.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz A B C ACD SE7.01/ 1 2/22/2022 101A 10 ACD 8 SE7.01/ 1 5 6 7 102A ACP-01-001 ELR S CR 1 S 1 ACP CR FA ELEC ROOM S 10 8 S 102 1 ELR SE7.03 J J S S HEATED PARKING 101 EEO SE7.01/ 2 101E EEO SE7.01/ 2 101B S S J J 2 2 S S S S CR CR ACD ELR ELR ACD SE7.01/ 1 SE7.01/ 1 101D 8 8 101C A 10 B 10 C REVISION DATE NO. 1 SECURITY DEVICE PLAN - LEVEL 1 SE2.01 SCALE: 1/8" = 1'-0" GENERAL NOTES FLOOR PLAN KEYNOTES # SHEET LEGEND SECURITY SYSTEM IP VIDEO SECURITY AND INTERCOM SYSTEM 1. ALL WORK SHOWN SHALL BE COORDINATED WITH ALL OTHER PROJECT DISCIPLINE DOCUMENTS TO AVOID 5 FIRE ALARM RELAY FOR INTEGRATION WITH ACCESS CONTROL SYSTEM. CONFLICTS. ACP ACCESS CONTROL PANEL X MULTI-LENS CAMERA, MOUNTED W/ BRACKET 6 PROVIDE (2) DETICATED 120VAC, 20 AMPS CIRCUIT AND HARDWIRED CONNECTION TO ACCESS CONTROL POWER SUPPLIES. C (W - WALL BRACKET MOUNTED) 2. COORDINATE WITH OWNER REPRESENTATIVE FOR EXACT LOCATION OF ALL WALL MOUNTED DEVICES. FINAL S CR CARD READER IN / OUT (PO - POLE MOUNTED) WALL DEVICE LOCATIONS SHALL BE REVIEWED AND ACCEPTED BY OWNER REPRESENTATIVE PRIOR TO (BR - BIOMETRIC READER) ROUGH-IN COMPLETION. 7 FIRE RATED PLYWOOD BACKBOARD FOR SECURITY ENCLOSURES ARE PROVIDED BY TELECOMMUNICATIONS CONTRACTOR. SECURITY CONTRACTOR SHALL COORDINATE WITH TELECOMMUNICATIONS CONTRACTOR (CR - CARD READER) X 360 DEGREE CAMERA, CEILING MOUNTED PRIOR TO INSTALLATION. (CR/M - CARD READER, MULLION MOUNT) C (AC - ACCESSIBLE CEILING MOUNTED) (CR/P - CARD READER WITH PIN) (HC - HARD CEILING MOUNTED) 3. CONDUIT PATHWAYS AND CORE DRILL PENETRATIONS SHALL BE PROVIDED BY ELECTRICAL (ST - STRUCTURE MOUNTED / BEAM MOUNTED) CONTRACTOR.SECURITY CONTRACTOR SHALL PROVIDE ON-SITE COORDINATION FOR CONDUIT ROUGH-IN. 8 PROVIDE UV RATED SEALANT AROUND CARD READER TO CREATE A WEATHERTIGHT SEAL. S DOOR POSITION SWITCH, RECESSED (P - PENDANT MOUNTED) (T - CABLE TRAY MOUNTED) 4. SECURITY DEVICES SHALL HAVE (1) 3/4"C FROM BACKBOX TO NEAREST ACCESSIBLE CEILING SPACE UON. 10 PROVIDE (1) 3/4" EMT CONDUIT CONTINUOUSLY FROM DEVICE BACK BOX TO NEAREST ACCESSIBLE CEILING SPACE. S J DOOR POSITION SWITCH, SURFACE MOUNTED X CAMERA, CEILING MOUNTED 5. SECURITY DEVICE CABLING SHALL BE ROUTED AT STRUCTURE VIA OPEN CABLING METHODS. PROVIDE C (AC - ACCESSIBLE CEILING MOUNTED) DEDICATED J-HOOKS SUPPORTED FROM STRUCTURE SPACED â‰¤4'-0" INTERVAL. OPEN CABLING PATHWAY LOCAL NOISE (SOUNDER), WALL MOUNTED (HC - HARD CEILING MOUNTED) S (ST - STRUCTURE MOUNTED / BEAM MOUNTED) SHALL BE A MINIMUM +10'-0" AFF AT ALL TIMES OR CABLING MUST BE ROUTED WITHIN CONDUIT. FINAL (P - PENDANT MOUNTED) SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 (T - CABLE TRAY MOUNTED) PATHWAYS SHALL BE COORDINATED WITH OTHER TRADES AND EXISTING CONDITIONS. EL ELECTRIFIED LOCKSET / EXIT DEVICE PROJECT: X CAMERA, WALL MOUNTED BUILDING IDENTIFIER: 6. ALL SECURITY NON-IP DEVICES SHALL BE INSTALLED WITH AN END OF LINE RESISTOR AT THE DEVICE END. ELR ELECTRIFIED LOCKSET / EXIT DEVICE W/ INTEGRATED C (IB - I-BEAM / COLUMN MOUNTED) MICRO SWITCH (LPR - LICENSE PLATE READER) 7. ALL ELECTRIFIED LOCKING HARDWARE ARE PROVIDED UNDER DIV 08 WITH FINAL WIRING AND CONNECTIONS (M - MULLION MOUNTED) TO THE SECURITY SYSTEM BY SECURITY CONTRACTOR. FA FIRE ALARM CONTACT (S - SURFACE MOUNTED) (PO - POLE MOUNTED) (W - WALL BRACKET MOUNTED) C.2 DS INTERCOM DOOR STATION, WALL MOUNTED SHEET TITLE: MS INTERCOM MASTER STATION, DESK MOUNTED SECURITY DEVICE PLAN - LEVEL 1 LEAD: SA DRAFTER: NS DATE: 03/22/22 SHEET: SE2.01 SHEET OF GENERAL NOTES: 1. DETAIL SHOWN IS A TYPICAL ELEVATION. REFER TO FLOOR PLANS FOR EXACT DOOR AA ORIENTATION, CARD READER TYPES AND CARD READER PLACEMENTS RELATIVE TO DOOR UNSECURE SIDE AA UNSECURE SIDE POSITION AND SWING. - ROLLUDA ARCHITECTS, INC. - 105 S MAIN ST, #323 2. CONDUIT SHALL BE 3/4" EMT UNLESS NOTED OTHERWISE. SEATTLE, WA 98104 PHONE (206)624-4222 3. DOUBLE GANG BACKBOX CONNECTED TO SINGLE GANG MUD RING MOUNTED FLUSH WITH FAX (206)624-4226 FINISHED WALL IS REQUIRED FOR SECURITY DEVICE ROUGH-IN UNLESS OTHERWISE NOTED. ELR COMONENTS: SECURITY CONTRACTOR (SC) S0# CR S S01 CABLING SHALL BE ROUTED CONTINUOUSLY TO THE DESIGNATED ACCESS CONTROL PANEL. S J S S J S03 DOOR POSITION SWITCH SHALL BE RECESSED INTO THE DOOR AND DOOR FRAME. 1201 third avenue, ste 600 S05 PROVIDE BOX CONNECTOR AND SECURE THE ARMORED CABLE TO THE SIDE OF THE seattle, wa 98101 JUNCTION BOX. 206.448.3376 S07 CARD (IN) READER WITH READER SPACER SHALL BE MOUNTED ON UNSECURED SIDE OF www.hargis.biz DOOR. SEE FLOOR PLAN FOR CARD READER TYPE. BB SECURE SIDE SECURE SIDE BB S12 DOOR CONTACT SHALL BE SURFACE MOUNTED TO THE DOOR AND FINISHED FLOOR - SURFACE. - 2/22/2022 S07 COMONENTS: GENERAL CONTRACTOR (GC) G0# G02 8" X 8" X 4" JUNCTION BOX (1 PER DOOR) SHALL BE MOUNTED FLUSH ABOVE ACCESSIBLE CEILING, WHERE NO CEILING EXISTS MOUNT AT +12" ABOVE DOOR HEADER ON THE HINGE SIDE. REVISION 6" G05 (1) 1-1/2" CONDUIT SHALL BE ROUTED TO LOW-VOLTAGE SYSTEMS CABLE TRAY, OR AS 44" INDICATED ON THE FLOOR PLAN. G06 DOOR AND DOOR FRAME SHALL BE FACTORY PREPPED TO SUPPORT RECESSED DOOR DATE CONTACT. NO. G07 DOOR SHALL BE FACTORY PREPPED (CORED) TO ACCEPT CABLING. ELEVATION - AA ELEVATION - AA G11 SURFACE MOUNTED DOUBLE GANG BACK BOX WITH FLAT COVER PLATE. UNSECURE SIDE UNSECURE SIDE G13 DOOR AND DOOR FRAME SHALL BE PREPPED TO SUPPORT ELECTRIFIED DOOR HARDWARE. G14 PROVIDE JUNCTION BOX IN THE DOOR FRAME WHERE SHOWN ON THIS DETAIL. COMONENTS: ELECTRIFIED HARDWARE (SC) E0# E01 POWER TRANSFER HINGE. E02 ELECTRIFIED LOCKSET WITH INTEGRAL REQUEST TO EXIT MICRO SWITCH. E03 PROVIDE WIRING HARNESS AND FINAL WIRING CONNECTION FROM ELECTRIFIED MORTISE LOCKSET TO ELECTRIC HINGE. G05 S01 E04 PROVIDE WIRING HARNESS FROM ELECTRIC HINGE TO SECURITY JUNCTION BOX ABOVE THE DOOR AND FINAL WIRING CONNECTIONS AT THE HINGE. G05 S01 G02 G02 SECURITY DEVICE ABBREVIATIONS -IN ACCESS/EGRESS DIRECTION MODIFIER - FROM UNSECURED SIDE "IN" TO SECURED 4" SIDE -OUT ACCESS/EGRESS DIRECTION MODIFIER - FROM SECURED SIDE "OUT" TO UNSECURED SIDE -SURFACE DC MODIFIER - SPECIFIES DOOR CONTACT / DOOR POSIITON SWITCH IS SURFACE S03 G06 MOUNTED BR BIOMETRIC READER G07 CR CARD READER IN E04 E01 G13 E02 E03 DBL DOUBLE SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 DC DOOR CONTACT / DOOR POSITION SWITCH G14 PROJECT: DD DOOR DETECTIVE (ANTI-TAILGATING) BUILDING IDENTIFIER: DR DOOR DS DOOR STATION INTERCOM DSF DOUBLE STOREFRONT EB EMERGENCY BUTTON C.2 S12 EL ELECTRONIC LOCK ELR ELECTRONIC LOCK WITH BUILT IN MICRO-REX S05 LN LOCAL NOISE SHEET TITLE: OH OVERHEAD ACCESS G11 OPR MOTORIZED ROLL UP DOOR OPERATOR OR GATE OPERATOR CONTROL PED PEDESTAL DETAILS PRE PRECAST ELEVATION - BB ELEVATION - BB RU ROLLUP SECURE SIDE SECURE SIDE SGL SINGLE SJB SECURITY JUNCTION BOX LEAD: SA SSF SINGLE STOREFRONT DRAFTER: NS WN WINDOW DATE: 03/22/22 1 DETAIL - SGL DR - CR-IN, DC, ELR 2 DETAIL - OH DR - (2)DC-SURFACE SHEET: SE7.01 SE7.01 SE7.01 SHEET OF GENERAL NOTES: 1. CONDUIT SHALL BE 3/4" EMT UNLESS NOTED OTHERWISE. 2. DOUBLE GANG BACKBOX CONNECTED TO SINGLE GANG MUD RING MOUNTED FLUSH WITH ROLLUDA ARCHITECTS, INC. FINISHED WALL IS REQUIRED FOR SECURITY DEVICE ROUGH-IN UNLESS OTHERWISE NOTED. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 GENERAL CONTRACTOR TO PROVIDE (1) 1/2" DIA OPENING CENTERED IN THE MULLION. OPENING HEIGHT TO BE 3/4"C PROVIDED BY GENERAL COORDINATED. CONTRACTOR. ROUTE CONDUIT TO SJB ABOVE DOOR OR AS INDICATED ON THE FLOOR PLAN. GENERAL CONTRACTOR SHALL ROUTE 3/4" CONDUIT TO SECURITY JUNCTION ROUTE CABLE TO SJB ABOVE DOOR OR BOX ABOVE THE DOOR. AS INDICATED ON THE FLOOR PLAN 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 COORDINATECABLE ROUTING THROUGH MULLION WITH STOREFRONT/CURTAIN www.hargis.biz WALL MANUFACTURER EMT CONDUIT GENERAL CONTRACTOR TO PROVIDE (1) 1/2" DIA OPENING CENTERED IN THE MULLION AT 44" AFF. 3/4" OPENING WITH GROMMET SIGNO CARD READER RP15 CARD READER DOUBLE GANG BACKBOX 2/22/2022 PLYWOOD ROUGH DOOR OPENING WALL GYPSUM BOARD STOREFRONT/CURTAIN WALL MULLION DOOR FRAME FLOOR FLOOR FINISH FLOOR DRAWING SYMBOL S CR DRAWING SYMBOL S CR/M DRAWING SYMBOL S CR/P DRAWING SYMBOL EL DRAWING SYMBOL ELR 1 DETAIL - CARD READER ROUGH-IN - RECESS WALL MOUNTED 2 DETAIL - CARD READER ROUGH-IN - MULLION MOUNTED 3 DETAIL - ELECTRIFIED LOCKSET ROUGH-IN - MASONRY BOX SE7.02 SE7.02 SE7.02 REVISION DATE NO. ROUTE CONDUIT TO J-BOX OR AS INDICATED ON THE FLOOR PLAN RESISTOR PACK 1Kâ„¦ BLU BLK 1Kâ„¦ BLU BLK BLU BLU BLK WHT GENERAL CONTRACTOR SHALL ROUTE TO ACP SEE DETAILS 3/4" CONDUIT TO SECURITY JUNCTION 1/SE400.6 & 2 GRY BLU BLK WHT BOX ABOVE THE DOOR. RED DOOR POSITION SWITCH BLK EMT CONDUIT SINGLE DOOR FLEX CONDUIT STUBBED INTO ROUGH OPENING OF DOOR FOR ELECTRIFIED HINGE COMBINATION CONNECTOR RESISTOR PACK FLEX CONDUIT 1Kâ„¦ BLU BLK 1Kâ„¦ BLU BLK 3/4" DIAMETER SWITCH PLYWOOD ROUGH DOOR OPENING WALL STUDS BLU BLU BLK WHT DOOR FRAME TO ACP SEE DETAILS 1/SE400.6 & 2 GRY BLU BLK WHT WHT WHT RED DOOR FRAME BLK SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 FINISH FLOOR PROJECT: BUILDING IDENTIFIER: DOOR 3/4" DIAMETER MAGNET DOUBLE DOOR DOOR POSITION C.2 SWITCH (TYP) DRAWING SYMBOL S SHEET TITLE: DRAWING SYMBOL EL ACCESS CONTROL DRAWING SYMBOL ELR DETAILS LEAD: SA DRAFTER: NS DATE: 03/22/22 4 DETAIL - ELECTRIFIED LOCKSET ROUGH-IN - FLEX TO ROUGH DOOR OPENING 5 DETAIL - DOOR POSITION SWITCH SHEET: SE7.02 SE7.02 SE7.02 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 DPDT FIRE ALARM RELAY SEATTLE, WA 98104 PROVIDED BY GENERAL PHONE (206)624-4222 FAX (206)624-4226 CONTRACTOR FOR INTEGRATION WITH ACCESS CEILING CONTROL SYSTEM CABLE TRAY 0' - 1" 6" GUTTER 2" CONDUUIT CHASE NIPPLE, TYP. 0' - 2" 1201 third avenue, ste 600 seattle, wa 98101 36" X 30" X 4.5" 206.448.3376 LIFE SAFETY POWER SUPPLY www.hargis.biz ENCLOSURES 7' - 6" 1 2 3 7" - 5" 2/22/2022 6 '- 9" FIRE RATED 8'(H) X 4'(W) PLYWOOD BACKBOARD PROVIDED BY GENERAL CONTRACTOR. 3/4" CONDUIT (1) DEDICATED 20A 120 VAC CIRCUIT HARDWIRED PROVIDED BY SECURITY CONTRACTOR. FLOOR SLAB NOTE: 1. PROVIDE MINIMUM 4-HOURS BATTERY BACKUP FOR SECONDARY POWER OF SECURITY DEVICES CONNECTED TO THE ACCESS CONTROL SYSTEM. 2. PROVIDE P-TOUCH LABEL FOR EACH BATTERY WITH THE SITE CODE AND BATTERY INSTALLATION DATE. 3. PROVIDE (1) DEDICATED 20A 120VAC HARDWIRED CONNECTION TO THE POWER SUPPLY. REVISION DATE NO. 1 DETAIL - ACCESS CONTROL PANEL - 16 CARD READERS SE7.03 SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: ACCESS CONTROL PANEL ELEVATION AND DETAILS LEAD: SA DRAFTER: NS DATE: 03/22/22 SHEET: SE7.03 SHEET OF APPLICABLE CODES/STANDARDS GENERAL NOTES SYMBOL LEGEND UNDERGROUND NOTES SPRINKLER RISER ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 â€¢ 2018 INTERNATIONAL BUILDING CODE WITH WASHINGTON STATE AND CITY OF 1. SPRINKLER CONTRACTOR IS RESPONSIBLE TO CONNECT INTO SEATTLE, WA 98104 ARLINGTON AMENDMENTS 1. NO CHANGES TO THE "FP" SHEETS BY THE SPRINKLER SUBCONTRACTOR ARE ALLOWED EXCEPT FOR 4 WAY EARTHQUAKE BRACE UNDERGROUND PIPING APPROXIMATELY 5'-0" FROM THE BUILDING. PHONE (206)624-4222 ADDING SHOP DRAWING INFORMATION. ALL REQUIRED REVISIONS TO THE "FP" SHEETS (OTHER THAN SPRINKLER CONTRACTOR SHALL TRANSITION TO DUCTILE IRON PIPE. FAX (206)624-4226 â€¢ 2018 INTERNATIONAL FIRE CODE (IFC) MINOR REVISIONS FOR THE PURPOSE OF COORDINATION) SHALL BE SUBMITTED IN WRITING AND Z LATERAL BRACE - STEEL â€¢ 2016 NFPA 13 STANDARD FOR THE INSTALLATION OF SPRINKLER SYSTEMS â€¢ 2016 NFPA 24 STANDARD FOR INSTALLATION OF PRIVATE FIRE SERVICE MAINS AND SHALL BE APPROVED BY JENSEN HUGHES. LONGITUDINAL BRACE - STEEL 2. ALL UNDERGROUND PIPE TO BE UL LISTED AND FM APPROVED PVC AND/OR Z THEIR APPURTENANCE DUCTILE IRON. PIPE & FITTINGS TO BE CLASS 150. 2. THE SPRINKLER SYSTE SHALL BE MONITORED BY A CENTRAL STATION SIGNALING SYSTEM FURNISHED HANGER AT CONCRETE OVER METAL DECK AND INSTALLED BY THE ALARM CONTRACTOR. THE TAMPER SWITCH AND WATER FLOW INDICATOR Z 3. ALL UNDERGROUND WORK TO BE IN ACCORDANCE WITH NFPA 13. SCOPE OF WORK SHALL BE INSTALLED BY THE SPRINKLER CONTRACTOR AND WIRED TO THE CENTRAL STATION OH1 ORDINARY HAZARD GROUP 1 OCCUPANCY SIGNALING SYSTEM BY THE FIRE ALARM CONTRACTOR. 4. ALL FLANGE SPIGOT PIECES TO BE RODDED TO UNDERGROUND 90Â° ELLS. OH2 ORDINARY HAZARD GROUP 2 OCCUPANCY 3. THE SPRINKLER SUBCONTRACTOR IS RESPONSIBLE FOR ALL CUTTING, SEALING, PATCHING, AND 5. ALL UNDERGROUND MAINS AND LEAD-IN CONNECTIONS SHALL BE FLUSHED INSTALLATION OF ONE WET-PIPE FIRE SPRINKLER SYSTEM IN THE SNOHOMISH COUNTY PUD PAINTING REQUIRED FOR INSTALLATION OF THE SPRINKLER SYSTEM. ALL PENETRATIONS OF RATED IN ACCORDANCE WITH NFPA 13 AND NFPA 24 UNTIL WATER IS CLEAR OF NORTH COUNTY HEATED PARKING BUILDING. THE PROJECT CONSIST OF A ONE-STORY ASSEMBLIES SHALL BE FIRE STOPPED WITH AN APPROVED MATERIAL AS PRESCRIBED IN THE FOREIGN MATERIAL. FLUSH IMMEDIATELY PRIOR TO CONNECTION TO BUILDING AND HAVE A TOTAL AREA OF 2,957 SQ.FT. INTERNATIONAL BUILDING CODE. OVERHEAD PIPING. USE THE FOLLOWING FLOW RATES OR MAXIMUM AVAILABLE: 707 WILSHIRE BLVD. 4. THE SPRINKLER SUBCONTRACTOR SHALL BE LICENSED BY THE STATE OF WASHINGTON FOR DESIGN SUITE 2600 AND INSTALLATION OF AUTOMATIC SPRINKLER SYSTEMS. 4" PIPE - 440 GPM LOS ANGELES, CA 90017 6" PIPE - 750 GPM +1 213.630.2020 WWW.JENSENHUGHES.COM 5. SYSTEM DESIGN AND INSTALLATION SHALL BE IN ACCORDANCE WITH NFPA 13. MATERIALS TO BE UL 8" PIPE - 1000 GPM JH PROJECT NO.: 1KCT00173 LISTED OR FM APPROVED. 10" PIPE - 1500 GPM DESIGN CRITERIA 6. ALL PIPE SHALL BE BLACK STEEL, MINIMUM SCHEDULE 10 FOR PIPES 2 1/2" AND LARGER AND MINIMUM 6. ALL UNDERGROUND PIPE IS SUBJECT TO A HYDROSTATIC TEST OF 200 PSI SCHEDULE 40 FOR PIPES 2" AND SMALLER. FOR 2 HOURS OR 50 PSI ABOVE STATIC PRESSURE IN EXCESS OF 150 PSI FOR 2 HOURS. NO LEAKAGE IS ALLOWED AT RUBBER GASKET JOINTS. 1. ELECTRICAL ROOM: ORDINARY HAZARD GROUP 1 WET PIPE SPRINKLER SYSTEM 7. ALL PIPE LENGTHS SHOWN ARE CENTER TO CENTER DIMENSIONS. DESIGNED TO PROVIDE 0.15 GPM/SQ.FT. OVER THE MOST REMOTE 1,500 SQ.FT. 7. DO NOT CONNECT UNTIL A HYDROSTATIC AND FLUSH TEST HAS BEEN INCLUDING A HOSE DEMAND OF 250 GPM. MAXIMUM SPACING SHALL BE 130 SQ.FT. 8. HANGER LOCATION FOR ALL PIPING SHALL BE IN ACCORDANCE WITH NFPA 13, SECTIONS 9.2 THROUGH COMPLETED. CENTER LOADING IS PERMISSIBLE. 9.2.6.2. SEE HANGER SCHEDULE AND/OR DETAILS FOR TYPES OF HANGERS USED. ALTERNATE UL AND 2. HEATED PARKING AREA: ORDINARY HAZARD GROUP 2 WET PIPE SPRINKLER SYSTEM FM HANGER METHODS ARE ACCEPTED AT NO ADDITIONAL COST TO THE OWNER. PROVIDE UL AND FM 8. A FINAL INSPECTION SHALL BE REQUIRED AND CONDUCTED ON ALL DESIGNED TO PROVIDE 0.20 GPM/SQ.FT. OVER THE MOST REMOTE 1,950 SQ.FT. LITERATURE TO DSA AND JENSEN HUGHES FOR APPROVAL PRIOR TO INSTALLATION. SYSTEMS. INCLUDING A HOSE DEMAND OF 250 GPM. MAXIMUM SPACING SHALL BE 115 SQ.FT. 9. ALL HANGERS ANS SEISMIC BRACING TO BE INSTALLED IN ACCORDANCE WITH NFPA 13 AND HANGER 9. ALL FIRE PROTECTION EQUIPMENT, WHICH IS SUSCEPTIBLE TO (MISCELLANEOUS RACK STORAGE SHALL BE LIMITED TO CLASS III COMMODITIES UP MANUFACTURER'S INSTALLATION INSTRUCTIONS. MECHANICAL DAMAGE FROM VEHICLES SHALL BE PROVIDED WITH TO 12 FT. IN HEIGHT OR CLASS IV COMMODITIES UP TO 10 FT. IN HEIGHT PROTECTED BOLLARDS, GUARD POSTS, OR CURBING. IN ACCORDANCE WITH SECTION 16.2.1.2.1 AND TABLE 13.2.1 OF NFPA 13.) 10. PROVIDE RIGID COUPLINGS THROUGHOUT, EXCEPT FLEXIBLE COUPLINGS SHALL BE INSTALLED AS FOLLOWS: 10. DUCTILE IRON OR CAST IRON PIPE AND FITTINGS SHALL BE PROVIDED WITH POLYETHYLENE ENCASEMENT IN ACCORDANCE WITH AWWA STANDARDS. FLOW TEST DATA a. WITHIN 24 IN. OF THE TOP AND BOTTOM OF ALL RISERS; 11. UNDERGROUND PIPE SHALL BE WRAPPED WITH A METAL TRACER WIRE b. ON BOTH SIDES OF CONCRETE OR MASONRY WALLS WITHIN 1 FT. OF THE WALL SURFACE; ALONG THE ENTIRE LENGTH OF PIPE. DATE: 10/26/2021 c. WITHIN 24 IN. OF BUILDING EXPANSION JOINTS; 12. DEVIATION FROM THE APPROVED PLAN SHALL REQUIRE PERMISSION OF THE AUTHORITY HAVING JURISDICTION. PERFORMED BY: RYAN MORRISON d. WITHIN 24 IN. OF THE TOP AND BOTTOM OF DROPS TO HOSE LINES, RACK SPRINKLERS, AND MEZZANINES, REGARDLESS OF PIPE SIZE; WITNESSED BY: XXXX e. WITHIN 24 IN. OF THE TOP OF DROPS EXCEEDING 15 FT. IN LENGTH TO PORTIONS OF SYSTEMS LOCATION OF FLOW TEST: AT FIRE HYDRANT SUPPLYING MORE THAN ONE SPRINKLER, REGARDLESS OF PIPE SIZE; f. ABOVE AND BELOW ANY INTERMEDIATE POINTS OF SUPPORT FOR A RISER OR OTHER ELEVATION: XXXX VERTICAL PIPE. STATIC PRESSURE: 100 PSI 11. STANDARD WALL PIPE AND THIN WALL PIPE SHALL COMPLY WITH NFPA 13 AND SPECIFICATIONS. STANDARD WALL PIPE ENDS SHALL BE WELDED, THREADED OR CUT GROOVED. THIN WALL SHALL BE RESIDUAL PRESSURE: 85 PSI SCHEDULE 10 AND THE PIPE ENDS SHALL BE ROLL GROOVED OR WELDED (NOT THREADED) IN ACCORDANCE WITH NFPA 13 AND THE SPECIFICATION. PIPE HAVING WALL THICKNESS THINNER THAN FLOW: 1,185 GPM SCHEDULE 10 SHALL NOT BE USED. EFFECTIVE POINT: AT FIRE HYDRANT 12. ALL INSPECTOR'S TEST CONNECTIONS AND LOW POINT DRAINS SHALL BE IN ACCORDANCE NFPA 13 (UNLESS NOTED OTHERWISE) AND SHALL BE DISPLAYED ON SHOP DRAWINGS. MOUNTING HEIGHTS OF CONTROL VALVES SHALL BE 5'-0" A.F.F. MOUNT CONTROL VALVES FOR INSPECTOR'S TEST CONNECTION AND LOW POINT DRAINS INSIDE BUILDING. PIPE DRAIN LINES TO EXTERIOR OF BUILDING. AUXILIARY DRAINS AND INSPECTOR'S TEST CONNECTIONS SHALL BE LOCATED TIGHT AGAINST THE PERIMETER WALLS. COORDINATE WITH THE ARCHITECT FOR ACCEPTABLE LOCATIONS. REVISION 13. THE OVERHEAD PORTION OF THIS SYSTEM SHALL BE TESTED AT 200 PSI FOR TWO HOURS. THE UNDERGROUND SYSTEM SHALL BE FLUSHED IN ACCORDANCE WITH NFPA 24 BEFORE CONNECTION WITH THE OVERHEAD SYSTEM AND BE TESTED AT 200 PSI FOR TWO HOURS. DATE 14. SPRINKLERS IN T-BAR CEILING SHALL BE WHITE RECESSED QUICK RESPONSE WITH WHITE RECESSED ESCUTCHEONS AND SHALL BE PLACED IN QUARTER POINT OR CENTER OF 2x4 TILE. NO. 15. SPRINKLER CONTRACTOR TO COORDINATE AND ADJUST SPRINKLERS TO ELECTRICAL, MECHANICAL, STRUCTURE AND ALL OTHER TRADES AT NO ADDITIONAL COST. INSTALL OFFSETS AS REQUIRED FOR COORDINATION WITH OTHER TRADES. 16. OWNER SHALL BE PROVIDED WITH TEST CERTIFICATES, CARE & MAINTENANCE BOOK, AND A SPARE HEAD CABINET WITH SPRINKLERS AND A WRENCH IN ACCORDANCE WITH NFPA 13. 17. DELIVERY OF ALL MATERIALS AND EQUIPMENT TO THE JOB SITE SHALL BE SCHEDULED TO ASSURE COMPLIANCE WITH THE PREDETERMINED CONSTRUCTION SCHEDULE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR STORAGE AND HANDLING ALL MATERIALS AND EQUIPMENT ON THE JOB SITE, INCLUDING FURNISHING OF ANY STORAGE FACILITIES OR STRUCTURE REQUIRED. 18. SIGNAGE SHALL BE PROVIDED AS REQUIRED, INCLUDING "RISER ROOM IDENTIFICATION". 19. FLOW SWITCH SHALL BE CONNECTED TO A 10-INCH OUTSIDE ALARM BELL OR OTHER AUDIBLE ALARM DEVICE AT EACH RISER. APPROVED IDENTIFICATION SIGNS SHALL BE PROVIDED ON THE OUTSIDE ALARM BELL "SPRINKLER FIRE ALARM - WHEN ALARM SOUNDS CALL 911 / FIRE DEPARTMENT". 20. SPRINKLER CONTRACTOR SHALL COMPLETE AND SIGN CONTRACTOR'S MATERIAL AND TEST CERTIFICATE FOR THE ABOVEGROUND PIPING. THIS FORM SHALL BE GIVEN TO THE PROJECT INSPECTOR WHO WILL FORWARD TO THE DISTRICT. 21. REFERENCE THE CIVIL DRAWINGS FOR ADDITIONAL FIRE WATER UNDERGROUND INFORMATION AND ACTUAL LENGTHS OF PIPE. THE LAYOUT SHOWN ON THE CIVIL DRAWINGS WILL SUPERCEDE WHAT IS SHOWN ON THE FIRE PROTECTION SITE PLAN. 22. REFER TO THE ARCHITECTURAL DRAWINGS FOR ACTUAL BUILDING DIMENSIONS AND DETAILS. DO NOT SCALE "FP" DRAWINGS FOR CONSTRUCTION PURPOSES. 23. REFER TO THE FIRE PROTECTION SPECIFICATIONS FOR ADDITIONAL INFORMATION REGARDING THE FIRE PROTECTION SYSTEM. 24. AS-BUILT DRAWINGS SHALL BE MAINTAINED ON PREMISES. 25. SPRINKLER CONTRACTOR SHALL COORDINATE MAIN LOCATIONS, HANGERS, SEISMIC BRACINGS, ETC. GENERAL NOTES 1 NTS SPRINKLER SCHEDULE & LEGEND SYMBOL SPRINKLER DESCRIPTION K-FACTOR TEMP. FINISH SIN QUANTITY TYCO SERIES TY-FRB QUICK RESPONSE, STANDARD COVERAGE UPRIGHT SPRINKLER 5.6 200Âº F BRASS TY3131 20 SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 TYCO SERIES TY-FRB QUICK RESPONSE, STANDARD COVERAGE SIDEWALL SPRINKLER 5.6 155Âº F BRASS TY3331 8 PROJECT: SHEET LIST TYCO SERIES TY-FRB QUICK RESPONSE, STANDARD COVERAGE PENDENT SPRINKLER 5.6 155Âº F CHROME TY3231 1 BUILDING IDENTIFIER: SHEET NUMBER SHEET NAME FP0.01 FIRE SPRINKLER COVER SHEET FP0.02 FIRE SPRINKLER SITE PLAN 1 C.1 FP0.03 FIRE SPRINKLER SITE PLAN 2 HEAD CAB'T & WRENCH(ES) PROVIDED TOTAL COUNT THIS BUILDING = 29 KEYPLAN FP1.01 LEVEL 1 FIRE SPRINKLER PLAN NOTE: WHERE SPRINKLERS ARE EXPOSED TO ATMOSPHERIC CONDITIONS PROVIDE CORROSION PROTECTION. SHEET TITLE: FP2.01 SWAY BRACE AND HANGER DETAILS WHERE SURFACE MOUNTED LIGHTS OCCUR, INSTALL 401 CANOPY TYPE. FIRE SPRINKLER COVER SHEET 100% CD SUBMITTAL LEAD: KCT DRAFTER: ZWA DATE: 03/22/2022 SHEET: FP0.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 707 WILSHIRE BLVD. SUITE 2600 LOS ANGELES, CA 90017 +1 213.630.2020 WWW.JENSENHUGHES.COM JH PROJECT NO.: 1KCT00173 8" 296'-2" 8" 271'-1" 8" 103'-10" REVISION DATE NO. OFFICE BUILDING WAREHOUSE 6" 2'-8" 8"- 6" 25' 8" 8" 5'-2" 27'-6" 6" 4'-6" 8" 2'-6" 8" 7 4' -4" 8" -1" FIRE FLOW TEST AT THIS POINT 97' 8" 8" 143'-11" EP 97'-9" SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: 8" BUILDING IDENTIFIER: 340'-2" C.1 SHEET TITLE: FIRE SPRINKLER SITE PLAN 1 100% CD SUBMITTAL FIRE PROTECTION SITE PLAN 1 (FOR REFERENCE ONLY) 1 1" = 20'-0" LEAD: KCT DRAFTER: ZWA DATE: 03/22/2022 SHEET: FP0.02 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 707 WILSHIRE BLVD. SUITE 2600 LOS ANGELES, CA 90017 +1 213.630.2020 WWW.JENSENHUGHES.COM JH PROJECT NO.: 1KCT00173 8" 8 " 109'-0" 3 '- 3 " HEATED PARKING BR0 " 0 " 1 6 '- 1 3 8 " 4 '-6 8" 8" " 8 226'-8" 8" 5'-1" 3 " '- 4 " UG3 114'-8" REVISION 8" 6'-4" DATE NO. OFFICE BUILDING " 7 " '- 8 5 8 1 8" 142'-0" 8" 300'-1" 8" 18'-4" SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.1 SHEET TITLE: FIRE SPRINKLER SITE PLAN 2 FIRE PROTECTION SITE PLAN 2 (FOR REFERENCE ONLY) 100% CD SUBMITTAL 1 1" = 20'-0" LEAD: KCT DRAFTER: ZWA DATE: 03/22/2022 SHEET: FP0.03 SHEET OF TO FIRE SPRINKLER SYSTEM SYMBOL LEGEND FLEXIBLE COUPLING HYDRAULIC CALCULATIONS 4-WAY BRACE AT TOP OF SPRINKLER GENERAL NOTES: 10" ALARM BELL SYSTEM RISER TYPICAL FOR ALL FLOORS THIS BUILDING IS PROTECTED BY A HYDRAULICALLY SPRINKLER RISER ROLLUDA ARCHITECTS, INC. WIRED BY OTHERS 300 lb. PRESSURE GAUGE 2-INCH DESIGNED AUTOMATIC SPRINKLER SYSTEM. REMOTE 1. SPRINKLER CONTRACTOR SHALL COORDINATE MAIN LOCATIONS, HANGERS, SEISMIC BRACINGS, ETC. 105 S MAIN ST, #323 TR21 SEATTLE, WA 98104 21/" SECTIONAL INSPECTOR'S AREA IS A TREE SYSTEM FED FROM A SMALL GRID. 4 WAY EARTHQUAKE BRACE PHONE (206)624-4222 2 LOCATION FAX (206)624-4226 TEST AND DRAIN VALVE WITH MIN. HEATED PARKING 1/2 INCH RELIEVE VALVE (TYP.) Z LATERAL BRACE - STEEL OFF IN TES T PUSH DRAIN NO. OF SPRINKLERS 19 OUT SPARE SPRINKLER CABINET Z LONGITUDINAL BRACE - STEEL WITH 3 OF EACH TYPE OF SPRINKLER 4"X21/2" REDUCER (NEVER FEWER THAN 6 SPRINKLES) BASIS OF DESIGN SPRINKLER SCHEDULE & LEGEND FLEXIBLE COUPLING 2" Z HANGER AT CONCRETE OVER METAL DECK 4" 1. DENSITY 0.20 GPM/SQ. FT. BF2 SYMBOL SPRINKLER DESCRIPTION K-FACTOR TEMP. FINISH SIN QUANTITY OH1 ORDINARY HAZARD GROUP 1 OCCUPANCY 2. DESIGNED AREA OF DISCHARGE 1,955 SQ. FT. TYCO SERIES TY-FRB QUICK RESPONSE, STANDARD COVERAGE UPRIGHT SPRINKLER 5.6 200Âº F BRASS TY3131 20 4" ZURN WILKINS 350ADA OR SIMILAR DOUBLE DETECTOR SYSTEM DEMAND AT FLANGE ON THE RISER TYCO SERIES TY-FRB QUICK RESPONSE, STANDARD COVERAGE SIDEWALL SPRINKLER 5.6 155Âº F BRASS TY3331 8 OH2 ORDINARY HAZARD GROUP 2 OCCUPANCY 78" MAX BACKFLOW PREVENTER 1. GPM DISCHARGE TYCO SERIES TY-FRB QUICK RESPONSE, STANDARD COVERAGE PENDENT SPRINKLER 5.6 155Âº F CHROME TY3231 1 4" CHECK VALVE 494.8 GPM 6"x4" REDUCER BF1 COORDINATE DRAIN LOCATION 2. RESIDUAL PRESSURE 6" FLANGE ADAPTER WITH PLUMBING ENGINEER 81.2 PSI 707 WILSHIRE BLVD. 6" D.I. U.G. TO F.D.C BR0 ORDINARY HAZARD GROUP 1 OCCUPANCY SUITE 2600 (BY OTHERS) LOS ANGELES, CA 90017 6" D.I. U.G. SUPPLY FIRE HEAD CAB'T & WRENCH(ES) PROVIDED TOTAL COUNT THIS BUILDING = 29 SERVICE (BY OTHERS) TOTAL COMBINED INSIDE AND OUTSIDE HOSE +1 213.630.2020 2" ANNULAR STREAM - GPM250 NOTE: WHERE SPRINKLERS ARE EXPOSED TO ATMOSPHERIC CONDITIONS PROVIDE CORROSION PROTECTION. WWW.JENSENHUGHES.COM CLEARENCE JH PROJECT NO.: 1KCT00173 TYP. WHERE SURFACE MOUNTED LIGHTS OCCUR, INSTALL 401 CANOPY TYPE. REQ'D FLOW AND PRESSURE OF THE SYSTEM AT RISER DETAIL THE WATER SUPPLY SOURCE: 4 NTS 1. GPM DISCHARGE 744.8 GPM 2. RESIDUAL PRESSURE 86.6 PSI QUICK-RESPONSE, UPRIGHT SPRINKLERS K=5.6 200F TY3131 GPM AT PSI REQUIRED FROM 23.0 16.9 3 HYDRAULICALLY MOST DEMANDING SPRINKLER FP1.01 PROTECTION AREA PER SPRINKLER: SQ. FT.115 A B C NFPA 13, 2016 EDITION TOP OF WALL 17' - 0" 3 FP1.01 M1 REMOTE AREA: 1,955 SQFT. REVISION 1 OH1 2Â½ Z 2Â½ Z 2Â½ 2Â½ Z M 2Â½ 2Â½ Z OH2 Z Z Z 0-8 Z 12-6 M2 5-3 9"- 9"- 5-3 1-3Â½ M3 12-6 1-3Â½ M4 4-0Â½ 1-3Â½ 1-3Â½ x x x -7 x -7 2 1/2"1' 2 1/2"1' 1Â½ -7 1Â½ -7 2 1Â½ 1Â½ 3 1Â½ 1Â½ 3 1Â½ 3 1Â½ 3 Z DATE FP1.01 Z Z 2Â½ Z Z Z 1 S3 S5 S7 1Â½ -7Â½ 2-0 LEVEL ONE NO. 0-9 0 0' - 0" ELEC ROOM 10'-0" A.F.F. GYPSUM 102 BOARD CEILING 11 11 11 1Â½ 7- 1Â½ 7- 1Â½ 7- 1Â½ -3Â½ 7 -5Â½ -5Â½ 3" x 3 3 -5Â½ -5Â½ - 1 1 x 3 3 Z 1 Z 1 1 Z 1 x 1 Z 1 x 2 1/2"20' BUILDING SECTION 1 1 -011-9 1Â½ -9Â½0 1 -01 5-3 1Â½ -9Â½0 1Â½ -9Â½0 5-3 1Â½ -9Â½ 1-9 2 1/4" = 1'-0" 0 SIDEWALL SPRINKLER S1 S2 S4 ROOF SLOPE: 4"/1'-0" 1 -01 S6 1 -01 2 BELOW OVERHEAD Z Z Z Z Z FP1.01 SECTIONAL DOOR. -4 1Â½ -42 1Â½ -42 1Â½ 2 -4 TYP. 1Â½ 2 HEATED PARKING 101 2 1 2Â½ S17 S14 S11 S8 1-0 Z Z Z Z Z 1Â½ -8Â½8 1Â½ -8Â½8 1Â½ -8Â½8 1Â½ -8Â½8 1 -01 1 -01 1 -01 S9 1 -01 S12 -5Â½ -5Â½ 3 S18 3 1Â½ -9Â½ S15 -5Â½ 1 x x 0 3 1 x Z1 Z 1 1Â½ -9Â½ 1 Z 1 1 Z 1-9 -9Â½ 5-3 0 5-3 1Â½ -9Â½ 1-9 1Â½ 0 0 TOP OF WALL -5Â½ x 3 -10Â½ 17' - 0" 1 2Â½ 18 Z Z Z Z Z 11 1Â½ 117- 1Â½ 117- 1Â½ 117- 1Â½ 7- ROOF SLOPE: 4"/1'-0" S19 S16 S13 S10 Z M9 Z 2Â½ Z1Â½ -01 2Â½ 1Â½ -01 Z 2Â½ 2Â½ 1Â½ -01 Z 2Â½ 1Â½ -01 2Â½ Z 0-7 12-6 5-3 7-3 12-6 3-0Â½ Z M8 -8 M7 Z -8 M6 1-8 Z x 1 x 1 x M5 -8 1Â½ 2Â½ -02 1Â½ 1Â½ 1 x 2 1Â½ SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 10'-0" A.F.F. GYPSUM PROJECT: TR21 BOARD CEILING FOR BUILDING IDENTIFIER: BF2 ELECTRICAL ROOM C.1 LEVEL ONE SHEET TITLE: 0' - 0" LEVEL 1 FIRE SPRINKLER PLAN A B C 100% CD SUBMITTAL NOTE: ALL BRANCHLINES TO BE MAXIMUM 6" BETWEEN THE TOP OF THE PIPE AND THE POINT OF ATTACHMENT TO THE STRUCTURE LEAD: KCT TO OMIT BRANCH LINE RESTRAINTS IN ACCORDANCE WITH SECTION 9.3.6.5 OF NFPA 13. DRAFTER: ZWA DATE: 03/22/2022 SHEET: LEVEL ONE BUILDING SECTION 2 1 3 1/4" = 1'-0" 1/4" = 1'-0" FP1.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 SWAY BRACE ATTACHMENT 1/2" THROUGH BOLT TOLCO FIG. 980 SWAY BRACE ATTACHMENT TOLCO FIG. 980 1/2 PURLINDEPTH 1/2" THROUGH BOLT Z-PURLIN 707 WILSHIRE BLVD. SUITE 2600 45Â°-90Â° LOS ANGELES, CA 90017 1/2 PURLINDEPTH +1 213.630.2020 WWW.JENSENHUGHES.COM Z-PURLIN JH PROJECT NO.: 1KCT00173 45Â°-90Â° SWAY BRACE SWAY BRACE CLAMP OR CLAMP OR TOLCO FIG. 4L 1" SCH 40 PIPE TOLCO FIG. 1001 1" SCH 40 PIPE Z SYMBOL = SYMBOL = Z PIPE TO BE BRACED PIPE TO BE BRACED LATERAL BRACE AT Z-PURLIN LONGITUDINAL BRACE AT Z-PURLIN 1 2 NTS NTS REVISION DATE NO. TABLE 9.2.2.1 (A) MAXIMUM DISTANCE BETWEEN HANGERS (FT-IN) NOMINAL PIPE SIZE (IN.) MIN. 16 GA. Z-PURLIN 3/4 1 1 1/4 1 1/2 2 2 1/2 3 3 1/2 4 5 6 8 STEEL PIPE EXCEPT N/A 12-0 12-0 15-0 15-0 15-0 15-0 15-0 15-0 15-0 15-0 15-0 THREADED LIGHTWALL SAMMY SXP 35 SWIVEL ALL THREAD ROD THREADED LIGHTWALL N/A 12-0 12-0 12-0 12-0 12-0 12-0 12-0 N/A N/A N/A N/A TOLCO FIG. 100 STEEL PIPE TO LCO ADJUSTABLE BAND HANGER COPPER TUBE 8-0 8-0 10-0 10-0 12-0 12-0 12-0 12-0 15-0 15-0 15-0 15-0 TOLCO FIG. 200 SURGE RETRAINER TOLCO FIG. 25 CPVC 5-6 6-0 6-6 7-0 8-0 9-0 10-0 10-0 N/A N/A N/A N/A SPRINKLER PIPE DUCTILE-IRON PIPE N/A N/A N/A N/A N/A N/A 15-0 15-0 15-0 N/A 15-0 15-0 (MAX. 3 1/2" PIPE) HANGER AT Z-PURLIN MAXIMUM DISTANCE BETWEEN HANGERS 3 4 NTS NTS SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.1 SHEET TITLE: SWAY BRACE AND HANGER DETAILS 100% CD SUBMITTAL LEAD: KCT DRAFTER: ZWA DATE: 03/22/2022 SHEET: FP2.01 SHEET OF GENERAL NOTES FIRE LEGEND AND EQUIPMENT LIST SHEET INDEX FA1.00 FIRE ALARM COVER SHEET QTY SYMBOL MODEL NUMBER DESCRIPTION ROLLUDA ARCHITECTS, INC. 1. THE CONTRACTOR IS TO VERIFY ALL DIMENSIONS AND CONDITIONS AT THE JOB SITE BEFORE COMMENCING WORK AND REPORT ANY DISCREPANCIES TO 1 7100 HONEYWELL GAMEWELL 7100 SERIES FIRE ALARM CONTROL PANEL FA2.01 FIRE ALARM PLAN 105 S MAIN ST, #323 AON FIRE PROTECTION ENGINEERING CORPORATION PRIOR TO CONSTRUCTION. SEATTLE, WA 98104 PHONE (206)624-4222 0 AS-24MCC CEILING MOUNTED MULTI-CANDELA STROBE FA3.01 FIRE ALARM DETAILS FAX (206)624-4226 2. ALL MATERIALS AND WORK TO CONFORM TO ALL GOVERNING BUILDING CODES, REGULATIONS, ORDINANCES AND AGENCIES. 0 AS-24MCW WALL MOUNTED MULTI-CANDELA STROBE 3. CONSTRUCTION SAFETY: ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF OSHA AND CAL-OSHA. 1 AH-24R MULTI-CANDELA HORN /STROBE 4. ALL COST FOR INSPECTIONS, TEST SERVICES, BUILDING PERMITS, LICENSES AND CERTIFICATES SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR 0 S ASD-PLR ADDRESSABLE PHOTOELECTRIC SMOKE DETECTOR* UNLESS NOTED OTHERWISE IN THE SPECIFICATIONS. B501 DETECTOR BASE 5. CONSTRUCTION TO COMPLY WITH THE REQUIREMENTS OF LOCAL GOVERNING AGENCIES OF THE CITY OF POWAY AND THE STATE OF CALIFORNIA. 2 AIM AAM-2RIF INTELLIGENT INITIATING INTERFACE MODULE INPUT W/RELAY 6. EXIT DOORS, EXIT SIGNS, FIRE ALARM MANUAL PULL STATIONS AND FIRE EXTINGUISHER LOCATIONS SHALL NOT BE CONCEALED OR OBSTRUCTED BY ANY 0 AOM-2RF ADDRESSABLE DUCT SMOKE DETECTOR MATERIALS. S 1 AD-HR ADDRESSABLE MANUAL PULL STATION 7. WRITTEN DIMENSIONS TAKE PRECEDENCE OVER SCALE ON THE DRAWINGS. 1 MS-7 WATERFLOW SWITCH 8. THE ENTIRE WORK PROVIDED HEREIN IS TO BE CONSTRUCTED AND FINISHED EMPLOYING QUALITY WORKMANSHIP AND IN ACCORDANCE WITH THE DRAWINGS AND SPECIFICATIONS. ANY WORK REQUIRED BY LAW, BUT WHICH MAY NOT BE SPECIFICALLY MENTIONED HEREIN, SHALL BE DONE BY THE 1 RV N/A RISER VALVE SUPERVISORY SWITCH CONTRACTOR(S) IN ACCORDANCE WITH THE LAWS OF THE CITY, COUNTY, DISTRICT OR STATE UNDER WHICH JURISDICTION MAY COME AND COST SHALL BE BORN BY THE CONTRACTOR(S). ANY SUCH WORK SHALL BE DONE IN CONFORMANCE WITH THE PLANS; BOTH AS TO THE MANNER AND APPEARANCE. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE CURRENT EDITION OF C.B.C., TITLE 19, TITLE 24, AND AMERICANS WITH DISABILITIES ACT (ADA) AS REQUIRED BY THE GOVERNING AGENCIES. DEVICE MOUNTING HEIGHTS (PER NFPA 72, 2013 EDITION) 9. THE OWNER'S REPRESENTATIVE IS AUTHORIZED TO ORDER MINOR CHANGES DURING THE COURSE OF THE WORK WHICH WILL NOT INVOLVE EXTRA COST OR TIME WHICH ARE CONSISTENT WITH THE CONTRACT DOCUMENTS. 10. THE CONTRACTOR SHALL MAINTAIN A COMPLETE SET OF APPROVED STAMPED DRAWINGS AT THE JOB SITE FOR USE IN MAKING "AS-BUILT DRAWINGS". A/C SUPPLY ANY REVISIONS SHALL BE NOTED THEREON AND SUBMITTED TO THE OWNER'S REPRESENTATIVE AT THE COMPLETION OF THE JOB PER THE OR RETURN DIFFUSER SPECIFICATIONS. CEILING MOUNTED NOTE: MEASUREMENTS 4" SMOKE/HEAT 3' (MIN) SHOWN ARE TO THE 11. THE CONTRACTOR SHALL USE THE "AS-BUILT DRAWINGS" TO GENERATE A RECORD SET OF THE COMPLETED SYSTEM AND SUBMIT THE RECORD SET TO (102mm) CLOSEST EDGE OF THE DETECTOR (914mm MIN) THE PROJECT MANAGER. CEILING DETECTOR. 12. ALL SMOKE DETECTION DEVICES SHALL BE INSTALLED IN ACCORDANCE WITH NFPA 72. AUDIO/VISUAL & VISUAL-ONLY DEVICES 4" SYNCHRONIZE TWO OR (102mm) 12" (MAX) 13. PROVIDE VISUAL STROBE UNITS THAT MEET THE AMERICANS WITH DISABILITIES ACT AND REFERENCE A.D.A. FOR MOUNTING INSTRUCTION IN REGARDS AUDIO/VISUAL MORE APPLIANCES IN ANY HEAT (305mm MAX) & VISUAL-ONLY FIELD OF VIEW. DETECTOR TO PLACEMENT. DEVICES NEVER NFPA 72 2013 EDITION HERE 14. JUNCTION BOX COVERS ARE TO BE RED FOR FIRE ALARM IDENTIFICATION WITH THE LETTERS "FA" APPEAR IN WHITE LETTERING. WALL MOUNTED TO EXIT DOOR 15. ALL FIRE ALARM EQUIPMENT SHOWN ON DRAWINGS ARE NEW UNLESS INDICATED OTHERWISE. HEAT DETECTOR 5' (MAX.) (1524mm) APPLICABLE CODES 16. THE FIRE ALARM AND LIFE SAFETY SYSTEM SHALL CONFORM TO ARTICLE 760 OF THE CALIFORNIA ELECTRIC CODE. DOOR WIDTH 17. INSTALLATION OF THE FIRE ALARM SYSTEM AND THE LIFE SAFETY SYSTEM SHALL NOT BE STARTED UNTIL DETAILED PLANS AND SPECIFICATIONS, LESS 3" (76mm) INCLUDING STATE FIRE MARSHAL LISTING NUMBERS FOR EACH COMPONENT OF THE SYSTEM HAVE BEEN APPROVED BY THE CITY OF POWAY FIRE 80" (ADA) (2032mm) 2019 WASHINGTON BUILDING STANDARDS ADMINISTRATIVE CODE DEPARTMENT. SIDE WALL 80" MIN/96" MAX (2032mm MIN/2438mm MAX) NFPA 72 2013 EDITION 2019 WASHINGTON BUILDING CODE 18. ALL DEVICES IN EXTERIOR SERVICE AREAS SHALL BE LISTED FOR OUTDOOR USE. MANUAL 6" PULL (152mm) STATION 2019 WASHINGTON ELECTRICAL CODE 19. AUDIBLE/VISUAL CIRCUIT WIRING IS SUPERVISED. NO PARALLEL BRANCHING IS PERMISSIBLE. MAGNETIC FIRE ALARM DOOR 2019 WASHINGTON MECHANICAL CODE 20. DETECTORS SHALL BE MOUNTED NO CLOSER THAN 3'-0" OF ANY SUPPLY AIR REGISTER. HOLDER FINISHED FIRE PULL DOWN WALL 21. FIRE ALARM WIRING SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDED CONDUCTOR SIZES AND TYPE. ALL CONDUCTORS SHALL BE PHONE SIMPLEX 2019 WASHINGTON PLUMBING CODE JACK PERMANENTLY, AND UNIQUELY IDENTIFIED. 48" MAX (ADA) (1219mm) 2019 WASHINGTON FIRE CODE 42" MIN/54" MAX (NFPA) (1067mm MIN/1372mm MAX) 22. ALL PANEL NUMBERS AND CIRCUITS WILL BE ON THE RECORD DRAWING SET. NFPA 72 2013 EDITION 2016 STANDARD FOR THE INSTALLATION OF SPRINKLER SYSTEMS (NFPA 13) 23. ALL 120VAC CIRCUITS TO FIRE ALARM PANELS SHALL BE DEDICATED CIRCUITS. REVISION 2016 NATIONAL FIRE PROTECTION ASSOCIATION 24. DETECTORS MUST BE RATED FOR TEMPERATURE IN THE ENVIRONMENT IN WHICH IT IS LOCATED. STANDARD 72 WITH WASHINGTON AMENDMENTS 25. ALL EXPOSED WIRING AND CABLE SHALL BE INSTALLED IN CONTINUOUS RACEWAYS, UNLESS OTHERWISE NOTED. EXISTING FIRE ALARM SEQUENCE OF OPERATION DATE 26. ALL CONDUIT TO BE 3/4" UNLESS OTHERWISE NOTED. NO. 27. THE INSTALLING CONTRACTOR SHALL PROVIDE EMPLOYEES STATE CERTIFIED BY THE DIVISION OF APPRENTICESHIP STANDARDS AS FIRE/LIFE SAFETY TECHNICIAN. FIRE ALARM SCOPE OF WORK INITIATION MANUAL AREA SPRINKLER SPRINKLER FACP PULL SMOKE WATERFLOW TAMPER OPEN 28. THE FIRE ALARM SYSTEM PLANS SHALL NOT BE MEANT TO CONVEY OR ALLOW DISCREPANCY BETWEEN THE WORK ILLUSTRATED HEREIN AND ALL AC STATION DETECTOR SWITCH VALVE GROUND APPLICABLE CODES, STANDARDS, AND ORDINANCES. ANY DISCREPANCY SHALL BE BROUGHT TO THE ATTENTION OF OWNER AND ENGINEER. RESPONSE POWER ALL EXISTING FIRE ALARM DEVICES ARE AUTOMATIC AND SHALL BE SWITCH SHORT FAILURE CONTROLLED FROM THE EXISTING FIRE ALARM CONTROL PANEL AND 29. FIRE ALARM CONTRACTOR RESPONSIBLE FOR FIELD VERIFICATION OF FIRE ALARM PANEL, FIELD TESTING, AND ANY DIAGNOSTIC WORK. FIRE ALARM ANNUNCIATE AT FIRE CONTROL ROOM ITS EXISTING TRANSPONDERS. ANNUNCIATE AT 24 HOUR ATTENDED LOCATION YES YES YES YES YES YES CONTRACTOR SHALL COORDINATE DIRECTLY WITH VARIOUS TRADES TO ENSURE INSTALLATION AND FUNCTIONALITY OF ALL SYSTEMS. (ALARM) (ALARM) (ALARM) (SUPERVISORY) (TROUBLE) (TROUBLE) ALARM, SUPERVISORY & TROUBLE EXISTING FIRE ALARM SYSTEM IS AN AUTOMATIC FIRE ALARM SYSTEM SUPPLEMENTED BY MANUAL DEVICES. ACTIVATE AUDIO/VISUALS THROUGHOUT BUILDING YES YES YES NO NO NO INSTALL NEW DEVICES ARE SHOWN ON FLOOR PLANS. CLOSE SMOKE FIRE DAMPERS ON FLOOR OF INCIDENT NO YES YES NO NO NO FLOORS 1,2 AND 5 CLOSE ASSOCIATED SMOKE FIRE DAMPER NO NO NO NO NO NO FLOORS 3 AND 4 SHUTDOWN ASSOCIATED HVAC UNIT (SERVING FLOOR OF INCIDENT) NO YES YES NO NO NO RELEASE ALL DOORS/ DENERGIZE AUTOMATIC SLIDING DR YES YES YES NO NO YES INITIATE ELEVATOR RECALL NO NO NO NO NO NO NO NO NO NO NO NO INITIATE ELEVATOR SHUNT SNOHOMISH COUNTY PUD NORTH COUNTY COMMUNITY OFFICE HEATED PARKING 17601 59TH AVE NE ARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.1 KEYPLAN SHEET TITLE: FIRE ALARM COVER SHEET 100% CD SUBMITTAL LEAD: KW/RM DRAFTER: AK DATE: 03/22/2022 SHEET: FA1.00 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 A 4" CONCRETE PAD A B C A B CMECH UNIT, SEE MECH DRAWINGS 1 1 1 1 ELEC ROOM 24x36 CAB ELEC ROOM102 99 SF 30x60 WB 102 PALLET 48x40 100 SF PALLET 48x40 WF AIM RV AIM PALLET 48x40 PALLET 48x40 PALLET 48x40 0' - 0" AFF 4" / 1'-0" -0' - 2" BELOW FF -0' - 2" BELOW FF HEATED PARKING 101 1888 SF FIRE ALARM FIBER NETWORK TO WAREHOUSE BLDG 4" / 1'-0" PALLET 48x40 SU 36x48 RK RK PALLET 48x40 RK RK 48x108 48x108 RK 48x108 48x108 RK 48x108 48x108 SU 36x72 2 2 2 2 PALLET 48x40 0' - 0" AFF TRUE TRUE ROOF PLAN N 1 FLOOR PLAN N 1 SCALE: 1/8" = 1'-0" SCALE: 1/8" = 1'-0" REVISION DATE NO. NOTES: GENERAL NOTES: 1. REFERENCE SHEET A6.01 FOR ROOM FINISH SCHEDULE. 1. IDENTIFYING NUMBERS ADJACENT TO INITIATING DEVICE DENOTES ADDRESS, SUBSCRIPT ADJACENT TO INDICATING APPLICANCE DENOTES 2. REFERENCE SHEET A6.02 FOR DOOR SCHEDULE AND TYPES. SNOHOMISH COUNTY PUD NORTH COUNTY COMMUNITY OFFICE HEATED PARKING 17601 59TH AVE NE ARLINGTON, WA 98223 CANDELA RATING OR SEQUENCE. 3. REFERENCE SHEET A7.01 FOR WALL TYPES. PROJECT: 2. ALL INSTALLATION MATERIAL SUCH AS CONDUIT, FITTINGS, BOXES, HANGERS, ETC. NOT SUPPLIED BY SIEMENS, FIRE SAFETY DIVISION, UNLESS BUILDING IDENTIFIER: OTHERWISE NOTED. 3. WIRING RUNS ARE SHOWN DIAGRAMMATICALLY, EXACT LOCATION OF ALL EQUIPMENT TO BE DETERMINED IN THE FIELD. 4. ALL WIRING MUST CONFORM WITH LOCAL AND NATIONAL CODES. C.1 5. DETECTOR AND AUDIBLE ALARM DEVICE CIRCUIT POLARITY SHOULD BE OBSERVED. KEYPLAN 6. ALL DETECTOR CIRCUIT WIRING SHALL BE 1 PAIR TWISTED FIRE ALARM CABLE, #16AWG MINIMUM, 14 AWG MAXIMUM, 6000 DIELECTRIC, UNLESS OTHERWISE INDICATED OR SPECIFIED. SHEET TITLE: 7. WHERE ALLOWED, ALL WIRING NOT IN CONDUIT MUST BE FIRE RATED PER N.E.C. WHEN INSTALLED IN A CEILING INTERSTITIAL SPACE BEING USED FIRE ALARM PLANS AS A RETURN AIR PLENUM WIRING MUST BE PLENUM RATED AND FIRE RATED PER N.E.C. 8. DO NOT INSTALL SMOKE DETECTORS WITHIN 36" OF FORCED AIR OPENINGS, NOR WITHIN 12" OF FLUORESCENT LIGHTING FIXTURES. 9. THE FOLLOWING CIRCUITS MUST BE SUPERVISED, WHICH DOES NOT ALLOW ANY BRANCHING, "T-TAPPING" IS NOT ALLOWED: - CONVENTIONAL INITIATING DEVICE CIRCUITS (IDC) 100% CD SUBMITTAL - ALL ALARM NOTIFICATION APPLIANCE CIRCUITS (NAC) LEAD: KW/RM 10. ELECTRICAL ROUGH-IN BACKBOX SIZES ARE AS SHOWN IN EQUIPMENT SCHEDULE, UNLESS SPECIFICALLY NOTED ON SYSTEM DRAWINGS. DRAFTER: AK 11. DURING SYSTEM INSTALLATION, INSTALLING CONTRACTOR SHALL MAINTAIN A SET OF FIELD DRAWINGS, INDICATING BY RED-LINE, CHANGES IN THE THIS DESIGN IS BASED ON THE FOLLOWING ADOPTED CODES ROUTING OF ALL CONDUIT OR CABLING AND DEVICE LOCATIONS INCLUDING ADDRESS REVISIONS, PROVIDE SIEMENS, FIRE SAFETY DIVISIONS, WITH A DATE: 03/22/2022 SET OF THESE MARKED UP DRAWINGS FOR AS BUILTS PURPOSES. SHEET: 2015 INTERNATIONAL BUILDING CODE (IBC) 12. CIRCUIT WIRING COLOR CODE SHALL BE AS DESCRIBED IN THE CONTRACT SPECIFICATIONS. FA2.01 2015 INTERNATIONAL FIRE CODE (IFC) 13. ALL CONDUIT PENETRATIONS THROUGH FIRE-RATED WALLS AND FLOORS SHALL BE SEALED TO MAINTAIN THE FIRE SEPARATION RATING. NFPA 72 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 SCALE:NONE SCALE:NONE SCALE:NONE REVISION 100% CD DATE 03/22/22 NO. SCALE:NONE SCALE:NONE NOTE: THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL TIE WIRES ANCHORED CEILING HANGERS AND SUPPORT. TO STRUCTURE ABOVE 3 4" MINIMUM SIZE CONDUIT TIE WIRES ANCHORED TO STRUCTURE ABOVE 3 4" MINIMUM SIZE CONDUIT CEILING HANGER FLEXIBLE METAL CONDUIT SHALL NOT EXCEED 6 J-BOX SUPPORT FEET IN LENGTH HARD LID TYPE BRACKET CEILING SUSPENDED TYPE CEILING SNOHOMISH COUNTY PUD NORTH COUNTY COMMUNITY OFFICE HEATED PARKING 17601 59TH AVE NE ARLINGTON, WA 98223 SMOKE DETECTOR SMOKE DETECTOR PROJECT: BUILDING IDENTIFIER: C.1 SHEET TITLE: FIRE ALARM DETAILS 100% CD SUBMITTAL SCALE:NONE SCALE:NONE LEAD: KW/RM DRAFTER: AK DATE: 3/22/2022 SHEET: FA3.01 SHEET OF Geotechnical Engineering Design Study North County Development Arlington, Washington Prepared for Snohomish County Public Utility District No. 1 January 20, 2022 19583-00 Geotechnical Engineering Design Study North County Development Arlington, Washington Prepared for Snohomish County Public Utility District No. 1 January 20, 2022 19583-00 Prepared by Hart Crowser, a division of Haley and Aldrich 1/20/2022 Michael B.W. Chamberlain, PE Douglas D. Lindquist, PE, LEED AP Project, Geotechnical Engineer Principal, Geotechnical Engineer Michael.Chamberlain@haleyaldrich.com Doug.Lindquist@haleyaldrich.com 3131 Elliott Avenue, Suite 600 Seattle, Washington 98121 206.324.9530 Contents 1.0 INTRODUCTION 1 2.0 PURPOSE, SCOPE, AND THE USE OF THIS REPORT 1 2.1 Purpose 1 2.2 Scope 2 2.3 The Use of This Report 2 3.0 PROJECT AND SITE DESCRIPTIONS 2 4.0 SUBSURFACE CONDITIONS 3 4.1 Geology 3 4.2 Soil Conditions 4 4.3 Groundwater Conditions 4 5.0 SEISMIC CONSIDERATIONS 4 5.1 Seismic Setting 5 5.2 Seismic Basis of Design 5 5.3 Recommended Response Spectra 5 5.4 Liquefaction 6 5.4.1 Liquefaction-Induced Settlement 7 5.5 Lateral Spreading and Flow Failure 7 6.0 GEOTECHNICAL ENGINEERING RECOMMENDATIONS 8 6.1 Building Foundations 8 6.1.1 Shallow Footings 8 6.1.2 Foundation Subgrade Preparation 9 6.2 Floor Slabs 9 6.3 Flexible Utility Connections 10 6.4 Lateral Earth Pressures on Backfilled Walls 10 6.5 Permanent Drainage 11 6.5.1 Foundation and Perimeter Wall Drainage 11 6.5.2 Backfilled Walls 11 6.6 Structural Fill 11 7.0 CONSTRUCTION CONSIDERATIONS 13 7.1 Site Preparation 13 7.2 Temporary Dewatering 13 7.3 Temporary Open Cuts 13 19583-00 January 20, 2022 ii | North County Development Buildings 8.0 RECOMMENDED ADDITIONAL GEOTECHNICAL SERVICES 14 9.0 REFERENCES 15 TABLES Table 1 â€“ Site-Specific MCER and Design Earthquake Response Spectra 6 Table 2 â€“ Soil Equivalent Fluid Unit Weights for Walls 11 FIGURES 1 Vicinity Map Attached 2 Site and Exploration Plan Attached 3 Recommended Site-Specific MCER Response Spectrum Attached APPENDIX A Previous Exploration Logs (GeoEngineers 2012, 2017, & 2020) APPENDIX B Previous Laboratory Testing (GeoEngineers 2017) APPENDIX C Previous Groundwater Monitoring Data (GeoEngineers 2017) APPENDIX D Previous Microtremor Array Measurements (OYO Corporation, Pacific 2017) APPENDIX E Site-Specific Seismic Site Response Analysis 19583-00 January 20, 2022 Geotechnical Engineering Design Study North County Development Arlington, Washington 1.0 INTRODUCTION This report presents our geotechnical engineering design recommendations for the proposed North County development located between 172nd Street NE and 180th Street NE, to the east of 59th Avenue NE in Arlington, Washington. Figure 1 presents a vicinity map showing the project location. The recommendations contained within this report are based on information emailed to us by you, available existing subsurface information for the site, our discussions with you and the structural engineer (Reid Middleton, Inc.), and our previous knowledge and experience working on similar projects. This report contains several sections, organized as follows: ï® Introduction; ï® Purpose, Scope, and the Use of This Report; ï® Project and Site Descriptions; ï® Subsurface Conditions; ï® Seismic Considerations; ï® Geotechnical Engineering Recommendations; ï® Construction Considerations; ï® Recommended Additional Geotechnical Services; and ï® References. Figures are presented at the end of the text. Exploration logs are presented in Appendix A. Results of geotechnical laboratory testing on soil samples taken from these explorations are presented in Appendix B. Historical groundwater monitoring data is presented in Appendix C. The results of shear wave velocity testing are presented in Appendix D. Detailed documentation of our site-specific site response analysis is presented in Appendix E. 2.0 PURPOSE, SCOPE, AND THE USE OF THIS REPORT 2.1 Purpose The purpose of our work is to assess subsurface conditions at the location of the proposed North County development buildings and provide geotechnical engineering and seismic design recommendations, including construction considerations based on this assessment. We understand that a geotechnical report for the project site has previously been completed by GeoEngineers (GeoEngineers 2017). This previous geotechnical report included geotechnical recommendations for the planned buildings at the site as well as for general site work across the site (e.g., pavement, utilities, stormwater facilities, etc.). We understand you plan to utilize the previous geotechnical report for general site work but will be relying upon this new geotechnical report for recommendations pertaining to planned buildings and walls at the site. 19583-00 January 20, 2022 2 | North County Development Buildings 2.2 Scope Our scope of services consisted of addressing the geotechnical engineering design considerations for the planned buildings at the site, including: ï® Review existing subsurface information; ï® Develop a site and exploration location plan; ï® Perform a site-specific ground response analysis to develop seismic design parameters for the site; ï® Evaluate liquefaction susceptibility and effects; ï® Provide foundation design recommendations; ï® Provide lateral earth pressure recommendations for design of site retaining walls; ï® Provide temporary and permanent cut slope recommendations; ï® Provide discussion on construction considerations; and ï® Present the results of our study in this report. Our geotechnical engineering design recommendations are based on a combination of subsurface data from historic explorations as well as our experience with the local geology. 2.3 The Use of This Report We completed this work in general accordance with our Contract signed October 26, 2020. This report is for the exclusive use of Public Utility District (PUD) No. 1 of Snohomish County and their consultants for specific application to the subject project and site. We completed this design study in accordance with generally accepted geotechnical practices for the nature and conditions of the work completed in the same or similar localities, at the time the work was performed. We make no other warranty, expressed or implied. 3.0 PROJECT AND SITE DESCRIPTIONS The North County Development current phase of the project site is relatively flat and currently generally undeveloped, except for a recently completed Pole Yard. We understand that construction of a Modular Data Center and CETC Building has previously been completed to the south of the Pole Yard. These site improvements are located to the east of our site. We understand through conversations with you that the next phase of development for the North County site will include construction of an administration building, a warehouse building, a heated parking building, a fuel island, a loading dock, and a covered parking canopy structure. The current conceptual site plan showing the locations of these planned structures, as well as the previously completed site improvements, is shown on Figure 2. As described earlier, this geotechnical report is concerned only with planned structures (i.e. buildings, retaining walls) in the area of the site delineated on Figure 2. Parking areas, site pavement, and other general site work items not explicitly described in this report will be designed based on other geotechnical recommendations. Ground surface elevations at the site in the area of planned improvements varies between about an elevation of 131 feet (NAVD88) in the southwest corner and 135 feet towards the northwest corner. Existing ground surface elevation contours are displayed on Figure 2. Existing vegetation at the site consists of mowed grass with sparsely distributed trees. 19583-00 January 20, 2022 North County Development | 3 If the general layout of the proposed structures is different than that shown on Figure 2 and as described above, we should be contacted to modify our conclusions and recommendations to reflect the changes in relation to current plans. 4.0 SUBSURFACE CONDITIONS Our interpretation of the subsurface conditions is based on historical explorations from within or nearby to the project site and published regional geologic maps. The locations of the explorations referenced in this memorandum are shown on Figure 2. We reviewed historical geotechnical information from the following reports: ï® Geotechnical Engineering Services â€“ North County Project (GeoEngineers 2017) ï® Geotechnical Engineering Services â€“ Modular Data Center and CETC Building, North County Project (GeoEngineers 2019) Explorations contained within these two geotechnical reports include several borings, test pits, and cone penetration tests (CPTs). These CPTs extended to depths of between 75 and 100 feet below ground surface (bgs). GeoEngineers also performed an additional set of CPT explorations in September 2020 (CPT-7 through CPT-17) across the site that were not included in either of these two historical reports. These CPTs were each extended to a depth of 80 feet bgs. Detailed exploration logs from these historical explorations and the newer 2020 CPTs are included in Appendix A. Laboratory testing on samples collected from historical borings and test pits are included in Appendix B. We based our interpretation of subsurface conditions on available existing subsurface information. The historical explorations referenced in this study represent subsurface conditions at discrete locations on the relevant part of the project site and actual conditions in other areas will vary. The nature and extent of any such variations may not become evident until additional explorations are performed or until construction activities begin. If significant variations are observed at that time, we should be contacted to modify our conclusions and recommendations to reflect actual site conditions. 4.1 Geology We reviewed the U.S. Geological Survey (USGS) geologic map, Geologic Map of the Arlington West 7.5- Minute Quadrangle, Snohomish County, Washington (Minard, 1985). This map indicates that the surficial soil at the North County site likely consists of the Marysville Sand Member. The Marysville Sand Member is observed to consist of stratified recessional outwash sands with some fine gravel and some areas of silt and clay. These sediments were deposited by meltwater flowing south from the receding Vashon glacier. This geologic unit is noted to be at least 65 feet thick and may be twice that thickness. All explorations at the site encountered sandy soils interpreted as recessional outwash deposits. 19583-00 January 20, 2022 4 | North County Development Buildings 4.2 Soil Conditions The soil conditions observed in historical explorations at the project site in the vicinity of the planned structures can be summarized as follows, in descending order from the ground surface: Topsoil and Silty Sand. Approximately 4 to 8 inches of topsoil was observed at the ground surface in each of the explorations, characterized by a generally silty soil with appreciable organic matter. Below the topsoil, about half of the explorations encountered an approximately 2- to 5-feet-thick layer of loose to medium dense silty sand with variable gravel content. Upper Sand. In all the deep explorations performed at the project site, an upper crust of between about 20 to 40 feet of dense sand was encountered beneath the thin topsoil and silty sand layer. The fines content of this upper sand layer typically ranged from about 1 to 12 percent. Lower Sand. In all the deep explorations performed at the project site, a layer of medium dense sand extending to the bottom of each exploration (75 to 100 feet bgs) was encountered beneath the denser upper sand deposits. The fines content of this layer of soil typically ranged from about 1 to 12 percent, with occasional thin interbeds of silty sand to sandy silt. Much of the lower sand layer described above is expected to liquefy when subjected to strong earthquake shaking. This design consideration is discussed in greater detail later in this report. 4.3 Groundwater Conditions Groundwater levels were measured at the site in Borings B-3, B-7, B-10, and B-11. Each of these borings were developed as monitoring wells in either 2013 (B-3) or 2017 (B-7, B-10, and B-11) and had data loggers installed to facilitate continuous monitoring of groundwater levels. Several additional wells were installed at the Arlington site, to the east of the site extent outlined on Figure 2. These groundwater measurements are not discussed in this section due to their distance from the site improvements addressed in this report. Excerpts from the historical geotechnical report for the site (GeoEngineers 2017) displaying this groundwater data is included as Appendix C. The depth of groundwater observed at the time of exploration is shown on the historical exploration logs presented in Appendix A. In general, groundwater at the site flows in the northwest direction towards the Stillaguamish River. Higher groundwater levels are observed in wells on the east end of the property. The seasonal high depth to groundwater in the area of the site varies from approximately 7 to 9 feet bgs. Fluctuations in the level and/or presence of groundwater can be expected to occur over time from variations in rainfall, season, irrigation, flooding, and other factors. 5.0 SEISMIC CONSIDERATIONS The site is located in a seismically active area. In this section, we describe the seismic setting at the project site, provide recommended design response spectra, and discuss seismic-induced geotechnical hazards. 19583-00 January 20, 2022 North County Development | 5 5.1 Seismic Setting The seismicity of western Washington is dominated by the Cascadia Subduction Zone (CSZ) in which the offshore Juan de Fuca plate is subducting beneath the continental North American plate. Three main types of earthquakes are typically associated with subduction zone environmentsâ€”crustal, intraplate, and interplate earthquakes. Seismic records in the Puget Sound area clearly indicate the existence of a distinct shallow zone of crustal seismicity that may have surficial expressions and can extend to depths of up to 15 to 18 miles. A deeper zone is associated with the subducting Juan de Fuca plate and produces intraplate earthquakes at depths of 24 to 42 miles beneath the Puget Sound region (e.g., the 1949, 1965, and 2001 earthquakes) and interplate earthquakes at shallow depths near the Washington coast (e.g., the 1700 earthquake with an approximate magnitude of 9.0). 5.2 Seismic Basis of Design We understand the design of the proposed project will be performed in accordance with the 2018 International Building Code (IBC). The seismic basis of design for the 2018 IBC, which refers to the American Society of Civil Engineers (ASCE) 7-16, is the risk-targeted maximum considered earthquake (MCER), which represents an earthquake shaking level having a 2 percent probability of exceedance in 50 years (corresponding to a return period of 2,475 years), adjusted to a 1 percent probability of collapse in 50 years, and modified to the peak direction hazard. 5.3 Recommended Response Spectra The soil site class, based on the subsurface conditions observed, was determined to be Site Class D (stiff soil) without consideration of liquefaction. The soil site class is based on historical shear wave velocity data collected at the site, included with this report in Appendix D. As discussed later in this section, our analyses have identified that a liquefaction hazard is present at the site. ASCE 7-16 indicates that sites where a liquefaction hazard is identified should be represented as Site Class F and a site-specific ground response analysis should be performed to determine the response spectrum for design, unless the proposed structure has a fundamental period of less than 0.5 second. Based on discussions with the structural engineer for the buildings at the site (Reid Middleton), we understand the period of all the structures are less than 0.5 second and use of Site Class D is appropriate. However, despite it not being required by IBC 2018, we performed a site-specific ground response analysis to develop a design MCER response spectrum for the project at the request of our client. This site-specific design response spectrum is shown on Figure 3 and in Table 1. This spectrum was developed considering the procedures and requirements included in ASCE 7-16. Detailed documentation of our site-specific ground response analysis and procedures is included with this report as Appendix E. 19583-00 January 20, 2022 6 | North County Development Buildings Table 1 â€“ Site-Specific MCER and Design Earthquake Response Spectra Recommended Design Period Recommended MCER Earthquake Spectrum (seconds) Response Spectrum in g (2/3 MCER) in g 0.01 0.42 0.28 0.17 0.96 0.64 0.97 0.96 0.64 1.07 0.88 0.59 1.15 0.82 0.55 1.21 0.78 0.52 1.30 0.73 0.49 1.64 0.66 0.44 2.10 0.44 0.29 3 0.25 0.17 3.5 0.22 0.14 4 0.19 0.13 Notes: a. Recommended Design Earthquake SDS = 0.60 g, per Section 21.4 of ASCE 7-16. b. Recommended Design Earthquake SD1 = 0.72 g, per Section 21.4 of ASCE 7-16. 5.4 Liquefaction Liquefaction is caused by a rapid increase in pore water pressure that reduces the effective stress between soil particles, resulting in sudden loss of shear strength in the soil. Granular soils that rely on inter-particle friction for shear strength are susceptible to liquefaction during strong ground shaking. We performed site-specific liquefaction analyses of the saturated soils at the site based on the recommendations of Idriss and Boulanger (2014) using the CLiq computer software program developed by GeoLogismiki (Version 3.0.2.4). In accordance with ASCE 7-16, we completed the liquefaction analysis using the site class adjusted Maximum Considered Earthquake Geometric Mean PGA (PGAM). We used a PGAM of 0.52 g, calculated for the project site per ASCE 7-16, with an associated earthquake magnitude of 7.1 in our analyses. This earthquake magnitude represents the modal magnitude for the site based on USGS deaggregation plots. We note that ASCE 7-16 allows for use of a site-specific PGA (0.42g) in liquefaction analyses rather than the higher PGAM value (0.52g) that we used. Use of the lower PGA would have resulted in slightly less liquefaction and liquefaction-induced settlement. Based on our analyses, a generally non-liquefiable crust of material exists in the upper 20 to 40 feet of the site. Below this crust of material, site soils are observed to have a moderate to high liquefaction potential during the MCE seismic event down to the bottom of each exploration. 19583-00 January 20, 2022 North County Development | 7 5.4.1 Liquefaction-Induced Settlement For our analyses, we limited the maximum depth of liquefaction contributing to settlement at a depth of 80 feet bgs, based on guidance outlined in the Washington State Department of Transportationâ€™s (WSDOT) Geotechnical Design Manual (GDM) (WSDOT 2019). As a dense and generally non-liquefiable crust of material is present at the site in the upper 20 to 40 feet, liquefaction-induced settlement observed at the surface will initiate from liquefiable soil layers that exist below this dense crust of material. Research has shown that the expression of liquefaction-induced settlement at the ground surface is a function of the depth of the liquefiable layers, with deeper liquefiable layers contributing less to ground surface settlement than similar thickness shallow liquefiable layers (Cetin et al., 2009). Cetin et al. (2009) proposed use of a â€œdepth weighting factorâ€ (DFi) that acts to reduce the impact of deep liquefiable layers on the estimated ground surface settlement, with liquefaction in layers deeper than 60 feet having no impact on surface settlement. This factor is included within the CLiq program and we utilized it in our analyses. As a slight deviation from Cetinâ€™s recommendations, we conservatively allowed liquefaction in layers up to 80 feet bgs (instead of 60 feet bgs) to impact estimated ground surface settlement, based on the WSDOT GDM (2019) guidance discussed earlier in this section. We also considered predicted settlement estimates calculated without use of DFi while developing our recommendations, with less weight given to these estimated values. With and without consideration of Cetinâ€™s recommendations, we estimate that total liquefaction-induced settlement at the site to be on the order of 2 to 4 inches and 9 to 14 inches, respectively from the MCE seismic within the upper 80 feet of soil. We expect the actual settlement will be closer to the Cetin method estimate. Because the calculated settlement between borings is relatively uniform and the surficial expression of liquefaction occurring at depth is reduced per Cetinâ€™s research, we recommend that the project structures be designed for liquefaction-induced differential settlement of 2 inches over a distance of 30 feet. The North County buildings should be designed to accommodate these settlement estimates in accordance with ASCE 7-16 Section 12.13. 5.5 Lateral Spreading and Flow Failure Lateral spreading occurs when large blocks of ground are displaced down gentle slopes or towards the free face of river channels, ditches, etc. as a result of earthquake-induced inertial forces acting on the soil mass. Initiation of lateral spreading is often made worse when the soils within and beneath the soil mass liquefy or soften as a result of the shaking. Lateral spreading deformations can be experienced relatively far from a free face. Similar to lateral spread, flow failures result when large volumes of soil near a free face displace vertically and laterally during or after an earthquake. As the ground begins to shake and the shearing resistance of liquefied soils decreases, ground displacement occurs in response to shear forces present within the soil mass and earthquake-induced inertial forces. Flow failures typically manifest larger deformations than lateral spreading; however, the extent of the deformations is typically localized to the area behind the free face. Both phenomena can be destructive. 19583-00 January 20, 2022 8 | North County Development Buildings The North County project site is distant from any significant free face and site grades are observed to be generally level. Based on these observations, as well as the presence of an approximately 20 to 40-foot- thick crust of non-liquefiable material across the site, there is a low risk of lateral spreading or flow failure at the site. 6.0 GEOTECHNICAL ENGINEERING RECOMMENDATIONS 6.1 Building Foundations We understand the North County Development buildings will be supported with a foundation system of shallow spread and strip footings founded near the ground surface. Based on our understanding of the site conditions, we consider this a reasonable approach. As described in Section 5.4 â€“ Liquefaction Potential, a liquefaction hazard exists at the site and liquefaction-induced settlements of between about 2 and 4 inches are expected following an MCE-level seismic event. Differential settlements measured over 30 feet of about 2 inches are expected. A shallow foundation system at the site should be designed to accommodate this settlement in accordance with ASCE 7-16 Section 12.13. Alternatively, ground improvement to mitigate liquefaction impacts or use of a deep foundation option may be considered if these settlements are not tolerable. 6.1.1 Shallow Footings We make the following recommendations for the design and construction of shallow footings: 6.1.1.1 Vertical Foundation Support ï® Use a maximum allowable bearing pressure of 3 kips per square foot (ksf) for spread footings bearing on 2 feet of compacted structural fill above prepared subgrade. If suitable soils exist at the foundation locations, the lower 6 inches of structural fill may consist of compacted in-place soils. ï® Assuming proper subgrade preparation observed by Hart Crowser and proper compaction of the 2 feet of structural fill observed, we expect total static settlements for spread and perimeter footings to be less than 1 inch. Differential settlement between footings is estimated to be about one-half of the total settlement over 30 feet. This settlement is expected to occur during construction, as the loads are applied. ï® The 2 feet of compacted structural fill should extend a minimum of 1 foot outwards from the edge of all footings. ï® Use an increase in the allowable soil bearing pressure of up to one-third for loads of short duration, such as those caused by wind or seismic forces. ï® Isolated spread and continuous footings should have a minimum width of 24 and 18 inches, respectively. 19583-00 January 20, 2022 North County Development | 9 ï® Place the base of all footings at least 18 and 12 inches below the lowest adjacent finished grade for exterior and interior footings, respectively, in consideration of frost-penetration depth. ï® Footings should be founded outside of an imaginary 1H:1V plane projected upward from the bottom edge of adjacent footings or utility trenches. 6.1.1.2 Lateral Foundation Support ï® For resistance to lateral loads, we recommend using an equivalent fluid to represent the passive resistance of the soil. For a typical footing poured against the sandy outwash soils observed at the site, we recommend estimating allowable passive pressure with a triangular pressure distribution with an equivalent fluid density of 325 pounds per cubic foot (pcf) for soil above the design water table. ï® A coefficient of friction to resist sliding equal to 0.40 can be used for footings poured neatly on the compacted structural fill planned for support of footings at the site. ï® The coefficient of friction and equivalent fluid density values are allowable values and include a factor of safety of 1.5. 6.1.2 Foundation Subgrade Preparation Careful preparation and protection of the exposed subgrade soils should occur before subsequent placement and compaction of structural fill. Any loosening of the materials during construction could result in larger than estimated settlements. It is important that foundation excavations be cleaned of loose or disturbed soil before placing any concrete and that there is no standing water in any foundation excavation. These conditions should be documented before construction. An engineer or geologist from Hart Crowser should observe exposed subgrades before footing construction to verify suitable bearing surfaces. Any loose sand or gravel or soft to medium stiff fine-grained materials present in the subgrade should be overexcavated and replaced with structural fill or lean or structural concrete. Any visible organic or other unsuitable material should also be removed from the exposed subgrade. Groundwater should be controlled such that heave or boiling of the foundation subgrades does not occur. We recommend the groundwater level be maintained at least 2 feet below footing subgrades at all times until the foundation is poured, to prevent the risk of heave, piping, boiling, softening, and other loss or disturbance of subgrade material. These recommendations are based on expected conditions and need to be confirmed in the field. 6.2 Floor Slabs The floor slab of the building may be constructed as slab-on-grade above a drainage layer and the existing granular fill soils, provided that the soils are primarily granular (i.e. sand and gravel) and that visible soils are free of organic material. The prepared slab subgrade should be compacted in place and observed by Hart Crowser. The slab subgrade should be proof rolled to confirm a firm and unyielding condition and any 19583-00 January 20, 2022 10 | North County Development Buildings localized zones of yielding subgrade observed during proof rolling (as observed by Hart Crowser) should be overexcavated to a depth to be determined in the field and replaced with compacted structural fill. All slabs should be underlain directly by a drainage and capillary break layer at least 4 inches thick. This layer should consist of clean well-graded coarse sand and gravel with a fines content (soil finer than the U.S. No. 200 mesh sieve, based on the minus 3/4-inch fraction of the material) of less than 3 percent by weight. This layer serves as a capillary break and drainage layer and is intended to reduce the potential build-up of hydrostatic pressures beneath the slab and to provide permanent control of groundwater beneath the floor slab and behind the perimeter walls. ï® Compact the drainage layer to the criteria of structural fill as discussed later in this report. ï® A modulus of subgrade reaction of 150 pounds per cubic inch (pci) is appropriate for design of floor slabs on the bearing soils or compacted structural fill. ï® Sliding friction between the slab and subgrade may be determined using an allowable coefficient of friction of 0.35 for the sandy outwash soils or compacted structural fill. ï® Any soil that is to be considered as capillary break or drainage material should be submitted to Hart Crowser or elsewhere for gradational analysis. Use a vapor barrier between the capillary break material and the slab-on-grade for additional moisture and vapor protection. 6.3 Flexible Utility Connections We recommend incorporating flexible utility connections into the project design, where possible, to increase resilience. As described in Section 5.4.1 of this report, we expect noticeable liquefaction-induced settlement during an MCE-level event. We recommend designing utilities to accommodate differential settlement of 2 inches over 30 feet plus an additional 1 inch where transitioning from footing supported to on-grade. 6.4 Lateral Earth Pressures on Backfilled Walls We understand several short retaining walls are planned to support various site improvements across the development. We understand through conversations with Snohomish County PUD that the planned retention walls will consist of concrete cast-in-place (CIP) walls and will be designed to retain between about 1 and 4 feet of soil. We recommend that the walls be designed using a triangular earth pressure distribution. For typical granular fill soil, active, passive, and at-rest pressures may be determined using the equivalent fluid unit weights provided in Table 2. Passive resistance should be ignored within the top 2 feet below the finished ground surface. The use of active pressure is appropriate if the wall is allowed to yield (or move) a minimum of 0.001 times the wall height. For a non-yielding wall, at-rest pressures should be used. 19583-00 January 20, 2022 North County Development | 11 A seismic increment of 6H in pounds per square foot (psf) (where H represents the wall height) should be applied as a uniform rectangular load over the height of the wall. Table 2 â€“ Soil Equivalent Fluid Unit Weights for Walls Equivalent Unit Earth Pressure Soil Type Parameter Weight Coefficient, K (pcf) Active earth Pressure 35 0.3 Structural Fill At-rest earth pressure 55 0.45 Passive earth pressure 325/175ab - Notes: a. Includes a factor of safety of 1.5. b. Use 325 pcf above the design ground water table (GWT) elevation and 175 pcf below the design GWT elevation. 6.5 Permanent Drainage 6.5.1 Foundation and Perimeter Wall Drainage We understand through conversations with Snohomish County PUD that all building foundations are planned to be founded near the surface of the site, several feet above static groundwater levels. Site soils are generally observed to be clean to slightly silty sands with high permeability (measured at up to 205 feet per day in infiltration tests). Based on this information, it is our opinion that perimeter footing drains are not required. Hart Crowser should verify subgrade conditions of all foundations during construction to confirm that subsurface soils appear suitable for drainage purposes. 6.5.2 Backfilled Walls Walls with soil backfilled on only one side will require drainage or must be designed for full hydrostatic pressure. We recommend the following: ï® Backfill immediately behind the wall with a minimum thickness of 18 inches of well-graded, free- draining sand or sand and gravel. ï® Install drains behind any backfilled walls. The drains, with cleanouts, should consist of a minimum 4-inch-diameter perforated pipe placed on a bed of, and surrounded by, 6 inches of free-draining (less than 3 percent fines based on the minus 3/4-inch fraction), well-graded sand or sand and gravel. The drains should be sloped to carry the water to a sump or other suitable discharge. If drains cannot be installed, inclusion of 1-inch-diameter or larger weep holes no more than 4 feet on-center at the base of site walls is also acceptable. 6.6 Structural Fill Structural fill is required for backfill in open cut and overexcavated areas, beneath footings, and behind retaining walls. The suitability of soil for structural fill depends primarily on its grain size distribution and moisture content when placed. As the fines content (the fraction passing the U.S. No. 200 mesh sieve) 19583-00 January 20, 2022 12 | North County Development Buildings increases, soil becomes more sensitive to small changes in moisture. With more than about 5 percent fines (by weight), soil cannot be consistently compacted to a firm, relatively unyielding condition when the moisture content is more than 2 percent above or below optimum. Structural fill must also be free of organic matter and other debris. Generally, any fill material with moisture content at or near optimum can be compacted as structural fill, provided it is placed on a firm and relatively unyielding subgrade surface. However, if fill is to be placed during wet weather, we recommend using clean fill, that is, soil with a fines content (fraction passing the U.S. No. 200 mesh sieve) of 5 percent or less (by weight). Reuse of on-site soil as structural fill is acceptable if it is free of organic material and can be compacted to a dense condition. For structural fill placement and compaction, we recommend: ï® Place and compact all structural fill in lifts with a loose thickness no greater than 8 to 10 inches. If small hand-operated compaction equipment is used to compact structural fill within 12 inches of utility pipes or other structures, the lifts should not exceed 4 to 6 inches in loose thickness, depending on the equipment used. The maximum particle size within the structural fill should be no more than two- thirds of the loose lift thickness to allow full compaction of the soil surrounding the large particles. ï® Compact structural fill that is beneath footings, behind walls, and within 2 feet of the bottom of pavement sections to a minimum of 95 percent of the modified Proctor maximum dry density, as determined by the American Society for Testing and Materials (ASTM) D1557 test procedure. ï® Structural fill that is more than 2 feet below pavement sections, and within 2 feet of the back of subgrade walls should be compacted to at least 92 percent. ï® Control the moisture content of the fill to within 2 percent of the optimum moisture based on laboratory Proctor tests. The optimum moisture content corresponds to the maximum attainable Proctor dry density. ï® Generally, place structural fill only on dense and relatively unyielding subgrade (see Foundation Subgrade Preparation section). If subgrade areas are wet, clean material with at least 30 to 35 percent gravel content (material coarser than a U.S. No. 4 mesh sieve) may be needed to bridge moisture- sensitive subsoils. In some cases, clean crushed rock or quarry spalls may be needed to stabilize weak or wet subgrade soil. ï® Where free-draining material is required, such as around drainage pipes, use a well-graded sand and gravel with less than 3 percent passing the U.S. No. 200 mesh sieve (based on the minus 3/4-inch fraction of the material). ï® Perform a representative number of in-place density tests to verify adequate compaction. A Hart Crowser or GeoTest representative should verify each structural fill lift and the subgrade area below it. ï® Before using any material as structural fill, have it sampled and tested to determine its maximum dry density and gradation. 19583-00 January 20, 2022 North County Development | 13 7.0 CONSTRUCTION CONSIDERATIONS 7.1 Site Preparation Site preparation for the project area may involve removal of pavement, stripping of any surface vegetation, and removal of other obstructions in the fill that may interfere with new construction. The following discussion highlights some important site preparation items. ï® Remove all visible organic material (sod, humus, roots, and/or other decaying plant material), debris, and other deleterious materials from subgrade areas. We recommend all site grading, paving, and any utility trenching be conducted during relatively dry weather conditions. ï® Proof roll with a heavy vibratory compactor or fully loaded dump truck to delineate soft or loose areas. It is important that these conditions be verified by a representative from Hart Crowser. ï® Overexcavate and replace soft and loose, wet, or yielding soil with structural fill as described in Section 6.6. Existing Utilities. It may be necessary to relocate or abandon some utilities. Abandoned underground utilities should be removed or completely grouted. The ends of remaining abandoned utility lines should be sealed to prevent piping of soil or water into the pipe. Soft or loose backfill materials should be removed, and excavations should be backfilled with structural fill. Coordination with the utility owners is generally required in addressing existing utilities. 7.2 Temporary Dewatering We expect that site excavations for planned buildings and associated site improvements will all remain above the static groundwater table. Temporary dewatering of these excavations will likely consist of sumps and trenches, as needed. If excavations are expected to extend below the groundwater table, temporary dewatering will be needed. Due to the high permeability of the site soils, dewatering below the static groundwater table is expected to produce a significant amount of water and use of pumps and sumps within open excavations may be difficult. If significant dewatering is expected, the Contractor should be made responsible for design, installation, and operation of an appropriate dewatering system to accommodate deeper excavations. 7.3 Temporary Open Cuts The stability and safety of cut slopes depends on a number of factors, including: ï® Type and density of the soil; ï® Presence and amount of any seepage; ï® Depth of cut; 19583-00 January 20, 2022 14 | North County Development Buildings ï® Proximity of the cut to any surcharge loads near the top of the cut, such as stockpiled material, traffic loads, structures, etc. and the magnitude of these surcharges; ï® Duration of the open excavation; and ï® Care and methods used by the contractor. The Occupational Safety and Health Administration (OSHA) generally classifies the native outwash soils at the site as Type C when they are above the groundwater table. We make the following recommendations regarding open cuts for Type C soils. ï® The maximum allowable slope for excavations less than 20 feet deep is 1.5H:1V (Type C). ï® Protect the slope from erosion by using plastic sheeting. ï® Limit the maximum duration of the open excavation to the shortest time period possible. ï® Surcharge loads (equipment, materials, etc.) should not be placed within 10 feet of the top of the slope. ï® Flatter slopes and/or temporary shoring should be considered in areas with seepage, significant surcharge loads, and/or weaker subsurface soils (such as the Peat soils in the southern portion of the site). Temporary shoring systems are typically the responsibility of the contractor. Because of the variables involved, actual slope angles required for stability in temporary cut areas can only be estimated prior to construction. We recommend that stability of the temporary slopes used for construction be the sole responsibility of the contractor, since the contractor is in control of the construction operation and is continuously at the site to observe the nature and condition of the subsurface. All excavations should be made in accordance with all local, state, and federal safety requirements. 8.0 RECOMMENDED ADDITIONAL GEOTECHNICAL SERVICES During the construction phase of the project, we recommend that Hart Crowser review contractor submittals and provide a representative to observe the following: ï® Excavation and preparation of subgrade for shallow foundations, slabs-on-grade, and pavement sections; ï® Utility installation; ï® Placement and testing of compacted material; ï® Proof rolling of subgrade prior to paving; and 19583-00 January 20, 2022 North County Development | 15 ï® Other geotechnical engineering, dewatering, and drainage considerations that may arise during the course of construction. The purpose of our observations is to verify compliance with design concepts and recommendations and to allow design changes or evaluation of appropriate construction methods in the event that subsurface conditions differ from those anticipated prior to the start of construction. We understand that GeoTest will be retained by you to perform the bulk of geotechnical testing services (e.g., density testing). We recommend that we be consulted about which activities Hart Crowser should observe specifically and that GeoTestâ€™s field reports be submitted to us for review as the engineer-of-record. 9.0 REFERENCES American Society of Civil Engineers 2017. â€œASCE/SEI 7-16, Minimum design loads and associated criteria for buildings and other structures.â€ Cetin, K. O., Bulge H. T., Wu J., Kammerer A.M., and Seed R.B. 2009. â€œProbabilistic Model for the Assessment of Cyclically Induced Reconsolidation (Volumetric) Settlement.â€ Journal of Geotechnical and Geoenvironmental Engineering, 135(3), pp. 387-398. GeoEngineers 2017. Geotechnical Engineering Services â€“ North County Project, Arlington, Washington. December 29, 2017. File No. 0482-051-03. Boulanger R.W. and Idriss, I.M. 2014. CPT and SPT Based Liquefaction Triggering Procedures, Center for Geotechnical Modeling, Department of Civil and Environmental Engineering, College of Engineering, University of California at Davis, Report No. UCD/CGM-14/01. April 2014. Geologismiki, 2014. â€œCLiqâ€, computer program, Version 3.0.2.4. International Code Council 2017. 2018 International Building Code. Minard, James P. 1985. â€œGeologic Map of the Arlington West 7.5 Minute Quadrangle, Snohomish County, Washingtonâ€ Department of the Interior, U.S. Geological Survey. MF-1740. Washington State Department of Transportation, Geotechnical Design Manual M 46-03.12, July 2019. \\haleyaldrich.com\share\sea_projects\Notebooks\1958300_SNOPUD_On-Call_Geotech_CW2242093\Deliverables\Reports\Final Geotechnical Report - North County\2022_0120_HCHA_NorthCounty-GeotechnicalDesignReport_F.docx 19583-00 January 20, 2022 Canada Arlington Seattle WASHINGTON Idaho Oregon Project Location Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand), NGCC, (c) OpenStreetMap contributors, and the GIS User Community North County Development Arlington, Washington 0 1,000 2,000 4,000 Vicinity Map N Feet 19583-00 12/20 Note: Feature locations are approximate. Figure Document Path: \\seafs\Projects\Notebooks\1958300_SNOPUD_On-Call_Geotech_CW2242093\GIS\MGIS\1958300-AA (VMap).mxd Date: 12/14/2020 User Name: evinfairchild1 TP-21 FUTURE COVERED MATERIAL BINS (30'x70') 2100 SF TP-4 P4 TP-1 P3 P3 P4A TP-10 P4A CPT-16 P4A P5 P5 P5 TP-11 P5 TP-3 CPT-15 CPT-5 CANOPY TP-14 Fuel Island (DAY 1) EV CPT-11 CPT-12 CPT-17 TP-22 EV CPT-13 CPT-1EV B-7 4 FT EV DOCK 4 FT 4 FT DUMPSTER DOCK DOCK 4 FT DOCK w/2 FT CPT-7 REMOVABLE PLATFORM P4A TP-18 VAN P4A P4 CPT-8 B-12 Canopy DUMPSTER TP-19 4 FT HIGH DOCK Office DUMPSTER TP-16 B-3 P4 CPT-2 TRASH Building Warehouse RECYCLE CPT-3 UP CPT-14 B-2 CPT-10 CPT-6 CPT-9 Undeveloped TP-5 TP-12 TP-2 TP-15P4A CPT-4 B-14 B-13 PIT-1 P4A TP-9 P4A P5 P5 P5 TP-13 TP-20 TP-17 P5 B-10 TP-23 B-11 Site Extent North County Development Legend Arlington, Washington CPT-7 Cone Penetration Test (GeoEngineers 2020) TP-9 Test Pit (GeoEngineers 2017) B-7 Boring (GeoEngineers 2017) B-2 Boring (GeoEngineers 2012) N Site and Exploration Plan CPT-7 Cone Penetration Test (GeoEngineers 2017) TP-1 Test Pit (GeoEngineers 2012) 19583-00 12/20 0 100 200 PIT-1 PIT Test (GeoEngineers 2017) Figure Scale in Feet 2 File: L:\Notebooks\1958300_SNOPUD_On-Call_Geotech_CW2242093\CAD\1958300-001 (SPlan).dwg Layout:11x17 - H Date: 12-15-2020 Author: ericlindquist 1.8 Period (s) MCER (g) 1.6 0.01 0.42 0.17 0.96 0.97 0.96 1.4 1.07 0.88 1.15 0.82 1.21 0.78 1.2 1.30 0.73 1.64 0.66 2.10 0.44 1 3.00 0.25 3.50 0.22 4.00 0.19 0.8 0.6 % Damped Spectral Acceleration (g) 5 0.4 0.2 \Analysis and Calcs 2242093 0 0 0.5 1 1.5 2 2.5 3 3.5 4 Period (s) Call Geotech CW- Site Specific MCER Response Spectrum Ì¶Deepsoil Total Stress Nonlinear Average Surface Response SNOPUD On ASCE 7-16 Chapter 21 MCER Spectrum Site Class D \1958300 Minimum Bounding MCER Spectrum for Site Class D (80% of ASCE 7-16 Chapter 21 MCER Spectrum) DEEPSOIL Equivalent Linear Average Surface Resposne \Notebooks \Projects DEEPSOIL Effective Stress Surface Response Average seafs \\ Recommended MCER Surface Response /20 /08 12 LIK North County Development Arlington, Washington Recommended MCER Surface Response 19583-00 12/20 Figure 3 APPENDIX A Previous Exploration Logs (GeoEngineers 2012, 2017, and 2020) 19583-00 January 20, 2022 SOIL CLASSIFICATION CHART ADDITIONAL MATERIAL SYMBOLS SYMBOLS TYPICAL SYMBOLS TYPICAL MAJOR DIVISIONS GRAPH LETTER DESCRIPTIONS GRAPH LETTER DESCRIPTIONS WELL-GRADED GRAVELS, GRAVEL - CLEAN GRAVELS GW SAND MIXTURES AC Asphalt Concrete GRAVEL AND GRAVELLY (LITTLE OR NO FINES) GP POORLY-GRADED GRAVELS, SOILS GRAVEL - SAND MIXTURES CC Cement Concrete COARSE GRAVELS WITH GM SILTY GRAVELS, GRAVEL - SAND - GRAINED MORE THAN 50% FINES SILT MIXTURES Crushed Rock/ SOILS OF COARSE CR FRACTION RETAINED Quarry Spalls ON NO. 4 SIEVE (APPRECIABLE AMOUNT GC CLAYEY GRAVELS, GRAVEL - SAND - OF FINES) CLAY MIXTURES SOD Sod/Forest Duff SW WELL-GRADED SANDS, GRAVELLY CLEAN SANDS SANDS MORE THAN 50% SAND RETAINED ON AND (LITTLE OR NO FINES) TS Topsoil NO. 200 SIEVE POORLY-GRADED SANDS, GRAVELLY SANDY SP SAND SOILS MORE THAN 50% SANDS WITH SM SILTY SANDS, SAND - SILT MIXTURES OF COARSE FINES Groundwater Contact FRACTION PASSING ON NO. 4 SIEVE (APPRECIABLE AMOUNT SC CLAYEY SANDS, SAND - CLAY Measured groundwater level in exploration, OF FINES) MIXTURES well, or piezometer INORGANIC SILTS, ROCK FLOUR, ML CLAYEY SILTS WITH SLIGHT PLASTICITY Measured free product in well or piezometer INORGANIC CLAYS OF LOW TO SILTS AND MEDIUM PLASTICITY, GRAVELLY CLAYS LIQUID LIMIT CL CLAYS, SANDY CLAYS, SILTY CLAYS, Graphic Log Contact FINE LESS THAN 50 LEAN CLAYS GRAINED SOILS Distinct contact between soil strata OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY Approximate contact between soil strata MORE THAN 50% MH INORGANIC SILTS, MICACEOUS OR PASSING DIATOMACEOUS SILTY SOILS Material Description Contact NO. 200 SIEVE SILTS AND LIQUID LIMIT GREATER CH INORGANIC CLAYS OF HIGH Contact between geologic units CLAYS THAN 50 PLASTICITY Contact between soil of the same geologic OH ORGANIC CLAYS AND SILTS OF unit MEDIUM TO HIGH PLASTICITY HIGHLY ORGANIC SOILS PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS Laboratory / Field Tests NOTE: Multiple symbols are used to indicate borderline or dual soil classifications %F Percent fines %G Percent gravel Sampler Symbol Descriptions AL Atterberg limits CA Chemical analysis 2.4-inch I.D. split barrel CP Laboratory compaction test CS Consolidation test Standard Penetration Test (SPT) DD Dry density DS Direct shear Shelby tube HA Hydrometer analysis MC Moisture content Piston MD Moisture content and dry density Mohs Mohs hardness scale Direct-Push OC Organic content Bulk or grab PM Permeability or hydraulic conductivity PI Plasticity index Continuous Coring PP Pocket penetrometer SA Sieve analysis TX Triaxial compression Blowcount is recorded for driven samplers as the number of UC Unconfined compression blows required to advance sampler 12 inches (or distance noted). VS Vane shear See exploration log for hammer weight and drop. Sheen Classification "P" indicates sampler pushed using the weight of the drill rig. NS No Visible Sheen "WOH" indicates sampler pushed using the weight of the SS Slight Sheen hammer. MS Moderate Sheen HS Heavy Sheen NOTE: The reader must refer to the discussion in the report text and the logs of explorations for a proper understanding of subsurface conditions. Descriptions on the logs apply only at the specific exploration locations and at the time the explorations were made; they are not warranted to be representative of subsurface conditions at other locations or times. Key to Exploration Logs Figure A-1 Rev 02/2017 Start End Total Logged By JQS Drilling Drilled 7/24/2017 7/24/2017 Depth (ft) 51.5 Checked By HRP Driller Holocene Drilling, Inc. Method Mud Rotary Surface Elevation (ft) 132.5 Hammer Autohammer Drilling Truck-mounted BK 81 Vertical Datum NAVD88 Data 140 (lbs) / 30 (in) Drop Equipment Easting (X) 1319354 System WA State Plane North Groundwater observed at 8 feet at time of Northing (Y) 424515 Datum NAD83 (feet) exploration Notes: FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 0 TS 6 inches topsoil with 3-inch root mass SP-SM Light brown fine to medium sand with silt, gravel and occasional cobbles (medium dense, moist) 130 (recessional outwash) 10 15 1 9 5 %F 5 PH = 7.6 9 25 2 7 CEC = 0.9 meq/100 g MC, PH, CEC 125 9 8 Rough drilling 8 32 3 SA SW-SM Light brown fine to coarse sand with silt and gravel (dense, wet) 10 10 40 4 120 SM Brown gray silty fine to coarse sand with gravel (medium dense, wet) 15 15 20 9 29 5 %F 115 20 9 28 6 110 SP-SM Grayish brown fine to medium sand with silt and occasional gravel (medium dense, wet) 25 25 6 13 22 7 %F 105 30 14 26 8 100 35 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Boring B-12 Project: North County Project Project Location: Arlington, Washington Figure A-2 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 1 of 2 FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 35 26 10 9 25 9 %F 95 40 12 35 10 Becomes dense 90 SM Grayish brown silty fine to medium sand with occasional gravel (medium dense to dense, wet) 45 17 25 12 29 11 %F 85 50 13 31 12 Log of Boring B-12 (continued) Project: North County Project Project Location: Arlington, Washington Figure A-2 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 2 of 2 Start End Total Logged By JQS Drilling Drilled 7/25/2017 7/25/2017 Depth (ft) 101.5 Checked By HRP Driller Holocene Drilling, Inc. Method Mud Rotary Surface Elevation (ft) 134 Hammer Autohammer Drilling Truck-mounted BK 81 Vertical Datum NAVD88 Data 140 (lbs) / 30 (in) Drop Equipment Easting (X) 1319901 System WA State Plane North Groundwater observed at 9Â½ feet at time of Northing (Y) 424392 Datum NAD83 (feet) exploration Notes: FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 0 TS 6 inches topsoil with 3-inch root mass SP Light brown fine to medium sand with occasional gravel (very loose, moist) (recessional outwash) 4 2 1 20 3 SA 130 5 PH = 7.0 5 8 2 Becomes brown and loose 9 CEC = 1.6 meq/100 g MC, PH, CEC SP-SM Brownish gray fine to medium sand with silt and gravel 6 26 3 (medium dense, moist) 12 7 SA 125 10 10 9 9 28 4 Becomes wet %F Rough drilling from 13 to 25 feet 120 15 2 6 5 Increased gravel content, cobbles 115 20 2 25 6 110 25 25 10 12 26 7 SP-SM Brownish gray fine to medium sand with silt (medium SA dense to dense, wet) 105 30 10 31 8 100 35 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Boring B-13 Project: North County Project Project Location: Arlington, Washington Figure A-3 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 1 of 3 FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 35 22 9 10 26 9 %F 95 40 11 23 10 90 45 0 29 11 SP-SM Brownish gray fine sand with silt (medium dense, wet) 85 50 23 10 10 21 12 %F 80 55 23 9 10 26 13 %F 75 60 10 19 14 70 65 35 5 10 19 15 %F 65 70 10 22 16 60 75 28 7 13 22 17 %F Log of Boring B-13 (continued) Project: North County Project Project Location: Arlington, Washington Figure A-3 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 2 of 3 FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 55 80 10 21 18 SM/ML Gray interbedded silty fine sand and sandy silt (medium dense/stiff, wet) 50 85 17 21 19 45 SM Gray silty fine sand (medium dense, wet) 90 12 27 20 40 95 12 42 21 Becomes dense 35 100 14 52 22 Log of Boring B-13 (continued) Project: North County Project Project Location: Arlington, Washington Figure A-3 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 3 of 3 Start End Total Logged By JQS Drilling Drilled Depth (ft) 51.5 Checked By HRP Driller Holocene Drilling, Inc. Method Mud Rotary Surface Elevation (ft) 134 Hammer Autohammer Drilling Truck-mounted BK 81 Vertical Datum NAVD88 Data 140 (lbs) / 30 (in) Drop Equipment Easting (X) 1320071 System WA State Plane North Groundwater observed at 10 feet at time of Northing (Y) 424399 Datum NAD83 (feet) exploration Notes: FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 0 TS 6 inches topsoil with 3-inch root mass SP-SM Brownish gray fine to medium sand with silt and occasional gravel (medium dense, moist) (recessional outwash) 10 10 1 14 6 %F 130 5 PH = 7.2 12 18 2 8 CEC = 1.8 meq/100 g MC, PH, CEC 10 30 3 125 10 10 13 12 38 4 SM Brownish gray silty fine to coarse sand with gravel SA (medium dense, wet) 120 15 6 28 5 SP-SM Brownish gray fine to medium sand with occasional gravel (medium dense to dense, wet) 115 20 23 7 11 20 6 %F 110 25 12 23 7 105 30 24 9 13 33 8 %F 100 35 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Boring B-14 Project: North County Project Project Location: Arlington, Washington Figure A-4 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 1 of 2 FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 35 12 30 9 95 40 20 7 7 22 10 %F 90 45 13 34 11 85 50 22 9 13 29 12 %F Log of Boring B-14 (continued) Project: North County Project Project Location: Arlington, Washington Figure A-4 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 2 of 2 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 13 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2Â½ and 10 feet (moderate) Surface Elevation (ft) 132 Easting (X) 1319247 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424380 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 3-inch root mass SM Brown silty fine to medium sand with occasional gravel (loose, moist) 131 1 Light brown fine to medium sand with silt and occasional gravel (loose Probe (P) = 2 inches SP-SM to medium dense, moist) (recessional outwash) 1 4 11 %F 130 2 SP Brownish gray medium sand with occasional gravel (medium dense, P = 10 inches moist) 129 3 P = 6 inches 2 6 3 SA 128 4 P = 8 inches Pilot Infiltration Test (PIT) completed in test pit at a depth of 4Â½ feet 127 5 126 6 125 7 3 Increased gravel content 4 2 SA 124 8 123 9 122 10 121 11 Becomes gray 4 120 12 119 13 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Pilot Infiltration Test PIT-1 Project: North County Project Project Location: Arlington, Washington Figure A-5 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 3 feet (moderate) Surface Elevation (ft) 132 Easting (X) 1318964 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424367 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 3-inch root mass 1 5 MC SM Brown silty fine to medium sand with occasional gravel (loose, moist) 131 1 Orange-brown fine to medium sand with silt and gravel (medium Probed (P) = 4 inches SP-SM dense, moist) (recessional outwash) 2 5 7 SA 130 2 P = 6 inches 129 3 SP Gray-brown fine to medium sand with gravel and occasional cobbles P = 6 inches (medium dense, moist) 128 4 P = 6 inches 3 127 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-9 Project: North County Project Project Location: Arlington, Washington Figure A-6 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 3 feet (moderate) Surface Elevation (ft) 133 Easting (X) 1319160 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424627 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 3-inch root mass 1 SM Light brown silty fine to medium sand with occasional gravel (medium 5 15 %F dense, moist) 132 1 SP Probe (P) = 3 inches Brown fine to medium sand with gravel (medium dense, moist) (recessional outwash) 2 3 1 %F 131 2 P = 3 inches 130 3 P = 3 inches Becomes grayish brown with occasional cobbles 129 4 P = 3 inches 3 128 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-10 Project: North County Project Project Location: Arlington, Washington Figure A-7 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 133 Easting (X) 1319366 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424607 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 4-inch root mass 1 SM Light brown silty fine to medium sand with occasional gravel (loose, 4 MC moist) 132 1 SP Probe (P) = 6 inches Light brown fine to medium sand with gravel (loose to medium dense, moist) (recessional outwash) 2 2 3 %F 131 2 P = 6 inches 130 3 2 P = 8 inches 3 CBR 129 4 P = 4 inches 4 128 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-11 Project: North County Project Project Location: Arlington, Washington Figure A-8 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 132.5 Easting (X) 1319336 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424416 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 3-inch root mass 132 11 14 1 SA SM Light brown silty fine to medium sand with occasional gravel (loose, 1 moist) Probe (P) = 12 inches 131 2 2 SP Brownish gray fine to medium sand with occasional gravel (medium 2 2 P = 6 inches %F dense, moist) (recessional outwash) 130 3 P = 6 inches 129 4 P = 5 inches 128 3 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-12 Project: North County Project Project Location: Arlington, Washington Figure A-9 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 132 Easting (X) 1319472 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424354 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 3-inch root mass 1 SM Light orange-brown fine to medium sand with silt and occasional gravel 3 5 %F (loose, moist) 131 1 SP Probe (P) = 12 inches Light brown fine to medium sand with occasional gravel (loose, moist) (recessional outwash) 2 3 5 %F 130 2 P = 12 inches 129 3 Becomes medium dense P = 6 to 8 inches 128 4 P = 6 to 8 inches 3 127 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-13 Project: North County Project Project Location: Arlington, Washington Figure A-10 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 3 feet (moderate) Surface Elevation (ft) 133.5 Easting (X) 1319602 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424578 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 4-inch root mass 133 7 16 1 SM Light orange-brown silty fine to medium sand with occasional gravel %F (loose, moist) 1 SP Light brown fine to medium sand with gravel (medium dense, moist) Probe (P) = 8 inches 132 (recessional outwash) 2 2 3 %F 2 P = 6 inches 131 3 P = 8 inches 130 4 SW Gray-brown fine to coarse sand with gravel (medium dense, moist) P = 6 inches 129 3 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-14 Project: North County Project Project Location: Arlington, Washington Figure A-11 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 135 Easting (X) 1319611 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424406 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 3-inch root mass 1 7 17 SA SP Light brown fine to medium sand with occasional gravel (medium 134 1 dense, moist) (recessional outwash) Probe (P) = 6 inches 2 2 4 %F 133 2 P = 8 inches 132 3 P = 8 inches 131 4 P = 6 inches 3 3 MC 130 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-15 Project: North County Project Project Location: Arlington, Washington Figure A-12 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 135.5 Easting (X) 1319687 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424486 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 1 TS 6 inches topsoil with 3-inch root mass 7 MC 135 SM Brown silty fine to medium sand with occasional gravel (medium dense, moist) 1 SP-SM Light brown fine to medium sand with silt and occasional gravel Probe (P) = 6 inches 134 (medium dense, moist) (recessional outwash) 2 5 11 %F 2 P = 6 inches 133 3 SP Brown-gray fine to medium sand with occasional gravel (medium P = 6 inches 132 dense, moist) 4 P = 6 inches 131 3 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-16 Project: North County Project Project Location: Arlington, Washington Figure A-13 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 133 Easting (X) 1319833 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424339 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 3-inch root mass 1 8 14 %F SP-SM Light brown fine to medium sand with silt and occasional gravel (loose 132 1 to medium dense, moist) (recessional outwash) Probe (P) = 6 inches 2 4 7 %F 131 2 P = 10 inches 3 130 3 P = 8 inches 129 4 SP Brown-gray fine to medium sand with occasional gravel (loose, moist) P = 16 inches 4 128 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-17 Project: North County Project Project Location: Arlington, Washington Figure A-14 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 3 feet (moderate) Surface Elevation (ft) 134 Easting (X) 1319977 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424526 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 4-inch root mass 1 SM Brown silty fine to medium sand with occasional gravel (medium 133 1 dense, moist) SP-SM Light orange-brown fine to medium sand with silt and occasional gravel Probe (P) = 5 inches (medium dense, moist) (recessional outwash) 2 4 8 %F 132 2 P = 6 inches 131 3 SP Brown-gray fine to medium sand with gravel and occasional cobbles P = 8 inches (medium dense, moist) 130 4 3 3 MC 129 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-18 Project: North County Project Project Location: Arlington, Washington Figure A-15 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 3 feet (moderate) Surface Elevation (ft) 135 Easting (X) 1320151 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424510 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 4-inch root mass 1 SM Brown silty fine to medium sand with occasional gravel (loose, moist) 7 18 %F 134 1 SP Light brown fine to medium sand with occasional gravel (loose, moist) Probe (P) = 8 inches (recessional outwash) 2 3 4 %F 133 2 P = 10 inches 132 3 P = 10 inches Becomes medium dense with cobbles 131 4 3 130 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-19 Project: North County Project Project Location: Arlington, Washington Figure A-16 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 134 Easting (X) 1320158 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424357 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 3-inch root mass 1 7 18 %F SP-SM Light orange-brown sand with silt and occasional gravel (loose, moist) 133 1 (recessional outwash) Probe (P) = 14 inches 2 4 MC 132 2 P = 10 inches 131 3 SP Brown-gray fine to medium sand with gravel (loose to medium dense, P = 12 inches moist) 130 4 P = 6 inches 3 2 MC 129 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-20 Project: North County Project Project Location: Arlington, Washington Figure A-17 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 136 Easting (X) 1320311 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424781 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 2-inch root mass 1 5 MC SP Gray-brown medium sand with gravel (loose, moist) (recessional 135 1 outwash) Probe (P) = 2 inches 2 2 2 SA 134 2 P = 10 inches 133 3 P = 10 inches 132 4 SP Becomes medium dense with cobbles P = 6 inches 3 131 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-21 Project: North County Project Project Location: Arlington, Washington Figure A-18 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 135 Easting (X) 1320363 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424567 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 4 inches topsoil with root mass SP Light brown medium to coarse sand with gravel (loose to medium 1 dense, moist) (recessional outwash) 134 1 Probe (P) = 6 inches 2 2 3 SA 133 2 P = 10 inches 132 3 Occasional cobbles P = 4 inches 131 4 P = 6 inches 3 130 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-22 Project: North County Project Project Location: Arlington, Washington Figure A-19 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 133 Easting (X) 1320339 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424320 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 4-inch root mass 1 SP-SM Light orange-brown fine to medium sand with silt and occasional gravel 132 1 (loose, moist) (recessional outwash) Probe (P) = 16 inches 2 5 12 %F 131 2 P = 12 inches 130 3 P = 8 inches SP Gray fine to medium sand with gravel (medium dense, moist) 129 4 3 128 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-23 Project: North County Project Project Location: Arlington, Washington Figure A-20 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 133 Easting (X) 1320475 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424364 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 4-inch root mass 1 SM Orange-brown silty fine sand with occasional gravel (medium dense, 132 1 moist) (recessional outwash) Probe (P) = 8 inches 2 5 15 %F 131 2 P = 6 inches 130 3 P = 3 inches 129 4 SP Brownish gray fine to medium sand with occasional gravel (medium P = 5 inches dense, moist) 3 128 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on , Vertical approximated based on Log of Test Pit TP-24 Project: North County Project Project Location: Arlington, Washington Figure A-21 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 135 Easting (X) 1320477 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424466 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 4-inch root mass 1 SM Light orange-brown silty fine to medium sand with occasional gravel 134 1 (medium dense, moist) (recessional outwash) Probe (P) = 6 inches 2 7 29 %F 133 2 P = 6 inches 132 3 P = 3 inches 131 4 SP Brown-gray fine to medium sand with gravel and occasional cobbles (medium dense, moist) 3 2 4 %F 130 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on , Vertical approximated based on Log of Test Pit TP-25 Project: North County Project Project Location: Arlington, Washington Figure A-22 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 GeoEngineers Operator: Brown CPT Date/Time: 7/24/2017 12:53:36 PM Sounding: CPT-01 Location: Arlington Site Development Cone Used: DDG1369 Job Number: 0482-051-03 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 4 -20 50 0 12 0 80 0 10 20 30 40 50 Depth (ft) 60 70 80 90 100 Maximum Depth = 100.07 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 HOLE NUMBER: CPT-01 Depth 3.77ft Arrival 8.05mS Ref* Velocity* Depth 10.17ft Arrival 17.73mS Ref 3.77ft Velocity 603.23ft/S Depth 16.90ft Arrival 24.33mS Ref 10.17ft Velocity 996.13ft/S Depth 23.29ft Arrival 30.51mS Ref 16.90ft Velocity 1026.32ft/S Depth 30.02ft Arrival 36.91mS Ref 23.29ft Velocity 1044.01ft/S Depth 36.25ft Arrival 43.12mS Ref 30.02ft Velocity 1000.06ft/S Depth 42.81ft Arrival 49.25mS Ref 36.25ft Velocity 1067.27ft/S Depth 49.38ft Arrival 55.74mS Ref 42.81ft Velocity 1010.09ft/S Depth 55.94ft Arrival 61.99mS Ref 49.38ft Velocity 1048.43ft/S Depth 62.34ft Arrival 68.39mS Ref 55.94ft Velocity 997.58ft/S Depth 69.06ft Arrival 74.37mS Ref 62.34ft Velocity 1124.38ft/S Depth 75.46ft Arrival 81.24mS Ref 69.06ft Velocity 929.91ft/S Depth 82.02ft Arrival 87.57mS Ref 75.46ft Velocity 1036.31ft/S Depth 88.58ft Arrival 94.33mS Ref 82.02ft Velocity 970.51ft/S Depth 95.14ft Arrival 101.79mS Ref 88.58ft Velocity 879.11ft/S Depth 100.23ft Arrival 106.44mS Ref 95.14ft Velocity 1093.59ft/S 0 20 40 60 80 100 120 140 160 Time (mS) Hammer to Rod String Distance (ft): 2.82 * = Not Determined COMMENT: GeoEngineers Operator: Brown CPT Date/Time: 7/25/2017 11:22:30 AM Sounding: CPT-02 Location: Arlington Site Development Cone Used: DDG1369 Job Number: 0482-051-03 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 4 -20 50 0 12 0 80 0 10 20 30 40 50 Depth (ft) 60 70 80 90 100 Maximum Depth = 75.62 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 GeoEngineers Operator: Brown CPT Date/Time: 7/25/2017 10:03:34 AM Sounding: CPT-03 Location: Arlington Site Development Cone Used: DDG1369 Job Number: 0482-051-03 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 4 -20 50 0 12 0 80 0 10 20 30 40 50 Depth (ft) 60 70 80 90 100 Maximum Depth = 74.97 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 GeoEngineers Operator: Brown CPT Date/Time: 7/24/2017 10:54:48 AM Sounding: CPT-04 Location: Arlington Site Development Cone Used: DDG1369 Job Number: 0482-051-03 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 4 -20 50 0 12 0 80 0 10 20 30 40 50 Depth (ft) 60 70 80 90 100 Maximum Depth = 99.90 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 HOLE NUMBER: CPT-04 Depth 3.61ft Arrival 8.71mS Ref* Velocity* Depth 10.33ft Arrival 18.75mS Ref 3.61ft Velocity 610.84ft/S Depth 16.90ft Arrival 25.15mS Ref 10.33ft Velocity 1001.81ft/S Depth 23.29ft Arrival 31.17mS Ref 16.90ft Velocity 1052.98ft/S Depth 29.86ft Arrival 37.15mS Ref 23.29ft Velocity 1091.74ft/S Depth 36.25ft Arrival 43.43mS Ref 29.86ft Velocity 1013.61ft/S Depth 42.98ft Arrival 49.29mS Ref 36.25ft Velocity 1145.01ft/S Depth 49.38ft Arrival 55.47mS Ref 42.98ft Velocity 1034.71ft/S Depth 55.94ft Arrival 61.83mS Ref 49.38ft Velocity 1029.13ft/S Depth 62.50ft Arrival 67.96mS Ref 55.94ft Velocity 1068.78ft/S Depth 69.06ft Arrival 73.94mS Ref 62.50ft Velocity 1096.96ft/S Depth 75.46ft Arrival 79.76mS Ref 69.06ft Velocity 1098.42ft/S Depth 82.19ft Arrival 86.01mS Ref 75.46ft Velocity 1075.49ft/S Depth 88.58ft Arrival 92.49mS Ref 82.19ft Velocity 986.15ft/S Depth 95.14ft Arrival 96.75mS Ref 88.58ft Velocity 1540.46ft/S Depth 100.07ft Arrival 102.57mS Ref 95.14ft Velocity 845.23ft/S 0 20 40 60 80 100 120 140 160 Time (mS) Hammer to Rod String Distance (ft): 2.82 * = Not Determined COMMENT: GeoEngineers Operator: Brown CPT Date/Time: 7/25/2017 8:34:21 AM Sounding: CPT-05 Location: Arlington Site Development Cone Used: DDG1369 Job Number: 0482-051-03 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 4 -20 50 0 12 0 80 0 10 20 30 40 50 Depth (ft) 60 70 80 90 100 Maximum Depth = 74.97 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 GeoEngineers Operator: Brown CPT Date/Time: 7/24/2017 9:16:56 AM Sounding: CPT-06 Location: Arlington Site Development Cone Used: DDG1369 Job Number: 0482-051-03 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 4 -20 50 0 12 0 80 0 10 20 30 40 50 Depth (ft) 60 70 80 90 100 Maximum Depth = 74.97 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 CPT-07 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/21/2020 8:30:15 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.217 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-08 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/22/2020 12:40:20 PM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 180 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.217 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-09 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/22/2020 8:23:57 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 180 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.217 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-10 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/22/2020 9:56:18 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 180 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.381 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-11 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/21/2020 9:57:17 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.217 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-12 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/21/2020 11:36:00 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.217 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-13 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/21/2020 1:18:04 PM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.381 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-14 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/22/2020 11:14:50 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.381 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-15 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/22/2020 2:12:26 PM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.381 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-16 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/23/2020 10:31:34 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: 15 ft North of 20' Marked Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.381 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-17 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/23/2020 8:45:00 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: @ 22 ft (btw 20'&25'Stakes) SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.381 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 APPENDIX B Previous Laboratory Testing (GeoEngineers 2017) 19593-00 January 20, 2022 0482-051-03 Date Exported: 10/31/17 U.S. STANDARD SIEVE SIZE 3â€ 1.5â€ 3/4â€ 3/8â€ #4 #10 #20 #40 #60 #100 #200 100 90 80 70 60 PERCENT PASSING BY WEIGHT 50 40 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Sieve Analysis Results Arlington, North County Project GRAIN SIZE IN MILLIMETERS GRAVEL SAND COBBLES SILT OR CLAY Washington COARSE FINE COARSE MEDIUM FINE Depth Moisture Symbol Boring Number (feet) (%) Soil Description B-12 7Â½ 9 Fine to coarse sand with silt and gravel (SW-SM) Figure B B-13 2Â½ 20 Fine to medium sand with occasional gravel (SP) B-13 7Â½ 12 Fine to medium sand with silt and gravel (SP-SM) B-13 25 25 Fine to medium sand with silt (SP-SM) -1 Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they were performed, and should not be interpretedas representative ofanyother samples obtained at othertimes, depths or locations, orgenerated byseparateoperations orprocesses. Thegrain sizeanalysis results were obtained in general accordance withASTM D 6913. 0482-051-03 Date Exported: 10/31/17 U.S. STANDARD SIEVE SIZE 3â€ 1.5â€ 3/4â€ 3/8â€ #4 #10 #20 #40 #60 #100 #200 100 90 80 70 60 PERCENT PASSING BY WEIGHT 50 40 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Sieve Analysis Results Arlington, WashingtonNorth County Project GRAIN SIZE IN MILLIMETERS GRAVEL SAND COBBLES SILT OR CLAY COARSE FINE COARSE MEDIUM FINE Depth Moisture Symbol Boring Number (feet) (%) Soil Description B-14 10 10 Silty fine to coarse sand with gravel (SM) Figure B Pit-1 4 6 Medium sand with occasional gravel (SP) Pit-1 8 4 Medium sand with gravel (SP) TP-9 2 5 Fine to medium sand with silt and gravel (SP-SM) -2 Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they were performed, and should not be interpretedas representative ofanyother samples obtained at othertimes, depths or locations, orgenerated byseparateoperations orprocesses. Thegrain sizeanalysis results were obtained in general accordance withASTM D 6913. 0482-051-03 Date Exported: 10/31/17 U.S. STANDARD SIEVE SIZE 3â€ 1.5â€ 3/4â€ 3/8â€ #4 #10 #20 #40 #60 #100 #200 100 90 80 70 60 PERCENT PASSING BY WEIGHT 50 40 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Sieve Analysis Results Arlington, WashingtonNorth County Project GRAIN SIZE IN MILLIMETERS GRAVEL SAND COBBLES SILT OR CLAY COARSE FINE COARSE MEDIUM FINE Depth Moisture Symbol Boring Number (feet) (%) Soil Description TP-12 Â½ 11 Silty fine to medium sand with occasional gravel (SM) Figure B TP-15 Â½ 7 Silty fine to medium sand with occasional gravel (SM) Medium sand with gravel (SP) TP-21 2 2 Medium to coarse sand with gravel (SP) TP-22 2 2 -3 Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they were performed, and should not be interpretedas representative ofanyother samples obtained at othertimes, depths or locations, orgenerated byseparateoperations orprocesses. Thegrain sizeanalysis results were obtained in general accordance withASTM D 6913. APPENDIX C Previous Groundwater Monitoring Data (GeoEngineers 2017) 19583-00 January 20, 2022 0 3.0 1 2 2.7 3 4 2.4 5 6 2.1 7 8 1.8 9 10 1.5 11 12 1.2 13 Daily Precipitation (inches) 14 0.9 15 Groundwater Depth Below Grounad Surface (feet)16 0.6 17 18 0.3 19 20 0.0 140.0 3.0 2.7 135.0 Precip B-3 Transducer B-4 Transducer B-7 Transducer B-8 Transducer B-9 Transducer B-10 Transducer B-11 Transducer B-3 Manual B-4 Manual B-7 Manual B-8 Manual B-9 Manual B-10 Manual B-11 Manual 2.4 130.0 2.1 125.0 1.8 120.0 1.5 1.2 115.0 Daily Precipitation (inches) 0.9 Groundwater Elevation (feet NAVD 88) 110.0 0.6 105.0 0.3 100.0 0.0 Precip B-3 Transducer B-4 Transducer B-7 Transducer B-8 Transducer B-9 Transducer B-10 Transducer B-11 Transducer B-3 Manual B-4 Manual B-7 Manual B-8 Manual B-9 Manual B-10 Manual B-11 Manual Groundwater Levels (2017) North County Project Notes: Arlington, Washington Date Exported: 1. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 10/31/17 GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. Figure 4 051-03 0482- 0 3.0 1 2 2.7 3 4 2.4 5 6 2.1 7 8 1.8 9 10 1.5 11 12 1.2 13 Daily Precipitation (inches) 14 0.9 15 Groundwater Depth Below Grounad Surface (feet)16 0.6 17 18 0.3 19 20 0.0 140.0 3.0 2.7 135.0 Precip B-3 Transducer B-4 Transducer B-7 Transducer B-8 Transducer B-9 Transducer B-10 Transducer B-11 Transducer B-3 Manual B-4 Manual B-7 Manual B-8 Manual B-9 Manual B-10 Manual B-11 Manual 2.4 130.0 2.1 125.0 1.8 120.0 1.5 1.2 115.0 Daily Precipitation (inches) 0.9 Groundwater Elevation (feet NAVD 88) 110.0 0.6 105.0 0.3 100.0 0.0 Precip B-3 Transducer B-4 Transducer B-7 Transducer B-8 Transducer B-9 Transducer B-10 Transducer B-11 Transducer B-3 Manual B-4 Manual B-7 Manual B-8 Manual B-9 Manual B-10 Manual B-11 Manual Groundwater Levels (2012 â€“ 2017) North County Project Notes: Arlington, Washington Date Exported: 1. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 10/31/17 GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. Figure 5 051-03 0482- APPENDIX D Previous Microtremor Array Measurements (OYO Corporation, Pacific 2017) 19583-00 January 20, 2022 REPORT ON THE MICROTREMORS ARRAY MEASUREMENTS AT ARLINGTON, WA OYO Corporation, Pacific 919 Pale San Vitores Rd., Tumon Guam 96913, U.S.A. Table of contents 1. Outline â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦...1 1.1 Investigation sites â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦.....1 1.2 Amount of measurements â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦..â€¦â€¦â€¦â€¦â€¦â€¦.....1 1.3 Array configuration â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦.....1 1.4 Date of data acquisition â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦..â€¦â€¦â€¦â€¦â€¦â€¦.....2 1.5 Person in charge â€¦â€¦â€¦â€¦â€¦â€¦â€¦..â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦..â€¦â€¦â€¦â€¦â€¦â€¦.....2 2. Methodology â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦...5 3. Instrumentation ..â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦...7 4. Data acquisition ..â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦...9 5. Analysis ..â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦...............11 5.1 Pre-processing ..â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦.11 5.2 Spatial autocorrelation â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦..â€¦â€¦â€¦â€¦â€¦â€¦...11 5.3 Initial model â€¦â€¦â€¦....â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦.13 5.4 Inversionâ€¦â€¦â€¦...â€¦....â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦.13 6. Investigation result ..â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦.16 6.1 Huddle test â€¦â€¦â€¦....â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦.16 6.2 Amplitude spectra â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦..â€¦â€¦â€¦â€¦â€¦â€¦.....17 6.3 Spatial autocorrelation ..â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦...18 6.4 Dispersion curve ..â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦..â€¦â€¦â€¦â€¦â€¦...18 6.5 Analysis results ..â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦..â€¦â€¦â€¦â€¦â€¦...28 1. Outline OYO Corporation, Pacific conducted microtremor array measurements at Arlington, WA. The purpose of the geophysical investigation is the estimation of S-wave velocity profiles down to a depth of 300 feet. This report summarizes the methodology, instrumentation, data acquisition, analysis and results. 1.1 Investigation sites Figures 1.1 shows the investigation site. 1.2 Amount of measurements Table 1.1 summarizes the number and the investigation depth of measurements. Table 1.1 Amount of measurements Measurements Number of arrays Investigation depth (feet) Microtremor array measurements 7 300 1.3 Array configuration Table 1.2 summarizes the size of arrays and Figure 1.2 shows the configuration of the arrays. Table 1.2 Size of arrays Array Investigation Array size Min. and Max. Number of Number of depth (feet) (feet) separation (feet) receivers separations A 300 300 43.3 to 300.0 10 9 B 300 300 43.3 to 300.0 10 9 C 300 300 43.3 to 300.0 10 9 D 300 300 43.3 to 300.0 10 9 E 300 300 43.3 to 300.0 10 9 F 300 300 43.3 to 300.0 10 9 G 300 300 43.3 to 300.0 10 9 Total - - - 70 - 1 1.4 Date of data acquisition Data acquisition was performed on the dates and times shown in Table 1.3. All data acquisition was conducted in the nighttime. Table 1.3 Date and time of data acquisition. Date of acquisition Time of acquisition Jul. 28, 2017 8:00 am to 4:00 pm 1.5 Person in charge Koichi Hayashi, Ph.D., Geophysicist khayashi@geometrics.com OYO Corporation 2190 Fortune Drive San Jose, CA, 95131 Tel : 408-954-0522 Fax : 408-954-0902 2 Investigation site 17910 59th Ave NE, Arlington, WA 98223 Figure 1.1 Site of investigation 3 Figure 1.2 Configuration of arrays. 4 2. Methodology A surface wave (Rayleigh wave) is an elastic wave propagating along the ground surface and its energy concentrates near the ground surface. Propagation velocity of the surface wave strongly depends on S-wave velocity of the ground. If subsurface S-wave velocity varies with depth, propagating velocity also varies with its frequency or its wavelength. This character is called dispersion. Sub-surface S-wave velocity structure can be estimated by analysis of dispersion of the surface waves. A surface wave method is a geophysical exploration in which sub-surface S-wave velocity structure is estimated from the dispersion character of the surface waves. Figure 2.1 shows a schematic diagram of the surface wave method. Figure 2.1 Schematic diagram of surface-wave method. Recently, the surface wave methods using active sources, such as a sledgehammer or a weight drop, have been applied to the delineation of shallow S-wave velocity structures. However, it is difficult to generate low-frequency surface waves using active sources. So delineating S-wave velocity structure deeper than a depth of 20 m (60 feet) is unreliable with active surface sources alone. In order to solve the problem, passive surface wave methods using microtremors have been developed. 5 The earthâ€™s surface is always vibrating weakly. These vibrations are called ambient noise or microtremors. The microtremors are generated by the various sources, such as winds, ocean waves at the seashore, traffic noises, heavy machinery factories and household appliances. Because the microtremors are generated by sources on the ground surface, the microtremors mainly consist of surface-waves, and the vertical motion of the microtremors can be considered as Rayleigh weaves. Therefore, it is reasonable that the dispersion curve of the vertical motion of the microtremors is the dispersion curve of Rayleigh waves and the sub-surface S-wave velocity structure can be estimated by analyzing dispersion character of the microtremors. Figure 2.2 shows a schematic diagram of the surface wave methods using microtremors. We will use the term â€œmicrotremor array measurementsâ€ to refer to the surface wave methods using microtremors or ambient noises. Figure 2.2 Schematic diagram of microtremor array measurements. 6 3. Instrumentation Ten seismographs (Atom) made by Geometrics and ten vertical component of geophones with 2 Hz of natural frequency made by Sunfull were used for data acquisition. The seismographs include a GPS clock so that all seismographs can be synchronized in any distance without cables. Figure 3.1 shows the Atom and geophone. Their main specifications are shown in Table 3.1. Figure 3.1 Seismograph Atom (right) and geophone (left) used in data acquisition. 7 Table 3.1 Specification of equipment Equipment Quantity Manufacturer Specification Geophone 10 Sunfull Natural frequency 2 Hz Component Vertical Seismograph 10 Geometrics Preamp gain 0db, 12db, 24db, (Atom) 36db Distortion < 0.0001 % Data storage 4GB Frequency response 0.2 â€“ 200Hz Dynamic range 124 dB (measured) A/D converter 24 bits Sampling time 0.25, 0.5, 1, 2, 4 msec Dimension 142Ã—140Ã—102 mm Weight Approx. 1.6 kg 8 4. Data acquisition Figure 4.1 and Table 4.1 show shape and size of array used in the measurements. At each array, ten pairs of seismograph and geophone were used and 11 ~ 31 minutes of the vertical component of microtremors were recorded with a 4 msec of sampling interval. Data acquisition for all measurements took several hours. Table 4.1 Shape and size of array used in the measurements. Array Array shape Array Sensor spacing Number of Data length size (feet) (feet) sensors (min.) A Equilateral triangle 300 43.3 to 300.0 10 27 B Equilateral triangle 300 43.3 to 300.0 10 31 C Equilateral triangle 300 43.3 to 300.0 10 11 D Equilateral triangle 300 43.3 to 300.0 10 30 E Equilateral triangle 300 43.3 to 300.0 10 31 F Equilateral triangle 300 43.3 to 300.0 10 31 G Equilateral triangle 300 43.3 to 300.0 10 31 Total - - - 70 192 9 Seismograph and geophone Array size (300 feet) Figure 4.1. Schematic diagram of array configurations for an equilateral triangle. array. 10 5. Analysis Recorded microtremor data was analyzed in terms of a Spatial Autocorrelation (SPAC) method. Data processing is summarized as follows and its flow is shown in Figure 5.1. 5.1 Pre-processing Recorded vertical component of microtremor data is divided into several time blocks that overlapped. Each block consists of 16384 samples for a total length of 65.536 seconds. An example of a microtremor data block is shown in Figure 5.2. Several blocks including non-stationary noises such as moving vehicles were rejected and not processed. ID Figure 5.2 Example of microtremor data. 5.2 Spatial autocorrelation A FFT is applied to each block to transform the time domain waveform data to the frequency domain. Coherence was first calculated for each block and then coherences of all blocks were averaged. The coherence (COH) is calculated by equation 5.1. CCï€¨ï¦,r,ï·ï€© COHï€¨ï¦,r,ï·ï€©ï€½ (5.1) ACï€¨x,y,ï·ï€©ACï€¨xï€«ï„x,yï€«ï„y,ï·ï€© 11 ï„xï€½rcosï¦ ï„y ï€½rsinï¦ Where, x and y is locations of seismographs, r is a distance between two seismographs, ï· is an angular frequency, CC and AC are a cross-correlation and an autocorrelation of microtremors recorded by two seismographs respectively. Ten to one hundred blocks are averaged for calculating the final coherences. If the coherences are averaged over many blocks or long time, it can be considered as the Spatial Autocorrelation (SPAC) and expressed by Bessel function as shown by equation 5.2. Figure 5.3 shows example of SPAC. ï¦ï€½2ï° ïƒ¦ ï· ïƒ¶ COHï€¨ï¦,r,ï·ï€©dï¦ ï€½ J ïƒ§ rïƒ· (5.2) ïƒ²ï¦ï€½0 0ïƒ§ïƒ¨cï€¨ ï€©ï· ïƒ·ïƒ¸ Where c(ï·) is phase velocity of microtremors, J0 is the first kind of Bessel function. Figure 5.3 Example of spatial autocorrelations. A phase velocity can be determined at each frequency so that the difference between both sides of equation 5.2 was minimized. This series of phase velocities defines a dispersion curve. Figure 5.4 shows an example of a dispersion curve. 12 2000 1800 1600 1400 1200 1000 -velocity (m/sec)800 600 Phase 400 200 0 0.1 1 10 Frequency (Hz) Figure 5.4 Example of a dispersion curve. 5.3 Initial model Initial models for inversions are created by a simple wavelength transformation (Xia et al., 1999) in which wavelength calculated from phase velocity and frequency is divided by three and plotted at depth. 5.4 Inversion A non-linear least squares method and/or a Genetic Algorithm is used for optimizing the model. The number of layers is fixed as 16 and only S-wave velocities are changed throughout the inversion. Density is automatically changed based on empirical relationships (Ludwig et al., 1970). P-wave velocity above ground water level is the double of S-wave velocity and beneath the ground water level is automatically changed based on empirical relationship (Kitsunezaki at al., 1999). Ground water level is set to a depth of 10 feet based on drilling information near the investigation site. Theoretical dispersion curves are calculated by a matrix method (Saito and Kabasawa, 1993). The iterative process changes the S-wave velocities until a good fit is obtained between the observed phase and calculated phase velocities. Figure 5.5 shows an example of an inverted S-wave velocity model. 13 S-wave velocity (m/sec) 0 100 200 300 400 500 600 700 800 900 1000 0 50 100 150 200 250 Depth (m)300 350 400 450 500 Figure 5.5 Example of inverted S-wave velocity model. Kitsunezaki. C. ,N. Goto, Y. Kobayashi., T. Ikawa, M. Horike, T. Saito, T. Kurota, K. Yamane, and K. Okuzumi, 1990. Estimation of P- and S- wave velocities in deep soil deposits for evaluating ground vibrations in earthquake. Sizen-saigai-kagaku. 9-3,1-17 (in Japanese). Ludwig, W. J., Nafe, J.E., and Drake, C.L., 1970. Seismic refraction, in the Sea vol. 4, part1. Wiley-interscience, 53-84. Saito, M. and Kabasawa, H., 1993. Computation of reflectivity and surface wave dispersion curves for layered media 2. Rayleigh wave calculations. Butsuri-tansa. 46, 283-298, (in Japanese). Xia, j., Miller, R. D. and Park, C. B., 1999. Estimation of near-surface shear-wave velocity by inversion of Rayleigh waves. Geophysics. 64, 691-700. 14 Recorded microtremors Divided block data Coherence Spatial autocorrelation Observed dispersion curve Wave length transformation Initial model Theoretical dispersion curve Update model Comparison of observed and theoretical dispersion curves Converged? No Yes Analysis result (1D S-wave velocity model) 15 Figure 5.1 Processing flow. 6. Investigation result 6.1 Huddle test In order to evaluate the minimum frequency that can be used for analysis, a test known a huddle test was conducted. All seismographs are placed at same place and simultaneous measurements are performed. The coherences between a pair of seismograph are then computed. Figure 6.1 shows the example of coherences calculated from microtremor data recorded in the huddle test. The coherence is larger than 0.9 in a frequency range between 1.5 and 50 Hz and it implies that phase velocities can be obtained in a frequency range between 1.5 and 50 Hz. Figure 6.1 Example of coherences between two seismographs. 16 6.2 Amplitude spectra Figure 6.2 shows the vertical component of amplitude spectra. The seismographs are geophones (velocity meter) with natural frequency of 2 Hz so that the amplitude of microtremors decreases in the frequency lower than 2 Hz. There is vague peak at 3~4 in the amplitude spectra. Figure 6.2 Example of amplitude spectra. 17 6.3 Spatial autocorrelation Figures 6.3 to 6.9 show the spatial autocorrelations (SPAC) of each array. Coherences look like Bessel function in all arrays. Coherences decrease in the frequency lower than 1.5 Hz and it indicates that the phase velocity can be determined down to a frequency of 1.5 Hz. There is a slight difference between coherences of the arrays E, F and other arrays. A frequency of short distance coherences at the arrays E and F is slightly higher than that of other arrays. For example, coherence with a distance of 43 feet is 0 at a frequency of 7 Hz at arrays E and F. On the contrary, it is 0 at a frequency of 8 Hz at other arrays. It indicates that the high frequency phase velocities of the arrays E and F are slightly lower than one of other arrays. 6.4 Dispersion curve Figures 6.10 to 6.16 show phase velocity images in frequency domain calculated from the SPAC. In the figure, difference of color indicates difference of error between observed coherences and theoretical Bessel functions shown in equation 5.2. Blue color indicates small error and red color indicates large error. Red dots show phase velocities that give minimum difference between both sides of equation 5.2. Dispersion curve is determined between frequency ranges of 1.5 to 30 Hz at all arrays. Like coherences mentioned before, there is a slight difference between phase velocity images of arrays E, F and other arrays. The phase velocities at the E- and F-arrays are slightly lower than one of other arrays at high frequency range. It indicates that the S-wave velocity at the E- and F-arrays is slightly lower than that of other arrays in shallow depth. Figure 6.17 shows the comparison of observed dispersion curves. In a frequency range between 1.5 to 4 Hz, phase velocities of F- and G-arrays are slightly higher than one of other arrays. In a frequency range between 15 to 30 Hz, the phase velocities of E- and F-arrays are slightly lower than one of other arrays. 18 Figure 6.3 Spatial autocorrelation (A-array). Figure 6.4 Spatial autocorrelation (B-array). 19 Figure 6.5 Spatial autocorrelation (C-array). Figure 6.6 Spatial autocorrelation (D-array). 20 Figure 6.7 Spatial autocorrelation (E-array). Figure 6.8 Spatial autocorrelation (F-array). 21 Figure 6.9 Spatial autocorrelation (G-array). Figure 6.10 Phase velocity image in frequency domain (A-array). 22 Figure 6.11 Phase velocity image in frequency domain (B-array). Figure 6.12 Phase velocity image in frequency domain (C-array). 23 Figure 6.13 Phase velocity image in frequency domain (D-array). Figure 6.14 Phase velocity image in frequency domain (E-array). 24 Figure 6.15 Phase velocity image in frequency domain (F-array). Figure 6.16 Phase velocity image in frequency domain (G-array). 25 Figure 6.17 Comparison of observed dispersion curves 26 6.5 Analysis results Figures 6.18 to 6.31 show comparisons of observed and theoretical dispersion curves and inverted velocity models respectively. In the inversion, observed phase velocities (shown as white circles with a red line in Figures 6.18, 20, 22, 24, 26, 28 and 30) were compared with averaged (effective) phase velocities taking account of higher modes (shown as yellow circles). We can see that observed ant theoretical phase velocities agree very well. Green circles on velocity models (Figures 6.19, 21, 23, 25, 27, 29 and 31) are wavelength divided by three used for constructing initial velocity modes and they imply approximate depth of investigation. Maximum depths of 1/3 wave length are about 300 feet at all arrays. It indicates that the data contains the information down to at least a depth of 300 feet. Figure 6.32 shows a comparison of analyzed S-wave velocity (Vs) models. Figure 6.33 shows the locations of borings at the site and microtremor arrays. Figure 6.34 shows a comparison of blow counts obtained by borings at the site and S-wave velocity models obtained by microtremor array measurements. Both blow counts and S-wave velocities rapidly increase with depth shallower than 10 feet and almost constant in a depth range between 10 and 90 feet. We can say that the S-wave velocity models obtained by the microtremor array measurements are generally consistent with the boring log. The results of investigation can be summarized as follows: ï¬ S-wave velocity (Vs) at the site is basically increasing with depth. ï¬ There is no big horizontal velocity change. ï¬ Vs models consist of three layers. ï¬ 1st layer exists shallower than 20 feet. Vs is rapidly increasing from 600 to 900 feet/sec. ï¬ 2nd layer exists at a depth range between 20 to 150 feet. Vs is 900 ~ 1050 feet/sec and almost constant. ï¬ 3rd layer exists at a depth greater than 150 feet. Vs increases from 1000 to 1700 feet/sec with a depth. ï¬ In shallow depth (< 20 feet), Vs at western side is slightly higher than eastern side. ï¬ In deep depth (> 200 feet), Vs is slightly increasing from west to east. ï¬ Vs models obtained by the microtremor array measurements are generally consistent with the boring log. 27 ï¬ Average Vs to a depth of 100 feet (AVS100feet) ranges from 887 ~ 924 feet/sec. ï¬ Site class is D at all arrays. Obtained S-wave velocities, average S-wave velocity to a depth of 100 feet (AVS 100 feet), and the Site Class are summarized in Table 6.1. 28 Velocity Amplitude Observed Average (effective) Fundamental 1st 2nd Figure 6.18 Comparison of observed and theoretical dispersion curves (A-array). 29 Figure 6.19 Analyzed S-wave velocity model (A-array). 30 Figure 6.20 Comparison of observed and theoretical dispersion curves (B-array). 31 Figure 6.21 Analyzed S-wave velocity model (B-array). 32 Figure 6.22 Comparison of observed and theoretical dispersion curves (C-array). 33 Figure 6.23 Analyzed S-wave velocity model (C-array). 34 Figure 6.24 Comparison of observed and theoretical dispersion curves (D-array). 35 Figure 6.25 Analyzed S-wave velocity model (D-array). 36 Figure 6.26 Comparison of observed and theoretical dispersion curves (E-array). 37 Figure 6.27 Analyzed S-wave velocity model (E-array). 38 Figure 6.28 Comparison of observed and theoretical dispersion curves (F-array). 39 Figure 6.29 Analyzed S-wave velocity model (F-array). 40 Figure 6.30 Comparison of observed and theoretical dispersion curves (G-array). 41 Figure 6.31 Analyzed S-wave velocity model (G-array). 42 Figure 6.32 Comparison of analyzed velocity model. 43 B-3 B-12 B-2 B-13 B-14 Figure 6.33 Location borings and microtremor arrays. 44 Figure 6.34 Comparison of blow counts obtained by a boring and S-wave velocity profiles obtained by microtremor array measurements. 45 Table 6.1 S-wave velocity, average S-wave velocity to a depth of 100 feet (AVS 100 feet), and the Site Class of the sites. Depth (feet) S-wave velocity (feet/sec) top bottom A-array B-array C-array D-array E-array F-array G-array 0.0 4.5 733.2 756.4 646.5 698.0 678.2 589.1 609.8 4.5 10.0 747.1 743.1 683.8 764.9 703.8 698.1 725.7 10.0 23.1 892.9 822.1 882.6 791.7 790.7 790.5 883.4 23.1 37.1 947.5 937.3 891.5 916.2 928.1 951.9 895.4 37.1 52.7 927.9 971.1 979.4 989.4 936.7 924.6 943.0 52.7 70.1 939.9 978.1 997.0 976.5 967.6 988.3 956.3 70.1 89.0 937.7 967.2 1031.5 1014.5 938.8 990.6 981.4 89.0 109.6 945.4 989.6 1003.6 1026.0 930.1 987.7 959.0 109.6 131.9 950.8 988.6 991.6 1041.5 950.8 1017.1 972.3 131.9 155.8 1010.8 993.8 1034.8 1044.3 1005.9 1039.7 1019.0 155.8 181.3 1065.4 1099.4 1083.5 1076.5 1127.9 1113.4 1128.8 181.3 208.5 1134.9 1206.6 1222.9 1162.8 1271.7 1176.9 1274.1 208.5 237.4 1256.1 1277.0 1338.5 1364.3 1324.5 1405.5 1412.7 237.4 267.9 1423.6 1424.7 1457.5 1427.0 1456.8 1548.6 1547.1 267.9 364.3 1585.1 1583.6 1597.8 1598.9 1687.7 1725.5 1712.6 364.3 - 1585.1 1608.7 1739.7 1724.6 1687.7 1751.5 1777.0 AVS 100 feet (feet/sec) 908.6 919.7 924.1 922.5 887.3 896.9 901.8 Site class D D D D D D D 46 APPENDIX E Site-Specific Site Response Analysis 19583-00 January 20, 2022 APPENDIX E Site-Specific Site Response Analysis This appendix presents the procedures used to develop our recommended site-specific design response spectrum for the proposed North County development located between 172nd Street NE and 180th Street NE, to the east of 59th Avenue NE in Arlington, Washington. This appendix was prepared by Luke Kevan, PE, and Joseph Harmon, PhD, PE. 1.0 Introduction This appendix includes documentation and results from our seismic site response analysis for the proposed North County development project. The location of the project is shown in Figure 1 of the main body of this report. Our scope of services for the seismic site response analysis included: ï® Development of a subsurface profile based on a geophysics survey and available soil information from Cone Penetration Tests (CPT), soil borings, and test pits, for use in site-specific ground response analyses; ï® Determination of a code-based response spectrum, assessment of source contributions to site- specific hazard, selection of a suite of ground motions to represent source contributions, and performing a probabilistic seismic hazard analysis (PSHA); ï® Ground response analyses using the selected suite of ground motions; ï® Development of the site-specific response spectrum based on the results of ground response analyses and code provisions from American Society of Civil Engineers (ASCE) 7-16; and ï® Producing this appendix. This appendix contains the following sections: ï® 1.0 Introduction; ï® 2.0 Site and Subsurface Conditions; ï® 3.0 Seismic Basis of Design; ï® 4.0 Site-Specific Response Analysis; and ï® 5.0 References. Figures and attached tables follow the report text. The geophysics survey documenting the site shear wave velocity performed by OYO Corporation, Pacific is provided in Appendix D of the main geotechnical report. 19583-00 January 20, 2022 North County Development Buildings | E-2 2.0 Site and Subsurface Conditions The project site is a rectangular parcel of approximately 25.6 acres in size. It is located in southern Arlington, Washington, just to the east of the southern tip of the airport. This site is bounded by 59th Avenue NE to the West, a railroad to the east, and industrially developed properties to the north and south. The site is relatively flat with ground surface elevations in the area of planned improvements varying between about an elevation of 131 feet (NAVD88) in the southwest corner and 135 feet towards the northwest corner. Our understanding of the subsurface is based on our review of the available geotechnical explorations at the site, our previous experience in the area, and published regional geologic maps. In the main body of this report, we reference two geotechnical engineering reports from GeoEngineers dated December 29, 2017, and February 6, 2019. In these reports, GeoEngineers documents several explorations across the site including 14 borings (B-1 through B-14), 6 cone penetration tests (CPT-1 through CPT-6), and 25 test pits (TP-1 through TP-25). Microtremor Array Measurements (MAM) were additionally conducted by OYO Corporation, Pacific to measure the shear wave velocity (VS) to a depth of 360 feet at the project site. The geophysical survey is in Appendix D of the main report. GeoEngineers also performed an additional set of CPT explorations in September 2020 (CPT-7 through CPT-17) across the site that were not included in either of these two historical reports. The soil conditions inferred from the borings include approximately 2 to 5 feet of silty sand overlying a 20- to 40-foot-thick upper crust of dense sand. The upper crust of dense sand is underlain by looser medium dense sand that extends to depths of 75 feet to 100 feet below the ground surface (bgs). The shear wave velocity data from the geophysical survey indicates that the on-site sandy soils observed in the soil borings generally have a VS less than 1,000 feet per second to depths of about 130 feet. From 130 feet bgs to 200 feet bgs, the VS is between 1,000 and 1,200 feet per second. The VS then increases to a maximum of about 1,750 feet per second at a depth of 360 feet bgs. The groundwater table in this seismic study was conservatively estimated to be approximately 5 feet bgs, based on the available explorations from previous studies. 3.0 Seismic Basis of Design 3.1 Standards and Codes It is our understanding that the current design limitations and requirements included in this appendix are as presented in the 2015 Washington State Building Code, which is the State of Washingtonâ€™s adoption of the 2015 International Building Code (IBC 2015), which refers to the American Society of Civil Engineers Minimum Design Loads for Buildings and Other Structures (ASCE 7-10). However, we understand that the State of Washington will be adopting the 2018 International Building Code (IBC 2018) in February of 2021, which refers to the American Society of Civil Engineers Minimum Design Loads for Buildings and Other Structures (ASCE 7-16). As such, the seismic design criteria used in this study generally follow the procedures given in ASCE 7-16. The geotechnical basis of the soil parameters 19583-00 January 20, 2022 North County Development Buildings | E-3 for this project is ASCE 7-16 or other widely accepted references used where the ASCE 7-16 does not provide specific recommendations. The basis of design for these codes is nominally a 2,475-year (2 percent probability of exceedance in 50 years) return period hazard, referred to as the maximum considered earthquake (MCE). This spectrum, when adjusted for risk and peak direction hazard becomes the risk-adjusted maximum considered earthquake (MCER). The code-based spectra used in this study are calculated using four input parameters: Site Class, SS, S1, and peak ground acceleration (PGA), which are discussed in the following sections. 3.2 Site Class and VS30 The time-averaged shear wave velocity was determined using the shear wave velocities measured by OYO Corporation, Pacific as reported in the previous GeoEngineers reports and using equation 20.4-1 of ASCE 7-16. The time-averaged shear wave velocity in the top 100 feet (30 meters) of the project site (VS30), as calculated from the measured shear wave velocity, is approximately 918 feet per second (280 meters per second), which is consistent with a Site Class D designation. Based on our review of the exploration and testing data, soils in the area of the project site are liquefiable. Therefore, the site is classified as Site Class F. We understand the proposed buildings will have fundamental periods of less than 0.5 second and, therefore, do not require a site response analysis or site-specific response spectrum following the procedures outlined in ASCE 7-16 Section 11.4.8 and Chapter 21. However, Section 11.4.8 of ASCE 7-16 also states that â€œIt shall be permitted to perform a site response analysis in accordance with Section 21.1 and/or a ground motion analysis in accordance with Section 21.2 to determine ground motions for any structure,â€ and at the request of Snohomish County PUD a site response analysis was conducted for these structures. 3.3 ASCE 7-16 Code-Based Spectral Parameters For a Site Class D location where a site response analysis is performed, ASCE 7-16 Section 21.3 specifies that a minimum design spectrum of 80 percent of the spectral response acceleration (Sa) as determined in accordance with Section 11.4.6 is imposed on the results of site-specific response analyses. Design- level response spectra are 2/3 of the MCER spectrum. Spectra presented in this appendix generally correspond to the MCER hazard level, unless otherwise noted. The parameters used for the minimum design spectrum (i.e., the Section 21.3 code-based response spectrum) for the project location are provided in Table E1. These are not recommended for use in design. The procedures and results of the site-specific ground response analysis, including the site response analysis for the project site, are discussed in the following sections and should be used for design. The extent and timing of liquefaction onset is not explicitly controlled in the ground response analyses conducted for this property, and the peak loads from an earthquake may occur before onset of liquefaction at some locations of the project site. This effect is considered in the recommendations for design surface spectra by evaluating both the surface response spectrum for the liquefied and non- 19583-00 January 20, 2022 North County Development Buildings | E-4 liquefied conditions at the site. Details about the site response analyses and the use of the site response analyses in the development of a design response spectrum for the project site are discussed in more detail below. Table E1 â€“ Code-Based Spectral Acceleration Response Parameters (Not recommended for use in design) Spectral Parameters Parameter ASCE 7-16a Site Class D PGA (g) 0.45 Ss (g) 1.05 S1 (g) 0.38 FPGA 1.15 Fa 1.08 F c v 1.93 Notes: a. Site is located at (Latitude 48.156099, Longitude -122.147440). b. These and additional seismic parameters were obtained from: https://earthquake.usgs.gov/ws/designmaps/asce7- 16.json?latitude=48.156099&longitude=-122.147440&riskCategory=III&siteClass=D&title=SNOPUD c. This value is taken from Table 11.4-2 of ASCE 7-16. 4.0 Site-Specific Response Analysis 4.1 Analysis Methodology We conducted a series of site response analyses for the project site to establish a design response spectrum for the proposed building. We followed the provisions in ASCE 7-16 Chapter 21 and the procedure generally involves the following: ï® Defining a target outcrop response spectrum for the seismic hazard at the site; ï® Selecting and scaling ground motions compatible with the target hazard response spectrum; ï® Defining dynamic soil properties and characterizing a representative soil profile for the project site; and ï® Evaluating analysis results to produce a design spectrum recommendation. Each of the steps in the development of the site response analysis are discussed in this appendix. Site response analyses for the project were performed on a one-dimensional (1D) soil column over an elastic half-space. The half-space allows the downward traveling waves to be partially transmitted through the half-space boundary to continue traveling downward. The analyses model the effects of 19583-00 January 20, 2022 North County Development Buildings | E-5 cyclic loading on soil stiffness and damping of the 1D soil profile and assumed boundary condition. Base ground motion time series are input as outcropping motions to the 1D soil column. The DEEPSOIL platform (Hashash et al. 2016) was used to perform the site response analyses. Total stress, effective stress, and equivalent linear site response analyses were conducted for this site. Total and effective stress analyses are nonlinear time domain analyses that model the soil behavior at each time step of an analysis. A â€œtotal stressâ€ site response analysis does not include the effects of excess porewater pressure generation (e.g., liquefaction) on the cyclic behavior of the soil. An â€œeffective stressâ€ analysis adds these excess porewater pressure generation effects to the soil models used in a total stress analysis. The effective stress parameters generally reduce soil stiffness in the model. An equivalent linear analysis is a classical simplified analysis that assumes a constant dynamic shear modulus during analysis to approximate nonlinear soil behavior. Due to the uncertainties and limitations associated with effective stress analyses and the lack of site- specific cyclic loading data to calibrate the onset of liquefaction at the site, the recommended spectrum presented later in this report was developed considering the total stress, effective stress, and equivalent linear results. 4.2 Structure Description From information provided by Snohomish County, the natural periods of the on-site structures are less than 0.45 second. The period range of interest for a structure per ASCE 7-16 is from 0.2T to 2.0T, where T is the period of the structure. The period range of interest is considered to be approximately 0 to 1.0 second for the analyses presented in this report. 4.3 Input Earthquake Ground Motions 4.3.1 Regional Seismic Hazard Western Washington sits at the contact between two large crustal tectonic plates. The Juan de Fuca Plate forms the floor of the Pacific Ocean off the coast of the northwestern United States and moves northeastward from its spreading ridge boundary with the Pacific Plate at an average rate of about 1.5 inches per year. As it converges with continental North America, the Juan de Fuca Plate dips below (or â€œsubductsâ€) beneath the North American Plate, forming a shallow, eastward-dipping contact interface. This boundary is known as the Cascadia Subduction Zone (CSZ) and is responsible for the seismicity in the western Washington region, producing earthquakes associated with three types of source zones: subduction interface, subduction intraslab, and crustal (Figure E1). Subduction Interface Sources. The displacement caused by the subduction of the Juan de Fuca Plate below the North American Plate does not generally manifest as slip between the two plates; rather, it is absorbed by compression of the North American Plate at the interface at relatively shallow depths. This compression, based on geologic and historical evidence, is released every 500 to 600 years, on average, in the form of magnitude-8 to -9 earthquakes, the last such event occurring in 1700. Characteristics of this type of earthquake may include very large ground accelerations, shaking durations in excess of 19583-00 January 20, 2022 North County Development Buildings | E-6 two minutes, and particularly strong long-period ground motions, which may affect tall and long-period structures. Subduction Intraslab Sources. A deeper zone of seismicity is associated with a steeper bending of the Juan de Fuca Plate and the breaking of the plate under its own weight below the Puget Sound region. This region, termed the Benioff Zone, produces intraslab earthquakes at depths of 40 to 70 kilometers. Such past events in western Washington include the 1949 Puget Sound, 1965 Olympia, and 2001 Nisqually Earthquakes. The 2001 Nisqually earthquake occurred approximately 40 miles from the project site. Deep intraslab earthquakes tend to be felt over larger areas than shallower crustal events, and generally lack significant aftershocks. Crustal Sources. Fault trenching and seismic records in the North Puget Sound area clearly indicate several shallow zones of crustal seismicity. The primary crustal faults of interest are unspecified gridded crustal sources near the project site. These sources are areas that have shown historic seismicity, however, there are not clear maps of the faults and folds associated with these sources. Also, the project is approximately 18 miles north of the Southern Whidbey Island Fault System (SWIF). The extent and characteristics of the SWIF are not well known, but recent LIDAR imaging, fault trenching, and geologic mapping have characterized the SWIF as an approximately 5- to 10-kilometer-wide zone of relatively steep, northeast-dipping faults, which can generate up to magnitude-7.4 events. The 19583-00 January 20, 2022 North County Development Buildings | E-7 northwest-trending SWIF extends about 100 kilometers from about 5 kilometers northwest of Redmond to the eastern extent of the Strait of Juan de Fuca. Everett Sedimentary Basin. Our site is located near the edge of the Everett Sedimentary Basin (Figure E2). Sedimentary basins are significant in that they can amplify ground motions. In our opinion, the project site does not need to be considered a â€œwithinâ€ basin location. We form this opinion based on the following: ï® The site is located on the edge of the Everett Basin where only about 1 to 2 kilometers of sediment appears to be present above crystalline bedrock, which is similar to non-basin areas. 19583-00 January 20, 2022 North County Development Buildings | E-8 ï® The Everett Basin is shallower than the Seattle Basin and, therefore, does not amplify ground motions as much as the Seattle Basin. ï® No codes or city guidance require consideration of the Everett Basin. ï® Amplification for the Seattle Basin will not be in national codes until ASCE 7-22 and IBC 2024. We are not aware of any plans to include the Everett Basin in national codes. 4.3.2 Site-Specific Response Spectra An outcrop MCER response spectrum was developed using a PSHA for a VS30 value of 1,600 feet per second (488 meters per second) corresponding to the half-space VS condition at the base of the soil profile. The outcrop MCER spectrum is used as the target spectrum for ground motion selection and scaling. The PSHA framework and results are presented in the following sections. 4.3.2.1 Hart Crowser PSHA Our site-specific PSHA was performed using the HAZ45 software. The seismic hazard model contains seismic source geometries and recurrence models developed based on the 2014 U.S. Geological Survey (USGS) National Seismic Hazard Model, as described in U.S. Geological Survey (USGS) Open-File report 2014-1091 (Petersen et al. 2014). The source file used for the analysis includes source models for known faults (such as the Seattle and Southern Whidbey Island Fault Zones), gridded crustal seismicity, and the Cascadia Subduction Zone. Our HAZ45 source model was validated against the USGS 2014 National Hazard Maps for grid points in the Pacific Northwest, including Seattle. The Hart Crowser PSHA logic tree contains ground motion models (GMMs) and weights, which generally follow the logic tree structure used in the 2014 USGS National Seismic Hazard Maps. The development of the GMM logic tree involved close investigation of the individual GMMs and weights used in the 2014 USGS National Seismic Hazard Maps to formulate an appropriate logic tree. The GMMs and weights used are presented in Tables E2 through E4. Table E2 â€“ GMMs and Relative Weights for Crustal Sources GMM Weights GMM Ground Motion Model (GMM) 2014 USGS Hart Crowser Abbreviation Logic Tree Logic Tree Abrahamson et al. NGA-West2 (2014) ASK14 0.22 0.25 Boore et al. NGA-West2 (2014) BSSA14 0.22 0.25 Campbell and Bozorgnia NGA-West2 (2014) CB14 0.22 0.25 Chiou and Youngs NGA-West2 (2014) CY14 0.22 0.25 Idriss NGA-West2 (2014) I14 0.12 - 19583-00 January 20, 2022 North County Development Buildings | E-9 Table E3 â€“ GMMs and Relative Weights for Subduction Intraslab Sources GMM Weights GMM Ground Motion Model (GMM) 2014 USGS Hart Crowser Abbreviation Logic Tree Logic Tree Atkinson and Boore (2003) Global Modela AB03_G 0.1667 0.1667 Atkinson and Boore (2003) Cascadia AB03_C 0.1667 0.1667 Modela,b Zhao et al. (2006)c Z06 0.3333 0.3333 BC Hydro (2018) BCHydro18 0.3333 0.3333 Notes: a. Atkinson and Boore (2003) model is only valid for spectral periods of up to 3.0 seconds. b. This Atkinson and Boore (2003) model includes erratum documented in Atkinson and Boore (2008). c. Zhao et al. (2006) model is only valid for periods of up to 5.0 seconds. Table E4 â€“ GMMs and Relative Weights for Subduction Interface Sources GMM Weights GMM Ground Motion Model (GMM) 2014 USGS Hart Crowser Abbreviation Logic Tree Logic Tree Atkinson and Boore (2003) Global Modela AB03_G 0.1a 0.112 Zhao et al. (2006)b Z06 0.3b 0.444 BC Hydro (2018)d BCHydro18 0.3 0.444 Atkinson and Macias (2009)c AM09 0.3 - Notes: a. Atkinson and Boore (2003) model is only valid for spectral periods of up to 3.0 seconds. b. Zhao et al. (2006) model is only valid for periods of up to 5.0 seconds. c. Atkinson and Macias (2009) model was not used in our PSHA d. The BC Hydro Subduction GMM has been updated in our analysis. The 2012 version was used in the 2014 hazard maps, and our PSHA used the 2018 version. The site-specific PSHA GMM logic tree incorporated the following modifications to the 2014 USGS logic tree: ï® Removed the Idriss NGA-West2 GMM. The Idriss GMM includes significantly fewer input parameters and is, in general, less sophisticated than the other NGA-West2 GMMs. USGS gave this GMM only a 12 percent weight compared to 22 percent to the other NGA-West2 equations. We omitted the Idriss model from our logic tree weighting scheme. ï® Updated BC Hydro Model. The BC Hydro Subduction GMM has been updated and we used the 2018 version. The BC Hydro 2012 model was used in the development of the USGS 2014 maps. Certain GMMs are only applicable for the period ranges for which they were developed. The Atkinson and Boore (2003) models and the Zhao et al. (2006) model were developed up to periods of 3 and 19583-00 January 20, 2022 North County Development Buildings | E-10 5 seconds, respectively. At longer periods, the weighting scheme was altered from that summarized in Tables E3 and E4 to exclude the inapplicable models, and to preserve the relative weights between the remaining GMMs. We understand this methodology is consistent with that used by USGS to develop their National Seismic Hazard Maps. 4.3.2.2 MCER Response Spectrum Modification for Targeted Risk The MCE hazard is risk-adjusted to achieve a 1 percent probability of collapse in 50 years. We calculated the risk coefficients using ASCE 7-16 Section 21.2.1.2, by using an iterative integration procedure that combines the probability of exceedance of a given spectral acceleration with a lognormal probability density function representing the probability of collapse for that particular spectral acceleration (also known as a fragility curve). The risk coefficients were calculated using a MATLAB script obtained from USGS and were determined using a lognormal standard deviation of 0.6. The resulting risk coefficients are about 5 percent lower than the coefficient values from the alternative approach in ASCE 7-16 Section 21.2.1.1, which uses a higher standard deviation of 0.8. The input to the MATLAB script consisted of seismic hazard curves at each period (i.e., annual exceedance frequency versus spectral acceleration), which were obtained from the PSHA. The primary outputs of the script are the MCER and 2 percent in 50-year uniform hazard response spectra. The risk coefficients, which the MATLAB script also computes, are simply the ratio of these two response spectra. These coefficients are listed in Table E5 (attached). 4.3.2.3 MCER Response Spectrum Modification for Maximum Component The results of the PSHA are geometric mean uniform hazard response spectra. The calculated spectral accelerations are orientation-independent, geometric mean horizontal components of the ground motions. However, the maximum spectral acceleration over all orientations (known as the maximum component or peak directional accelerations) is a more significant parameter for structural design (NEHRP 2009). In order to develop the maximum component spectrum, the geometric mean response spectrum obtained from the PSHA was adjusted by period-dependent factors that relate maximum component to geometric mean spectral accelerations. We used the scale factors from Shahi and Baker (2013) to develop the MCER. These factors are shown in Table E5 (attached). 4.3.3 Site-Specific Hazard Contributions The PSHA was computed for VS30 conditions of 1,600 feet per second (488 meters per second). The 1,600 feet per second VS30 condition was selected to be representative of a half-space condition below the project site and is the condition used for the selection of ground motions and calculation of site amplification. The 918 feet per second VS30 condition was used to evaluate the relative contribution of hazard from seismic sources to the total hazard at the project site. The deaggregated hazard of the period range of interest from 0.1 to 1.0 second was used to evaluate the mean percent contribution of the three seismic sources to the hazard at the site, as summarized in Table E6. 19583-00 January 20, 2022 North County Development Buildings | E-11 Table E6 â€“ Mean Seismic Hazard Contributions at 2,475-year Return Period Deaggregated Values Percent Number of Source Types Rrup Contribution Epsilon Mw Motions (kilometers) Subduction Interface 21 1.5 9.0 128.4 2 Subduction Intraslab 17 1.9 7.1 84.5 2 Shallow Crustal 62 1.4 6.6 19.0 4 Note: Deaggregated values of Epsilon, Mw and Rrup were averaged from the deaggregation results at 0.1, 0.6, 0.7, and 1.0 second. The MCER response spectra developed for the outcrop condition are shown on Figure E3. The MCER response spectrum for the outcrop is shown with the Site Class C code-based spectrum and the geometric mean MCE spectrum for comparison. 4.3.4 Ground Motion Selection For the 2,475-year return period, a suite of eight single-component ground motions that represent an equivalent outcropping condition was selected for input to the 1D site response analyses. The ground motions were selected based on the following criteria: ï® Spectral shape, with respect to the target uniform hazard spectrum (UHS); ï® Source mechanism (i.e., shallow crustal, subduction interface, and subduction intraslab); ï® Moment magnitude and source-to-site distance; and ï® Recording station geology. The PSHA deaggregation data were analyzed to obtain the percent contribution to each hazard level from subduction interface, subduction intraslab, and shallow crustal earthquake sources (Table E6). Potential candidate ground motions were selected based on identifying an initial scaling factor that minimized the mean-squared error between the ground motion response spectra and the target UHS in the period range of interest. The selected ground motions are described in Table E7 (attached) and their response spectra are shown in Figure E4. 4.4 Soil Properties 4.4.1 Representative Soil Profile A representative 1D soil profile for use in the site response analyses was developed using available site investigation information and regional geology. The soil conditions for the profile used for site response analyses were generalized for eight major layers above the half-space. These layers are associated with different soil types and shear wave velocity characteristics. The depth and thickness of the seven major layers for the profile are summarized in Table E8. 19583-00 January 20, 2022 North County Development Buildings | E-12 Table E8 â€“Soil Stratigraphy Considered for Profile in Site-specific Response Analyses Profile Depth VS Range Major Soil Type (feet) (feet per Generalized Soil Conditions USCS Symbol (Thickness) second) Surficial Silty Sand â€“ loose to medium dense silty 0 to 5 (5) 589 to 765 SM sand with varying amounts of gravel content. 5 to 10 (5) 683 to 893 SM, SP, SP-SM Upper Sand â€“ dense sand 10 to 30 (20) 791 to 952 30 to 155 (125) 892 to 1044 SM, SP, SP-SM Lower Sand â€“ medium dense sand 155 to 180 (25) 994 to 1129 180 to 210 (30) 1065 to 1413 Till â€“ very hard clay and very dense sand with CL, SW 210 to 240 (30) 1256 to 1549 varying amounts of cobbles and boulders. 240 to 270 (30) 1424 to 1726 Note: Till not encountered in any of the historical explorations, and the presence of till is determined based on the increase in shear wave velocity and available geologic maps (Minard, 1985). 4.4.2 Shear Wave Velocity The VS profile for the site response analyses is based on shear wave velocity measurement for the project site. A MAM survey was conducted by OYO Corporation, Pacific at the site. This VS profile was used for the site response analyses. The VS measurements are provided in Figure E5. 4.4.3 Total Stress Nonlinear Soil Properties The nonlinear shear modulus reduction (G/Gmax) and damping curves are assigned to the analysis profile based on soil type and in situ effective stress. Empirical correlations for soil G/Gmax modulus reduction and damping with shear strain are used to generate the total stress nonlinear soil behavior for model layers, which is then fit to a hyperbolic soil model. The selection of the soil model and correlations for the nonlinear soil curves are presented in the following sections. The nonlinear time domain site response analyses conducted in our investigation were either â€œtotal stressâ€ analyses or â€œeffective stressâ€ analyses. A total stress analysis does not consider the effects of porewater pressure generation from cyclic loading of the soil. An effective stress analysis includes these effects as additional model parameters to a total stress analysis. 4.4.3.1 Soil Models The General Quadratic/Hyperbolic (GQ/H) soil model (Groholski et al. 2016) with Modulus Reduction Factor (MRDF, Phillips and Hashash 2009) is selected for use. The GQ/H model is a strength-controlled soil model that uses an asymptote to bound model behavior such that the shear strength of the soil never exceeds the asymptote. GQ/H modeling parameters are fit to the small-strain region of the G/Gmax curve to capture the initial onset of nonlinearity with shear strain in the soil and the large-strain region of the curve is controlled by a specified soil strength. The MRDF is an additional component of the model fit which reduces the size of unload-reload hysteretic loops relative to Masing (1926) behavior. 19583-00 January 20, 2022 North County Development Buildings | E-13 The MRDF model parameters do not affect the soil backbone behavior of the GQ/H model and are fit to the hysteretic damping over all strain ranges. The GQ/H model also has a formulation which includes shear modulus degradation from excess porewater pressure generation, and the same model parameters in the total stress analyses are used in the effective stress analyses. 4.4.3.2 Small-Strain Damping The small strain damping, Dmin, can be estimated from laboratory curves as an intercept of the hysteric damping curve at 0 percent shear strain (as is the case with the Darendeli (2001) correlations used in this study), or from field recordings of ground motions at a site. Damping values measured in the laboratory are typically lower than those observed in the field, since the damping measured in a soil sample does not include wave scattering effects. These analyses use values of Dmin as estimated by the Darendeli (2001) correlations without adjustment. For this analysis, the estimation from laboratory curves is likely conservative as periods less than 1 second are typically most influenced by the small- strain damping. The computed Dmin of the soil profile ranges from 2.0 percent at the ground surface to 0.5 percent at depth. 4.4.3.3 Empirical G/Gmax and Damping curves The GQ/H model is fit to empirical correlations for G/Gmax and damping curves. Because the GQ/H model uses shear strength as an input parameter, empirical correlations which do not consider the implied shear strength of the G/Gmax curve (i.e., the shear stress-strain behavior resulting from the combination of VS and the empirical G/Gmax curve) are more readily usable. The empirical G/Gmax and damping correlations used in the development of the nonlinear soil curves are presented in Table E9. Table E9 â€“ Nonlinear Curve Soil Index Properties Depth Range Unit Weight Friction Angle (feet) Empirical Model (pcfa) (degrees) (Thickness) 0 to 5 (5) 125 38 5 to 10 (5) 125 38 10 to 30 (20) 130 40 30 to 155 (125) 125 34 Darendeli (2001) Sand 155 to 180 (25) 140 40 180 to 210 (30) 140 40 210 to 240 (30) 140 40 240 to 270 (30) 140 38 Note: a. pcf = pounds per cubic foot The material properties presented in Table E9, above, are generally consistent with the soil properties reported in Section 2 of this Appendix, the regional geology, and our experience in the project area. 19583-00 January 20, 2022 North County Development Buildings | E-14 The Darendeli (2001) correlations are mean stress dependent. The mean stress of the soil layers was computed from the at-rest lateral earth pressure, K0, by ð¾ð¾ = (1âˆ’sin(Ï•))OCRsin(Ï•) 0 where Ï• is the soil friction angle and OCR is the over-consolidation ratio. For all granular soil layers, the OCR was taken as unity, which collapses the above relationship to the commonly used Jaky (1948) relationship for K0. Excessive softening and base isolation effects can occur when modeling thin soil layers near surface under very low effective stresses with just a friction angle. To address this, a minimum strength of 150 psf was added to the thin soil layer at the ground surface. A summary of the resulting shear strength is shown in Figure E6, along with the implied shear strength computed from the VS, GQ/H curve fit and density of each soil layer for a 10 percent shear strain condition as DEEPSOIL curve fitting results. 4.4.4 Effective Stress Nonlinear Soil Properties Effective stress soil parameters are the model parameters that govern the rate of excess porewater pressure generation during an analysis and how much that excess porewater pressure reduces the stiffness of the soil through modulus degradation. The Matasovic and Vucetic (1995) model for sand and low-plasticity silt was selected for use with all soil layers where positive excess porewater pressures are expected. The model parameters, based on Matasovic (1993) porewater pressure generation, are typically determined by fitting model behavior to cyclic undrained lab test data. The selected effective stress model parameters are shown in Table E10. Table E10 â€“ Analysis Profile Effective Stress Parameters Matasovic and Vucetic (1993) parameters Depth Range Soil Type Reference v f p F s Î³ (%) SM, SP, SP-SM (Upper Vucetic and 5 to 270 feet 1 1a 1.05 b b 0.02 Sand; Lower Sand) Dobry (1989) Notes: a. In the original reference, 2 is used. b. Computed for each model soil layer with correlations listed in Carlton (2014). A material model based on literature values for similar soil was considered for the soil types encountered at the project site. As the soil across the site is fairly uniform, the effective stress porewater pressure parameters of the Heber Road Site Sand PB from Vucetic and Dobry (1989) were used as a basis for the determination of the parameters of the site. Values for F and s were determined using functions determined by Carlton (2014). The function for determining F is based on shear wave velocity and the function for determining s is based on fines content. The reference effective stress model parameters are shown in Table E10. The parameters v, p, F, and s are curve-fitting parameters, 19583-00 January 20, 2022 North County Development Buildings | E-15 and Î³ is a threshold shear strain below which porewater pressure generation does not occur in the model. 4.5 Surface Response Spectra The interpretation of analysis results and development of the recommended spectrum are detailed in the following sections. 4.5.1 Analysis Results 1D site response analyses were conducted on the representative soil profile described above. The selected input earthquake motions were applied to the base of the soil column and were propagated upward through the soil column. The response of the soil column is characterized by the spectral acceleration at the ground surface, which accounts for any amplification or de-amplification of the outcropping motions by the soil column. The site effect (i.e., amplification or de-amplification by the soil column) is usually represented by an amplification factor, defined as the spectral ratio between the surface and base response spectra. For the analyses conducted in this study, the linearly averaged amplification factor from all eight ground motions was computed and multiplied by the base response spectrum to generate a surface response. This surface spectrum is referred to as amplified outcrop response spectrum and is consistent with the procedures in ASCE 7-16 Chapter 21.1.3. The surface spectrum was then taken as the maximum value of the amplified outcrop response spectrum and the averaged surface spectrum of the DEEPSOIL outputs. These surface spectra for the equivalent liner, non- linear total stress, and non-linear effective stress analyses along with the average of the surface response spectra can be found in Figures E7 through E9. A comparison of the amplified outcrop response spectrum and the averaged surface spectrum of the DEEPSOIL outputs is presented in Figure E13. The total stress and effective stress analyses conducted for all periods show de-amplification effects at periods less than approximately 1 second at the ground surface and amplification at periods greater than approximately 1 second (Figures E10 through E12) except at periods between 0.3 and 0.4 second for the total stress analysis where some ground motions show amplification effects and others show de- amplification effects. The average amplification factor between these periods for the total stress analysis is about 1. The equivalent linear analysis showed de-amplification effects up to a period of about 0.6 second, and amplification effects after 0.6 second. The low surface responses at short periods are generally driven by the strain and resulting hysteretic damping that occurred in the loose to medium dense sand layers (Figures E14 through E16). In the effective stress analyses, larger strains were generated in the model as pore pressures were generated in the medium dense sand layers, resulting in further cyclic softening of the soil. 4.5.2 Recommended Response Spectra We developed the recommended design spectrum considering the results from the total and effective stress analyses, the equivalent linear analysis, and comparison to the code-based spectra. Both the non- 19583-00 January 20, 2022 North County Development Buildings | E-16 liquefied (total stress analysis) and liquefied (effective stress analysis) response spectra are shown with the code-based spectra for comparison, in Figure 3 in the main body of this report. The recommended surface response spectrum is also shown in Figure 3 of the main body of this report. The recommended spectrum accounts for the reduction from the site-specific analyses at short periods compared to the Site Class D spectrum and the site-specific amplification effects at some longer periods. The recommended surface spectrum satisfies the minimum bound requirement of ASCE 7-16 that the surface spectrum should not be lower than the 80 percent of the Class D code-based spectrum as modified by Chapter 21. The recommended design earthquake spectrum is computed as 2/3 of the MCER spectrum. Tabular values of the recommended spectra are provided in Table E11, as well as in Table 1 of the geotechnical report. Table E11 â€“ Recommended Surface Response Spectra Recommended Design Period Recommended MCER Earthquake Spectrum (seconds) Spectrum (2/3 MCER) 0.01 0.42 0.28 0.17 0.96 0.64 0.97 0.96 0.64 1.07 0.88 0.59 1.15 0.82 0.55 1.21 0.78 0.52 1.30 0.73 0.49 1.64 0.66 0.44 2.10 0.44 0.29 3 0.25 0.17 3.5 0.22 0.14 4 0.19 0.13 Notes: a. Recommended Design Spectrum SDS = 0.60 g, per Section 21.4 of ASCE 7-16 b. Recommended Design Spectrum SD1 = 0.72 g, per Section 21.4 of ASCE 7-16 19583-00 January 20, 2022 North County Development Buildings | E-17 5.0 References ASCE 7-16 2017. American Society of Civil Engineers. Minimum Design Loads and Associated Criteria for Buildings and Other Structures. American Society of Civil Engineers. Abrahamson, N.A., N. Kuehn, Z Gulerce, N. Gregor, Y. Bozorgnia, G. Parker, J. Stewart, B. Chiou, I. M. Idriss, K. Campbell, R. Youngs 2018. Update of the BC Hydro Subduction Ground-Motion Model using the NGA- Subduction Dataset; Pacific Earthquake Engineering Research Center Report 2018/02. Abrahamson, N.A., Silva, W.J., and R. Kamai 2014. Summary of the ASK14 ground-motion relation for active crustal regions; Earthquake Spectra, Vol. 30, No. 3, August 2014. Atkinson, G.M., and D.M. Boore 2003. Empirical ground-motion relations for the subduction-zone earthquakes and their applicability to Cascadia and other regions; Bulletin of the Seismological Society of America, v. 93, p. 1,703-1,729. Atkinson, G. M., and D. M. Boore 2008. Erratum: Empirical ground-motion relations for subduction zone earthquakes and their application to Cascadia and other regions, Bull. Seism. Soc. Am. 98, 2567-2569. Boore, D.M, Stewart, J.P., Seyhan, Emel, and G.A. Atkinson 2014. NGA-West2 equations for predicting PGA, PGV, and 5% damped PSA for shallow crustal earthquakes. Earthquake Spectra Vol. 30, No. 3, August 2014. Boore, David. M. Jonathan P. Stewart, Emel Seyhan, Gail M. Atkinson 2013. â€œNGA-West2 Equations for Predicting Response Spectral Accelerations for Shallow Crustal earthquakes.â€ Pacific Earthquake Engineering Center 2013/05. May 2013. Brocher, Thomas M., Parsons, T., Blakely, R.J., Christensen, N.I., Fisher, M. A., Wells, R.E, and the SHIPS Working Group 2001. â€œUpper Crustal Structure in Puget Lowland, Washington: Results from the 1998 Seismic Hazards Investigation in Puget Sound.â€ Journal of Geophysical Research, Volume 106, NO. B7, Pages 13, 541-13, 564, July 10, 2001. Campbell, K.W. and Y. Bozorgnia 2014. NGA-West2 Ground motion model for the average horizontal components of PGA, PGV, and 5% damped linear acceleration response spectra; Earthquake Spectra, Vol. 30, No. 3, August 2014. Carlton, B. 2014. â€œAn Improved Description of the Seismic Response of Sites with High Plasticity Soils, Organic Clays, and Deep Soft Soil Deposits.â€ PhD Thesis. University of California, Berkeley. Chiou, B.S.J. and R.R. Youngs 2014. Update of the Chiou and Youngs NGA model for the average horizontal component of peak ground motion and response spectra; Earthquake Spectra, Vol. 30, No. 3, August 2014. Consortium of Organizations for Strong Motion Observation Systems (COSMOS) 2017. Strong Motion Virtual Data Center available: http://www.strongmotioncenter.org. 19583-00 January 20, 2022 North County Development Buildings | E-18 Darendeli, M. B. 2001. Development of a New Family of Normalized Modulus Reduction and Material Damping Curves, Department of Civil, Architectural and Environmental Engineering, The University of Texas, Austin, Texas. GeoEngineers 2017. Geotechnical Engineering Services â€“ North County Project, Arlington, Washington. December 29, 2017. File No. 0482-051-03. Groholski, D., Hashash, Y., Kim, B., Musgrove, M., Harmon, J., and Stewart, J. 2016. "Simplified Model for Small-Strain Nonlinearity and Strength in 1D Seismic Site Response Analysis." J. Geotech. Geoenviron. Eng., 10.1061/(ASCE)GT.1943-5606.0001496, 04016042. Hashash, Y.M.A., Musgrove, M.I., Harmon, J.A., Groholski, D.R., Phillips, C.A., and Park, D. 2016 â€œDEEPSOIL 6.1, User Manualâ€. Urbana, IL, Board of Trustees of University of Illinois at Urbana- Champaign. Idriss, I.M. 2014. An NGA-West2 empirical model for estimating the horizontal spectral values generated by shallow crustal earthquakes; Earthquake Spectra, Vol. 30, No. 3, August 2014. Jaky, J. 1948. "Pressure in silos." ICSMFE, London 1: 103-107. Masing G. Eignespannungen und verfestigung beim messing. In: Second International Congress on Applied Mechanics, Zurich, Switzerland, 1926, pp. 332â€“335. Matasovic, N. and Vucetic, M. 1995. Generalized Cyclic Degradation-Pore Pressure Generation Model for Clays. Journal of Geotechnical Engineering, ASCE, Vol. 121, No. 1, pp. 33-42. Matasovic, Neven, and M. Vucetic 1993. "Cyclic Characterization of Liquefiable Sands," ASCE Journal of Geotechnical and Geoenvironmental Engineering, Vol. 119, No. 11, pp 1805-1822. Minard, J.P., 1985, Geologic map of the Arlington Wes 7.5 minute quadrangle, Snohomish County, Washington: U.S. Geological survey, Miscellaneous Field Studies Map MF-1740, Scale 1:24,000. NOAA (2017). Earthquake Strong Motion Data Catalog. https://www.ngdc.noaa.gov/hazard/smcat.shtml. PEER (2015). NGA-West2 Database â€“ Shallow Crustal Earthquakes in Active Tectonic Regimes. Pacific Earthquake Engineering Research Center. http://ngawest2.berkeley.edu/. Petersen et al. 2014. Documentation for the 2014 Update of the United States National Seismic Hazard Maps. Open-File Report 2014-1091. Phillips, C. and Y. M. A. Hashash 2009. "Damping formulation for non-linear 1D site response analyses." Soil Dynamics and Earthquake Engineering, 29(7): Pages 1143-1158. Vucetic, M and R. Dobry 1989. Cyclic Triaxial Strain Controlled Testing of Liquefiable Sands. Advanced Triaxial Testing of Soil and Rock, ASTM STP 977, pp. 475-485. 19583-00 January 20, 2022 North County Development Buildings | E-19 Zhao, J.X., et al. 2006. Attenuation relations of strong motion in Japan using site classification based on predominant period; Bulletin of the Seismological Society of America, v. 96, p. 898-913. Attached Tables and Figures: Table E5: Development of Outcrop MCER spectrum Table E7: Characteristics of Selected Ground Motions for Site Response Analysis Figure E3: SNOPUD Rock Outcrop Spectra Figure E4: Response Spectra of Scaled Outcrop Input Ground Motions of MCER Hazard Figure E5: Shear Wave Velocity Profile for Site Response Analysis Figure E6: Assumed Shear Strength Profile Figure E7: DEEPSOIL Total Stress Surface Response Figure E8: DEEPSOIL Equivalent Linear Surface Response Figure E9: DEEPSOIL Effective Stress Surface Response Figure E10: Amplification Factors â€“ Total Stress Analysis Figure E11: Amplification Factors â€“ Equivalent Linear Analysis Figure E12: Amplification Factors â€“ Effective Stress Analysis Figure E13: Rock Outcrop, Amplified and Computed Spectra Figure E14: Maximum Shear Strain â€“ Total Stress Analysis Figure E15: Maximum Shear Strain â€“ Equivalent Linear Analysis Figure E16: Maximum Shear Strain and Porewater Pressure â€“ Effective Stress Analysis \\haleyaldrich.com\share\sea_projects\Notebooks\1958300_SNOPUD_On-Call_Geotech_CW2242093\Deliverables\Reports\Final Geotechnical Report - North County\Attachments\Appendix E\2022_0120_Appendix E Site Response Analysis.docx 19583-00 January 20, 2022 Table E5 - Development of Rock Outcrop MCER Response Spectrum Hart Crowser PSHA Site- Maximum Specific (Vs30 = 1,600 ft/s) Risk Coefficients ASCE 7-16 Code-Based HAZ45.2 Site Class C Period Component Factor Calculated MCER 2,475-year Response (ASCE 7-16 MCER Response (Vs30 = 1,600 ft/s) Rock (s) 1 2 (Shahi and Baker Response Spectrum (g) 3 Spectrum (g) Method 2) Spectrum Site Class C (g) Outcrop Spectrum 2013) (Geometric Mean) 0.01 0.559 0.927 1.19 0.616 0.590 0.616 0.1 1.172 0.925 1.19 1.290 1.263 1.290 0.2 1.388 0.927 1.21 1.557 1.263 1.557 0.3 1.225 0.922 1.22 1.378 1.263 1.378 0.4 1.033 0.918 1.23 1.166 1.263 1.166 0.5 0.879 0.914 1.23 0.989 1.126 0.989 0.6 0.751 0.914 1.23 0.846 0.938 0.846 0.7 0.665 0.910 1.24 0.750 0.804 0.750 0.8 0.596 0.907 1.24 0.670 0.704 0.670 0.9 0.534 0.907 1.24 0.600 0.626 0.600 1 0.486 0.904 1.24 0.545 0.563 0.545 1.5 0.320 0.900 1.24 0.357 0.375 0.357 2 0.232 0.897 1.24 0.258 0.282 0.258 3 0.137 0.892 1.25 0.152 0.188 0.152 4 0.091 0.889 1.26 0.101 0.141 0.113 5 0.062 0.888 1.26 0.069 0.113 0.090 6 0.047 0.889 1.27 0.053 0.094 0.075 7 0.036 0.891 1.28 0.042 0.069 0.055 8 0.030 0.892 1.28 0.034 0.053 0.042 9 0.025 0.889 1.29 0.029 0.042 0.033 10 0.021 0.892 1.29 0.024 0.034 0.027 1. Highlighted Values were obtained from Hart Crowser's PSHA. 2. Risk coefficients based on the site class B/C boundary were obtained at each period using a Matlab routine provided to us by USGS. 3. The calculated MCER is the product of the Hart Crowser PSHA site-specific response spectrum, risk coefficients, and maximum component factors. Table E7 â€“ Characteristics of Selected Ground Motions for Site Response Analysis Distances (km) Max. HC V Scale Earthquake Recording Station Magnitude Fault S30 Useable Fault Mechanism Component Name Record ID Epicentral Hypocentral (m/s) a,b,c Factor Rupture Period (s) Shallow - Crustal RSN739_LOMAP_AN 1 1989 Loma Prieta, California Anderson Dam (Downstream) 6.9 20.3 26.6 31.8 489 10 2.64 Reverse Oblique D250 Coyote Lake Dam - Southwest Shallow - Crustal RSN755LOMAP_CYC 2 1989 Loma Prieta, California 6.9 20.3 30.8 35.4 561 6 3.89 Abutment Reverse Oblique 195 RSN4031_SANSIME 3 2003 San Simeon, CA Templeton - 1-story Hospital 6.5 6.2 36.6 37.6 411 11 Shallow - Crustal Reverse 1.56 O_36695090 RSN133FRIULI.B_B- 4 1976 Friuli (aftershock 13), Italy San Rocco 5.9 - 16.9 27.0 650 27 Shallow - Crustal Reverse 3.10 SRO000 5 2001 El Salvador OBS 7.6 - - 109 - - Subduction - Intraslab OBS_090 1.77 6 2001 Olympia, Washington OLY49 6.9 - - 74.7 - - Subduction - Intraslab OLY49_086 2.85 7 2011 Tohoku, Japan TCG001 9.0 91.9 277.0 254.0 486 66.6 Subduction - Interface TCG001_EW 1.73 9 2010 Offshore Bio-Bio, Chile ME 8.8 - 362.0 - - - Subduction - Interface ME_EW 3.87 Notes: Interface records were downloaded as either corrected or uncorrected accelerograms. Uncorrected accelerograms were baseline-corrected and filtered using a high-pass Butterworth filter with a lower bound frequency of 0.02 Hz. Crustal records were downloaded as corrected accelerograms from the NGA-West2 database. 2 ASCE 7-16 Code-Based MCER Response Spectrum Site Class C 1.8 HAZ45.2 Site Class C (Vs30 = 1,600 ft/s) PSHA Spectrum (Geometric Mean) HAZ45.2 Site Class C (Vs30 = 1,600 ft/s) Rock Outcrop 1.6 Spectrum 1.4 1.2 1 Spectral Acceleration (g)0.8 0.6 0.4 0.2 0 0 1 2 3 Period (s) North County Development Arlington, Washington Rock Outcrop Spectra 19583-00 12/2020 Figure E3 LIK 12/31/2020 \\seafs\Projects\Notebooks\1958300_SNOPUD_On-Call_Geotech_CW2242093\Analysis and Calcs\Calc_4 Ground Motion Selection\Method 2 Development of MCER -SNOPUD_v2.xlsx 2.5 2 1.5 1 5% Damped Spectral Acceleration (g) 0.5 0 0.01 0.1 1 Period (s) TCG001_EW, SF =1.73 ME_EW, SF = 3.87 OBS_090, SF = 1.77 OLY49_086, SF = 2.85 RSN4031_SANSIMEO_36695090, SF = 1.56 RSN133FRIULI.B_B-SRO000, SF = 3.10 RSN739_LOMAP_AND250, SF = 2.64 RSN755LOMAP_CYC195, SF = 3.89 HAZ45.2 Site Class C (Vs30-1,600 ft/s) Rock Outcrop Spectra Average of Scaled Spectra Note: North County Development Arlington, Washington SF = Scale Factor Response Spectra of Scaled Outcrop Input Ground Motions for MCER Hazard 19583-00 20-Dec Figure E4 Shear Wave Velocity, Vs (ft/s) 0 500 1000 1500 2000 0 50 100 150 Depth (feet)200 250 \Analysis and Calcs 300 Call Geotech CW2242093- 350 A-array B-array \1958300 SNOPUD On C-array D-array \Notebooks E-array F-array \Projects seafs G-array Time-Averaged Shear Wave Velocity \\ LIK 12/08/20 Note: The assumed outcrop condition for site North County Development response analyiss is at 270 Feet in depth with Arlington, Washington a shear wave velocity of 1,600 feet/second. Shear Wave Velocity Profile for Site Response Analysis 19583-00 20-Dec Figure E5 Shear Strength (psf) 0 2000 4000 6000 8000 10000 12000 14000 16000 0 Assumed Shear Strength Deepsoil Curve Fit 50 100 Depth (ft) 150 \Analysis and Calcs 200 Call Geotech CW2242093- 250 \1958300 SNOPUD On \Notebooks \Projects seafs \\ LIK 12/08/20 North County Development Arlington, Washington Assumed Shear Strength Profile 19583-00 20-Dec Figure E6 1.6 1.4 1.2 1 0.8 0.6 5% Damped Spectral Acceleration (g) 0.4 0.2 \Analysis and Calcs 2242093 0 0 0.5 1 1.5 2 2.5 3 3.5 4 Call Geotech CW- Period (s) ME_EW OBS_090 SNOPUD On OLY49_086 RSN133_Friuli.B_B-SRO000 \1958300 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 \Notebooks \Projects RSN4031_SANSIMEO_36695090 TCG001_EW seafs \\ /20 DEEPSOIL Total Stress Surface Response Average /08 12 LIK North County Development Notes: Arlington, Washington Surface response presented are those computed in DEEPSOIL DEEPSOIL Total Stress Surface Response Average 19583-00 20-Dec Figure E7 2 1.8 1.6 1.4 1.2 1 0.8 0.6 % Damped Spectral Acceleration (g) 5 0.4 \Analysis and Calcs0.2 2242093 0 0 0.5 1 1.5 2 2.5 3 3.5 4 Call Geotech CW- Period (s) ME_EW OBS_090 SNOPUD On OLY49_086 RSN133_Friuli.B_B-SRO000 \1958300 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 \Notebooks RSN4031_SANSIMEO_36695090 TCG001_EW \Projects seafs \\ DEEPSOIL Equivalent Linear Average Surface Resposne /20 /08 12 LIK North County Development Notes: Arlington, Washington Surface response presented are those computed in DEEPSOIL DEEPSOIL Equivalent Linear Surface Response 19583-00 20-Dec Figure E8 1.4 1.2 1 0.8 0.6 0.4 5% Damped Spectral Acceleration (g) 0.2 \Analysis and Calcs 0 0 0.5 1 1.5 2 2.5 3 3.5 4 Call Geotech CW2242093- Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 \1958300 SNOPUD On RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 \Notebooks \Projects RSN4031_SANSIMEO_36695090 TCG001_EW seafs \\ DEEPSOIL Effective Stress Surface Response Average LIK 12/08/20 North County Development Notes: Arlington, Washington Surface response presented are those computed in DEEPSOIL DEEPSOIL Effective Stress Surface Response 19583-00 20-Dec Figure E9 10 1 Amplificaiton Ratio \Analysis and Calcs 0.1 0.01 0.1 1 Call Geotech CW2242093- Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 \1958300 SNOPUD On RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 \Notebooks \Projects RSN4031_SANSIMEO_36695090 TCG001_EW seafs \\ Average Amplification Ratio - Total Stress Analysis LIK 12/08/20 North County Development Notes: Arlington, Washington Amplification ratios determined as the ratio of the scaled input ground motions and the surface Amplification Ratio - Total Stress Analysis reponse ground motions computed in DEEPSOIL. 19583-00 20-Dec Figure E10 10 1 Amplifcation Ratio \Analysis and Calcs 0.1 0.01 0.1 1 Call Geotech CW2242093- Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 \1958300 SNOPUD On RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 \Notebooks \Projects RSN4031_SANSIMEO_36695090 TCG001_EW seafs \\ Average Amplification Ratio - Equivalent Linear Analysis LIK 12/08/20 North County Development Notes: Arlington, Washington Amplification ratios determined as the ratio of the scaled input ground motions and the surface Amplification Ratio - Equivalent Linear Analysis reponse ground motions computed in DEEPSOIL. 19583-00 20-Dec Figure E11 10 1 5% Damped Spectral Acceleration (g) \Analysis and Calcs 2242093 0.1 0.01 0.1 1 Call Geotech CW- Period (s) ME_EW OBS_090 SNOPUD On OLY49_086 RSN133_Friuli.B_B-SRO000 \1958300 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 \Notebooks \Projects RSN4031_SANSIMEO_36695090 TCG001_EW seafs \\ /20 Average Amplification Ratio - Effective Stress Analysis /08 12 LIK North County Development Arlington, Washington Notes: Amplification ratios determined as the ratio of the scaled input ground motions and the surface Amplification Ratio - Effective Stress Analysis reponse ground motions computed in DEEPSOIL. 19583-00 20-Dec Figure E12 1.8 1.6 1.4 1.2 1 0.8 0.6 5% Damped Spectral Acceleration (g) 0.4 \Analysis and Calcs0.2 0 0 0.5 1 1.5 2 2.5 3 3.5 4 Call Geotech CW2242093- Period (s) MCER PSHA Rock Outcrop Spectrum for Vs30 = 1,600 ft/s Amplified Surface Response - Total Stress Analysis \1958300 SNOPUD OnAmplified Surface Response - Equivalent Linear Analysis Amplified Surface Response - Effective Stress Analysis \Notebooks DEEPSOIL Total Stress Surface Response Average DEEPSOIL Equivalent Linear Average Surface Resposne \Projects seafs \\ DEEPSOIL Effective Stress Surface Response Average LIK 12/08/20 North County Development Arlington, Washington Notes: Amplified surface response spectra computed by MCER PSHA Rock Outcrop Spectra, Amplified multiplying the DEEPSOIL amplification ratio by the Surface Response Spectra, and DEEPSOIL Computed MCER PSHA Rock Outcrop Spectrum for Vs30 = Surface Response Spectra 1,600 feet/second. 19583-00 20-Dec Figure E13 Maximum Shear Strain (%) 0.01 0.10 1.00 0 ME_EW OBS_090 OLY49_086 50 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 100 RSN4031_SANSIMEO_36695090 TCG001_EW Average Max Strain - Total Stress Analysis 150 Depth (ft) \Analysis and Calcs 200 Call Geotech CW2242093- \1958300 SNOPUD On250 \Notebooks \Projects seafs \\ 300 LIK 12/08/20 North County Development Arlington, Washington Maximum Shear Strain - Total Stress Analysis 19583-00 20-Dec Figure E14 Maximum Shear Strain (%) 0.01 0.10 1.00 0 ME_EW OBS_090 OLY49_086 50 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 100 RSN4031_SANSIMEO_36695090 TCG001_EW Average Max Strain - Equivalent Linear Analysis 150 Depth (ft) \Analysis and Calcs 2242093 200 Call Geotech CW- SNOPUD On \1958300 250 \Notebooks \Projects seafs \\ /20 /08 300 12 LIK North County Development Arlington, Washington Maximum Shear Strain - Equivalent Linear Analysis 19583-00 20-Dec Figure E15 Maximum Shear Strain (%) Maximum Porewater Pressure Ratio 0.01 0.10 1.00 10.00 100.00 0.00 0.50 1.00 0 0 50 50 100 100 150 150 Depth (ft) Depth (ft) 200 200 \Analysis and Calcs 2242093 Call Geotech CW- 250 250 SNOPUD On \1958300 300 300 \Notebooks \Projects ME_EW seafs \\ OBS_090 /20 /08 12 OLY49_086 LIK RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 North County Development Arlington, Washington RSN755_LOMAP_CYC195 Maximum Shear Strain and Porewater Pressure - RSN4031_SANSIMEO_36695090 Effective Stress Analysis TCG001_EW 19583-00 20-Dec Average Max Strain - Effective Stress Analysis Figure E16 Lighting, Motor and Electrical Requirements List, pg 1 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems, motors and electrical system requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com Project: Snohomish County PUD North County Community Office, Heated Parking - 2018 WSEC 17601 59th Ave NE Arlington, WA 98223 Date: 2022-03-01 Applies Code Section Component Compliance Information Required In Permit Location in Building Department Documentation Documents Notes LIGHTING SCOPE NA C103.1 Construction For a shell & core or tenant space (first build- documents - General out) project, indicate if there is no lighting scope included in the project. NA C103.1 Construction For an alteration project, indicate if there is documents - General no lighting scope included in the project. LIGHTING CONTROLS YES C405.2 Lighting controls, For all lighting fixtures, indicate lighting E5.01 general control method on plans for spaces and lighting zone(s) served, or exception taken NA C405.2, Luminaire level Indicate on plans all fixtures provided with Option 2 lighting controls LLLC in lieu of C405.2 lighting controls; (LLLC) provide description of control capabilities and performance parameters NA C405.2.5, Lighting in dwelling Indicate method of automatic control of all Item 3 units (dormitory, installed luminaires in dwelling units in C405.2.1.1 hotel and all other buildings other than multifamily (occupancy C405.2.3.1 than multifamily) or light reduction controls) NA C405.2.5, Lighting in sleeping Indicate method of automatic off control of Item 2 units all installed luminaires in sleeping units (vacancy or key card control); also refer to Receptacles YES C405.2.3 Manual controls Indicate on plans the method of manual E5.01 C405.2.3.1 lighting control, location of manual control C405.2.5 device and the area or specific application it serves YES C405.2.3.1 Manual interior light Indicate on plans which method of manual E5.01 C405.2.1.1 reduction controls 50% lighting load reduction is provided, or C405.2.4 indicate applicable exception YES C405.2.1 Method of automatic Indicate on plans the method of automatic E5.01 C405.2.2.1 shut-off control shut-off control during unoccupied periods C405.2.1, (occupancy sensor, time switch or digital Exception 3 timer switch) for all lighting zones YES C405.2.1 Occupant sensor Indicate on plans all luminaires that are E5.01 controls controlled by occupant sensor controls; indicate controls are configured to turn luminaires 100% off when the space is unoccupied YES C405.2.1 Occupant sensor Indicate if occupant sensor controls are E5.01 C405.2.1.1 controls configured to be manual on or automatic on to not more than 50% power; indicate spaces eligible for exception that allows automatic on to 100% power Page 1/10 Lighting, Motor and Electrical Requirements List, pg 2 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems, motors and electrical system requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com NA C405.2.1.2 Occupant sensor Indicate each aisleway and corridor within a controls - warehouses warehouse space are designated as separate spaces zones that are independently controlled NA Indicate occupant sensors are configured to automatically reduce lighting power by 50% when the zone is unoccupied and 100% off after the zone is unoccupied for over 20 minutes; indicate controls are configured to automatically restore lighting to full power when the zone or space is occupied NA C405.2.1.3 Occupant sensor For open plan office areas larger than 300 sf, controls - open plan indicate general lighting is provided with office areas vacancy controls that reduce lighting power by not less than 80% and are configured to turn luminaires 100% off when the space is unoccupied; indicate that no individual control zone area exceeds 600 sf NA C405.2.1.4 Occupant sensor Indicate parking garage general lighting is controls - parking provided with vacancy controls that reduce garages lighting power by not less than 30% and are configured to turn luminaires 100% off when no vehicles or pedestrians are present, unless eligible for an exception; indicate that no individual control zone area exceeds 3,600 sf NA C405.2.1.5 Occupant sensor Indicate stairway lighting is provided with controls - enclosed vacancy controls that reduce lighting power by fire-rated stairwells not less than 50% when the stairway in unoccupied YES C405.2.2.1 Automatic time Indicate spaces on plans where time switch E5.01 switch controls controls turn luminaires 100% off during unoccupied hours YES Indicate spaces on plans where time switch E5.01 controls are configured to turn on lighting to full power versus 50% power YES Indicate locations of override switches on E5.01 plans and the lighting zone(s) served; indicate that the area(s) served by each override switch does not exceeds 5,000 sf NA C405.2.1, Digital timer switch Indicate digital timer switch control includes: Exception 3 manual on/off, time delay, audible and visual indication of impending time-out NA C405.2.4.2 Daylight zones - Indicate primary and secondary sidelit C405.2.4.3 Sidelit and toplit daylight zone floor areas on plans NA Indicate toplit daylight zone floor areas on plans NA For small vertical fenestration assemblies (rough opening less than 10 percent of primary daylight zone floor area) where daylight responsive controls are not required, provide fenestration area to daylight zone floor area calculation(s) Page 2/10 Lighting, Motor and Electrical Requirements List, pg 3 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems, motors and electrical system requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com NA C405.2.4 Daylight responsive Indicate on plans lighting zone(s) served by controls daylight responsive controls; indicate that the area served by each control device does not exceeds 2,500 sf NA Identify sidelit and toplit daylight zones that are not provided with daylight sensing controls and the exception(s) that apply NA C405.2.4.1.1 Daylight responsive Indicate on plans the lighting load reduction controls method (continuous dimming, or stepped dimming that provides at least two even steps between 0%-100% of rated power) NA C405.2.4.1 Daylight responsive Indicate that daylight sensing controls are controls configured to completely shut off all controlled lights in the lighting zone NA C405.2.5 Additional controls - Identify spaces and lighting fixtures on plans Specific application that require specific application lighting lighting controls controls per this section NA C405.2.5, Display and accent Indicate on plans that manual controls are Item 1 lighting provided that control display, accent lighting and display case lighting independently from both general area lighting and other lighting applications within the same space NA Indicate manual and automatic (occupant sensor or time switch) lighting control methods NA C405.2.5, Hotel/motel guest Indicate method of automatic control - Item 3 rooms vacancy or captive key control of all installed luminaires and switched receptacles in guest room NA C405.2.5, Supplemental task Indicate method and location of manual and Item 1 lighting automatic shut-off control (occupant sensor or time switch) for supplemental task lighting, including under-shelf or under-cabinet lighting NA C405.2.5, Lighting equipment Indicate on plans that lighting equipment for Item 1 for sale or sale or demonstration are controlled demonstration independently from both general area lighting and other lighting applications within the same space NA Indicate manual and automatic (occupant sensor or time switch) lighting control methods NA C405.2.5, Lighting for non- Identify all eligible non-visual lighting Item 4 visual applications applications on plans; indicate that the area served by each control device does not exceeds 4,000 sf NA Indicate on plans that non-visual lighting are controlled independently from both general area lighting and other lighting applications within the same space Page 3/10 Lighting, Motor and Electrical Requirements List, pg 4 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems, motors and electrical system requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com NA Indicate method of manual lighting control and applicable automatic lighting control YES C405.2.5, Means of egress Identify on plans egress fixtures that function E5.01 Item 5 lighting as both normal and emergency means of egress illumination NA Provide calculation of lighting power density of total egress lighting NA If total egress lighting power density is greater than 0.02 W/sq. ft., indicate on plans egress fixtures requiring automatic shut-off during unoccupied periods NA Indicate method of automatic shut-off control NA C405.4.1 Lighting control of Indicate that exempt interior lighting C405.4.2 exempt interior equipment and lighting located within spaces lighting that are eligible for a lighting power exemption are controlled independently from non-exempt and general area lighting YES C405.2.6 Exterior lighting For decorative exterior lighting, indicate on controls plans automatic daylight shut-off controls, or exception taken YES For exterior lighting that is not decorative, indicate on plans automatic daylight or time- switch shut-off controls and setback controls; or indicate exception taken YES For lighting requiring setback controls, E5.01 include control sequence that reduces lighting power by at least 30% between 12am-6am, or from 1 hour after closing to 1 hour before opening, or based upon motion sensor YES For building facade and landscape lighting, E5.01 indicate control sequence for shut-off control is based on dawn-to-dusk and business opening/closing schedule; indicate whether automatic or time switch controls will be provided for this function NA C405.5.2 Lighting control of Indicate that exempt exterior lighting and exempt exterior lighting located within exterior areas/surfaces lighting that eligible for a lighting power exemption are controlled independently from non- exempt exterior lighting NA C405.5.4 Exterior gas-fired Indicate ignition system is a method other lighting appliances then continuously burning pilot light NA C405.2.7 Area controls - Indicate location(s) of master control Master control switch(es) intended to control multiple switches and circuit independent switches; circuit breaker may not power limit be used as a master control switch NA Verify that no 20 amp circuit controlled by a single switch or automatic control is loaded beyond 80% ADDITIONAL EFFICIENCY CREDIT - ENHANCED INTERIOR LIGHTING CONTROLS Page 4/10 Lighting, Motor and Electrical Requirements List, pg 5 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems, motors and electrical system requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com NA C406.4 Enhanced digital To comply with additional efficiency credit, lighting controls indicate on plans that interior lighting fixtures are configured with all of the following control functions, as applicable: 1) Each fixture is individually addressed, or exception taken; 2) Fixtures are configured for continuous dimming; 3) No more than eight fixtures are controlled by a single daylight sensor; 4) In enclosed and open office areas, illumination levels of overhead general area lighting is configured to be individually adjusted by occupants NA Include calculations that demonstrate the total lighting power of all interior lighting fixtures configured with enhanced lighting controls is no less than 90% of the total interior lighting power for the area the enhanced lighting controls credit is being applied to INTERIOR LIGHTING POWER & EFFICACY YES C405.4.1 Total connected Include all luminaires in interior lighting E6.01 C405.4.2 interior lighting fixture schedule; indicate fixture types, lamps, power ballasts, and manufacturer's watts per fixture for the installed lamp NA Identify spaces eligible for lighting power exemption on plans and in WSEC interior lighting compliance reports; indicate the exception applied NA Identify lighting equipment eligible for lighting power exemption in fixture schedule and in WSEC interior lighting compliance reports; indicate the exception applied NA C405.1 Lighting in dwelling For all installed luminaires, include lamp type C405.1.1 units (multifamily) and number of lamps in lighting fixture schedule; for lamps that are not LED, T-8 or small diameter fluorescent, indicate efficacy of other lamp types is 65 lumens per watt or greater NA For all installed luminaires, indicate in lighting fixture schedule whether complying via lighting power density or by qualifying lamp type; if by lamp type, include number of lamps NA For all installed luminaires, indicate in lighting fixture schedule whether complying via lighting power density or by qualifying lamp type; if by lamp type, include number of lamps INTERIOR LIGHTING POWER CALCULATION - INDICATE COMPLIANCE PATH TAKEN YES C405.4.2.1 Building Area Demonstrate that total proposed wattage per SEE COMPLIANCE Method building area does not exceed maximum FORMS allowed wattage per building area; identify locations of building areas on plans; provide WSEC exterior lighting compliance reports Page 5/10 Lighting, Motor and Electrical Requirements List, pg 6 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems, motors and electrical system requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com NA C405.4.2.2 Space-By-Space Demonstrate that total proposed wattage does Method not exceed maximum allowed wattage; identify locations of space types on plans, including retail display areas and areas with display, highlight and decorative lighting; provide WSEC exterior lighting compliance reports ADDITIONAL EFFICIENCY CREDITS - REDUCED INTERIOR LIGHTING POWER DENSITY YES C406.3.1 Reduced interior To comply with additional efficiency credit, SEE COMPLIANCE C406.3.2 lighting power demonstrate that total connected interior FORMS density lighting wattage is 10% or 20% less than the total maximum allowed lighting wattage for the area the reduced lighting power credit is being applied to; indicate whether lighting power allowance is based on the building area method or space-by-space method; provide WSEC exterior lighting compliance reports NA C406.3 Reduced interior For project with dwelling units, to comply lighting power with additional efficiency credit indicate in density - dwelling lighting fixture schedule that lamps within unit lamp efficacy installed interior luminaires have an efficacy rating of at least 65 lumens per watt; include number of lamps and provide calculations that demonstrate at least 95% of lamps have this efficacy rating EXTERIOR LIGHTING POWER & EFFICACY YES C405.5.2 Total connected Include all luminaires in exterior lighting E6.01 exterior lighting fixture schedule; indicate fixture types, lamps, power ballasts, and manufacturer's watts per fixture for the installed lamp NA Identify exterior applications eligible for lighting power exemption on plans and in WSEC exterior lighting compliance reports; indicate exception applied YES C405.5.3(1) Exterior lighting zone Indicate building exterior lighting zone as SEE COMPLIANCE specified by the AHJ FORMS NA C405.5.1 Exterior building For building grounds fixtures rated at greater grounds lighting than 50 watts, indicate rated lamp efficacy (in lumens per watt) in fixture schedule EXTERIOR LIGHTING POWER CALCULATION YES C405.5.3 Tradable allowances Demonstrate that total proposed tradable surface wattage does not exceed maximum allowed tradable surface wattage (including base site allowance); identify locations of tradable surfaces on plans; provide WSEC exterior lighting compliance reports Page 6/10 Lighting, Motor and Electrical Requirements List, pg 7 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems, motors and electrical system requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com YES Demonstrate that proposed wattage per non- tradable surface type does not exceed maximum allowed wattage per non-tradable surface type (including base site allowance remaining after tradable allowance calculation); identify locations of non-tradable surfaces on plans; provide WSEC exterior lighting compliance reports LIGHTING ALTERATIONS NA C503.6.1 Interior and parking Where â‰¥ 50% of existing luminaires in an garage lighting interior space or parking garage are replaced; fixture alterations indicate compliance path (building area or space-by-space method); include all new and existing-to-remain luminaires in WSEC interior lighting compliance reports; indicate proposed lighting wattage does not exceed maximum allowed per compliance path NA Where < 50% of existing luminaires in an interior space or parking garage are replaced; indicate total existing lighting wattage in each space prior to alteration; include all new and existing-to-remain luminaires in WSEC interior lighting compliance reports; indicate proposed total lighting wattage in alteration area does not exceed total existing lighting wattage prior to alteration NA Where â‰¥ 50% of existing exterior lighting wattage is replaced; include all new and existing-to-remain luminaires in WSEC exterior lighting compliance reports; indicate proposed total exterior lighting wattage does not exceed maximum allowed NA Where < 50% of existing exterior lighting wattage is replaced; indicate total existing lighting wattage prior to alteration; include all new and existing-to-remain luminaires in WSEC interior exterior compliance reports; indicate proposed total exterior lighting wattage does not exceed total existing wattage prior to alteration NA C503.6.2 Interior lighting Where new wiring is installed to serve new wiring and circuiting interior luminaires and /or luminaires are alterations relocated to a new circuit; indicate manual and automatic lighting controls are provided (as applicable) - manual (C405.2.3); occupancy sensor (C405.2.1); light reduction (C405.2.3); daylight responsive (C405.2.4); specific application (C405.2.5) NA Where new wiring is installed to serve new exterior luminaires and /or luminaires are relocated to a new circuit; indicate automatic lighting controls are provided (C405.2.6) Page 7/10 Lighting, Motor and Electrical Requirements List, pg 8 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems, motors and electrical system requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com NA C503.6.3 Lighting panel Where a new interior and/or exterior lighting alterations panel is installed or an existing panel is moved (all new raceway and conductor wiring), indicate all applicable lighting controls requirements apply NA C503.6.4 Newly-created rooms Where interior space(s) is reconfigured (permanently installed walls or ceiling-height partitions) to create new enclosed spaces, indicate all applicable lighting controls requirements apply NA C504.2 Lighting repairs Identify existing luminaires being upgraded with bulb and / or ballast replacement; indicate fixture alteration does not increase existing fixture wattage NA C505.1 Change of interior Identify spaces on plans where the building space use area type or space use type is being changed from one type to another per Tables C405.4.2(1) or (2) NA Indicate compliance method (building area or space-by-space); include all new and existing- to-remain luminaires in WSEC interior lighting compliance reports; indicate proposed lighting wattage does not exceed maximum allowed per compliance path RECEPTACLES NA C405.10 Controlled Identify all controlled and uncontrolled receptacles receptacles on electrical plans in each space in which they are required; include receptacle configuration such as spacing between controlled and uncontrolled, duplex devices, etc NA Provide schedule that lists the number of controlled and uncontrolled receptacles in each space where controlled receptacles are required - classrooms, private offices, open office areas, conference rooms, copy rooms, break rooms and modular partitions/workstations NA Indicate on plans the method of automatic control for each controlled receptacle zone (occupant sensor or programmable time-of- day control); indicate that each zone served by a single controller does not exceed 5,000 sf NA C405.2.5, Switched receptacles Indicate method of automatic off control of Item 2 in sleeping units all switched receptacles in sleeping units (vacancy or key card control) NA C503.6.6 Electrical receptacle Where new receptacles are added or replaced alerations within an alteration project that is 5,000 sf or larger, indicate receptacles are provided with automatic controls per C405.10, or exception taken MOTORS, TRANSFORMERS, ELECTRIC METERS, INTERIOR TRANSPORTATION Page 8/10 Lighting, Motor and Electrical Requirements List, pg 9 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems, motors and electrical system requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com YES C405.6 Electrical Include electrical transformer schedule on transformers electrical plans; indicate transformer type, size, efficiency, or exception taken YES C405.11 Feeders and branch Provide documentation that demonstrates circuits maximum voltage drop across feeders and branch circuits does not exceed 5% NA C405.7 Dwelling unit Indicate on electrical plans that each dwelling electrical energy unit in Group R-2 has a separate electrical consumption energy meter YES C405.8 Electric motor Include all motors, including fractional hp efficiency motors, in electric motor schedule on electrical plans; indicate motor type, horsepower, rpm, rated efficiency, or exception applied NA C405.9.1 Elevator cabs For luminaires in each elevator cab, provide calculations that demonstrate average efficacy is not less than 35 lumens per watt NA For elevators that do not have an integral air conditioning system, indicate rated watts per cfm for elevator cab ventilation fans do not exceed 0.33 watts per cfm NA Indicate automatic controls that de-energize lighting and ventilation fans when elevator is stopped and unoccupied for a period of 15 minutes or more NA C405.9.2 Escalators and Indicate escalators comply with ASME moving walks A17.1/CSA B44; automatic controls are configured to reduce operational speed to the minimum permitted when not in use NA C405.9.3 Regenerative drive Indicate all one-way down or reversible escalators are provided with a variable frequency regenerative drive DOCUMENTATION AND SYSTEM REQUIREMENTS TO SUPPORT COMMISSIONING (CX) YES C408.4 Scope of electrical Indicate that all electrical systems SEE power and lighting (receptacles, transformers, motors, vertical SPECIFICATIONS systems and horizontal transportation) for which the commissioning WSEC requires control functions and / or configuration to perform specific functions are required to be commissioned YES Where total building lighting load is > 20 kW, SEE or where total lighting load of luminaires SPECIFICATIONS requiring daylight sensing and / or occupancy control > 10 kW, indicate that all automatic lighting control systems are required to be commissioned; or provide building lighting power calculation demonstrating eligibility for exception YES C405.13 Commissioning Indicate Cx requirements in plans and SEE C408.1.1 requirements in specifications for all applicable electrical and SPECIFICATIONS C408.1.2 construction lighting control systems per C408 C408.1.4.2 documents C103.6.3 Page 9/10 Lighting, Motor and Electrical Requirements List, pg 10 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems, motors and electrical system requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com YES C408.1.2 Commissioning Include general summary of Cx plan per SEE C408.1.2.1 requirements in C408.1.2 including: 1) Narrative description SPECIFICATIONS C408.1.4 construction of activities; 2) Responsibilities of the Cx C103.6.3 documents team; 3) Schedule of activities including verification of project close out documentation per C103.6; 4) Conflict of interest plan (if required) YES C408.1.2 Commissioning Include in general summary that a Cx project SEE C408.1.4 requirements in report and Compliance Checklist (Figure SPECIFICATIONS C103.6.3 construction C408.1.4.1) shall be completed by the documents Certified Cx Professional and provided to the owner prior to the final electrical inspection YES C408.4.1 Functional Identify in plans and specifications the SEE performance testing intended operation of all equipment and SPECIFICATIONS criteria controls during all modes of operation, including interfacing between new and existing-to-remain systems PROJECT CLOSE OUT DOCUMENTATION YES C103.6.3 Project close out Indicate in plans that project close out SEE documentation documentation is required including WSEC SPECIFICATIONS requirements lighting compliance reports that document all interior and exterior lighting area and / or surface types, lighting power allowances and installed densities If "no" is selected for any question, provide explanation. Page 10/10 Powered by TCPDF (www.tcpdf.org) 2/28/22, 7:21 PM https://waenergycodes.com/print_project_summary_form.php?k=aWQ9ODQ1NCZmdmk9MTgmY3RpPQ==&print=1 LIGHTING COMPLIANCE SUMMARY 2018 WSEC Compliance Forms for Commercial Buildings including Group R2, R3 & R4 over 3 stories and all R1 Administered by: Â©2022 NEEA, All rights reserved Project Title Snohomish County PUD North County Community Office, Heated Parking - 2018 WSEC For Building Department Use: Date: Mar 01, 2022 17601 59th Ave NE Project Address Project & Applicant Arlington, WA 98223 Information Applicant Name Shane Fulwiler Applicant Phone 206-448-3376 Applicant Email shane.fulwiler@hargis.biz For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com General Occupancy All Commercial General Building Use Type Parking, Vehicle Garage Building Cond. Floor Area 2,080 New Building or Project Cond. Floor Area 1,880 Interior Lighting Alteration General Project Types New Building Addition Floors Above Grade 1 Exterior Lighting Lighting Scope Lighting Scope Compliance Method Compliance Method 1 - General Lighting Project Description New standalone building Interior / Exterior LPA Calculation Project Type Luminaire Replacement Scope Compliance Method Compliance Verification Lighting Compliance Scope (Interior includes both interior & parking) Adjustment and Method New Building Interior Lighting Building area Reduced lighting power density option COMPLIES New Building Exterior Lighting Not applicable to exterior COMPLIES Additional Efficiency Reduced lighting power density credit Options Included Project Title Snohomish County PUD North County Community Office, Heated Parking - 2018 WSEC Date Mar 01, 2022 Lighting Power Calculation NEW BUILDING - INTERIOR LIGHTING Compliance Verification COMPLIES Compliance Method Building area LPA Calculation Adjustment LPA x 0.8 Interior Lighting Power Allowance - Building Area Total Watts Allowed Total Proposed Watts Compliance Status by Building Areas Gross Interior Area (SF) LPA (Watts/SF) (SF x LPA x 0.8) By Building Area Building Area Workshop 1,983 0.91 1,444 580 COMPLIES Proposed Lighting Power Density Total Watts Watts per New or Quantity of Fixtures, CLDs or Total Linear Watts per Linear Proposed Fixture Type/Application Fixture ID Building Area Fixture, CLD or Existing-to-Remain Luminaires (#F) Feet (LF) Foot (WpLF) (#F x WpF) or Luminaire (WpF) (LF x WpLF) Individual Fixtures Suspended L10D Workshop New 11 50 550 Suspended L7 Workshop New 1 30 30 Project Title Snohomish County PUD North County Community Office, Heated Parking - 2018 WSEC Date Mar 01, 2022 Proposed Fixtures Details NEW BUILDING - INTERIOR LIGHTING New or Fixture Type/Application Fixture ID Location in Documents Lamp Type Building Area Existing-to-Remain Individual Fixtures Suspended L10D E5.01 LED Workshop New Fixture Description: Suspended LED, vapor tight Are these fixtures located within a daylight zone?: No Do these fixtures require specific application lighting controls?: None required https://waenergycodes.com/print_project_summary_form.php?k=aWQ9ODQ1NCZmdmk9MTgmY3RpPQ==&print=1 1/2 2/28/22, 7:21 PM https://waenergycodes.com/print_project_summary_form.php?k=aWQ9ODQ1NCZmdmk9MTgmY3RpPQ==&print=1 Suspended L7 Sheet E5.01; Electrical Room 102 LED Workshop New Fixture Description: Suspended LED Are these fixtures located within a daylight zone?: No Do these fixtures require specific application lighting controls?: None required Project Title Snohomish County PUD North County Community Office, Heated Parking - 2018 WSEC Date Mar 01, 2022 Lighting Power Calculation NEW BUILDING - EXTERIOR LIGHTING Compliance Verification COMPLIES Exterior Lighting Zone ZONE 3 Base Site Allowance 500 Exterior Tradable Lighting Power Allowance Total Watts Allowed Surface LPA Linear LPA Total Tradable Tradable Compliance Tradable Surface Tradable Surface Sub-Type (LPA x SF) or Area (SF) (Watts/SF) Feet (LF) (Watts/LF) Proposed Watts Status (LPA x LF) Building entrances and exits Pedestrian entrances & exits 12 21 252 Base Site Allowance 500 Totals 752 120 COMPLIES Proposed Tradable Lighting Power Density Watts or Total Watts Quantity of Wattage Limit Total Linear Watts per Linear Proposed Fixture Type Fixture ID Tradable Surface Type Fixtures (#F) per Fixture Feet (LF) Foot (WpLF) (#F x WpF) or (WpF) (LF x WpLF) Individual Fixtures Wall-mounted S4A Building entrances and exits - Pedestrian entrances & exits 4 30 120 Tradable Proposed Total 120 https://waenergycodes.com/print_project_summary_form.php?k=aWQ9ODQ1NCZmdmk9MTgmY3RpPQ==&print=1 2/2 SNOHOMISH PUD NORTH COUNTY HEATED PARKING LOAD CALCULATIONS Space Design Load Summary for Heated Parking System Project Name: SnoPUD NCCO Heated Parking 02/08/2022 Prepared by: Hargis Engineers 12:53PM TABLE 1.1.A. Component Loads For Space "Heated Parking 01" In Zone "Heated Parking" DESIGN COOLING DESIGN HEATING COOLING DATA AT Jul 1500 HEATING DATA AT DES HTG COOLING OA DB / WB 82.1 Â°F / 79.3 Â°F HEATING OA DB / WB 20.8 Â°F / 19.2 Â°F OCCUPIED T-STAT 74.0 Â°F OCCUPIED T-STAT 55.0 Â°F Sensible Latent Sensible Latent SPACE LOADS Details (BTU/hr) (BTU/hr) Details (BTU/hr) (BTU/hr) Window & Skylight Solar Loads 0 ftÂ² 0 - 0 ftÂ² - - Wall Transmission 2266 ftÂ² 2590 - 2266 ftÂ² 4251 - Roof Transmission 1880 ftÂ² 2651 - 1880 ftÂ² 1986 - Window Transmission 0 ftÂ² 0 - 0 ftÂ² 0 - Skylight Transmission 0 ftÂ² 0 - 0 ftÂ² 0 - Door Loads 554 ftÂ² 988 - 554 ftÂ² 7010 - Floor Transmission 1880 ftÂ² 0 - 1880 ftÂ² 3490 - Partitions 0 ftÂ² 0 - 0 ftÂ² 0 - Ceiling 0 ftÂ² 0 - 0 ftÂ² 0 - Overhead Lighting 940 W 3207 - 0 0 - Task Lighting 0 W 0 - 0 0 - Electric Equipment 1410 W 4811 - 0 0 - People 0 0 0 0 0 0 Infiltration - 2427 0 - 10248 0 Miscellaneous - 0 0 - 0 0 Safety Factor 10% / 10% 1667 0 10% 2699 0 >> Total Zone Loads - 18342 0 - 29685 0 TABLE 1.1.B. Envelope Loads For Space "Heated Parking 01" In Zone "Heated Parking" COOLING COOLING HEATING Area U-Value Shade TRANS SOLAR TRANS (ftÂ²) (BTU/(hrÂ·ftÂ²Â·Â°F)) Coeff. (BTU/hr) (BTU/hr) (BTU/hr) N EXPOSURE WALL 739 0.055 - 403 - 1386 DOOR 21 0.370 - 37 - 266 W EXPOSURE WALL 164 0.055 - 220 - 308 DOOR 256 0.370 - 457 - 3239 E EXPOSURE WALL 364 0.055 - 387 - 683 DOOR 256 0.370 - 457 - 3239 S EXPOSURE WALL 999 0.055 - 1581 - 1874 DOOR 21 0.370 - 37 - 266 N EXPOSURE ROOF 940 0.031 - 1129 - 993 S EXPOSURE ROOF 940 0.031 - 1523 - 993 Hourly Analysis Program v5.01 Page 5 of 5 Mechanical Requirements List, pg 1 of 25 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a mechanical permit application for compliance with the mechanical systems and equipment requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com Project: Snohomish County PUD North County Community Office, Heated Parking - 2018 WSEC 17601 59th Ave NE Arlington, WA 98223 Date: 2022-02-08 Applies Code Section Code Provision Compliance Information Required In Permit Location in Building Department Documentation Documents Notes SCOPE C103.1 Construction For a shell & core or tenant space (first build- documents - General out) project, indicate if there is no mechanical scope included in the project. C103.1 Construction For an alteration project, indicate if there is documents - General no mechanical scope included in the project. PERFORMANCE CRITERIA & SYSTEM DESIGN NA C403.1 Exempt process Identify equipment used by manufacturing, equipment industrial or commercial processes that are not for space conditioning or maintaining comfort and amentities for occupants; identify provisions applicable to this equipment per C403.1 exception C403.1.1 HVAC total system For systems serving office, retail, library or performance ratio education occupancies, provide a TSPR report (TSPR) that demonstrates the proposed design ratio is equal to or greater than the standard reference design ratio, or exception applied YES C403.1.2 Calculation of heating Provide load calculations performed per See accompanying and cooling loads ASHRAE Std 183 or equivalent, using design documentation. parameters per C302 and Appendix C; include load adjustments to account for energy recovery NA C403.1.3 Data centers Provide documentation that demonstrates that data center systems comply with the maximum allowed Design MLC and Annualized MLC per ASHRAE 90.4 with 2018 WSEC adjustments per climate zone NA C403.2.1 Zone isolation If there are HVAC zones that are intended to C403.4.2.2 be occupied non-simultaneously, identify isolation zone areas on plans; if multiple zones intended to be occupied simultanteously will be combined into a single isolation zone, include on plans that the combined zone area does not exceed 25,000 sf and does not include more than one floor; or exception applied NA Indicate locations of associated zone isolation dampers in HVAC distribution system NA Refer to HVAC Controls section in Requirements List for applicable automatic setback and shutdown controls requirements EQUIPMENT SELECTION & PERFORMANCE Page 1/25 Mechanical Requirements List, pg 2 of 25 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a mechanical permit application for compliance with the mechanical systems and equipment requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com YES C403.3.1 Equipment and Indicate that output capacities of heating and M6.01 system sizing cooling equipment and systems are no greater than the smallest available equipment size that exceeds the calculated loads; note exceptions applied YES C403.3.2 HVAC equipment Provide equipment schedules on plans and in M6.01 C403.9.1 performance WSEC mechanical equipment compliance requirements reports; indicate equipment type, calculated (efficiency) loads, capacity, rated and WSEC minimum efficiencies for all heating and cooling equipment; include supply and ventilation air cfms and operating hours for all air systems; identify heating and cooling equipment that does not have a corresponding WSEC minimum efficiency (manufacturer rated) YES C405.8 Electric motor List all motors â‰¥ 1/12 hp (that are not integral M6.01 efficiency to a rated piece of equipment) in the mechanical or electrical equipment schedules on plans; indicate motor type and applicable efficiency table, hp, rpm, number of poles and rated efficiency, or exception applied NA C403.3.2 Gas and oil-fired For forced air furnaces with capacity â‰¥ forced air furnace 225,000 Btu/h and all unit heaters, indicate in and unit heaters equipment schedule intermittent ignition or IID, flue or draft damper, and rated jacket loss YES C403.3.2.4 Packaged electric Verify all packaged electric equipment with > M6.01 heating / cooling 6,000 Btu/h cooling capacity and any amount equipment of heating is a heat pump; include in equipment schedules NA C403.3.3 Hot gas bypass For cooling equipment with hot gas bypass, limitation for DX provide either multiple step unloading or cooling equipment continuous capacity modulation; indicate bypass capacity per Table C403.3.3 NA C403.3.2.5 Humidification For cooling systems with humidification equipment that are also required to have air economizer, indicate humidifier is adiabatic (direct evaporative or fog atomization), or exception applied C403.3.2 Hydronic equipment Refer to Requirements List section Hydronic Systems - Equipment Selection & Performance for selection criteria specific to chillers and boilers NA C403.9 Heat rejection Refer to Requirements List section Heat equipment Rejection Systems - Equipment Selection & Performance for selection criteria specific to cooling towers, dry coolers and condensers (air-cooled and evaporative) EQUIPMENT SELECTION & PERFORMANCE - DEDICATED OUTSIDE AIR SYSTEMS (DOAS) Page 2/25 Mechanical Requirements List, pg 3 of 25 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a mechanical permit application for compliance with the mechanical systems and equipment requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com C403.3.5 Dedicated outdoor air For buildings with occupancies required to C403.3.5.4 systems comply with the DOAS provisions per Table C403.3.5, identify on plans all occupancies in the building and indicate which occupied spaces are required to have ventilation air delivered by a DOAS; or exception applied If natural ventilation exception is applied, identify these spaces on plans; indicate operable window area complies with IMC Section 402; provide documentation describing how required ventilation will be provided during all occupied hours, including during inclement weather If high efficiency VAV exception is applied, identify these spaces on plans; refer to Single Zone VAV section for Groups A-1, A-2 and A-3 occupancy classifications, or Multiple Zone VAV for other than Groups A-1, A-2 and A-3 (per Table C403.3.5) If compliance with the DOAS provisions is deemed to be impractical, provide documentation that demonstrates the alternate design strategy applied that achieves a comparable level of energy efficiency, as pre- approved by the AHJ Refer to Requirements List section after Multiple-Zone Air Systems for High Efficiency Multiple-Zone VAV Systems exception to C403.3.5 DOAS Refer to Requirements List section after High Efficiency Multiple-Zone Air Systems for High Efficiency Single-Zone VAV Systems exception to C403.3.5 DOAS C403.3.5.1 DOAS energy For all DOAS systems, indicate exhaust air recovery method and ER method and basis of rated effectiveness effectiveness (sensible or latent); indicate â‰¥ 60% sensible or â‰¥ 50% enthalpy ER effectiveness based on delta between outdoor air and return air enthalpies at design conditions; or exception applied If applying exception for DCV, identify occupant load in space and airflow control configured to reduce ventilation rate by â‰¥ 50% when occupancy is less than design occupancy C403.3.5.1 DOAS fan power For DOAS with total system fan hp < 5 hp, indicate total system fan power does not exceed 1 watt per cfm For DOAS with total system fan hp â‰¥ 5 hp, indicate total system fan power complies with fan power limitation per Section C403.8.1 Page 3/25 Mechanical Requirements List, pg 4 of 25 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a mechanical permit application for compliance with the mechanical systems and equipment requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com C403.3.5.2 Heating / cooling Indicate systems and equipment associated system controls with with the delivery of zone level heating and DOAS cooling (fans, hydronic pumps, primary air dampers, etc) are configured to shut off, and central eqiupment is configured to turn down, when there is no call for heating or cooling in the zone they serve If applying Exception to heating / cooling fans used for air mixing in the space during deadband periods, include fan watts per cfm in equipment schedule C403.3.5.3 Decoupled DOAS Indicate method of delivery of DOAS supply supply air air to the occupied space (directly into space, downstream of terminal heating / cooling coils); or exception applied C403.6.1 Multiple zone DOAS For DOAS serving multiple zones, indicate controls configured to reduce the volume of outdoor air in each zone independently when the zone is unoccupied; or exception applied ADDITIONAL EFFICIENCY CREDITS - DEDICATED OUTSIDE AIR SYSTEMS (DOAS) C406.6 DOAS For building occupancies not subject to the requirements of Section C403.3.5, to comply with this additional efficiency credit, provide calculations that demonstrate 90% or more of the total floor area of all occupied, conditioned spaces are served by a DOAS per C403.3.5 C406.7 High performance For all building occupancies, to comply with DOAS - Energy this additional efficiency credit, demonstrate recovery compliance with C406.6 effectiveness and fan power Indicate energy recovery sensible effectiveness of all DOAS is â‰¥ 80% For each system, indicate that total system fan power does not exceed 0.5 watts per cfm FANS AND FAN CONTROLS YES C403.8.1 Fan power limitation For all HVAC fan systems that provide M6.01 heating and / or cooling and all DOAS, provide system total nameplate hp in equipment schedules on project plans NA For all applicable HVAC systems with total fan motor nameplate hp > 5hp, verify fan system motor hp or bhp complies with fan power limits per equations in Table C403.8.1(1) YES Terminal units installed in conjunction with a M6.01 DOAS (hydroninc heat pumps, VRF heat pumps, chilled/hot water terminal units, variable volume terminal units) shall be treated as independent air-handling units for purposes of fan power calculations Page 4/25 Mechanical Requirements List, pg 5 of 25 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a mechanical permit application for compliance with the mechanical systems and equipment requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com NA C403.8.2 Motor nameplate hp For all applicable HVAC systems with total fan motor nameplate hp > 5hp, indicate fan motors specified are the smallest available motor hp size greater than fan bhp, note exceptions applied YES C405.8 Fractional hp fan For all fractional hp fan motors (1/12 - 1 hp), M0.03 motors indicate that motors comply with applicable WSEC efficiency tables; if motor type is not listed in an efficiency table, indicate whether fan has an electronically commutated motor, has motor rated efficiency of at least 70%, or exception applied NA C403.8.3 Fan efficiency For individual fans > 5hp, and multiple fans combined in series or parallel that operate as the functional equivalent of a single fan with a combined total motor hp > 5hp, indicate in equipment schedule that rated FEG for all applicable fans is â‰¥ 67, or exception applied; indicate these fans are sized so total efficiency is within 15% of the fan maximum total efficiency C403.8.4 Group R occupancy For all exhaust fans â‰¤ 400 cfm in Group R exhaust fan efficacy occupancies, indicate in equipment schedule the fan flow rate and efficacy (cfm/watt), or exception applied; refer to Table C403.8.4 NA C403.2.3 Variable flow For fan motors â‰¥ 7.5 hp, indicate method of capacity - fans variable flow control (VSD or equivalent method) in equipment schedule, or exception applied NA C403.8.5.1 Fan airflow control For DX air handling units with cooling capacity â‰¥ 42,000 Btu/h and evaporative and chilled water air handling units with fan â‰¥ 0.25 hp, indicate whether system is single zone or multiple zone and related control method (cooling capacity controlled in response to space temperature, space temperature is controlled by modulating supply airflow, or both) NA For mechanical cooling systems (includes DX and chilled water coils) that control cooling capacity in response to space temperature - Provide a minimum of two stages of fan control; indicate minimum fan speed is â‰¤ 66% of full speed drawing â‰¤ 40% of full speed fan power during periods of low cooling or ventilation only Page 5/25 Mechanical Requirements List, pg 6 of 25 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a mechanical permit application for compliance with the mechanical systems and equipment requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com NA For other mechanical cooling systems (includes DX and chilled water coils) that control space temperature by modulating airflow (in lieu of, or in addition to, controlling capacity in response to space temperature) - Provide fan controls for modulating supply airflow; indicate minimum fan speed is â‰¤ 50% of full speed drawing â‰¤ 30% of full speed fan power during periods of low cooling or ventilation only; or exception applied ADDITIONAL EFFICIENCY PACKAGE OPTION, MORE EFFICIENT HVAC EQUIPMENT & FAN PERFORMANCE - MUST COMPLY WITH ALL 3 PROVISIONS TO BE ELIGIBLE YES C406.2.1 HVAC system To comply with this additional efficiency M6.01, Mini Split Air selection credit, provide calculations that demonstrate Conditioning (based on heating and cooling output capacity) Schedule, Note 4 that 90% or more of all HVAC equipment serving conditioned floor areas have a corresponding WSEC listed efficiency; or exception applied YES C406.2.2 Minimum equipment In addition to system selection requirement, M6.01, Mini Split Air efficiency indicate that all associated heating and cooling Conditioning equipment have a rated efficiency for all Schedule, Note 4 equipment performance criteria (heating, cooling, full load, part load) that is at least 15% better than the listed WSEC efficiency; include specific equipment exceptions applied NA For systems required to provide a TSPR report per C403.1.1, demonstrate that the proposed design ratio is at minimum 10% higher than the standard reference design ratio NA For projects complying via weighted average efficiency exception, include calculations that demonstrate the overall average better than code efficiency of all equipment performance criteria for all equipment is â‰¥ 15%; indicate that all equipment has at least 5% better than code efficiency NA For systems serving low energy and semi- heated spaces, indicate that 90% or more of installed heating output capacity is provided by electric infrared or gas-fired radiant equipment for localized heating applications only NO C406.2.3 Minimum fan In addition to system selection and efficiency M6.01, Mini Split Air efficiency grade requirements, indicate rated FEG of all â‰¥ 1 hp Conditioning (750 watt) stand alone supply, return and Schedule, Note 4 exhaust fans is â‰¥ 71; indicate these fans are sized so the fan efficiency at design conditions is within 10% of the maximum total or static efficiency VENTILATION, EXHAUST & ENERGY RECOVERY YES C403.2.2.1 Ventilation Indicate method of ventilation air delivery M2.01, M6.01 (natural or mechanical) for each zone Page 6/25 Mechanical Requirements List, pg 7 of 25 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a mechanical permit application for compliance with the mechanical systems and equipment requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com YES If mechanically delivered, indicate that M2.01, M6.01 ventilation systems are configured to provide not more than 150% of, but at least the minimum required volume of outdoor air to each zone per IMC, ASHRAE 62.1 or other applicable code (WAC, OSHA, etc); or exception applied If delivered via natural ventilation, identify required elements per IMC including: minimum openable area to the outdoors or qualifying adjoining spaces; criteria for ensuring required ventilation is provided during all occupied hours of the year (including during inclement outdoor conditions) YES C403.2.2.2 Exhaust Indicate that exhaust systems are configured M2.01, M6.01 to provide not more than 150% of, but at least the minimum required volume from each zone per IMC, or other applicable code (WAC, OSHA, etc); or exception applied YES C403.4.2.4 Exhaust system off- Refer to Requirements List section HVAC M9.00 Series hour controls Controls for off-hour controls requirements for exhaust systems C403.3.6 Balanced ventilation For Group R-2 dwelling and sleeping units, for Group R-2 indicate that each habitable space is provided occupancy with a balanced ventilation system; indicate system is provided with energy recovery with 60% sensible recovery effectiveness NA C403.7.1 Demand controlled Identify spaces > 500 sf with occupant load â‰¥ ventilation 25 people/1,000 sf per IMC; for each space indicate whether it is served by an HVAC system with total design ventilation air > 3,000 cfm, and / or the system has airside economizer or automatic modulating outdoor air damper; indicate controls are configured to provide demand controlled ventilation or provide supporting documentation for applied exception NA C403.7.2 Occupancy sensors For gyms, classrooms, auditoriums, conference rooms and other spaces with occupant load â‰¥ 25 people/1,000 sf per IMC, that have an area > 500 sf, indicate occupancy- based ventilation air control when space is unoccupied and method (closes outdoor air damper or shuts-off equipment); or alternate means provided to automatically reduce ventilation air when space is partially occupied; or exception applied NA C403.7.3 Ventilation air For ventilation air systems that operate in heating control conjunction with heating and cooling systems, indicate that ventilation air is tempered (via heating or heat recovery) to no greater than 60F when the space conditioning system is in cooling mode Page 7/25 Mechanical Requirements List, pg 8 of 25 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a mechanical permit application for compliance with the mechanical systems and equipment requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com C403.7.4.2 Ventilation controls Refer to Requirements List section HVAC for Group R-1 Controls for Group R-1 temperature setback guestrooms and set-up controls Indicate method of ventilation and exhaust isolation for each guest room and automatic controls that are configured to turn off ventilation and exhaust airflow when each room is unoccupied C403.8.4 Group R occupancy Refer to Requirements List section Fans & exhaust fan efficacy Fan Controls C403.7.5 Enclosed loading For enclosed loading docks, indicate C403.7.5.1 dock ventilation ventilation / exhaust system method of activation (gas detection system for CO and NO2, or occupancy sensors), and control method (staged or modulating) YES C403.7.5 Enclosed parking For enclosed parking garages, indicate M2.01, M6.01, C403.7.5.2 garage ventilation ventilation / exhaust system activated by gas M9.00 Series detection system for CO and NO2, and control method (staged or modulating); or exception applied NA C403.7.6 Ventilation / exhaust For systems with design ventilation air > systems energy 5,000 cfm, or design supply air cfm and % recovery ventilation air exceeding the values in Tables C403.7.6(1) or (2), indicate exhaust air energy recovery method; or exception applied with supporting calculations NA For rooms served by multiple systems with aggegate design ventilation air > 5,000 cfm, or aggregate design supply air cfm and % ventilation air exceeding the values in Tables C403.7.6(1) or (2), indicate exhaust air energy recovery method; or exception applied with supporting calculations NA Indicate energy recovery rated effectiveness that increases outdoor air enthalpy by â‰¥ 50% based on delta between outdoor air and return air enthalpies at design conditions C403.7.7.1.1 Kitchen exhaust hood Indicate on plans the type, duty, UL rating and C403.7.7.1.2 system exhaust airflow rate of each kitchen hood C403.7.7.1.3 Provide calculations that show a balanced accounting of total kitchen exhaust (include all hoods) with % of: supply air, transfer air from adjacent spaces, and make-up air For hoods with make-up air drawn directly into the exhaust air cavity of each hood, indicate that replacement air does not exceed 10% of hood exhaust airflow rate For kitchens with total hood exhaust exceeding 2,000 cfm, indicate that each hood is UL 710 rated and maximum exhaust airflow rate of each hood is per Table C403.7.7.1.2; or exception applied Page 8/25 Mechanical Requirements List, pg 9 of 25 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a mechanical permit application for compliance with the mechanical systems and equipment requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com For kitchens with total hood exhaust exceeding 2,000 cfm, indicate energy efficiency compliance method (demand ventilation, energy recovery, or transfer air that would otherwise be exhausted); or exception applied C403.7.7.2 Laboratory exhaust For buildings with total lab exhaust > 5,000 systems energy cfm, indicate method of energy recovery used recovery to pre-condition laboratory make-up air; energy recovery effectiveness (min 25Â°F increase in outside air temperature); or alternative method per exception (VAV exhaust, semi-conditioned makeup, or CERM calculation) YES C403.7.7.3 Transfer air For spaces where conditioned supply air is M2.01 utilized as transfer air to balance mechanical exhaust, indicate basis of transfer airflow (supply required to meet loads, health/safety requirement, air that would normally be exhausted); or exception applied YES C403.7.8.1 Shutoff dampers for Indicate locations of outdoor air intake, M2.01 C403.7.8.3 building isolation exhaust and relief outlet dampers on plans; indicate whether dampers are Class 1 motorized, or gravity and exception applied (include leakage rating, cfm/sf) Indicate location of stairway and elevator hoistway shaft vent dampers on plans; verify dampers are Class 1 motorized; or exception applied C403.7.8.2 Shutoff dampers for Indicate locations of return air dampers that C403.7.8.3 return air are integral to airside economizer operation; verify dampers are motorized; indicate whether dampers are Class 1, or within packaged equipment eligible for leakage rating exception (include leakage rating, cfm/sf) YES C403.7.8.4 Damper actuation Indicate automatic controls configured to M9.00 Series close outdoor air intake, exhaust and relief outlet dampers during unoccupied equipment operation; not including economizer cooling, night flush or IMC required outdoor air / exhaust Indicate method of activation of stairway and elevator hoistway shaft vent dampers (fire alarm or interruption of power) C404.11.4 Exhaust system For buildings with pools or spas with water energy recovery for surface area > 200 sf, indicate exhaust air heated indoor pools energy recovery method and use of waste heat and permanent spas (preheat ventilation air, pool water or service hot water); or exception applied Indicate energy recovery system has the rated effectiveness and is configured to decrease the exhaust air temperature at design conditions by â‰¥ 36Â°F Page 9/25 Mechanical Requirements List, pg 10 of 25 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a mechanical permit application for compliance with the mechanical systems and equipment requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com HVAC CONTROLS YES C403.4.1 Thermostatic controls Indicate locations of thermostatic and M2.01 (thermostats and humidity control devices and the zones they humidistats) serve on plans, including perimeter system zones Where adjacent (neighboring) zones are controlled by separate thermostats (including perimeter systems used to offset heat gain or loss), and are connected by permanent openings > 10% of either zone sf area, indicate controls configured to prevent adjacent zones from operating in conflicting modes (one in heat, other in cool); applies to adjacent perimeter zones, adjacent nonperimeter zones, and adjacent perimeter and nonperimeter zones If applying Exception 2 to nonperimeter zones adjacent to perimeter zones, indicate that setpoints and deadband settings in these zones are coordinated so cooling in a nonperimeter zone does not occur until the temperature in that zone is 5Â°F higher than the adjacent perimeter zone temperature in heating NA If applying Exception 3 for DOAS, indicate supply air temperature heating setpoint is â‰¤ 65Â°F and cooling setpoint is â‰¥ 72Â°F, or method of supply air temperature reset NA C403.4.1.1 Heat pump Indicate staged heating operation with supplementary heat compression as the first stage of heating and supplemental heating controlled with outdoor lock-out temperature set to 40Â°F or less C403.4.1.2 Deadband Indicate zone thermostatic controls configured with 5Â°F minimum deadband for systems that control both heating and cooling C403.4.1.3 Setpoint overlap If separate heating and cooling thermostatic restriction control devices are used to serve a zone, (thermostats) indicate locations of both thermostatic control devices and the zone they serve on plans Indicate a limit switch, mechanical stop or DDC control with programming to prevent simultaneous heating and cooling NA C403.4.1.4 Heated or cooled Indicate thermostatic controls within heating vestibules or cooled vestibules with a heating setpoint â‰¤ 60Â°F and cooling setpoint â‰¥ 85Â°F; indicate controls are configured to turn off heating when outdoor temperature is > 45Â°F; or note exception applied NA C403.4.1.4 Heated air curtains Indicate controls are configured to turn off air curtain heating when outdoor temperature is > 45Â°F Page 10/25 Mechanical Requirements List, pg 11 of 25 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a mechanical permit application for compliance with the mechanical systems and equipment requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com NA C403.4.1.6 Door switches for Where doors open to the outdoors from a HVAC system conditioned space, indicate automatic controls thermostatic control configured to setback the HVAC system(s) when the door is open for > 5 minutes; indicate method of HVAC system setback control (turns off the HVAC system or resets the heating setpoint to 55Â°F and cooling setpoint to 85Â°F), or exception applied YES C403.4.2 Automatic setback Indicate zone thermostatic controls configured M9.00 Series C403.4.2.1 and shutdown with required automatic setback and manual C403.4.2.2 override functions, setback temperatures, and control method (automatic time clock or 7 day programmable controls); note exceptions applied NA C403.4.2.3 Automatic (optimum) Indicate all HVAC systems are provided with start and stop automatic start and stop controls; indicate start controls are configured to adjust the equipment start time as required to bring each area served up to design temperature just prior to scheduled occupancy; indicate stop controls are configured to reduce heating setpoint and increase cooling setpoint by at least 2Â°F prior to scheduled unoccupied periods YES C403.4.2.4 Exhaust system off- For exhaust systems serving conditioned M9.00 Series hour controls spaces in all occupancies other than Group R, indicate method of control and that controls are configured to turn exhaust systems on and off in concert with the ventilation air systems providing their make-up air, or exception applied NA C403.4.2.5 Transfer and For transfer fan or mixing fan systems serving destratification fan conditioned spaces in all occupancies other system off-hour than Group R, indicate method of control and controls that controls are configured to turn fans on and off in concert with the associated HVAC systems, or exception applied NA C403.4.7 Combustion heating For combustion heating equipment other than equipment boilers or radiant heaters with output capacity > 225,000 Btu/h, indicate modulating or staged combustion control NA C403.4.7.1 Combustion Indicate controls that are configured to limit decorative vented operation of combustion appliance, fireplace appliance, and fire pit to â‰¤ 1 hour without override, or combustion fireplace that occupancy sensor controls are provided and fire pit controls Page 11/25 Mechanical Requirements List, pg 12 of 25 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a mechanical permit application for compliance with the mechanical systems and equipment requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com C403.7.4.1 Temperature setpoint For hotels / motels with over 50 guest rooms, controls for Group indicate automatic controls for HVAC R-1 guestrooms equipment serving guest rooms are configured to setback (heating) and set-up (cooling) temperature setpoint by at least 4Â°F when room is unoccupied, and adjust setpint to 60Â°F (heating) and 80Â°F (cooling) when room is unrented / vacated; indicate control method - activated by room entry, occupancy sensor or networked guestroom control system C403.7.4.2 Ventilation controls Refer to Requirements List section for Group R-1 Ventilation, Exhaust & Energy Recovery guestrooms C403.4.9 Thermostatic controls For primary space conditioning systems, C403.4.10 for Group R2 / R3 indicate 5-2 programmable thermostats dwelling units and capable of two setback periods per day; Group R2 sleeping indicate each non-primary system is provided units with at minimum an adjustable thermostat, or exception applied. For all thermostats indicate purpose (heating only, cooling only, or both) and required temperature range; indicate thermostats are configured for at minimum a 5Â°F deadband YES C403.4.11.1 DDC system Provide central and zone level DDC controls M9.00 Series C403.4.11.2 applications, controls as required based on system application, C403.4.11.3 and display capacity or size thresholds and other qualification per Table C403.4.11.1 YES Identify all DDC system input / output control M9.00 Series points in project documents YES Indicate control capability includes M9.00 Series monitoring zone and system level demand for fan pressure, pump pressure, heating and cooling; indicate capability to transfer demand information from zones to air / hydronic distribution system controllers, and to central plant systems and equipment controllers YES Indicate system has the capability for trending M9.00 Series and graphically displaying input / output points NA C403.5.1 DX air handler For DX air handlers with cooling capacity â‰¥ variable cooling 65,000 Btu/h, indicate number of cooling control(Located stages provided and method (multiple under Integrated compressors and / or variable speed Economizer Control) compressors); indicate minimum displacement (capacity reduction) as % of full load; indicate thermostats are configured with the same number of cooling stages and displacement NA Indicate control method (cooling capacity controlled in response to space temperature, space temperature controlled by modulating supply airflow, or both) DUCTWORK, SHAFTS AND PLENUMS Page 12/25 Mechanical Requirements List, pg 13 of 25 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a mechanical permit application for compliance with the mechanical systems and equipment requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com YES C403.10.1.1 Duct construction Indicate on plans that all ductwork is M0.02, M0.03, C403.10.2 constructed and sealed per IMC M2.01 NA For outdoor air ductwork, also indicate on plans that ductwork meets air leakage requirements per C402.5 and vapor retarder requirements per the IBC YES C403.10.2.1 Duct pressure Identify location of low, medium and high M0.02, M0.03, C403.10.2.2 classifications pressure ductwork on plans M2.01 C403.10.2.3 YES C403.10.2.3 High pressure duct Indicate high pressure duct leakage testing M0.02, M0.03, leakage test requirements on plans; provide test results to M2.01 jurisdiction when completed NA C403.10.1.1 Duct insulation For outdoor air ductwork located within C403.10.1.2 conditioned space (upstream or downstream of shutoff damper), identify climate zone and indicate ductwork insulation R-value per Table C403.10.1.1 on plans; or exception applied NA For supply and return air ductwork located within unconditioned space or outdoors, identify climate zone and indicate ductwork insulation R-value per Table C403.10.1.2 on plans; or exception applied NA For supply air ductwork located within conditioned space, identify on plans if design supply air temperature is < 55Â°F or > 105Â°F; indicate ductwork insulation R-value per Table C403.10.1.2 on plans; or exception applied YES For return and exhaust air ductwork located M0.02, M0.03, within conditioned space (upstream of the M2.01 shutoff damper) and downstream of an energy recovery media, indicate ductwork insulation R-value per Table C403.10.1.2; or exception applied YES For exhaust and relief air ductwork located M0.02, M0.03, within conditioned space and downstream of M2.01 the shutoff damper, indicate ductwork insulation R-value per Table C403.10.1.2; or exception applied NA C403.10.1.1 Shaft and plenum For outdoor air shafts and plenums, indicate C402.1.3 insulation on plans that the R-value of insulation on these elements complies with Table C402.1.3 for steel-framed walls PIPING C403.10.3 Piping insulation Indicate design temperature range of fluid conveyed in piping and thickness of insulation (in inches) on hydronic piping plans; or exception applied C403.10.3.1 Protection of piping Indicate method of protection of pipe insulation insulation from damage / degredation on hydronic piping plans Page 13/25 Mechanical Requirements List, pg 14 of 25 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a mechanical permit application for compliance with the mechanical systems and equipment requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com ECONOMIZERS C403.5 Air economizer Identify all cooling systems requiring air required economizer controls in equipment schedules on plans and in WSEC mechanical equipment compliance reports Indicate all systems utilizing air economizer exceptions in WSEC mechanical equipment compliance report, including those with water- side economizer in lieu of air economizer; indicate on plans and in WSEC mechanical equipment compliance reports all eligible exception(s) taken and measures to comply with exception(s) C403.4.1 Integrated Indicate air and water-side economizers are C403.5.1 economizer operation configured for partial cooling operation even - air and water where additional mechanical cooling is required to meet the load For DX air handlers with single or multiple stages of mechanical cooling; indicate controls are configured with air economizer as the first stage of cooling Refer to Requirements List section HVAC Controls for additional requirements for DX air handlers C403.5.2 Economizer heating Verify control method of HVAC systems with system impact - air economizers does not increase building and water heating energy usage during normal operation C403.5.3.1 Air economizer Indicate modulating outdoor air and return air capacity dampers are configured to provide up to 100% outdoor air for cooling C403.5.1 Air economizer Indicate that economizer controls are C403.5.3.2 controls and configured to provide partial economizer integrated operation cooling when additional mechanical cooling is also required to meet the cooling load Indicate that control of economizer dampers is not based only on mixed air temperature; or exception applied for systems with cooling capacity â‰¤ 65,000 Btu/h C403.5.3.3 Air economizer high Indicate high limit shut-off control method limit controls and required high limit per Table C403.5.3.3 C403.5.3.4 Relief of excess Refer to Requirements List section outdoor air Ventilation, Exhaust & Energy Recovery NA Indicate relief air outlets are sized and configured to relieve excess building air during air economizer operation to prevent building over-pressurization NA Indicate relief air outlet are located to avoid recirculation into the building Page 14/25 Mechanical Requirements List, pg 15 of 25 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a mechanical permit application for compliance with the mechanical systems and equipment requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com C403.5.4.1 Water economizer For eligible systems where water-side capacity economizer may be provided in lieu of air economizer, indicate system is capable of 100% design cooling capacity at 50Â°F db / 45Â°F wb outdoor air temperatures; indicate if threshold for 100% design cooling capacity via economizer must be lowered to 45Â°F db / 40Â°F wb due to dehumidification requirements C403.5.4.2 Water economizer Indicate that the pressure drop across maximum pressure precooling coils and heat exchangers in water drop economizer systems do not exceed 15 feet (4572 mm) C403.5.5 DX equipment For DX air handlers with economizer and economizer fault cooling capacity â‰¥ 54,000 Btu/h, provide a detection and fault detection and diagnostics (FDD) system diagnostics to monitor economizer system operation and report faults HYDRONIC SYSTEMS - EQUIPMENT SELECTION & PERFORMANCE C403.3.2.1 Maximum air cooled For chilled water plants and buildings with > chiller capacity 500 tons of cooling capacity, indicate air- cooled chiller capacity is â‰¤ 100 tons, or exception applied C403.6.7 Large capacity For buildings â‰¥ 300 tons of cooling capacity, cooling systems indicate method of multi-stage or variable capacity control (VSD, multiple staged compressors, or max capacity of any single unit C403.3.2.2 Non-standard water- For water-cooled centrifugal chillers not cooled centrifugal designed for operation at standard conditions, chillers provide calculations documenting maximum full load and part load rated equipment performance requirements C403.3.3 Hot gas bypass For cooling equipment with hot gas bypass, limitation for chillers provide either multiple step unloading or continuous capacity modulation; indicate bypass capacity per Table C403.3.3 C403.4.3 Large capacity boiler For hydronic systems with only a single boiler C403.3.4 systems that has > 500,000 Btu/h input capacity, indicate multi-stage or modulating burner For boiler system (single or mulltiple) with > 1,000,000 Btu/h input capacity, indicate turndown ratio per Table C403.3.4 and method (multiple single input boilers, modulating boilers, or combination) C403.2.3 Variable flow For pump motors â‰¥ 7.5 hp, indicate method capacity - pumps of variable flow control (VSD or equivalent method) in equipment schedule, or exception applied HYDRONIC SYSTEMS - CONTROLS C403.4.3 Boiler sequencing Indicate automatic controls that sequence operation of multiple boilers Page 15/25 Mechanical Requirements List, pg 16 of 25 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a mechanical permit application for compliance with the mechanical systems and equipment requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com C403.4.3.2 Two-pipe changeover Indicate changeover deadband is â‰¥ 15Â°F systems outdoor air temperature; indicate controls are configured so that heating / cooling modes are active for at minimum 4 hours before changeover and that the delta between heating / cooling supply temperatures at changeover point is C403.4.1.5 Heating water For boilers that provide building heating via temperature setback one- or two-pipe systems, indicate controls that provide heating water temperature setback based on outdoor temperature C403.4.4 Hydronic system part For heating and chilled water systems with â‰¥ load controls and 300,000 Btu/h output capacity, indicate supply-water system controls are configured to temperature reset automatically reset supply water temperature based upon demand; or exception applied Indicate automatic pump flow controls are configured to reduce system flow rate by â‰¥ 50%, or the maximum allowed by the equipment manufacturer, based upon the heating or cooling loads; or decribe why not required For hydronic systems with output capacity â‰¥ 300,000 Btu/h that serve heating water systems, chilled water systems and water- cooled unitary air conditioners, indicate that pumps are provided with a variable speed drive if one of the following conditions apply: 1) System pump motor hp is â‰¥ 2 hp and pumps are designed to operate continuously or per time schedule; 2) System pump motor hp is â‰¥ 7.5 hp and pumps are controlled by automatic DDC configured to only operate pumps when there is a call for zone heating or cooling Where variable speed drives are required, indicate system is configured so that pump motor power is â‰¤ 30% of design wattage at 50% of design flow rate; indicate pump flow is controlled to maintain one control valve nearly wide open, or to maintain a mimimum differential pressure; or exception applied C403.4.6 Hydronic system For individual pumps required to have variable pump flow variable speed controls, indicate manner of control pump speed control (differential pressure, static pressure setpoint, zone heating or cooling demand, or based on the relationship between variable speed controller fequency and power) C403.4.5 Chiller / boiler plant Indicate controls are configured to pump isolation automatically reduce overall plant flow and shut-off flow through individual chillers and boilers when not in use Page 16/25 Mechanical Requirements List, pg 17 of 25 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a mechanical permit application for compliance with the mechanical systems and equipment requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com C403.4.3.3.1 Water loop heat Indicate method of water loop temperture pump - temperature control (central plant equipment controls are deadband configured to provide â‰¥ 20Â°F water supply temperature deadband between heat rejection and heat addition modes, or controls are configured for system loop temperature optimization C403.4.3.3.2 Water loop heat Indicate type of cooling tower (open- or pump - heat rejection closed-circuit) in equipment schedule; equipment indicate whether the cooling tower is used directly in the heat pump loop or in conjunction with a separate heat exchanger; indicate method used to limit system heat loss when heat rejection is not needed C403.4.3.3.3 Water loop heat For hydronic heat pump systems with total pump - isolation system power > 10 hp, indicate 2-way valves isolation valves on each heat pump and variable flow system control HEAT REJECTION SYSTEMS - EQUIPMENT SELECTION & PERFORMANCE C403.9.1.3 Centrifugal fan open- For open-circuit centrifugal fan cooling circuit cooling towers towers with â‰¥ 1,100 gpm capacity, indicate cooling towers comply with efficiency requirements for axial fan open circuit cooling towers HEAT REJECTION & RECOVERY - CONTROLS C403.9.1.1C Fan speed control For each fan powered by an individual motor 403.9.1.2 or array of motors, with total connected fan power â‰¥ 5 hp (including motor service factor), indicate method of automatic fan speed control (adjusted based on leaving fluid temperature or condenser temperature / pressure of heat rejection device); verify fan selection provides â‰¤ 30% design wattage at 50% design airflow For multiple-cell heat rejection equipment with VSD, indicate controls are configured to ramp all fans in unison (not staged on / off operation) C403.9.1.4 Cooling tower flow For open-circuit cooling towers configured turndown with multiple- or variable-speed condenser water pumps, indicate system is designed so all cells can be run in parallel; indicate method of condenser pump turn down control C403.9.2.1 Heat recovery for For buildings with 24-hour operation and > service water heating 1,500,000 Btu/h of heat rejection capacity and design service hot water load > 250,000 Btu/h, indicate condenser heat recovery to pre- heat service water; or exception applied. Provide calculations showing the amount of recovered heat that is utilized (60% of peak heat rejection load or pre-heat service water to 85Â°F). Page 17/25 Mechanical Requirements List, pg 18 of 25 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a mechanical permit application for compliance with the mechanical systems and equipment requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com C403.9.2.2 Steam condensate For buildings with on-site steam heating systems heat recovery systems, indicate condensate water heat recovery and use of recovered heat For buildings that use off-site generated steam where condensate is not returned to the source, indicate on-site condensate water heat recovery C403.9.2.3 Refrigeration For buildings with food service, meat or deli condenser heat departments that have â‰¥ 500,000 Btu/h of recovery remote refrigeration capacity for coolers / freezers, indicate condenser heat recovery and use of captured energy (service water heating, space heating, or dehumidification reheating) For buildings with â‰¥ 40,000 sf conditioned floor area and â‰¥ 1,000,000 Btu/h of remote refrigeration capacity, indicate condenser heat recovery to pre-heat service water; indicate remaining recovered heat is applied to space heating or dehumidification reheating C403.9.2.4 Heat recovery for For buildings that operate > 70 hour per week, space heating that are not served by a DOAS with energy recovery, and have > 1,500,000 Btu/h of heat rejection capacity and â‰¥ 0.45 cfm per sf of design minimum supply airflow with reheat, indicate condenser heat recovery is provided for space heating that complies with Sections C403.9.2.4.1 or C403.9.2.4.2 or C403.9.2.4.4 C403.9.2.4.1 Water to water heat Indicate that 90% or more of the total C403.9.2.4.4 recovery building space heating and ventilation air design loads are served by heat energy rejected from either a heat recovery chiller or the cooling loop of water to water heat pump equipment C403.9.2.4.2 Exhaust heat recovery Indicate that waste heat is recovered from least 90% of the total building exhaust airflow such that leaving exhaust air temperature while in heat recovery mode is 55 deg F dry bulb; note exhaust air systems eligible for exception to this requirement C403.9.2.4.3 Process heat recovery In spaces with 5 watts per sf year-round cooling loads from lights and equipment, indicate these spaces are served by water- cooled equipment configured for heat recovery If these spaces are served by economizer (air or water), indicate automatic controls are configured to disable economizer operation while system is in heat recovery mode MULTIPLE ZONE AIR SYSTEMS Page 18/25 Mechanical Requirements List, pg 19 of 25 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a mechanical permit application for compliance with the mechanical systems and equipment requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com C403.6.1 Air systems serving Identify supply air systems serving multiple multiple zones zones and the zones they serve on plans; indicate whether system is VAV and method of primary air control; or provide supporting documentation for applied exception to VAV C403.6.1 VAV air terminal Provide equipment schedules on plans that list primary supply all VAV air terminals and types (fan-powered airflow series and parallel air terminals, single duct and dual duct air terminals, etc) For each air terminal include: maximum primary supply airflow rates during zone peak heating and zone peak cooling; maximum terminal airflow during reheating, recooling or mixing; minimum ventilation airflow rate, and the basis for these values; if IMC or ASHRAE 62.1 multiple zone equation is the basis for minimum flow rates, provide this calculation on plans C403.6.2 Single duct VAV Indicate single duct terminal units are terminal units configured to reduce primary supply air before reheating or recooling C403.6.3 Dual duct systems - For systems with separate warm air and cool terminal units air ducts, indicate terminal units are configured to reduce the flow from one duct to minimum before mixing with air from the other duct C403.6.8C40 VAV system static - Indicate locations of duct static pressure 3.6.9 pressure sensors and sensors on plans; include at least one sensor DDC set points per major duct branch; verify controller setpoint pressure at each sensor is â‰¤ 1.2 inch w.g. For systems with zone level DDC, indicate controls are configured to monitor zone damper positions and reset static pressure setpoint based on the zone requiring most pressure; include control logic that automatically detects and generates an alarm if any zone excessively drives reset logic, and allows building operators to exclude zones from reset logic C403.6.4 VAV system supply Indicate controls automatically reset supply air reset air temperature in response to building loads or outdoor air temperature; or exception applied C403.6.5 Multiple-zone VAV For systems with zone level DDC controls, system ventilation indicate controls are configured to optimization controls automatically reduce outdoor airflow in response to changes in system ventilation efficiency; or exception applied Page 19/25 Mechanical Requirements List, pg 20 of 25 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a mechanical permit application for compliance with the mechanical systems and equipment requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com C403.6.6 Parallel fan powered Indicate controls automatically activate or VAV air terminals shut off the air terminal fan based on call for heating and / or ventilation; indicate controls are configured to activate the terminal fan as the first stage of heating prior to activating the heating coil; indicate control method of primary air during warmup or temperature setback mode HIGH EFFICIENCY MULTIPLE-ZONE VAV SYSTEMS - EXCEPTION TO C403.3.5 DOAS, MUST COMPLY WITH ALL 15 PROVISIONS TO BE ELIGIBLE C403.6.10,Ite Minimum area served Indicate that each high efficiency multiple- m 1 and zoning zone VAV systems serves an area â‰¥ 3,000 sf and includes â‰¥ 5 zones C403.6.10, Air economizer Indicate system is configured for 100% air Item 2 economizer operation and complies with all related economizer requirements per C403.5 (without economizer exceptions) C403.6.10, Direct digital controls Provide DDC controls for all components of Item 3 (DDC) system per C403.4.11 (regardless of system size); identify all DDC system input / output control points; indicate capability for trending and graphical display C403.6.10, Supply and outdoor For systems with minimum required outdoor Items 4 and 5 airflow measurement air > 2,500 cfm, provide an airflow and control monitoring station that is configured to measure outdoor air intake under all load conditions; indicate control sequence that increases or reduces outdoor air cfm based on VAV terminal feedback of ventilation efficiency (per C403.6.5 without exceptions) or and DCV (per C403.7.1) Provide a suppy airflow monitoring station that is configured to measure supply air delivered to VAV terminals under all load conditions C403.6.10,Ite Zone isolation and Verify maximum area served by a single VAV m 6 maximum area served system is â‰¤ 50,000 sf, or one entire floor, whichever is greater; in addition if a system serves > 25,000 sf, that includes areas that are expected to be occupied non-simultaneously, indicate zone isolation controls per C403.2.1 C403.6.10, Interior / exterior Verify that VAV terminals serving interior Item 7 zone design supply air cooling driven loads are sized per a design temperature supply air temperature that is 5Â°F higher than VAV terminals serving exterior zones while in cooling mode C403.6.10, Maximum air Identify all air terminals with minimum Item 8 terminal inlet velocity primary airflow setpoints > 50% of maximum and fan power setpoint in mechanical equipment schedule for these air terminals indicate inlet velocity does not exceed 900 fpm Page 20/25 Mechanical Requirements List, pg 21 of 25 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a mechanical permit application for compliance with the mechanical systems and equipment requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com C403.6.10,Ite Maximum allowable For each multiple-zone VAV system, provide m 8 system brake calculations that verify total fan system bhp is horsepower â‰¤ 90% of the total allowable fan system bhp per Option 2 equation in Table C403.8.1.1 C403.6.10,Ite Fan-powered terminal Indicate all series and parallel fan-powered m 9 unit motor and terminals have electronically commutated control motors (ECM); indicate DDC control system is configured to vary air terminal fan speed as a function of the load; indicate fan speed during periods of low heating, low cooling, or ventilation-only mode is â‰¤ 66% of peak design air flow, or provide supporting documentation for applied exception C403.6.10, Application of single Indicate VAV terminal types on plans; verify Item 10 duct and fan-powered fan-powered terminal units only serve terminal units perimeter zones with envelope loads and interior zones with high occupant density and DCV per C403.7.1; verify all other zones are served by single duct terminal units C403.6.10, Fan-powered terminal Indicate DDC controls are configured to Item 11 unit primary air reset automatically reset the primary supply air cfm setpoint of all fan-powered terminal units to the minimum required to maintain ventilation during occupied heating or deadband mode, based upon the VAV air handling unit minimum ventilation air fraction C403.6.10,Ite Controls for high For zones > 150 sf with high occupant density m 12 occupant density (â‰¥ 25 people / 1000 sf), indicate zone is spaces served by a dedicated terminal unit with DCV control that resets terminal unit ventilation setpoint based on measured CO2; also indicate occupancy sensor control that automatically reduces minimum ventilation to zero and sets back room heating and cooling setpoints by â‰¥ 5Â°F when space in unoccupied C403.6.10, Dedicated cooling For data centers and server, electronic Item 13 systems serving data equipment, telecom or similar spaces with centers and server, design cooling loads > 5 W/sf, indicate spaces electronic equipment are served by dedicated cooling systems that and telecom spaces are independent of the HPVAV systems serving the rest of building Indicate dedicated cooling systems are configured for 100% air economizer operation and comply with all related economizer requirements per C403.5 (without economizer exceptions), or heat recovery per C403.5, Exception 9 C403.6.10, Central plant Indicate whether systems are served by a high Item 14 efficiency efficiency heating water plant, or a high efficiency chilled water plant Page 21/25 Mechanical Requirements List, pg 22 of 25 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a mechanical permit application for compliance with the mechanical systems and equipment requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com If complying via high efficiency heating water plant: Indicate all VAV terminals have hydronic heating coils served by a heating water system with either gas-fired boiler(s) with thermal efficiency (Et) â‰¥ 92%, air-to- water heat pumps, or heat recovery chillers; indicate hydronic heating coils are sized per a maximum 120Â°F entering water temperature during peak demand If complying via high efficiency chilled water plant: Indicate all VAV air handlers have cooling coils served by chillers with rated IPLV efficiency that exceeds WSEC listed IPLV by at least 25% per Table C403.3.2(7) (note water-cooled IPLV is max, all others are min); indicate smallest chiller or compressor in plant is â‰¤ 20% of the total plant capacity, or provide thermal storage sized for â‰¥ 20% of total plant capacity C403.6.10, Fault detection and Indicate DDC system includes automatic fault Item 15 diagnostics detection and diagnostics (FDD) configured to monitor operation and provide fault reporting of all required parameters for all VAV air handlers and VAV air terminal units in the HPVAV system HIGH EFFICIENCY SINGLE-ZONE VAV SYSTEMS - EXCEPTION TO C403.3.5 DOAS, MUST COMPLY WITH ALL 8 PROVISIONS TO BE ELIGIBLE C403.12, Air economizer Indicate system is configured for 100% air Item 1 economizer operation and complies with all related economizer requirements per C403.5 (without economizer exceptions) C403.12, Direct digital controls Provide DDC controls for all components of Item 2 (DDC) system per C403.4.11 (regardless of system size); identify all DDC system input / output control points; indicate capability for trending and graphical display C403.12,Item Outdoor airflow For systems with minimum required outdoor 3 measurement and air â‰¥ 1,000 cfm, provide an airflow control monitoring station that is configured to measure outdoor air intake under all load conditions; indicate controls that adjust outdoor air cfm via DCV per C403.7.1 C403.12,Item Maximum allowable For each single-zone VAV system, provide 4 system brake calculations that verify total fan system bhp is horsepower â‰¤ 90% of the total allowable fan system bhp per Option 2 equation in Table C403.8.1.1 C403.12, Supply airflow Provide controls that adjust supply airflow Item 5 control based on the heating and cooling loads; indicate control sequence that limits minimum fan speed to 30% of peak design airflow or required ventilation during unoccupied mode, whichever is less Page 22/25 Mechanical Requirements List, pg 23 of 25 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a mechanical permit application for compliance with the mechanical systems and equipment requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com C403.12,Item Controls for high For zones > 150 sf with high occupant density 6 occupant density (â‰¥ 25 people / 1000 sf), indicate DCV control spaces that resets ventilation setpoint based on measured CO2; also indicate occupancy sensor control that automatically reduces minimum ventilation to zero and sets back room heating and cooling setpoints by â‰¥ 5Â°F when space in unoccupied C403.12, High efficiency Indicate which system performance option is Item 7 system option applied - high efficiency DX cooling and heat pump or high efficiency gas heating; or heating coils served by a high efficiency heating water plant; or cooling coils served by high efficiency chilled water plant If complying via high efficiency DX: Indicate full load and part load rated cooling efficiency exceeds WSEC listed efficiency by at least 15%; if heating is supplied by a gas-fired furnace, indicate thermal efficiency (Et) is â‰¥ 90%; if system is a heat pump, indicate heating efficiency (HSPF or COP) exceeds WSEC listed efficiency by at least 10%; control of cooling and heating coil output shall be configured with a minimum of 2-stages or modulating If complying via high efficiency heating water plant: Indicate hydronic heating coils are served by a heating water system with either gas-fired boiler(s) with thermal efficiency (Et) â‰¥ 92%, air-to-water heat pumps, or heat recovery chillers; indicate hydronic heating coils are sized per a maximum 120Â°F entering water temperature during peak demand If complying via high efficiency chilled water plant: Indicate cooling coils are served by chillers with rated IPLV efficiency that exceeds WSEC listed IPLV by at least 25% per Table C403.3.2(7) (note water-cooled IPLV is max, all others are min); indicate smallest chiller or compressor in plant is â‰¤ 20% of the total plant capacity, or provide thermal storage sized for â‰¥ 20% of total plant capacity C403.12, Fault detection and Indicate DDC system includes automatic fault Item 8 diagnostics detection and diagnostics (FDD) configured to monitor operation and provide fault reporting of all required parameters for all HPVAV single-zone air systems EXTERIOR HEATING SYSTEMS C403.11.1 Heating outside a Indicate systems providing heating in non- building enclosed outdoor occupied spaces are radiant systems Page 23/25 Mechanical Requirements List, pg 24 of 25 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a mechanical permit application for compliance with the mechanical systems and equipment requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com Indicate occupancy sensing or timer switch controls configured to automatically shut off heating system when area served is unoccupied C403.11.2 Snow melt systems Indicate automatic controls configured to shut off system when pavement temperature exceeds 50Â°F and no precipitation is falling, and when outdoor air temperature exceeds 40Â°F C403.11.3 Freeze protection Indicate automatic controls to shut off system system controls when outdoor temperature exceeds 40Â°F, or conditions protect fluid from freezing HVAC EQUIPMENT ENERGY USE METERING C409.3.1 HVAC equipment For new buildings > 50,000 sf and building energy use metering additions > 25,000 sf, verfiy energy use metering of all equipment used to provide space heating and cooling, dehumidification and ventilation will be provided per C409; indicate equipment eligible for exception DOCUMENTATION AND SYSTEM SPECIFIC REQUIREMENT TO SUPPORT COMMISSIONING (CX) C408.1 Scope of mechanical For buildings with â‰¥ 240,000 Btu/h total systems output cooling capacity or â‰¥ 300,000 Btu/h commissioning total output heating capacity, indicate that all mechanical systems regardless of individual capacity are required to be commissioned; or provide building heating / cooling capacity calculation demonstrating eligibilty for exception Indicate that all systems, equipment and controls for which the WSEC requires control functions and / or configuration to perform specific functions are included in the Cx scope C408.1.1 Commissioning Indicate in plans and specifications that Cx C408.1.4.1 requirements in per C408 is required for all applicable construction mechanical systems documents Include general summary that includes at minimum: narrative description of activites, responsibilities of the Cx team, schedule of activities including verification of project close out documentation per C103.6, and conflict of interest plan (if required) Include in general summary that a Cx project report or Compliance Checklist (Figure C408.1.4.1) shall be completed by the Certified Cx Professional and provided to the owner prior to the final mechanical inspection. Page 24/25 Mechanical Requirements List, pg 25 of 25 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a mechanical permit application for compliance with the mechanical systems and equipment requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com C408.1.2.2 Functional Identify in plans and specifications the performance testing intended operation of all equipment and criteria controls during all modes of operation, including interfacing between new and existing-to-remain systems C408.2.2 Air system and Indicate in plans that air and fluid flow rates hydronic system shall be tested and balanced within the balancing tolerances defined in the specifications; indicate systems shall be balanced in a manner to first minimize throttling losses, then adjusted to meet design flow conditions C408.2.2.1 Air system balancing Indicate devices that provide the capability to devices balance all supply air outlets, zone terminals and air handling equipment requiring system balancing C408.2.2.2 Hydronic system Indicate devices that provide the capability to balancing devices isolate, balance and measure flow across all hydronic equipment requiring system balancing including heating and cooling coils and pumps; or exception applied PROJECT CLOSE OUT DOCUMENTATION YES C103.6 Documentation and Indicate in plans that project close out M0.03 project close out documentation and training of building submittal operations personnel is required for all requirements mechanical components, equipment and systems governed by this code; indicate close out documentation shall include: record documents, O&M manuals, applicable WSEC mechanical equipment compliance reports and calculations Page 25/25 Powered by TCPDF (www.tcpdf.org) Snohomish County PUD PEMB Building North County Community Office â€“ Seattle, WA February 28, 2022 Structural Calculations HAN CR AT O N F WASH C L O IN K U E G E T T R A A O P T N S S P T R R R E R U E O C 37358 N E F T GI E ES URA EN IN SIO ENG NAL 2/28/22 Prepared by: Paul N. Crocker, P.E., S.E. Casey J. Hansen Designer I 728 134th Street SW, Suite 200 Everett, WA 98204 425-741-3800 File No. 262020.036 Client Rolluda Architects Sheet of Project Snohomish County PUD PEMB Structure Design by CJH 728 134th Street SW Î‡ Suite 200 Foundation Calculations Date 09/2021 Everett, Washington 98204 Ph: 425 741-3800 Checked Fax: 425 741-3900 Project No. 262020.036 Date PEMB Foundation Calculations Building Drawings Line 1 & 3 Line 2 Project Information Soil Properties: Bearing Capcity 3000 psf Seismic/Wind Bearing Capacity 3900 psf coefficient of friction 0.4 Passive pressure 175 Density of soil 135 Foundation Properties: Minimum Spread Footing Size 24 in Minimum Continuous Footing Size 18 in Density of Concrete 150 Line 1 COL 1 COL 2 COL 3 COL 4 vert horiz long vert horiz long vert horiz long vert horiz long Brace Downward Forces due to longitudinal wind 2.537 -0.006 0 -0.027 0 0 0.014 0 0 -0.013 0.006 0 Brace Downward Forces due to seismic 1.959 -0.004 0 -0.021 0 0 0.011 0 0 -0.01 0.004 0 brace upward forces due to longitudinal wind -2.52 0.017 -3.44 0.016 0 0 -0.047 0 0 0.04 -0.017 0 brace upward forces due to seismic -1.946 0.013 -2.657 0.012 0 0 -0.036 0 0 0.031 -0.013 0 lateral primary wind load 1 -4.67 -2.672 0 -0.526 0 0 -6.097 0 0 1.035 -2.917 0 lateral primary wind load 2 -3.446 -3.269 0 0.008 0 0 -5.562 0 0 2.259 -2.32 0 lateral primary wind load 3 1.035 2.917 0 -6.097 0 0 -0.526 0 0 -4.67 2.672 0 lateral primary wind load 4 2.259 2.32 0 -5.562 0 0 0.008 0 0 -3.446 3.269 0 Lateral Seismic Load -1.6 -0.728 0 2.011 0 0 -2.011 0 0 1.6 -0.728 0 Longitudinal Primary wind load 1 -2.004 1.576 0 -4.186 -2.142 0 0.096 -2.142 0 -3.481 -0.584 0 Longitudinal Primary wind load 2 -3.22 0.696 0 -0.228 -2.142 0 -3.862 -2.142 0 -2.265 -1.463 0 Longitudinal Primary wind load 3 -0.78 0.979 0 -3.652 -2.142 0 0.63 -2.142 0 -2.257 0.013 0 Longitudinal Primary wind load 4 -1.996 0.099 0 0.306 -2.142 0 -3.328 -2.142 0 -1.04 -0.866 0 LWL1D -1.054 0.75 0 -1.988 0 0 -0.033 0 0 -1.655 -0.316 0 LWL2D -1.655 0.316 0 -0.033 0 0 -1.988 0 0 -1.054 -0.75 0 LWL3D -0.449 0.456 0 -1.724 0 0 0.231 0 0 -1.05 -0.021 0 LWL4D -1.05 0.021 0 0.231 0 0 -1.724 0 0 -0.449 -0.456 0 MWL1 -2.795 -2.256 0 3.557 0 0 -3.557 0 0 2.795 -2.256 0 MWL2 2.795 2.256 0 -3.557 0 0 3.557 0 0 -2.795 2.256 0 Roof collateral load 0.339 0.01 0 0.969 0 0 0.969 0 0 0.339 -0.01 0 roof dead load 0.487 0.008 0 0.955 0 0 0.955 0 0 0.487 -0.008 0 roof live load 1.357 0.038 0 3.876 0 0 3.876 0 0 1.357 -0.038 0 roof snow load 1.697 0.048 0 4.845 0 0 4.845 0 0 1.697 -0.048 0 roof unbalanced snow load left 1.087 0.016 0 4.048 0 0 1.678 0 0 0.219 -0.016 0 roof unbalanced snow load right 0.219 0.016 0 1.678 0 0 4.048 0 0 1.087 -0.016 0 WL1D -2.307 -13.2 0 -0.26 0 0 -3.011 0 0 0.511 -1.441 0 WL2D -1.702 -1.615 0 0.004 0 0 -2.747 0 0 1.116 -1.146 0 WL3D 0.511 1.441 0 -3.011 0 0 -0.26 0 0 -2.307 1.32 0 WL4D 1.116 1.146 0 -2.747 0 0 0.004 0 0 -1.702 1.615 0 Line 2 COL 1 COL 4 vert horiz long vert horiz long Brace Downward Forces due to longitudinal wind 2.511 -0.003 0 2.511 0.003 0 Brace Downward Forces due to seismic 1.939 -0.002 0 1.939 0.003 0 brace upward forces due to longitudinal wind -2.511 0.019 -3.44 -2.511 -0.019 -3.44 brace upward forces due to seismic -1.939 0.014 -2.657 -1.939 -0.014 -2.657 lateral primary wind load 1 -10.966 -5.741 0 -5.942 -2.985 0 lateral primary wind load 2 -6.961 -6.637 0 -1.938 -2.089 0 lateral primary wind load 3 -5.942 2.985 0 -10.966 5.741 0 lateral primary wind load 4 -1.938 2.089 0 -6.961 6.637 0 Lateral Seismic Load -1.234 -1.367 0 1.1234 -13.67 0 Longitudinal Primary wind load 1 -8.212 1.945 0 -7.585 -0.759 0 Longitudinal Primary wind load 2 -7.585 0.759 0 -8.212 -1.945 0 Longitudinal Primary wind load 3 -4.207 1.049 0 -3.558 0.137 0 Longitudinal Primary wind load 4 -3.58 0.137 0 -4.207 -1.049 0 LWL1D -4.056 0.961 0 -3.746 -0.375 0 LWL2D -3.746 0.375 0 -4.056 -0.961 0 LWL3D -2.078 0.518 0 -1.769 0.068 0 LWL4D -1.769 -0.068 0 -2.078 -0.518 0 MWL1 -2.924 -5.136 0 2.924 -5.136 0 MWL2 2.924 5.136 0 -2.924 5.136 0 Roof collateral load 2.979 0.776 0 2.979 -0.776 0 roof dead load 2.259 0.521 0 2.259 -0.521 0 roof live load 11.916 3.104 0 11.917 -3.104 0 roof snow load 14.896 3.88 0 14.896 -3.388 0 roof unbalanced snow load left 10.131 2.26 0 5.881 -2.26 0 roof unbalanced snow load right 5.881 2.26 0 10.131 -2.26 0 WL1D -5.416 -2.836 0 -2.935 -1.474 0 WL2D -3.438 -3.278 0 -0.957 -1.032 0 WL3D -2.935 1.474 0 -5.416 2.836 0 WL4D -0.957 1.032 0 -3.438 3.278 0 Line 3 COL 1 COL 2 COL 3 COL 4 vert horiz long vert horiz long vert horiz long vert horiz long Brace Downward Forces due to longitudinal wind -0.013 -0.006 0 0.014 0 0 -0.027 0 0 2.537 0.006 0 Brace Downward Forces due to seismic -0.01 -0.004 0 0.011 0 0 -0.021 0 0 1.959 0.004 0 brace upward forces due to longitudinal wind 0.04 0.017 0 -0.047 0 0 0.016 0 0 -2.52 -0.017 -3.44 brace upward forces due to seismic 0.031 0.013 0 -0.036 0 0 0.012 0 0 -1.946 -0.013 -2.657 lateral primary wind load 1 -4.67 -2.672 0 -0.526 0 0 -6.097 0 0 1.035 -2.917 0 lateral primary wind load 2 -3.446 -3.269 0 0.008 0 0 -5.562 0 0 2.259 -2.32 0 lateral primary wind load 3 1.035 2.917 0 -6.097 0 0 -0.526 0 0 -4.67 2.672 0 lateral primary wind load 4 2.259 2.32 0 -5.562 0 0 0.008 0 0 -3.446 3.269 0 Lateral Seismic Load -1.6 -0.728 0 2.011 0 0 -2.011 0 0 1.6 -0.728 0 Longitudinal Primary wind load 1 -2.004 1.576 0 -4.186 -2.142 0 0.096 -2.142 0 -3.481 -0.584 0 Longitudinal Primary wind load 2 -3.22 0.696 0 -0.228 -2.142 0 -3.862 -2.142 0 -2.265 -1.463 0 Longitudinal Primary wind load 3 -0.78 0.979 0 -3.652 -2.142 0 0.63 -2.142 0 -2.257 0.013 0 Longitudinal Primary wind load 4 -1.996 0.099 0 0.306 -2.142 0 -3.328 -2.142 0 -1.04 -0.866 0 LWL1D -1.054 0.75 0 -1.988 0 0 -0.033 0 0 -1.655 -0.316 0 LWL2D -1.655 0.316 0 -0.033 0 0 -1.988 0 0 -1.054 -0.75 0 LWL3D -0.449 0.456 0 -1.724 0 0 0.231 0 0 -1.05 -0.021 0 LWL4D -1.05 0.021 0 0.231 0 0 -1.724 0 0 -0.449 -0.456 0 MWL1 -2.795 -2.256 0 3.557 0 0 -3.557 0 0 2.795 -2.256 0 MWL2 2.795 2.256 0 -3.557 0 0 3.557 0 0 -2.795 2.256 0 Roof collateral load 0.339 0.01 0 0.969 0 0 0.969 0 0 0.339 -0.01 0 roof dead load 0.478 0.008 0 0.955 0 0 0.955 0 0 0.487 -0.008 0 roof live load 1.357 0.038 0 3.876 0 0 3.876 0 0 1.357 -0.038 0 roof snow load 1.697 0.048 0 4.845 0 0 4.845 0 0 1.697 -0.048 0 roof unbalanced snow load left 1.087 0.016 0 4.048 0 0 1.678 0 0 0.219 -0.016 0 roof unbalanced snow load right 0.219 0.016 0 1.678 0 0 4.048 0 0 1.087 -0.016 0 WL1D -2.307 -1.35 0 -0.26 0 0 -3.011 0 0 0.511 -1.441 0 WL2D -1.702 -1.615 0 0.004 0 0 -2.747 0 0 1.116 -1.146 0 WL3D 0.511 1.441 0 -3.011 0 0 -0.26 0 0 -2.307 1.32 0 WL4D 1.116 1.146 0 -2.747 0 0 0.004 0 0 -1.702 1.615 0 Project Information Soil Properties: Bearing Capcity 3000 psf Seismic/Wind Bearing Capacity 3900 psf coefficient of friction 0.4 - Passive pressure 325 D pcf Density of soil 135 pcf Foundation Properties: Minimum Spread Footing Size 24 in Minimum Continuous Footing Size 18 in Density of Concrete 150 pcf Line 1 COL 1 COL 2 COL 3 COL 4 vert horiz long vert horiz long vert horiz long vert horiz long (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) Brace Downward Forces due to longitudinal wind 2.537 -0.006 0 -0.027 0 0 0.014 0 0 -0.013 0.006 0 Brace Downward Forces due to seismic 1.959 -0.004 0 -0.021 0 0 0.011 0 0 -0.01 0.004 0 brace upward forces due to longitudinal wind -2.52 0.017 -3.44 0.016 0 0 -0.047 0 0 0.04 -0.017 0 brace upward forces due to seismic -1.946 0.013 -2.657 0.012 0 0 -0.036 0 0 0.031 -0.013 0 lateral primary wind load 1 -4.67 -2.672 0 -0.526 0 0 -6.097 0 0 1.035 -2.917 0 lateral primary wind load 2 -3.446 -3.269 0 0.008 0 0 -5.562 0 0 2.259 -2.32 0 lateral primary wind load 3 1.035 2.917 0 -6.097 0 0 -0.526 0 0 -4.67 2.672 0 lateral primary wind load 4 2.259 2.32 0 -5.562 0 0 0.008 0 0 -3.446 3.269 0 Lateral Seismic Load -1.6 -0.728 0 2.011 0 0 -2.011 0 0 1.6 -0.728 0 Longitudinal Primary wind load 1 -2.004 1.576 0 -4.186 -2.142 0 0.096 -2.142 0 -3.481 -0.584 0 Longitudinal Primary wind load 2 -3.22 0.696 0 -0.228 -2.142 0 -3.862 -2.142 0 -2.265 -1.463 0 Longitudinal Primary wind load 3 -0.78 0.979 0 -3.652 -2.142 0 0.63 -2.142 0 -2.257 0.013 0 Longitudinal Primary wind load 4 -1.996 0.099 0 0.306 -2.142 0 -3.328 -2.142 0 -1.04 -0.866 0 LWL1D -1.054 0.75 0 -1.988 0 0 -0.033 0 0 -1.655 -0.316 0 LWL2D -1.655 0.316 0 -0.033 0 0 -1.988 0 0 -1.054 -0.75 0 LWL3D -0.449 0.456 0 -1.724 0 0 0.231 0 0 -1.05 -0.021 0 LWL4D -1.05 0.021 0 0.231 0 0 -1.724 0 0 -0.449 -0.456 0 MWL1 -2.795 -2.256 0 3.557 0 0 -3.557 0 0 2.795 -2.256 0 MWL2 2.795 2.256 0 -3.557 0 0 3.557 0 0 -2.795 2.256 0 Roof collateral load 0.339 0.01 0 0.969 0 0 0.969 0 0 0.339 -0.01 0 roof dead load 0.487 0.008 0 0.955 0 0 0.955 0 0 0.487 -0.008 0 roof live load 1.357 0.038 0 3.876 0 0 3.876 0 0 1.357 -0.038 0 roof snow load 1.697 0.048 0 4.845 0 0 4.845 0 0 1.697 -0.048 0 roof unbalanced snow load left 1.087 0.016 0 4.048 0 0 1.678 0 0 0.219 -0.016 0 roof unbalanced snow load right 0.219 0.016 0 1.678 0 0 4.048 0 0 1.087 -0.016 0 WL1D -2.307 -13.2 0 -0.26 0 0 -3.011 0 0 0.511 -1.441 0 WL2D -1.702 -1.615 0 0.004 0 0 -2.747 0 0 1.116 -1.146 0 WL3D 0.511 1.441 0 -3.011 0 0 -0.26 0 0 -2.307 1.32 0 WL4D 1.116 1.146 0 -2.747 0 0 0.004 0 0 -1.702 1.615 0 Line 2 COL 1 COL 4 vert horiz long vert horiz long (k) (k) (k) (k) (k) (k) Brace Downward Forces due to longitudinal wind 2.511 -0.003 0 2.511 0.003 0 Brace Downward Forces due to seismic 1.939 -0.002 0 1.939 0.003 0 brace upward forces due to longitudinal wind -2.511 0.019 -3.44 -2.511 -0.019 -3.44 brace upward forces due to seismic -1.939 0.014 -2.657 -1.939 -0.014 -2.657 lateral primary wind load 1 -10.966 -5.741 0 -5.942 -2.985 0 lateral primary wind load 2 -6.961 -6.637 0 -1.938 -2.089 0 lateral primary wind load 3 -5.942 2.985 0 -10.966 5.741 0 lateral primary wind load 4 -1.938 2.089 0 -6.961 6.637 0 Lateral Seismic Load -1.234 -1.367 0 1.1234 -13.67 0 Longitudinal Primary wind load 1 -8.212 1.945 0 -7.585 -0.759 0 Longitudinal Primary wind load 2 -7.585 0.759 0 -8.212 -1.945 0 Longitudinal Primary wind load 3 -4.207 1.049 0 -3.558 0.137 0 Longitudinal Primary wind load 4 -3.58 0.137 0 -4.207 -1.049 0 LWL1D -4.056 0.961 0 -3.746 -0.375 0 LWL2D -3.746 0.375 0 -4.056 -0.961 0 LWL3D -2.078 0.518 0 -1.769 0.068 0 LWL4D -1.769 -0.068 0 -2.078 -0.518 0 MWL1 -2.924 -5.136 0 2.924 -5.136 0 MWL2 2.924 5.136 0 -2.924 5.136 0 Roof collateral load 2.979 0.776 0 2.979 -0.776 0 roof dead load 2.259 0.521 0 2.259 -0.521 0 roof live load 11.916 3.104 0 11.917 -3.104 0 roof snow load 14.896 3.88 0 14.896 -3.388 0 roof unbalanced snow load left 10.131 2.26 0 5.881 -2.26 0 roof unbalanced snow load right 5.881 2.26 0 10.131 -2.26 0 WL1D -5.416 -2.836 0 -2.935 -1.474 0 WL2D -3.438 -3.278 0 -0.957 -1.032 0 WL3D -2.935 1.474 0 -5.416 2.836 0 WL4D -0.957 1.032 0 -3.438 3.278 0 Line 3 COL 1 COL 2 COL 3 COL 4 vert horiz long vert horiz long vert horiz long vert horiz long (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) Brace Downward Forces due to longitudinal wind -0.013 -0.006 0 0.014 0 0 -0.027 0 0 2.537 0.006 0 Brace Downward Forces due to seismic -0.01 -0.004 0 0.011 0 0 -0.021 0 0 1.959 0.004 0 brace upward forces due to longitudinal wind 0.04 0.017 0 -0.047 0 0 0.016 0 0 -2.52 -0.017 -3.44 brace upward forces due to seismic 0.031 0.013 0 -0.036 0 0 0.012 0 0 -1.946 -0.013 -2.657 lateral primary wind load 1 -4.67 -2.672 0 -0.526 0 0 -6.097 0 0 1.035 -2.917 0 lateral primary wind load 2 -3.446 -3.269 0 0.008 0 0 -5.562 0 0 2.259 -2.32 0 lateral primary wind load 3 1.035 2.917 0 -6.097 0 0 -0.526 0 0 -4.67 2.672 0 lateral primary wind load 4 2.259 2.32 0 -5.562 0 0 0.008 0 0 -3.446 3.269 0 Lateral Seismic Load -1.6 -0.728 0 2.011 0 0 -2.011 0 0 1.6 -0.728 0 Longitudinal Primary wind load 1 -2.004 1.576 0 -4.186 -2.142 0 0.096 -2.142 0 -3.481 -0.584 0 Longitudinal Primary wind load 2 -3.22 0.696 0 -0.228 -2.142 0 -3.862 -2.142 0 -2.265 -1.463 0 Longitudinal Primary wind load 3 -0.78 0.979 0 -3.652 -2.142 0 0.63 -2.142 0 -2.257 0.013 0 Longitudinal Primary wind load 4 -1.996 0.099 0 0.306 -2.142 0 -3.328 -2.142 0 -1.04 -0.866 0 LWL1D -1.054 0.75 0 -1.988 0 0 -0.033 0 0 -1.655 -0.316 0 LWL2D -1.655 0.316 0 -0.033 0 0 -1.988 0 0 -1.054 -0.75 0 LWL3D -0.449 0.456 0 -1.724 0 0 0.231 0 0 -1.05 -0.021 0 LWL4D -1.05 0.021 0 0.231 0 0 -1.724 0 0 -0.449 -0.456 0 MWL1 -2.795 -2.256 0 3.557 0 0 -3.557 0 0 2.795 -2.256 0 MWL2 2.795 2.256 0 -3.557 0 0 3.557 0 0 -2.795 2.256 0 Roof collateral load 0.339 0.01 0 0.969 0 0 0.969 0 0 0.339 -0.01 0 roof dead load 0.478 0.008 0 0.955 0 0 0.955 0 0 0.487 -0.008 0 roof live load 1.357 0.038 0 3.876 0 0 3.876 0 0 1.357 -0.038 0 roof snow load 1.697 0.048 0 4.845 0 0 4.845 0 0 1.697 -0.048 0 roof unbalanced snow load left 1.087 0.016 0 4.048 0 0 1.678 0 0 0.219 -0.016 0 roof unbalanced snow load right 0.219 0.016 0 1.678 0 0 4.048 0 0 1.087 -0.016 0 WL1D -2.307 -1.35 0 -0.26 0 0 -3.011 0 0 0.511 -1.441 0 WL2D -1.702 -1.615 0 0.004 0 0 -2.747 0 0 1.116 -1.146 0 WL3D 0.511 1.441 0 -3.011 0 0 -0.26 0 0 -2.307 1.32 0 WL4D 1.116 1.146 0 -2.747 0 0 0.004 0 0 -1.702 1.615 0 Weight of Soil above footing can also be included. VERT HORIZ LONG Location 1 - 1 Wind Type Corner VERT HORIZ LONG 1 Brace Downward Forces due to longitudinal wind 2.537 -0.006 0 Max Wind 4.958 8.951 -3.44 k 2 Brace Downward Forces due to seismic 1.959 -0.004 0 Min Wind -14.63 -7.009 -3.44 k 3 brace upward forces due to longitudinal wind -2.52 0.017 -3.44 4 brace upward forces due to seismic -1.946 0.013 -2.657 Seismic 5 lateral primary wind load 1 -4.67 -2.672 0 VERT HORIZ LONG 6 lateral primary wind load 2 -3.446 -3.269 0 Max Seismic -1.587 -0.719 -2.657k 7 lateral primary wind load 3 1.035 2.917 0 Min Seismic -1.587 -0.719 -2.657k 8 lateral primary wind load 4 2.259 2.32 0 9 Lateral Seismic Load -1.6 -0.728 0 Other 10 Longitudinal Primary wind load 1 -2.004 1.576 0 VERT HORIZ LONG 11 Longitudinal Primary wind load 2 -3.22 0.696 0 Max Dead 0.826 0.018 0 k 12 Longitudinal Primary wind load 3 -0.78 0.979 0 Max Live 1.357 0.038 0 k 13 Longitudinal Primary wind load 4 -1.996 0.099 0 Max Snow 2.784 0.064 0 k 14 LWL1D -1.054 0.75 0 Maximum 15 LWL2D -1.655 0.316 0 Maximum Loads ASD Load Combinations 16 LWL3D -0.449 0.456 0 VERT HORIZ LONG VERT HORIZ LONG 17 LWL4D -1.05 0.021 0 D 0.826 0.018 0 k 1 0.826 0.018 0.000k 18 MWL1 -2.795 -2.256 0 L 0 0 0 k 2 0.826 0.018 0.000k 19 MWL2 2.795 2.256 0 Lr 1.357 0.038 0 k 3 3.610 0.082 0.000k 20 Roof collateral load 0.339 0.01 0 S 2.784 0.064 0 k 4 2.914 0.066 0.000k 21 roof dead load 0.487 0.008 0 R 0 0 0 k 5 3.801 5.389 -1.860k 22 roof live load 1.357 0.038 0 W 4.958 8.951 -3.44k 6a 5.145 4.094 -1.548k 23 roof snow load 1.697 0.048 0 E -1.587 -0.719 -2.657k 6b 2.081 -0.311 -1.395k 24 roof unbalanced snow load left 1.087 0.016 0 7 3.470 5.381 -2.064k 25 roof unbalanced snow load right 0.219 0.016 0 8 -0.615 -0.493 -1.860k 26 WL1D -2.307 -1.32 0 5.145 5.389 0.000k 27 WL2D -1.702 -1.615 0 28 WL3D 0.511 1.441 0 29 WL4D 1.116 1.146 0 Minimum Minimum Loads ASD Load Combinations Max Vertical Load 5.145k VERT HORIZ LONG VERT HORIZ LONG Max Uplift Force -8.282k D 0.826 0.018 0 k 1 0.826 0.018 0.000k Max Horizontal Load 5.3886k L 0 0 0 k 2 0.826 0.018 0.000k Lr 1.357 0.038 0 k 3 2.183 0.056 0.000k Coeff. Of Friction 0.4 S 2.784 0.064 0 k 4 1.844 0.047 0.000k passive pressure 325 D pcf R 0 0 0 k 5 -7.952 -4.187 -2.064k Density of Soil 135 pcf W -14.63 -7.009 -3.44k 6a -4.740 -3.108 -1.548k density of concrete 150 pcf E -1.587 -0.719 -2.657k 6b 2.081 -0.311 -1.395k Allowable bearing 3000psf 7 -8.282 -4.195 -2.064k 8 -0.615 -0.493 -1.860k Depth 24 in VERT HORIZ LONG -8.282 -4.195 -2.064k Width 6.00 ft Max Load: 5.145 5.3886 -2.064k Breadth 6.00 ft Max Uplift: -8.282k Grade Beam Trib 0 ft Grade Beam Height 18 in Grade Beam Width 18 in Weight 0.0 k Friction Resistance 2.6 k Passive Resistance 11.7 k Total Lateral Resistance 14.3 k 2.65 OK Vertical Resistance 108 k 20.99 OK Uplift Resistance 11 k OK Longitudinal Reinforcing Max Load -2.1 k Fy 60 ksi As, min -0.03 in^2 Minimum Reinforcing VERT HORIZ LONG Location 1-2 Wind Type Corner VERT HORIZ LONG 1 Brace Downward Forces due to longitudinal wind -0.027 0 0 Max Wind 4.095 -2.142 0 k 2 Brace Downward Forces due to seismic -0.021 0 0 Min Wind -18.85 -2.142 0 k 3 brace upward forces due to longitudinal wind 0.016 0 0 4 brace upward forces due to seismic 0.012 0 0 Seismic 5 lateral primary wind load 1 -0.526 0 0 VERT HORIZ LONG 6 lateral primary wind load 2 0.008 0 0 Max Seismic 2.011 0 0 k 7 lateral primary wind load 3 -6.097 0 0 Min Seismic -0.021 0 0 k 8 lateral primary wind load 4 -5.562 0 0 9 Lateral Seismic Load 2.011 0 0 Other 10 Longitudinal Primary wind load 1 -4.186 -2.142 0 VERT HORIZ LONG 11 Longitudinal Primary wind load 2 -0.228 -2.142 0 Max Dead 1.924 0 0 k 12 Longitudinal Primary wind load 3 -3.652 -2.142 0 Max Live 3.876 0 0 k 13 Longitudinal Primary wind load 4 0.306 -2.142 0 Max Snow 8.893 0 0 k 14 LWL1D -1.988 0 0 Maximum 15 LWL2D -0.033 0 0 Maximum Loads ASD Load Combinations 16 LWL3D -1.724 0 0 VERT HORIZ LONG VERT HORIZ LONG 17 LWL4D 0.231 0 0 D 1.924 0 0 k 1 1.924 0.000 0.000 k 18 MWL1 3.557 0 0 L 0 0 0 k 2 1.924 0.000 0.000 k 19 MWL2 -3.557 0 0 Lr 3.876 0 0 k 3 10.817 0.000 0.000 k 20 Roof collateral load 0.969 0 0 S 8.893 0 0 k 4 8.594 0.000 0.000 k 21 roof dead load 0.955 0 0 R 0 0 0 k 5 4.381 0.000 0.000 k 22 roof live load 3.876 0 0 W 4.095 -2.142 0 k 6a 10.437 -0.964 0.000 k 23 roof snow load 4.845 0 0 E 2.011 0 0 k 6b 9.650 0.000 0.000 k 24 roof unbalanced snow load left 4.048 0 0 7 3.611 -1.285 0.000 k 25 roof unbalanced snow load right 1.678 0 0 8 2.562 0.000 0.000 k 26 WL1D -0.26 0 0 10.817 0.000 0.000 k 27 WL2D 0.004 0 0 28 WL3D -3.011 0 0 29 WL4D -2.747 0 0 Minimum Minimum Loads ASD Load Combinations Max Vertical Load 10.817 k VERT HORIZ LONG VERT HORIZ LONG Max Uplift Force -10.156 k D 1.924 0 0 k 1 1.924 0.000 0.000 k Max Horizontal Load 1.2852 k L 0 0 0 k 2 1.924 0.000 0.000 k Lr 3.876 0 0 k 3 5.800 0.000 0.000 k Coeff. Of Friction 0.4 S 8.893 0 0 k 4 4.831 0.000 0.000 k passive pressure 325 D pcf R 0 0 0 k 5 -9.386 -1.285 0.000 k Density of Soil 135 pcf W -18.85 -2.142 0 k 6a -3.652 -0.964 0.000 k density of concrete 150 pcf E -0.021 0 0 k 6b 8.583 0.000 0.000 k Allowable bearing 3000 psf 7 -10.156 -1.285 0.000 k 8 1.140 0.000 0.000k Depth 24 in VERT HORIZ LONG -10.156 -1.285 0.000 k Width 6.00 ft Max Load: 10.817 -1.2852 0 k Breadth 6.00ft Max Uplift: -10.156 k Grade Beam Trib 0 ft Grade Beam Height 18 in Grade Beam Width 18 in Weight 0.0 k Friction Resistance 2.6 k Passive Resistance 11.7 k Total Lateral Resistance 14.3 k 11.12 OK Vertical Resistance 108 k 9.98 OK Uplift Resistance 11 k OK Longitudinal Reinforcing Max Load 0.0 k Fy 60 ksi As, min 0.00 in^2 Minimum Reinforcing VERT HORIZ LONG Location 1-3 Wind Type Corner VERT HORIZ LONG 1 Brace Downward Forces due to longitudinal wind 0.014 0 0 Max Wind 4.397 -2.142 0 k 2 Brace Downward Forces due to seismic 0.011 0 0 Min Wind -18.548 -2.142 0 k 3 brace upward forces due to longitudinal wind -0.047 0 0 4 brace upward forces due to seismic -0.036 0 0 Seismic 5 lateral primary wind load 1 -6.097 0 0 VERT HORIZ LONG 6 lateral primary wind load 2 -5.562 0 0 Max Seismic 0.011 0 0 k 7 lateral primary wind load 3 -0.526 0 0 Min Seismic -2.011 0 0 k 8 lateral primary wind load 4 0.008 0 0 9 Lateral Seismic Load -2.011 0 0 Other 10 Longitudinal Primary wind load 1 0.096 -2.142 0 VERT HORIZ LONG 11 Longitudinal Primary wind load 2 -3.862 -2.142 0 Max Dead 1.924 0 0 k 12 Longitudinal Primary wind load 3 0.63 -2.142 0 Max Live 3.876 0 0 k 13 Longitudinal Primary wind load 4 -3.328 -2.142 0 Max Snow 8.893 0 0 k 14 LWL1D -0.033 0 0 Maximum 15 LWL2D -1.988 0 0 Maximum Loads ASD Load Combinations 16 LWL3D 0.231 0 0 VERT HORIZ LONG VERT HORIZ LONG 17 LWL4D -1.724 0 0 D 1.924 0 0 k 1 1.924 0.000 0.000 k 18 MWL1 -3.557 0 0 L 0 0 0 k 2 1.924 0.000 0.000 k 19 MWL2 3.557 0 0 Lr 3.876 0 0 k 3 10.817 0.000 0.000 k 20 Roof collateral load 0.969 0 0 S 8.893 0 0 k 4 8.594 0.000 0.000 k 21 roof dead load 0.955 0 0 R 0 0 0 k 5 4.562 0.000 0.000 k 22 roof live load 3.876 0 0 W 4.397 -2.142 0 k 6a 10.572 -0.964 0.000 k 23 roof snow load 4.845 0 0 E 0.011 0 0 k 6b 8.600 0.000 0.000 k 24 roof unbalanced snow load left 1.678 0 0 7 3.793 -1.285 0.000 k 25 roof unbalanced snow load right 4.048 0 0 8 1.162 0.000 0.000 k 26 WL1D -3.011 0 0 10.817 0.000 0.000 k 27 WL2D -2.747 0 0 28 WL3D -0.26 0 0 29 WL4D 0.004 0 0 Minimum Minimum Loads ASD Load Combinations Max Vertical Load 10.817 k VERT HORIZ LONG VERT HORIZ LONG Max Uplift Force -9.974 k D 1.924 0 0 k 1 1.924 0.000 0.000 k Max Horizontal Load 1.2852 k L 0 0 0 k 2 1.924 0.000 0.000 k Lr 3.876 0 0 k 3 5.800 0.000 0.000 k Coeff. Of Friction 0.4 S 8.893 0 0 k 4 4.831 0.000 0.000 k passive pressure 325 D pcf R 0 0 0 k 5 -9.205 -1.285 0.000 k Density of Soil 135 pcf W -18.548 -2.142 0 k 6a -3.516 -0.964 0.000 k density of concrete 150 pcf E -2.011 0 0 k 6b 7.538 0.000 0.000 k Allowable bearing 3000 psf 7 -9.974 -1.285 0.000 k 8 -0.253 0.000 0.000 k Depth 24 in VERT HORIZ LONG -9.974 -1.285 0.000 k Width 6.00 ft Max Load: 10.817 -1.2852 0 k Breadth 6.00 ft Max Uplift: -9.974 k Grade Beam Trib 0 ft Grade Beam Height 18 in Grade Beam Width 18 in Weight 0.0 k Friction Resistance 2.6 k Passive Resistance 11.7 k Total Lateral Resistance 14.3 k 11.12 OK Vertical Resistance 108 k 9.98 OK Uplift Resistance 11 k OK Longitudinal Reinforcing Max Load 0.0 k Fy 60 ksi As, min 0.00 in^2 Minimum Reinforcing VERT HORIZ LONG Location 1 - 4 Wind Type Corner VERT HORIZ LONG 1 Brace Downward Forces due to longitudinal wind -0.013 0.006 0 Max Wind 4.708 7.121 0 k 2 Brace Downward Forces due to seismic -0.01 0.004 0 Min Wind -14.881 -8.838 0 k 3 brace upward forces due to longitudinal wind 0.04 -0.017 0 4 brace upward forces due to seismic 0.031 -0.013 0 Seismic 5 lateral primary wind load 1 1.035 -2.917 0 VERT HORIZ LONG 6 lateral primary wind load 2 2.259 -2.32 0 Max Seismic 1.6 0.004 0 k 7 lateral primary wind load 3 -4.67 2.672 0 Min Seismic -0.01 -0.728 0 k 8 lateral primary wind load 4 -3.446 3.269 0 9 Lateral Seismic Load 1.6 -0.728 0 Other 10 Longitudinal Primary wind load 1 -3.481 -0.584 0 VERT HORIZ LONG 11 Longitudinal Primary wind load 2 -2.265 -1.463 0 Max Dead 0.826 -0.018 0 k 12 Longitudinal Primary wind load 3 -2.257 0.013 0 Max Live 1.357 -0.038 0 k 13 Longitudinal Primary wind load 4 -1.04 -0.866 0 Max Snow 2.784 -0.064 0 k 14 LWL1D -1.655 -0.316 0 Maximum 15 LWL2D -1.054 -0.75 0 Maximum Loads ASD Load Combinations 16 LWL3D -1.05 -0.021 0 VERT HORIZ LONG VERT HORIZ LONG 17 LWL4D -0.449 -0.456 0 D 0.826 -0.018 0 k 1 0.826 -0.018 0.000 k 18 MWL1 2.795 -2.256 0 L 0 0 0 k 2 0.826 -0.018 0.000 k 19 MWL2 -2.795 2.256 0 Lr 1.357 -0.038 0 k 3 3.610 -0.056 0.000 k 20 Roof collateral load 0.339 -0.01 0 S 2.784 -0.064 0 k 4 2.914 -0.047 0.000 k 21 roof dead load 0.487 -0.008 0 R 0 0 0 k 5 3.651 4.255 0.000 k 22 roof live load 1.357 -0.038 0 W 4.708 7.121 0 k 6a 5.033 3.158 0.000 k 23 roof snow load 1.697 -0.048 0 E 1.6 0.004 0 k 6b 3.754 -0.064 0.000 k 24 roof unbalanced snow load left 0.219 -0.016 0 7 3.320 4.262 0.000 k 25 roof unbalanced snow load right 1.087 -0.016 0 8 1.616 -0.008 0.000 k 26 WL1D 0.511 -1.441 0 5.033 4.262 0.000 k 27 WL2D 1.116 -1.146 0 28 WL3D -2.307 1.32 0 29 WL4D -1.702 1.615 0 Minimum Minimum Loads ASD Load Combinations Max Vertical Load 5.033 k VERT HORIZ LONG VERT HORIZ LONG Max Uplift Force -8.433 k D 0.826 -0.018 0 k 1 0.826 -0.018 0.000 k Max Horizontal Load 5.3208 k L 0 0 0 k 2 0.826 -0.018 0.000 k Lr 1.357 -0.038 0 k 3 2.183 -0.082 0.000 k Coeff. Of Friction 0.4 S 2.784 -0.064 0 k 4 1.844 -0.066 0.000 k passive pressure 325 D pcf R 0 0 0 k 5 -8.103 -5.321 0.000 k Density of Soil 135 pcf W -14.881 -8.838 0 k 6a -4.853 -4.043 0.000 k density of concrete 150 pcf E -0.01 -0.728 0 k 6b 2.909 -0.448 0.000 k Allowable bearing 3000 psf 7 -8.433 -5.314 0.000 k 8 0.489 -0.520 0.000k Depth 24 in VERT HORIZ LONG -8.433 -5.321 0.000 k Width 6.00 ft Max Load: 5.033 -5.3208 0 k Breadth 6.00ft Max Uplift: -8.433 k Grade Beam Trib 0 ft Grade Beam Height 18 in Grade Beam Width 18 in Weight 0.0 k Friction Resistance 2.6 k Passive Resistance 11.7 k Total Lateral Resistance 14.3 k 2.69 OK Vertical Resistance 108 k 21.46 OK Uplift Resistance 11 k OK Longitudinal Reinforcing Max Load 0.0 k Fy 60 ksi As, min 0.00 in^2 Minimum Reinforcing VERT HORIZ LONG Location 2-1 Wind Type Corner VERT HORIZ LONG 1 Brace Downward Forces due to longitudinal wind 2.511 -0.003 0 Max Wind -5.32 12.517 -3.44 k 2 Brace Downward Forces due to seismic 1.939 -0.002 0 Min Wind -31.574 -15.24 -3.44 k 3 brace upward forces due to longitudinal wind -2.511 0.019 -3.44 4 brace upward forces due to seismic -1.939 0.014 -2.657 Seismic 5 lateral primary wind load 1 -10.966 -5.741 0 VERT HORIZ LONG 6 lateral primary wind load 2 -6.961 -6.637 0 Max Seismic 1.939 0.014 0 k 7 lateral primary wind load 3 -5.942 2.985 0 Min Seismic -1.939 -1.367 -2.657 k 8 lateral primary wind load 4 -1.938 2.089 0 9 Lateral Seismic Load -1.234 -1.367 0 Other 10 Longitudinal Primary wind load 1 -8.212 1.945 0 VERT HORIZ LONG 11 Longitudinal Primary wind load 2 -7.585 0.759 0 Max Dead 5.238 1.297 0 k 12 Longitudinal Primary wind load 3 -4.207 1.049 0 Max Live 11.916 3.104 0 k 13 Longitudinal Primary wind load 4 -3.58 -0.137 0 Max Snow 25.027 6.14 0 k 14 LWL1D -4.056 0.961 0 Maximum 15 LWL2D -3.746 0.375 0 Maximum Loads ASD Load Combinations 16 LWL3D -2.078 0.518 0 VERT HORIZ LONG VERT HORIZ LONG 17 LWL4D -1.769 -0.068 0 D 5.238 1.297 0 k 1 5.238 1.297 0.000 k 18 MWL1 -2.924 -5.136 0 L 0 0 0 k 2 5.238 1.297 0.000 k 19 MWL2 2.924 5.136 0 Lr 11.916 3.104 0 k 3 30.265 7.437 0.000 k 20 Roof collateral load 2.979 0.776 0 S 25.027 6.14 0 k 4 24.008 5.902 0.000 k 21 roof dead load 2.259 0.521 0 R 0 0 0 k 5 6.595 8.807 0.000 k 22 roof live load 11.916 3.104 0 W -5.32 12.517 -3.44 k 6a 21.614 11.535 -1.548 k 23 roof snow load 14.896 3.88 0 E 1.939 0.014 0 k 6b 25.026 5.909 0.000 k 24 roof unbalanced snow load left 10.131 2.26 0 7 -0.049 8.288 -2.064 k 25 roof unbalanced snow load right 5.881 2.26 0 8 4.500 0.788 0.000 k 26 WL1D -5.416 -2.836 0 30.265 11.535 0.000 k 27 WL2D -3.438 -3.278 0 28 WL3D -2.935 1.474 0 29 WL4D -0.957 1.032 0 Minimum Minimum Loads ASD Load Combinations Max Vertical Load 30.265 k VERT HORIZ LONG VERT HORIZ LONG Max Uplift Force -15.802 k D 5.238 1.297 0 k 1 5.238 1.297 0.000 k Max Horizontal Load 11.53465 k L 0 0 0 k 2 5.238 1.297 0.000 k Lr 11.916 3.104 0 k 3 17.154 4.401 0.000 k Coeff. Of Friction 0.4 S 25.027 6.14 0 k 4 14.175 3.625 0.000 k passive pressure 325 D pcf R 0 0 0 k 5 -13.706 -7.847 -2.064 k Density of Soil 135 pcf W -31.574 -15.24 -3.44 k 6a -0.033 -3.233 -1.548 k density of concrete 150 pcf E -1.939 -1.367 -2.657 k 6b 22.990 5.184 -1.395 k Allowable bearing 3000 psf 7 -15.802 -8.366 -2.064 k 8 1.786 -0.179 -1.860 k Depth 24 in VERT HORIZ LONG -15.802 -8.366 -2.064 k Width 8.00 ft Max Load: 30.265 11.53465 -2.064 k Breadth 8.00 ft Max Uplift: -15.802 k Grade Beam Trib 0 ft Grade Beam Height 18 in Grade Beam Width 18 in Weight 0.0 k Friction Resistance 4.6 k Passive Resistance 15.6 k Total Lateral Resistance 20.2 k 1.75 OK Vertical Resistance 192 k 6.34 OK Uplift Resistance 20 k OK Longitudinal Reinforcing Max Load 2.1 k Fy 60 ksi As, min 0.03 in^2 Minimum Reinforcing VERT HORIZ LONG Location 2-4 Wind Type Corner VERT HORIZ LONG 1 Brace Downward Forces due to longitudinal wind 2.511 0.003 0 Max Wind -5.32 15.24 -3.44 k 2 Brace Downward Forces due to seismic 1.939 0.003 0 Min Wind -31.574 -12.517 -3.44 k 3 brace upward forces due to longitudinal wind -2.511 -0.019 -3.44 4 brace upward forces due to seismic -1.939 -0.014 -2.657 Seismic 5 lateral primary wind load 1 -5.942 -2.985 0 VERT HORIZ LONG 6 lateral primary wind load 2 -1.938 -2.089 0 Max Seismic 1.939 0.003 0 k 7 lateral primary wind load 3 -10.966 5.741 0 Min Seismic -1.939 -1.367 -2.657 k 8 lateral primary wind load 4 -6.961 6.637 0 9 Lateral Seismic Load 1.1234 -1.367 0 Other 10 Longitudinal Primary wind load 1 -7.585 -0.759 0 VERT HORIZ LONG 11 Longitudinal Primary wind load 2 -8.212 -1.945 0 Max Dead 5.238 -1.297 0 k 12 Longitudinal Primary wind load 3 -3.58 0.137 0 Max Live 11.917 -3.104 0 k 13 Longitudinal Primary wind load 4 -4.207 -1.049 0 Max Snow 25.027 -5.648 0 k 14 LWL1D -3.746 -0.375 0 Maximum 15 LWL2D -4.056 -0.961 0 Maximum Loads ASD Load Combinations 16 LWL3D -1.769 0.068 0 VERT HORIZ LONG VERT HORIZ LONG 17 LWL4D -2.078 -0.518 0 D 5.238 -1.297 0 k 1 5.238 -1.297 0.000 k 18 MWL1 2.924 -5.136 0 L 0 0 0 k 2 5.238 -1.297 0.000 k 19 MWL2 -2.924 5.136 0 Lr 11.917 -3.104 0 k 3 30.265 -4.401 0.000 k 20 Roof collateral load 2.979 -0.776 0 S 25.027 -5.648 0 k 4 24.008 -3.625 0.000 k 21 roof dead load 2.259 -0.521 0 R 0 0 0 k 5 6.595 7.847 0.000 k 22 roof live load 11.917 -3.104 0 W -5.32 15.24 -3.44 k 6a 21.614 3.233 -1.548 k 23 roof snow load 14.896 -3.388 0 E 1.939 0.003 0 k 6b 25.026 -5.531 0.000 k 24 roof unbalanced snow load left 5.881 -2.26 0 7 -0.049 8.366 -2.064 k 25 roof unbalanced snow load right 10.131 -2.26 0 8 4.500 -0.776 0.000 k 26 WL1D -2.935 -1.474 0 30.265 8.366 0.000 k 27 WL2D -0.957 -1.032 0 28 WL3D -5.416 2.836 0 29 WL4D -3.438 3.278 0 Minimum Minimum Loads ASD Load Combinations Max Vertical Load 30.265 k VERT HORIZ LONG VERT HORIZ LONG Max Uplift Force -15.802 k D 5.238 -1.297 0 k 1 5.238 -1.297 0.000 k Max Horizontal Load 11.16565 k L 0 0 0 k 2 5.238 -1.297 0.000 k Lr 11.917 -3.104 0 k 3 17.155 -6.945 0.000 k Coeff. Of Friction 0.4 S 25.027 -5.648 0 k 4 14.176 -5.533 0.000 k passive pressure 325 D pcf R 0 0 0 k 5 -13.706 -8.807 -2.064 k Density of Soil 135 pcf W -31.574 -12.517 -3.44 k 6a -0.033 -11.166 -1.548 k density of concrete 150 pcf E -1.939 -1.367 -2.657 k 6b 22.990 -6.251 -1.395 k Allowable bearing 3000 psf 7 -15.802 -8.288 -2.064 k 8 1.786 -1.735 -1.860 k Depth 24 in VERT HORIZ LONG -15.802 -11.166 -2.064 k Width 8.00 ft Max Load: 30.265 -11.1657 -2.064 k Breadth 8.00 ft Max Uplift: -15.802 k Grade Beam Trib 0 ft Grade Beam Height 18 in Grade Beam Width 18 in Weight 0.0 k Friction Resistance 4.6 k Passive Resistance 15.6 k Total Lateral Resistance 20.2 k 1.81 OK Vertical Resistance 192 k 6.34 OK Uplift Resistance 20 k OK Longitudinal Reinforcing Max Load 0.0 k Fy 60 ksi As, min 0.00 in^2 Minimum Reinforcing VERT HORIZ LONG Location 3 - 1 Wind Type Corner VERT HORIZ LONG 1 Brace Downward Forces due to longitudinal wind -0.013 -0.006 0 Max Wind 4.968 8.951 0 k 2 Brace Downward Forces due to seismic -0.01 -0.004 0 Min Wind -14.62 -7.009 0 k 3 brace upward forces due to longitudinal wind 0.04 0.017 0 4 brace upward forces due to seismic 0.031 0.013 0 Seismic 5 lateral primary wind load 1 -4.67 -2.672 0 VERT HORIZ LONG 6 lateral primary wind load 2 -3.446 -3.269 0 Max Seismic 0.031 0.013 0 k 7 lateral primary wind load 3 1.035 2.917 0 Min Seismic -1.6 -0.728 0 k 8 lateral primary wind load 4 2.259 2.32 0 9 Lateral Seismic Load -1.6 -0.728 0 Other 10 Longitudinal Primary wind load 1 -2.004 1.576 0 VERT HORIZ LONG 11 Longitudinal Primary wind load 2 -3.22 0.696 0 Max Dead 0.817 0.018 0 k 12 Longitudinal Primary wind load 3 -0.78 0.979 0 Max Live 1.357 0.038 0 k 13 Longitudinal Primary wind load 4 -1.996 0.099 0 Max Snow 2.784 0.064 0 k 14 LWL1D -1.054 0.75 0 Maximum 15 LWL2D -1.655 0.316 0 Maximum Loads ASD Load Combinations 16 LWL3D -0.449 0.456 0 VERT HORIZ LONG VERT HORIZ LONG 17 LWL4D -1.05 0.021 0 D 0.817 0.018 0 k 1 0.817 0.018 0.000 k 18 MWL1 -2.795 -2.256 0 L 0 0 0 k 2 0.817 0.018 0.000 k 19 MWL2 2.795 2.256 0 Lr 1.357 0.038 0 k 3 3.601 0.082 0.000 k 20 Roof collateral load 0.339 0.01 0 S 2.784 0.064 0 k 4 2.905 0.066 0.000 k 21 roof dead load 0.478 0.008 0 R 0 0 0 k 5 3.798 5.389 0.000 k 22 roof live load 1.357 0.038 0 W 4.968 8.951 0 k 6a 5.141 4.094 0.000 k 23 roof snow load 1.697 0.048 0 E 0.031 0.013 0 k 6b 2.921 0.073 0.000 k 24 roof unbalanced snow load left 1.087 0.016 0 7 3.471 5.381 0.000 k 25 roof unbalanced snow load right 0.219 0.016 0 8 0.512 0.020 0.000 k 26 WL1D -2.307 -1.32 0 5.141 5.389 0.000 k 27 WL2D -1.702 -1.615 0 28 WL3D 0.511 1.441 0 29 WL4D 1.116 1.146 0 Minimum Minimum Loads ASD Load Combinations Max Vertical Load 5.141 k VERT HORIZ LONG VERT HORIZ LONG Max Uplift Force -8.282 k D 0.817 0.018 0 k 1 0.817 0.018 0.000 k Max Horizontal Load 5.3886 k L 0 0 0 k 2 0.817 0.018 0.000 k Lr 1.357 0.038 0 k 3 2.174 0.056 0.000 k Coeff. Of Friction 0.4 S 2.784 0.064 0 k 4 1.835 0.047 0.000 k passive pressure 325 D pcf R 0 0 0 k 5 -7.955 -4.187 0.000 k Density of Soil 135 pcf W -14.62 -7.009 0 k 6a -4.744 -3.108 0.000 k density of concrete 150 pcf E -1.6 -0.728 0 k 6b 2.065 -0.316 0.000 k Allowable bearing 3000 psf 7 -8.282 -4.195 0.000 k 8 -0.630 -0.499 0.000 k Depth 24 in VERT HORIZ LONG -8.282 -4.195 0.000 k Width 6.00 ft Max Load: 5.141 5.3886 0 k Breadth 6.00 ft Max Uplift: -8.282 k Grade Beam Trib 0 ft Grade Beam Height 18 in Grade Beam Width 18 in Weight 0.0 k Friction Resistance 2.6 k Passive Resistance 11.7 k Total Lateral Resistance 14.3 k 2.65 OK Vertical Resistance 108 k 21.01 OK Uplift Resistance 11 k OK Longitudinal Reinforcing Max Load 0.0 k Fy 60 ksi As, min 0.00 in^2 Minimum Reinforcing VERT HORIZ LONG Location 3-2 Wind Type Corner VERT HORIZ LONG 1 Brace Downward Forces due to longitudinal wind 0.014 0 0 Max Wind 4.073 -2.142 0 k 2 Brace Downward Forces due to seismic 0.011 0 0 Min Wind -18.872 -2.142 0 k 3 brace upward forces due to longitudinal wind -0.047 0 0 4 brace upward forces due to seismic -0.036 0 0 Seismic 5 lateral primary wind load 1 -0.526 0 0 VERT HORIZ LONG 6 lateral primary wind load 2 0.008 0 0 Max Seismic 2.011 0 0 k 7 lateral primary wind load 3 -6.097 0 0 Min Seismic -0.036 0 0 k 8 lateral primary wind load 4 -5.562 0 0 9 Lateral Seismic Load 2.011 0 0 Other 10 Longitudinal Primary wind load 1 -4.186 -2.142 0 VERT HORIZ LONG 11 Longitudinal Primary wind load 2 -0.228 -2.142 0 Max Dead 1.924 0 0 k 12 Longitudinal Primary wind load 3 -3.652 -2.142 0 Max Live 3.876 0 0 k 13 Longitudinal Primary wind load 4 0.306 -2.142 0 Max Snow 8.893 0 0 k 14 LWL1D -1.988 0 0 Maximum 15 LWL2D -0.033 0 0 Maximum Loads ASD Load Combinations 16 LWL3D -1.724 0 0 VERT HORIZ LONG VERT HORIZ LONG 17 LWL4D 0.231 0 0 D 1.924 0 0 k 1 1.924 0.000 0.000 k 18 MWL1 3.557 0 0 L 0 0 0 k 2 1.924 0.000 0.000 k 19 MWL2 -3.557 0 0 Lr 3.876 0 0 k 3 10.817 0.000 0.000 k 20 Roof collateral load 0.969 0 0 S 8.893 0 0 k 4 8.594 0.000 0.000 k 21 roof dead load 0.955 0 0 R 0 0 0 k 5 4.368 0.000 0.000 k 22 roof live load 3.876 0 0 W 4.073 -2.142 0 k 6a 10.427 -0.964 0.000 k 23 roof snow load 4.845 0 0 E 2.011 0 0 k 6b 9.650 0.000 0.000 k 24 roof unbalanced snow load left 4.048 0 0 7 3.598 -1.285 0.000 k 25 roof unbalanced snow load right 1.678 0 0 8 2.562 0.000 0.000 k 26 WL1D -0.26 0 0 10.817 0.000 0.000 k 27 WL2D 0.004 0 0 28 WL3D -3.011 0 0 29 WL4D -2.747 0 0 Minimum Minimum Loads ASD Load Combinations Max Vertical Load 10.817 k VERT HORIZ LONG VERT HORIZ LONG Max Uplift Force -10.169 k D 1.924 0 0 k 1 1.924 0.000 0.000 k Max Horizontal Load 1.2852 k L 0 0 0 k 2 1.924 0.000 0.000 k Lr 3.876 0 0 k 3 5.800 0.000 0.000 k Coeff. Of Friction 0.4 S 8.893 0 0 k 4 4.831 0.000 0.000 k passive pressure 325 D pcf R 0 0 0 k 5 -9.399 -1.285 0.000 k Density of Soil 135 pcf W -18.872 -2.142 0 k 6a -3.661 -0.964 0.000 k density of concrete 150 pcf E -0.036 0 0 k 6b 8.575 0.000 0.000 k Allowable bearing 3000 psf 7 -10.169 -1.285 0.000 k 8 1.129 0.000 0.000 k Depth 24 in VERT HORIZ LONG -10.169 -1.285 0.000 k Width 6.00 ft Max Load: 10.817 -1.2852 0 k Breadth 6.00 ft Max Uplift: -10.169 k Grade Beam Trib 0 ft Grade Beam Height 18 in Grade Beam Width 18 in Weight 0.0 k Friction Resistance 2.6 k Passive Resistance 11.7 k Total Lateral Resistance 14.3 k 11.12 OK Vertical Resistance 108 k 9.98 OK Uplift Resistance 11 k OK Longitudinal Reinforcing Max Load 0.0 k Fy 60 ksi As, min 0.00 in^2 Minimum Reinforcing VERT HORIZ LONG Location 3-3 Wind Type Corner VERT HORIZ LONG 1 Brace Downward Forces due to longitudinal wind -0.027 0 0 Max Wind 4.419 -2.142 0 k 2 Brace Downward Forces due to seismic -0.021 0 0 Min Wind -18.526 -2.142 0 k 3 brace upward forces due to longitudinal wind 0.016 0 0 4 brace upward forces due to seismic 0.012 0 0 Seismic 5 lateral primary wind load 1 -6.097 0 0 VERT HORIZ LONG 6 lateral primary wind load 2 -5.562 0 0 Max Seismic 0.012 0 0 k 7 lateral primary wind load 3 -0.526 0 0 Min Seismic -2.011 0 0 k 8 lateral primary wind load 4 0.008 0 0 9 Lateral Seismic Load -2.011 0 0 Other 10 Longitudinal Primary wind load 1 0.096 -2.142 0 VERT HORIZ LONG 11 Longitudinal Primary wind load 2 -3.862 -2.142 0 Max Dead 1.924 0 0 k 12 Longitudinal Primary wind load 3 0.63 -2.142 0 Max Live 3.876 0 0 k 13 Longitudinal Primary wind load 4 -3.328 -2.142 0 Max Snow 8.893 0 0 k 14 LWL1D -0.033 0 0 Maximum 15 LWL2D -1.988 0 0 Maximum Loads ASD Load Combinations 16 LWL3D 0.231 0 0 VERT HORIZ LONG VERT HORIZ LONG 17 LWL4D -1.724 0 0 D 1.924 0 0 k 1 1.924 0.000 0.000 k 18 MWL1 -3.557 0 0 L 0 0 0 k 2 1.924 0.000 0.000 k 19 MWL2 3.557 0 0 Lr 3.876 0 0 k 3 10.817 0.000 0.000 k 20 Roof collateral load 0.969 0 0 S 8.893 0 0 k 4 8.594 0.000 0.000 k 21 roof dead load 0.955 0 0 R 0 0 0 k 5 4.575 0.000 0.000 k 22 roof live load 3.876 0 0 W 4.419 -2.142 0 k 6a 10.582 -0.964 0.000 k 23 roof snow load 4.845 0 0 E 0.012 0 0 k 6b 8.600 0.000 0.000 k 24 roof unbalanced snow load left 1.678 0 0 7 3.806 -1.285 0.000 k 25 roof unbalanced snow load right 4.048 0 0 8 1.163 0.000 0.000 k 26 WL1D -3.011 0 0 10.817 0.000 0.000 k 27 WL2D -2.747 0 0 28 WL3D -0.26 0 0 29 WL4D 0.004 0 0 Minimum Minimum Loads ASD Load Combinations Max Vertical Load 10.817 k VERT HORIZ LONG VERT HORIZ LONG Max Uplift Force -9.961 k D 1.924 0 0 k 1 1.924 0.000 0.000 k Max Horizontal Load 1.2852 k L 0 0 0 k 2 1.924 0.000 0.000 k Lr 3.876 0 0 k 3 5.800 0.000 0.000 k Coeff. Of Friction 0.4 S 8.893 0 0 k 4 4.831 0.000 0.000 k passive pressure 325 D pcf R 0 0 0 k 5 -9.192 -1.285 0.000 k Density of Soil 135 pcf W -18.526 -2.142 0 k 6a -3.506 -0.964 0.000 k density of concrete 150 pcf E -2.011 0 0 k 6b 7.538 0.000 0.000 k Allowable bearing 3000 psf 7 -9.961 -1.285 0.000 k 8 -0.253 0.000 0.000 k Depth 24 in VERT HORIZ LONG -9.961 -1.285 0.000 k Width 6.00 ft Max Load: 10.817 -1.2852 0 k Breadth 6.00 ft Max Uplift: -9.961 k Grade Beam Trib 0 ft Grade Beam Height 18 in Grade Beam Width 18 in Weight 0.0 k Friction Resistance 2.6 k Passive Resistance 11.7 k Total Lateral Resistance 14.3 k 11.12 OK Vertical Resistance 108 k 9.98 OK Uplift Resistance 11 k OK Longitudinal Reinforcing Max Load 0.0 k Fy 60 ksi As, min 0.00 in^2 Minimum Reinforcing VERT HORIZ LONG Location 3-4 Wind Type Corner VERT HORIZ LONG 1 Brace Downward Forces due to longitudinal wind 2.537 0.006 0 Max Wind 4.698 7.121 -3.44 k 2 Brace Downward Forces due to seismic 1.959 0.004 0 Min Wind -14.891 -8.838 -3.44 k 3 brace upward forces due to longitudinal wind -2.52 -0.017 -3.44 4 brace upward forces due to seismic -1.946 -0.013 -2.657 Seismic 5 lateral primary wind load 1 1.035 -2.917 0 VERT HORIZ LONG 6 lateral primary wind load 2 2.259 -2.32 0 Max Seismic 1.959 0.004 0 k 7 lateral primary wind load 3 -4.67 2.672 0 Min Seismic -1.946 -0.728 -2.657 k 8 lateral primary wind load 4 -3.446 3.269 0 9 Lateral Seismic Load 1.6 -0.728 0 Other 10 Longitudinal Primary wind load 1 -3.481 -0.584 0 VERT HORIZ LONG 11 Longitudinal Primary wind load 2 -2.265 -1.463 0 Max Dead 0.826 -0.018 0 k 12 Longitudinal Primary wind load 3 -2.257 0.013 0 Max Live 1.357 -0.038 0 k 13 Longitudinal Primary wind load 4 -1.04 -0.866 0 Max Snow 2.784 -0.064 0 k 14 LWL1D -1.655 -0.316 0 Maximum 15 LWL2D -1.054 -0.75 0 Maximum Loads ASD Load Combinations 16 LWL3D -1.05 -0.021 0 VERT HORIZ LONG VERT HORIZ LONG 17 LWL4D -0.449 -0.456 0 D 0.826 -0.018 0 k 1 0.826 -0.018 0.000 k 18 MWL1 2.795 -2.256 0 L 0 0 0 k 2 0.826 -0.018 0.000 k 19 MWL2 -2.795 2.256 0 Lr 1.357 -0.038 0 k 3 3.610 -0.056 0.000 k 20 Roof collateral load 0.339 -0.01 0 S 2.784 -0.064 0 k 4 2.914 -0.047 0.000 k 21 roof dead load 0.487 -0.008 0 R 0 0 0 k 5 3.645 4.255 0.000 k 22 roof live load 1.357 -0.038 0 W 4.698 7.121 -3.44 k 6a 5.028 3.158 -1.548 k 23 roof snow load 1.697 -0.048 0 E 1.959 0.004 0 k 6b 3.942 -0.064 0.000 k 24 roof unbalanced snow load left 0.219 -0.016 0 7 3.314 4.262 -2.064 k 25 roof unbalanced snow load right 1.087 -0.016 0 8 1.867 -0.008 0.000 k 26 WL1D 0.511 -1.441 0 5.028 4.262 0.000 k 27 WL2D 1.116 -1.146 0 28 WL3D -2.307 1.32 0 29 WL4D -1.702 1.615 0 Minimum Minimum Loads ASD Load Combinations Max Vertical Load 5.028 k VERT HORIZ LONG VERT HORIZ LONG Max Uplift Force -8.439 k D 0.826 -0.018 0 k 1 0.826 -0.018 0.000 k Max Horizontal Load 5.3208 k L 0 0 0 k 2 0.826 -0.018 0.000 k Lr 1.357 -0.038 0 k 3 2.183 -0.082 0.000 k Coeff. Of Friction 0.4 S 2.784 -0.064 0 k 4 1.844 -0.066 0.000 k passive pressure 325 D pcf R 0 0 0 k 5 -8.109 -5.321 -2.064 k Density of Soil 135 pcf W -14.891 -8.838 -3.44 k 6a -4.857 -4.043 -1.548 k density of concrete 150 pcf E -1.946 -0.728 -2.657 k 6b 1.892 -0.448 -1.395 k Allowable bearing 3000 psf 7 -8.439 -5.314 -2.064 k 8 -0.867 -0.520 -1.860 k Depth 24 in VERT HORIZ LONG -8.439 -5.321 -2.064 k Width 6.00 ft Max Load: 5.028 -5.3208 -2.064 k Breadth 6.00 ft Max Uplift: -8.439 k Grade Beam Trib 0 ft Grade Beam Height 18 in Grade Beam Width 18 in Weight 0.0 k Friction Resistance 2.6 k Passive Resistance 11.7 k Total Lateral Resistance 14.3 k 2.69 OK Vertical Resistance 108 k 21.48 OK Uplift Resistance 11 k OK Longitudinal Reinforcing Max Load 0.0 k Fy 60 ksi As, min 0.00 in^2 Minimum Reinforcing Max Indicated Max Max Max Indicated Max Indicated Max Indicated Max Foundation Vertical Max Vert Uplift Horizontal Longitudical Length Width Depth Location Uplift Force Hori Reaction Long Reaction Number Load Reaction Force Load Load (ft) (ft) (in) (k) (k) (k) (k) (k) (k) (k) (k) 1 1-A 5.15 7.96 -8.28 -6.44 5.39 3.18 -2.06 -5.31 6.00 x 6.00 x 24 2 1-B 10.82 11.41 -10.16 -7.67 1.29 1.28 0.00 0.00 6.00 x 6.00 x 24 3 1-C 10.82 11.41 -9.97 -7.67 1.29 1.28 0.00 0.00 6.00 x 6.00 x 24 4 1-D 5.03 7.96 -8.43 -6.44 5.32 3.18 0.00 0.00 6.00 x 6.00 x 24 5 2-A 30.27 20.34 -15.80 -5.22 11.53 7.14 -2.06 -5.31 8.00 x 8.00 x 24 6 2-D 30.27 20.34 -15.80 -5.22 11.17 7.14 -2.06 -5.31 8.00 x 8.00 x 24 7 3-A 5.14 7.96 -8.28 -6.44 5.39 3.18 0.00 0.00 6.00 x 6.00 x 24 8 3-B 10.82 11.41 -10.17 -7.67 1.29 1.28 0.00 0.00 6.00 x 6.00 x 24 9 3-C 10.82 11.41 -9.96 -7.67 1.29 1.28 0.00 0.00 6.00 x 6.00 x 24 10 3-D 5.03 7.96 -8.44 -6.44 5.32 3.18 -2.06 -5.31 6.00 x 6.00 x 24 Square Spread Footing Design Allow. Soil Pressure, qa (psf) 3000 Ultimate Factor for Soil Pressure 1.4 fc' (psi) 4000 fy (ksi) 60 F6 F8 Footing Mark F6 F8 Area Required 3.11 4.15 Column Type Square Square No. of #4 Bars 15.6 20.8 Footing Width/Length (ft) 6 8 No. of #5 Bars 10.0 13.4 Footing Depth (in) 24 24 No. of #6 Bars 7.1 9.4 Square/Circular Column Size (in) 8 8 No. of #7 Bars 5.2 6.9 Rect. Col. Width (in) 12 12 Rect. Col. Length (in) 24 24 Trial Bar Diameter (in) 0.625 0.625 Trial Area Of Steel (in2) 1.00 1.00 Slab on Grade Thickness (in) 4 4 Soil Overburden (in) 4 4 d (in) 20.38 20.38 Net Fact'd Soil Pressure, qs (psf) 3840 3840 Two-Way Shear b0 (in) 114 114 Ï†Vc (k) 439 439 Vu (k) 117 224 Vu Check OK OK One-Way Shear Ï†Vc (k) 139 186 Vu (k) 22 60 Vu Check OK OK Flexure As Req'd ld Avail. (in) 30 42 ld Req'd (in) 17 17 Ratio up As,REQ'D 1.00 1.00 Mu (k-ft) 82 207 a (in) 0.25 0.18 Strength A (in2) 0.90 2.26 s,REQ'D Min. A (in2) 3.11 4.15 s,REQ'D Maximum Allowable Load (k) 108 192 Snohomish County Public Utilities District No. 1 13 34 19 North County Community Office Metal Building Systems SECTION 13 34 19 METAL BUILDING SYSTEMS PART 1 GENERAL 1.01 SECTION INCLUDES A. Manufacturer-engineered, shop-fabricated structural steel building frame. B. â€‹â€‹Metal wall and roof panels including â€‹soffits, gutters and downspouts, and roof mounted equipment curbsâ€‹. C. Exterior â€‹â€‹doors, overhead doors, and louversâ€‹â€‹. 1.02 RELATED REQUIREMENTS A. Section 07 92 00 - Joint Sealants: Sealing joints between accessory components and wall system. B. Section 08 11 13 - Hollow Metal Doors and Frames. C. Section 08 36 13 - Sectional Doors. D. Sectioon 08 91 00 - Louvers 1.03 REFERENCE STANDARDS A. AISC 360 - Specification for Structural Steel Buildings 2016 (Revised 2021). B. ASTM A36/A36M - Standard Specification for Carbon Structural Steel 2019. C. ASTM A153/A153M - Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware 2016a. D. ASTM A307 - Standard Specification for Carbon Steel Bolts, Studs, and Threaded Rod 60 000 PSI Tensile Strength 2021. E. ASTM A500/A500M - Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes 2021a. F. ASTM A501/A501M - Standard Specification for Hot-Formed Welded and Seamless Carbon Steel Structural Tubing 2021. G. ASTM A653/A653M - Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc- Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process 2020. H. ASTM C920 - Standard Specification for Elastomeric Joint Sealants 2018. I. ASTM C1107/C1107M - Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink) 2020. J. ASTM E84 - Standard Test Method for Surface Burning Characteristics of Building Materials 2021a. K. ASTM F3125/F3125M - Standard Specification for High Strength Structural Bolts and Assemblies, Steel and Alloy Steel, Heat Treated, Inch Dimensions 120 ksi and 150 ksi Minimum Tensile Strength, and Metric Dimensions 830 MPa and 1040 MPa Minimum Tensile Strength 2019, with Editorial Revision (2020). L. AWS A2.4 - Standard Symbols for Welding, Brazing, and Nondestructive Examination 2012. M. AWS B2.1/B2.1M - Specification for Welding Procedure and Performance Qualification 2014 (Amended 2015). N. AWS D1.1/D1.1M - Structural Welding Code - Steel 2020, with Errata (2021). O. IAS AC472 - Accreditation Criteria for Inspection Programs for Manufacturers of Metal Building Systems 2018. P. MBMA (MBSM) - Metal Building Systems Manual 2019. Q. SSPC-Paint 20 - Zinc-Rich Coating (Type I - Inorganic, and Type II - Organic) 2019. 1.04 ADMINISTRATIVE REQUIREMENTS A. Preinstallation Meeting: Convene one week before starting work of this section. Mar-22-2022 13 34 19 - 1 Snohomish County Public Utilities District No. 1 13 34 19 North County Community Office Metal Building Systems 1.05 SUBMITTALS A. See Section 01 33 00 - Submittal Requirements, for submittal procedures. B. Product Data: Provide data on profiles, component dimensions, fasteners. C. Shop Drawings: Indicate assembly dimensions, locations of structural members, connections; wall and roof system dimensions, panel layout, general construction details, anchors and methods of anchorage, and installation (including methods of installing hte insulation liner in air tight fashion); framing anchor bolt settings, sizes, locations from datum, and foundation loads; indicate welded connections with AWS A2.4 welding symbols; indicate net weld lengths; provide professional seal and signature. D. Samples: Submit â€‹twoâ€‹samples of precoated metal panels for each color selected, â€‹8 by 8 inchâ€‹in size illustrating color and texture of finish. E. Manufacturer's Instructions: Indicate preparation requirements, anchor bolt placementâ€‹â€‹. F. Erection Drawings: Indicate members by label, assembly sequence, and temporary erection bracing. G. Designer's Qualification Statement. H. Engineered Permit Drawings and Calculations, sealed and signed by Design Engineer in accordance with applicable codes. I. Manufacturer's Qualification Statement: Provide documentation showing metal building manufacturer is accredited under IAS AC472. 1. Include statement that manufacturer designs and fabricates metal building system as integrated components and assemblies, including but not limited to primary structural members, secondary members, joints, roof, and wall cladding components specifically designed to support and transfer loads and properly assembled components form a complete or partial building shell. J. Erector's Qualification Statement. K. Weldersâ€™ Qualification Statement: Weldersâ€™ certificates in accordance with AWS B2.1/B2.1M and dated no more than 12 months before start of scheduled welding work. L. Project Record Documents: Record actual locations of concealed components and utilities. 1.06 QUALITY ASSURANCE A. Designer Qualifications: Design structural components, develop shop drawings, and perform shop and site work under direct supervision of a Professional Structural Engineer experienced in design of this type of work. 1. Design Engineer Qualifications: Licensed in Washington State. 2. Comply with applicable code for submission of design calculations as required for acquiring permits. 3. Cooperate with regulatory agency or authorities having jurisdiction (AHJ), and provide data as requested. B. Perform work in accordance with AISC 360 and MBMA (MBSM), including fabrication and erection tolerances. 1. Maintain one copy on site. C. Manufacturer Qualifications: Company specializing in the manufacture of products similar to those required for this project. 1. Not less than â€‹five years â€‹ofâ€‹documentedâ€‹experience. D. Erector Qualifications: Company specializing in performing the work of this section â€‹approved by manufacturerâ€‹. E. Welder Qualifications: Welding processes and welding operators qualified in accordance with AWS D1.1/D1.1M and no more than 12 months before start of scheduled welding work. F. Foundation design coordination: Metal building manufacturer's Design Engineer to confirm that foundation design and layout meets the requirements to support the metal building assembly Mar-22-2022 13 34 19 - 2 Snohomish County Public Utilities District No. 1 13 34 19 North County Community Office Metal Building Systems loads. 1.07 WARRANTY A. See Section 01 78 00 - Closeout Submittals, for additional warranty requirements. B. Correct defective Work within a five year period after Date of Substantial Completion. C. Provide â€‹fiveâ€‹year manufacturer warranty for â€‹all work performed and all materials supplied by PEMB supplier.â€‹. 1. Include coverage for exterior pre-finished surfaces to cover pre-finished color coat against chipping, cracking or crazing, blistering, peeling, chalking, or fading. Include coverage for weather tightness of building enclosure elements after installation. D. Provide manufacturer's ten year special NDLweathertightness warranty E. Provide manufacturer's twenty coating warranty F. Provide applicators two year labor and materials warranty PART 2 PRODUCTS 2.01 MANUFACTURERS A. Metal Buildings Systems: 1. Ceco Building Systems: www.cecobuildings.com/#sle. (Basis of design) 2. HCI Steel Buildings; www.hcisteelbuildings.com 3. â€‹â€‹Or approved equalâ€‹â€‹. 2.02 ASSEMBLIES A. â€‹â€‹Single span rigid frameâ€‹â€‹. B. Bay Spacing: As indicated on Drawings C. Primary Framing: Rigid frame of rafter beams and columns, â€‹braced end framesâ€‹, and wind bracing. D. Secondary Framing: Â â€‹Purlins and Girtsâ€‹, and other items detailed. E. Wall System: Preformed metal panels of â€‹verticalâ€‹profile, with â€‹sub-girt framing/anchorage assembly, insulation, and liner sheetsâ€‹, and accessory components. F. Roof System: Preformed metal panels oriented parallel to slope, with sub-girt framing/anchorage assembly, insulation, and liner panels, and accessory components. G. Roof Slope: Â â€‹â€‹4 inches in 12 inchesâ€‹â€‹. 2.03 PERFORMANCE REQUIREMENTS A. â€‹â€‹Installed â€‹â€‹Thermal Resistance of Wall System: Â â€‹â€‹to comply with 2018 Washington State Energy Codeâ€‹â€‹. B. â€‹â€‹Installed â€‹â€‹Thermal Resistance of Roof System: Â â€‹â€‹to comply with 2018 Washington State Energy Codeâ€‹â€‹. C. Design structural members to withstand dead load, applicable snow load, and design loads due to pressure and suction of wind calculated in accordance with applicable code. D. Provide drainage to exterior for water entering or condensation occurring within wall or roof system. E. Permit movement of components without buckling, failure of joint seals, undue stress on fasteners or other detrimental effects, when subject to temperature range of â€‹-50 to 150 degrees Fâ€‹. F. Size and fabricate wall and roof systems free of distortion or defects detrimental to appearance or performance. 2.04 MATERIALS - FRAMING A. Structural Steel Members: ASTM A36/A36M. B. Structural Tubing: ASTM A500/A500M Grade B cold-formed. Mar-22-2022 13 34 19 - 3 Snohomish County Public Utilities District No. 1 13 34 19 North County Community Office Metal Building Systems C. Anchor Bolts: ASTM A307, Grade A, with no preference for protective coatings. D. Bolts, Nuts, and Washers: ASTM F3125/F3125M, Type 1; galvanized to ASTM A153/A153M. E. Welding Materials: Perform in accordance with AWS D1.1/D1.1M. F. Primer: SSPC-Paint 20 zinc rich. G. Grout: ASTM C1107/C1107M; Non-shrink; premixed compound consisting of non-metallic aggregate, cement, water reducing and plasticizing agents. 1. Minimum Compressive Strength at 48 Hours: 2,000 pounds per square inch. 2. Minimum Compressive Strength at 28 Days: 7,000 pounds per square inch. 2.05 MATERIALS - WALLS AND ROOF A. Steel Sheet: Hot-dipped galvanized steel sheet, ASTM A653/A653M, Designation SS (structural steel), Grade 33 (230), with G90/Z275 coating. B. Insulation: Semi-rigid glass fiber type, faced with reinforced white vinyl, ASTM E84 Class A, flame spread index of 25 or less where exposed, friction fit, 8 inchesâ€‹thick, unless noted otherwise. C. Joint Seal Gaskets: Manufacturer's standard type. D. Fasteners: Manufacturer's standard type, galvanized to comply with requirements of ASTM A153/A153M, finish to match adjacent surfaces when exterior exposed. E. Bituminous Paint: Asphaltic type. F. Sealant: ASTM C920, elastomeric sealant with movement capability of at least plus/minus 50 percent; 100 percent silicone; for exposed applications, match adjacent colors as closely as possible. G. Metal Mesh: Galvanized steel wire, woven. H. Trim, Closure Pieces, Caps, Flashings, Gutters, Downspouts, â€‹Fascias and Infillsâ€‹: Same material, thickness and finish as exterior sheets; brake formed to required profiles. 2.06 COMPONENTS A. Doors and Frames: Specified in Section 08 11 13. B. Sectional Doors: Specified in Section 08 36 13. C. Wall Louvers: Â â€‹drainableâ€‹type â€‹Zâ€‹blade design, â€‹same finish as adjacent materialâ€‹, with steel mesh â€‹birdâ€‹screen and frame, â€‹blank sheet metalâ€‹at unused portions. 1. Minimum free area: 50 per cent 2.07 FABRICATION - FRAMING A. Fabricate members in accordance with AISC 360 for plate, bar, tube, or rolled structural shapes. B. Anchor Bolts: Formed with bent shank, assembled with template for casting into concrete. C. Provide wall opening framing for personnel doors, sectional doors, louvers, and other accessory components. 2.08 FABRICATION - WALL AND ROOF PANELS A. Siding: Minimum 26 gauge metal thickness, 1-1/4 inch deep, ribbed profile with lapped edges fitted with continuous gaskets , with 36 inch coverage, and 12 inch rib spacing. 1. Ceco Building Systems PBR structural metal wall panel, smooth finish B. Roofing: Minimum 26 gauge metal thickness, ribbed profile, with 36 inch coverage and 12 inch rib spacing lapped edges fitted with continuous gaskets. 1. Ceco Building Systems PBR structural metal wall panel, smooth finish C. Liner: Minimum 26 gauge metal thickness, ribbed profile with 36 inch coverage and 12 inch rib spacing, male/female edges fitted with continuous gaskets. 1. Ceco Building Systems PBR structural metal wall panel, smooth finish, 1-1/4" deep D. Girts/Purlins: Rolled formed structural shape to receive siding, roofing and liner sheet. Mar-22-2022 13 34 19 - 4 Snohomish County Public Utilities District No. 1 13 34 19 North County Community Office Metal Building Systems E. Internal and External Corners: Same material thickness and finish as adjacent material, profile â€‹brake formedâ€‹to required angles. Back brace mitered internal corners with â€‹24 gaugeâ€‹thick sheet. F. Flashings, Closure Pieces, Fascia: Same material and finish as adjacent material, profile to suit system. G. Fasteners: To maintain load requirements and weather tight installation, same finish as cladding, non-corrosive type. 2.09 FABRICATION - GUTTERS AND DOWNSPOUTS A. Gutters: SMACNA (ASMM) Rectangular profile. 1. Location: Heated Parking Building 2. Site roll-formed seamless gutters of rectangular profile, sized to collect and remove water. 3. Prefinished galvanized metal sheet, 22 gauge. 4. Install 18 gauge gutter straps at 2 feet on center. 5. Install fabricated expansion joints in gutter lengths greater than 50 feet. 6. Provide prefinished steel flanged outlet tubes sized to fit downspouts. 2.10 FINISHES A. Framing Members: Clean, prepare, and shop prime. Do not prime surfaces to be field welded. B. Exterior Surfaces of â€‹Roofâ€‹Components and Accessories: Precoated enamel on steel of â€‹modified siliconeâ€‹finish, â€‹color to match low bay of warehouse.â€‹ C. Exterior Surfaces of Wall Components and Accessories: Precoated enamel on steel of modified silicone finish, color to match high bay of warehouse. D. Interior Surfaces of â€‹â€‹Wallâ€‹â€‹Components and Accessories: Precoated enamel on steel of â€‹â€‹fluoropolymerâ€‹â€‹finish, â€‹â€‹color to be selected by District from Manufacturer's standard range of colors.â€‹â€‹colorâ€‹â€‹â€‹â€‹. PART 3 EXECUTION 3.01 EXAMINATION A. Verify that foundation, floor slab, mechanical and electrical utilities, and placed anchors are in correct position 3.02 ERECTION - FRAMING A. Erect framing in accordance with AISC 360. B. Provide for erection and wind loads. Provide temporary bracing to maintain structure plumb and in alignment until completion of erection and installation of permanent bracing. Locate braced bays as indicated. C. Set column base plates with non-shrink grout to achieve full plate bearing. D. Do not field cut or alter structural members without approval. E. After erection, prime welds, abrasions, and surfaces not shop primed. 3.03 ERECTION - WALL AND ROOF PANELS A. Install in accordance with manufacturer's instructions. B. Exercise care when cutting prefinished material to ensure cuttings do not remain on finish surface. C. Fasten cladding system to structural supports, aligned level and plumb. D. Locate end laps over supports. End laps minimum 2 inches. Place side laps over bearing. E. Provide expansion joints where indicated. F. Use concealed fasteners at roof l panels G. Use â€‹concealedâ€‹fasteners at wall panels. Mar-22-2022 13 34 19 - 5 Snohomish County Public Utilities District No. 1 13 34 19 North County Community Office Metal Building Systems H. Install insulation to comply with thermal and air tightness performance requirements. Where needed, Place wire mesh under vapor retarder for support between framing members. I. Install insulation and vapor retarder utilizing manufacturer's standard method for attachment as required to meet performance requirements. Place wire mesh under vapor retarder for support between framing members. J. Install sealant and gaskets, providing weather tight installation. 3.04 ERECTION - GUTTERS AND DOWNSPOUTS A. Rigidly support and secure components. Join lengths with formed seams sealed watertight. Flash and seal gutters to downspouts. B. Apply bituminous paint on surfaces in contact with cementitious materials. C. Slope gutters minimum â€‹1/8 inch/ftâ€‹. D. Connect downspouts to storm sewer system. 3.05 INSTALLATION - ACCESSORY COMPONENTS IN WALL SYSTEM A. Install â€‹door frames, doors, and louvers and sectional doorsâ€‹in accordance with manufacturer's instructions. 3.06 TOLERANCES A. Framing Members: 1/4 inch from level; 1/8 inch from plumb. B. Siding and Roofing: 1/8 inch from true position. END OF SECTION Mar-22-2022 13 34 19 - 6 SPECIAL INSPECTION AND TESTING AGREEMENT In accordance with International Building Code Chapter 17, where application is made for construction as described in this section, the owner or the registered design professional responsible for, and acting as the ownerâ€™s agent shall employ one or more Special Inspectors to provide inspections during construction. APPLICANTS NAME PHONE EMAIL PRIMARY PHONE CONTACT EMAIL TAX I.D. NUMBER PROJECT NAME PROJECT DESCRIPTION SITE ADDRESS Before a permit can be issued: The owner, Architect or Engineer of record acting as the owner's agent, shall complete this agreement, including the required acknowledgements, and attach structural tests and inspections schedules. A pre-construction conference with the parties involved may be required to review the special inspection requirements and procedures. Approval of special inspectors: Special inspectors shall be approved by the City of Arlington prior to performing any duties. SPECIAL INSPECTION AND TESTING SHALL MEET THE MINIMUM REQUIREMENTS OF 2015 IBC. THE FOLLOWING CONDITIONS ARE ALSO APPLICABLE. 1) Duties and Responsibilities of Special Inspector a) Observe work: The Special Inspector shall observe the work for conformance with City of Arlington approved (stamped) design drawings and specifications and applicable workmanship provisions of the IBC The Architect/ Engineer-reviewed shop drawings and/ or project drawings may be used only as an aid to inspection. 1 | P a ge b) Report Non-Conforming Items: The Special Inspector shall bring non-conforming items to the attention of the Contractor and note all such items in the daily report. If any item is not resolved in a timely manner or is about to be incorporated in the work, the Special Inspector shall immediately notify the City of Arlington by telephone or in person, and notify the project Architect or Engineer. Inspector Phone c) Furnish Daily Reports: Each Special Inspector shall complete and sign an inspection report for each day's inspections to remain at the job site with the contractor for review by the City of Arlington. d) Furnish Weekly Reports: The Special Inspector or agency shall furnish weekly reports of tests and inspections directly to the City of Arlington, project Architect/ Engineer, and others as designated. These reports must include the following: i) Description of daily inspections and test made, with applicable locations. ii) Listing of all non-conforming items. iii) Report on how non-conforming items were resolved or unresolved, as applicable. iv) Itemize all changes authorized by the Architect/ Engineer of Record and City of Arlington if not included in non-conformance items. e) Furnish Final Report: The Special Inspector or inspection agency shall submit a final signed report to the City of Arlington stating that all items requiring special inspection and testing were fulfilled and reported, and to the best of his/ her knowledge, in conformance with the approved design drawings, specifications, approved change orders and the applicable workmanship provisions of the IBC. Items not in conformance, unresolved items or any discrepancies in inspection coverage (i.e., missed inspections, periodic inspections when inspection was required, etc.) shall be specifically itemized in this report. 2) Contractor Responsibilities a) Notify the Special Inspector: The Contractor is responsible for notifying the Special Inspector or agency regarding individual inspection items on the summary schedule and as noted on the City of Arlington approved plan as specified by the Architect and or Engineer of record. b) Provide Access to Approved Plans: The Contractor is responsible for providing the Special Inspector access to approved plans at the job site. c) Retain Special Inspection Records: The Contractor is also responsible for retaining at the job site all Special Inspection records submitted by the Special Inspector and providing these records for review by City of Arlington, upon request. 3) City of Arlington a) Approve Special Inspector: The City of Arlington shall approve all Special Inspectors and inspection requirements. b) Monitor Special Inspection: Work requiring special inspection and the performance of Special Inspectors shall be monitored by the City of Arlington. His/ Her approval must be obtained prior to placement of concrete or similar activities in addition to that of the Special Inspector. 2 | P a ge 4) Owner Responsibilities a) Funding: The project owner or the Architect or Engineer of record acting as the owner's agent shall fund the Special Inspection Services. 5) Architect or Engineer of Record Responsibilities a) Drawings: The Architect or Engineer of record shall include special inspection requirements on the design drawings and specifications. b) Schedule Inspections: Provide a summary schedule of required inspections which would outline frequency of inspections for items which may require multiple inspections which may include but are not limited to concrete and grout testing, compaction, testing of backfill and or road beds as recommended by the geo-tech engineer, and structural welding as work progresses. SPECIAL INSPECTION & STRUCTURAL OBSERVATION ITEMS REQUIRED BY CHAPTER 17 OF THE 2015 IBC Indicate items requiring special inspection, structural testing, or structural observations by checking the appropriate box. â˜STRUCTURAL STEEL (IBC 1705.2.1 & 1705.12.1) â˜STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL (IBC1705.2.2) â˜CONCRETE CONSTRUCTION (IBC 1705.3) â˜MASONRY CONSTRUCTION (IBC 1705.4) â˜WOOD CONSTRUCTION (IBC 1705.5, 1705.11.1 & 1705.12.2) â˜SOILS CONSTRUCTION (IBC 1705.6) â˜DRIVEN DEEP FOUNDATIONS (IBC 1705.7) â˜CAST-IN-PLACE DEEP FOUNDATIONS (IBC 1705.8) â˜HELICAL PILE FOUNDATIONS (IBC 1705.9) â˜SPRAYED FIRE-RESISTANT MATERIALS (IBC 1705.14) 3 | P a ge â˜MASTIC AND INTUMESCENT FIRE-RESISTANT COATINGS (IBC 1705.15) â˜EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) (IBC 1705.16) â˜FIRE-RESISTANT PENETRATIONS AND JOINTS (IBC 1705.17) ïƒ˜ Only required for high-rise buildings or those assigned to Risk Category III or IV per IBC Table 1604.5. â˜SMOKE CONTROL (IBC 1705.18) â˜ARCHITECTURAL COMPONENTS (IBC 1705.12.5) ïƒ˜ Only required for buildings located within Seismic Design Category D, E, or F â˜PLUMBING, MECHANICAL & ELECTRICAL COMPONENTS (IBC 1705.12.6) ïƒ˜ Only required for buildings located within Seismic Design Category C, D, E, or F â˜SEISMICALLY ISOLATED SYSTEMS (IBC 1705.12.8) â˜SPECIAL CASES (IBC 1705.1.1) â€“ material alternatives or unusual design applications â˜MISCELLANEOUS AREAS -- These inspections may be recommended by the Architect/Engineer and are to be approved by the Building department. 4 | P a ge Acknowledgements I HAVE READ AND AGREE TO COMPLY WITH THE TERMS AND CONDITIONS OF THIS AGREEMENT. (Attach more sheets for signatures if necessary) Owner First/Last name Date Signature. Contractor First/Last name Date Signature â˜Submit written statement of responsibility in accordance with IBC Section 1704.4. Special Inspector First/Last name Date Signature â˜Submit WABO certification for special inspection agency and inspectors, (or) â˜Submit Special Inspection agency documentation for Building Official approval. Names of Special Inspectors Scope of Work. Submit copies of inspector certifications provided for each discipline. Inspector First/Last name Scope of Work Inspector First/Last name Scope of Work Inspector First/Last name Scope of Work Inspector First/Last name Scope of Work Inspector First/Last name Scope of Work Inspector First/Last name Scope of Work Architect/Engineer of Record First/Last name Date Signature Structural Observer First/Last name Date Signature â˜Statement of Special Inspections completed and submitted in accordance with IBC Section 1704.3. â˜Structural Observations required in accordance with IBC Section 1704.5. 5 | P a ge Firefox https://waenergycodes.com/print_project_summary_form.php?k=Y29tYm9fdGZ2X3B0PXNj... ENVELOPE COMPLIANCE SUMMARY 2018 WSEC Compliance Forms for Commercial Buildings including Group R2, R3 & R4 over 3 stories and all R1 Administered by: Â©2022 NEEA, All rights reserved Project Title SnoPUD NCCO - Heated parking - 2018 WSEC For Building Department Use: Date: Mar 02, 2022 17601 59th Ave NE Project Address Building C.2 Project & Applicant Arlington, WA 98223 Information Applicant Name Kathi Williams Applicant Phone 206-371-3703 Applicant Email kathi@rolludaarchitects.com For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com General Occupancy All Commercial General Building Use Type Services, Vehicle Maintenance Building Cond. Floor Area 2,184 Project Cond. Floor Area 2,184 Project Scope New Building Space Conditioning Categories Fully Conditioned Floors Above Grade 1 Compliance Method Compliance Method 1 - General Envelope Project Description Heated storage/parking building - 2,184 sf for single vehicle storage and miscellaneous road crew equipment and signage. Envelope WWR/SRR Scope Space Conditioning Category Compliance Method UA Calculation Adjustment Fenestration Alternates Compliance Verification Compliance per Category Scope and New Building Fully Conditioned Prescriptive 0% / 0% None selected No alternates selected COMPLIES Method New Building {{wwr_srr_scc_semi_heated}} None selected No alternates selected RUN COMPLIANCE Air Barrier Testing Air barrier testing included in project scope Air Barrier Comments Project Title SnoPUD NCCO - Heated parking - 2018 WSEC Date Mar 02, 2022 Scope & Space Conditioning NEW BUILDING - FULLY CONDITIONED Compliance Verification COMPLIES Window-to-wall Ratio 0% Skylight-to-roof-ratio 0% Vertical Fenestration Alternate No alternates selected Opaque Envelope Assemblies Insulation R-Values Continuous 2nd Layer Roof/Ceiling Location in Documents Assembly ID Assembly Location Cavity U-Factor Net Area (SF) (% penetration) (MB Roof) Metal building (purlins) a7.01 and a2.02 R1 Exterior R-25 (< 0.04%) R-11 2,279 Thermal Spacer Block R-Value: R-3.5 Is liner system included?: Yes U-Factor Source: U-Factor Source Description: Is this assembly exterior or interior?: Exterior Continuous Insulated Wall Walls Location in Documents Assembly ID Assembly Location Cavity U-Factor Net Area (SF) (% penetration) Furring Metal building (girts) a7.01 and a2.02 a17 Exterior R-30 R-0 (< 0.04%) U-0.052 2,827 Which insulation code target does wall comply with?: Wall Assembly U-factor U-Factor Source: WSEC Appendix A U-Factor Source Description: default value Framing Depth: Framing Spacing: Is this assembly exterior or interior?: Exterior Perimeter Slab-on-grade Floors Location in Documents Assembly ID Assembly Location Slab Edge Under Slab F-Factor Length (SF) Unheated slab a4.01 and a2.02 s1 At grade level R-15 F-0.54 186 Slab Insulation Method: 2 ft vertical (from top of slab downward) F-Factor Source: F-Factor Source Description: Fenestration & Opaque Door Assemblies Insulation R-Values 1 of 2 3/2/2022, 11:58 AM Firefox https://waenergycodes.com/print_project_summary_form.php?k=Y29tYm9fdGZ2X3B0PXNj... Rough Opaque Doors Location in Documents Assembly ID Assembly Location Door Insulation U-Factor Opening (SF) Swinging a6.01 d1 Exterior U-0.037 75 What percentage of this opaque door is glazing?: 50% or less U-Factor Source: U-Factor Source Description: Is this assembly exterior or interior?: Exterior Is this a public entrance door?: No Garage, Sectional A6.01 d2 Exterior R-17.5 U-0.057 512 What percentage of this opaque door is glazing?: 50% or less U-Factor Source: U-Factor Source Description: Is this assembly exterior or interior?: Exterior Project Title SnoPUD NCCO - Heated parking - 2018 WSEC Date Mar 02, 2022 Scope & Space Conditioning - Compliance Verification RUN COMPLIANCE Window-to-wall Ratio {{wwr_scc_semi_heated}} Skylight-to-roof-ratio {{srr_scc_semi_heated}} Vertical Fenestration Alternate No alternates selected 2 of 2 3/2/2022, 11:58 AM Building Envelope Requirements List, pg 1 of 9 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com Project: SnoPUD NCCO - Heated parking - 2018 WSEC 17601 59th Ave NE Building C.2 Arlington, WA 98223 Date: 2022-03-02 Applies Code Section Component Compliance Information Required In Permit Location in Building Department Documentation Documents Notes SCOPE C103.1 Construction For a tenant space (first build-out) project, documents - General indicate if there is no envelope scope included in the project. C103.1 Construction For an alteration project, indicate if there is documents - General no envelope scope included in the project. C402.1.1.1 Low energy spaces Identify low energy spaces on plans; include calculations if applicable that demonstrate eligibility for envelope provisions exemption C402.1.1.2 Semi-heated spaces Identify semi-heated spaces on plans, include mechanical heating system type and calculations that demonstrate eligibility for wall insulation exemption C402.1.1.3 Greenhouse spaces Identify greenhouse spaces on plans; include non-opaque assembly information and mechanical heating system type if applicable, that demonstrates eligibility for envelope provisions exemption C402.1.2 Equipment buildings Provide building sf area, average wall and roof U-factor, installed electrical and mechanical equipment information and heating setpoint restriction, that demonstrates eligibility for envelope provisions exemption NA C402.1.2.1 Standalone elevator Provide building area, average wall and roof hoistways U-factor, installed mechanical equipment information and heating setpoint restriction, that demonstrates eligibility for envelope provisions exemption C410.2 Walk-in cooler and Identify walk-in cooler and freezer spaces on freezer spaces plans; including site assembled, site constructed and prefabricated units Identify warehouse cooler and freezer spaces on plans C101.4.1 Mixed residential & Identify spaces with different occupancy commercial building requirements on plans C503.2 Change of space Identify on plans existing unconditioned conditioning spaces changing to semi-heated or conditioned alteration space, and existing semi-heated spaces changing to conditioned space; provide calculations for existing and final level of space conditioning Page 1/9 Building Envelope Requirements List, pg 2 of 9 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com C505.1 Change of occupancy Identify on plans existing F, S and U- alteration occupancy spaces undergoing a change in occupancy and final occupancy type Group R spaces permitted before July 1, 2002 that are undergoing a change to a commercial occupancy shall be identified on plans Commercial (non-Group R) occupancy spaces undergoing a change to Group R shall be identified on plans ENVELOPE PROVISIONS YES C103.2 Compliance Indicate envelope thermal performance prescriptive/ C103.6.3 documentation compliance path (prescriptive or component C402.1.3 performance) and provide WSEC envelope C402.1.4 compliance reports C402.1.5 NA If complying via component performance, demonstrate that the Proposed Total UA is equal to or less than the Allowable Total UA If complying via total building performance, provide a list of all proposed envelope component types, areas and U-values YES C303.1.1 Insulation Indicate identification mark shall be applied A7.01 C303.1.2 identification to all insulation materials and insulation installed such that the mark is readily observable during inspection NA C303.1.3 Fenestration product Indicate fenestration products shall be labeled C402.4.3 rating with NFRC U-factor, SHGC, VT and leakage rating, or if products do not have an NFRC rating, indicate applicable Chapter 3 default values YES C303.1.1 General insulation Indicate installation methods, thicknesses, A7.01 C402.2.1 installation densities and clearances to achieve the intended R-value of all insulation materials YES Where two or more layers of rigid insulation specifications will be used, indicate that edge joints between layers are staggered, or exception taken YES C103.2 Roof assembly Indicate R-value(s) of cavity/continuous a7.01 and a4.01 C402.2.1 insulation insulation on roof sections YES Indicate framing materials on roof sections A4.01 NA Indicate method of framing for ceilings below vented attics and vaulted ceilings per A102.2 (std, adv) NA Provide area weighted average U-factor calculation for insulation whose thickness varies by 1 inch or less NA Indicate effective U-factors of tapered insulation entirely above deck per A102.2.6; include roof configuration and slope, maximum R-value at peak and minimum R- value at low point for all roof surfaces Page 2/9 Building Envelope Requirements List, pg 3 of 9 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com YES Indicate R-values for thermal spacers and A7.01 aand A4.01 each insulation layer, and liner system (LS) method for metal building roofs C402.2.1.1 Skylight curb Indicate skylight curb insulation R-value on insulation roof section, if not included in skylight NFRC rating NA C402.2.1.2 Rooftop HVAC Indicate rooftop HVAC equipment curb equipment curbs insulation R-value on roof section YES C103.2 Above/below grade Indicate R-value(s) of cavity/continuous A4.01 C402.2.3 wall insulation insulation on wall sections C402.2.4 YES C303.2.1 Indicate framing materials on wall sections a4.01 NA Indicate method of framing for wood construction per A103.2 (std, int, adv) NA Indicate material density category, wall weight and heat capacity for qualifying mass walls NA For qualifying ASTM C90 masonry walls, indicate loose-fill core insulation material and percentage of cores filled including grouted cores, bond beams, vertical fills, headers and any other grouted cores NA Indicate method of protection of exposed exterior basement/crawlspace wall insulation YES C103.2 Opaque doors Indicate rated U-factor or R-value (non- A6.01 C402.4.4 swinging) on wall sections or in door schedules - applies to doors with less than 50% glazed area YES C402.4.4 Garage doors Indicate rated U-factor for sectional and tilt- A6.01 up garage doors on wall sections or in door schedules - applies to garage doors with less than 14% glazed area; all other garage doors shall comply as opaque doors C402.2.5 Floor over outdoor or Indicate R-value(s) of cavity/continuous unconditioned space insulation on floor sections insulation Indicate framing material on floor sections Indicate material density category and weight of qualifying mass floors YES C402.2.6 Slab-on-grade floor Indicate R-value of continuous insulation on A4.01 C303.2.1 insulation wall section or foundation detail YES Indicate insulation extends down vertically A4.01 and/or horizontally the required distance from top of slab YES Indicate method of protection of exposed A4.01 exterior slab edge insulation NA Indicate R-value of continuous insulation on wall section or foundation detail Page 3/9 Building Envelope Requirements List, pg 4 of 9 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com NA Indicate insulation extends down vertically from top of slab and then horizontally under the entire slab NA Indicate method of protection of exposed exterior slab edge insulation NA C402.2.8 Radiant heating Indicate insulation R-value behind radiant system insulation panels, U-bend/headers and bottom surface of radiantly heated floors (other than heated slab- on-grade) NA C402.4.1 Vertical fenestration Provide total gross sf area of all above grade C502.2.1 maximum area wall elements and rough opening sf area of all vertical fenestration elements in the building, for the prescriptive max allowed window-to- wall ratio (WWR) calculation in the WSEC envelope compliance reports; demonstrate compliance for each space conditioning category separately C402.4.1.1 Increased prescriptive Provide calculations showing that not less that C405.2.4.1 maximum vertical 50% of the total conditioned floor area is C502.2.1 fenestration area with within a daylight zone; demonstrate daylight zones and compliance for each space conditioning controls category separately Indicate in envelope plans that all lighting fixtures located within daylight zones shall be provided with daylight responsive controls per Section C405.2.4.1 Indicate that the VT of vertical fenestration is at least 1.1 times the rated SHGC or no less than VT-0.55, whichever is greater C402.4.1.3 Increased prescriptive Indicate high performance U-factors and C502.2.1 maximum vertical SHGC values in fenestration schedules fenestration area with high-performance Indicate if an area-weighted U-factor is used glazing for multiple fenestration elements within the same fenestration category per Table C402.4; provide area-weighted U-factor calculation C402.1.5 Wall/vertical Indicate if component performance with fenestration target target area adjustment will be used to account area adjustment for vertical fenestration area in excess of the prescriptive maximum allowed; include target area adjustment in WSEC envelope compliance reports C402.4.1 Skylight maximum Provide total gross sf area of roof, and rough C502.2.2 area opening sf area of all skylight elements in the building, for the prescriptive max allowed skylight-to-roof ratio (SRR) calculation in the WSEC envelope compliance reports; demonstrate compliance for each space conditioning category separately Page 4/9 Building Envelope Requirements List, pg 5 of 9 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com C402.1.5.2 Roof/skylight target Indicate if component performance with area adjustment target area adjustment will be used to account for skylight area in excess of the prescriptive maximum allowed; include target area adjustment in WSEC envelope compliance reports C402.4 U-factors, SHGC and Indicate U-factors, SHGC and VT values in C402.4.3.4 VT for all fenestration schedules C303.1.3 fenestration assemblies Indicate if an area-weighted U-factor is used for multiple fenestration elements within the same fenestration category per Table C402.4; provide area-weighted U-factor calculation Indicate if values are NFRC or default; if default then specify frame type, glazing layers, gap width, low-e coatings, gas-fill C402.4.3 Permanent shading For each group of windows with similar devices orientation and overhang or permanent projection geometry, provide projection factor calculations (Equation C4-6) for north and non-north orientations C402.4.2 Single story spaces Provide list of enclosed, single story spaces requiring skylights that exceed 2,500 sf; for each space identify the space use, floor area, floor to ceiling height, whether skylights are installed, and any exception taken Provide calculations for percentage of conditioned floor area located within a toplit daylight zone; if exception is taken for spaces where the total floor area minus the sidelit zone area is less than 2,500 sf, include percentage of conditioned floor area located within a sidelit daylight zone in calculations Provide calculations for percentage of skylight area in each space over 2,500 SF, OR Provide calculations for skylight effective aperture (Equation C4-5) for each space over 2,500 SF Indicate haze factor of skylight glazing material or diffuser NA C410.2 Walk-in and Indicate insulation R-value in cooler and warehouse cooler and freezer wall and ceiling assemblies freezer envelope NA Indicate cooler and freezer door insulation R- value; indicate method of minimizing infiltration (strip doors, curtains, spring- hinged doors, etc); provide automatic door closure (or note exception taken) NA For transparent reach-in doors and fixed windows, indicate number of glass panes (double or triple pane); identify whether the interstitial spaces between panes is filled with inert gas or if panes are heat-reflective treated glass Page 5/9 Building Envelope Requirements List, pg 6 of 9 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com ADDITIONAL EFFICIENCY CREDITS - ENHANCED ENVELOPE PERFORMANCE NA C406.10 Enhanced envelope To comply with additional efficiency credit, performance demonstrate envelope thermal performance compliance via component performance; provide WSEC envelope compliance reports that demonstrate Proposed Total UA is 15% lower than the Allowable Total UA AIR LEAKAGE YES C402.5.1.1 Air barrier Identify location and provide diagram of G1.02 construction and continuous air barrier in plans and sections sealing YES Provide details for all joints, transitions in G1.02 materials, penetrations in air barrier and note method of sealing (caulked, gasketed, or other approved method) NA C402.5.3 Rooms containing For room(s) located within the conditioned C402.1.3 fuel burning space space that contain non-direct vent fuel- C402.1.4 conditioning burning appliances that require outdoor air for appliances combustion, indicate method of isolation from the conditioned space; include sealing of walls, floor and ceiling of room, doorway gasketting and sealing around ductwork and piping penetrations NA Indicate walls, floor and ceiling of the room envelope are insulated to the same level required for exterior envelope, and combustion air ductwork that passes thru conditioned space is insulated to at least R-8 NA C402.5.4 Doors and access Indicate locations of all doors and access openings to shafts, openings to shafts, chutes, stairways and chutes, stairways and elevator lobbies elevator lobbies NA Indicate method of sealing of these openings (gasketing, weatherstripping, other sealing method); or exception taken NA C402.5.5 Outdoor air intakes, Indicate locations of all stairway enclosure, C403.7.8 exhausts and relief elevator shaft and building pressurization openings relief openings, outside air intakes and exhaust openings YES Note in envelope plans that all relief, outside M2.01 air intake and exhaust openings shall be provided with dampers in accordance with Mechanical Section C403.7.8 NA C402.5.8 Recessed lighting in Indicate method of sealing between light building envelope fixture housing and wall or ceiling NA Note in envelope plans that all recessed lighting fixtures shall be IC rated and have an air leakage rating not greater than 2 cfm per ASTM E283 test; include these requirements in lighting fixture schedules NA C402.5.6 Loading dock seals Indicate weather seal at cargo and loading dock doors Page 6/9 Building Envelope Requirements List, pg 7 of 9 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com NA C402.5.7 Vestibules Indicate locations and dimensions of vestibules for building entrances; also indicate vestibule information for exit-only doors in buildings where separate doors for entering and exiting are provided NA Indicate locations of all building entrances and exit-only doors provided with an air curtain in lieu of a vestibule YES Indicate exception and criteria utilized for all C402.5.7 exception 8 building entrances and exit-only doors that do not have a vestibule or air curtain NA Indicate required performance for air curtains installed per Exception 7 NA For unconditioned vestibules, indicate which envelope assembly (interior or exterior) complies with the requirements for a conditioned space YES C103.2 Building enclosure air Indicate in project documents that building G1.02 C402.5.1.2C leakage test enclosure air leakage testing is required for 402.5.1.2.1 WSEC compliance R402.4.1.2 YES Provide area calculations that account for all DEFERRED six sides of the air barrier boundaries YES For commercial buildings, indicate that G1.02 building enclosure air leakage testing shall be performed per ASTM C779 (or equivalent method approved by the code official) and the target leakage rate is 0.25 cfm/ft2 (1.5 L/s*m2) at 0.3 in. wg (75 Pa) NA If the building is mixed residential / commercial and three stories or less above grade plane, indicate which building enclosure air leakage test procedure will be used for the Group R-2 / R-3 areas (Section R402.4.1.2 or C402.5.1.2); if per R402.4.1.2, indicate that the target leakage rate is 5 air changes per hour at 0.2 in. wg (50 Pa) YES Include the following requirements in project DEFERRED documents: (1) Submit building enclosure air leakage test reports to jurisdiction and owner; (2) If initial test result exceeds 0.25 cfm/ft2 (1.5 L/s*m2), indicate that inspection and all practical corrective actions be completed and documented in the air leakage test report; (3) If initial test result exceeds 0.40 cfm/ft2 (2.0 L/s*m2), indicate that corrective actions shall also include re-testing; (4) Indicate that corrective measures and retesting must be repeated until the test result is 0.40 cfm/ft2 (2.0 L/s*m2) or less; (4) Include air barrier test report in project close out documentation provided to building owner. ADDITIONAL EFFICIENCY CREDITS - REDUCED AIR INFILTRATION Page 7/9 Building Envelope Requirements List, pg 8 of 9 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com NA C406.9 Reduced air To comply with additional efficiency credit, infiltration indicate in project documents that the building enclosure air leakage test results shall not exceed 0.17 cfm/ft2 at 0.3 in. wg (75 Pa); all documentation requirements per C103.2 and C402.5.1.2 apply ALTERATIONS C503.1 Roof alteration - For a roof alteration where existing ceiling C503.3.1 insulation cavities are exposed, indicate cavities are insulated to full depth at minimum nominal value of R-3.0 per inch For a roof covering replacement where insulation is installed entirely above the roof deck, indicate insulation complies with requirements for new construction per Tables C402.1.3 or C402.1.4 C503.1 Wall and floor For a wall or floor alteration (floor over alteration - insulation outdoor or unconditioned space) where existing envelope cavities are exposed, indicate cavities are insulated to full depth at minimum nominal value of R-3.0 per inch C503.3.2 Addition of vertical Where the addition of new vertical fenestration fenestration results in a window-to-wall ratio (WWR) exceeding the prescriptive maximum allowed per C402.4.1, demonstrate method of compliance (prescriptive vertical fenestration alternate, component performance with target area adjustment for the alteration area and existing-to-remain areas combined, or total building performance per C407); demonstrate for each space conditioning category separately C503.3.3 Addition of skylights Where the addition of new skylights results in a skylight-to-roof ratio (SRR) exceeding the prescriptive maximum allowed per C402.4.1, demonstrate method of compliance (component performance compliance with target area adjustment for the alteration area and existing-to-remain areas combined, or total building performance per C407), demonstrate for each space conditioning category separately NA C103.2 Change in space Indicate envelope alteration thermal C103.6.3 conditioning or performance compliance path (prescriptive or C503.2 occupancy component performance with 110% C505.1 compliance allowance); provide WSEC envelope documentation compliance reports NA C103.2 Change in space If complying via total building performance C103.6.3 conditioning or with 110% allowance, provide a list of all C503.2C occupancy proposed envelope component types, areas 505.1 compliance and U-values documentation PROJECT CLOSE OUT DOCUMENTATION Page 8/9 Building Envelope Requirements List, pg 9 of 9 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com YES C103.6.3 Project close out Indicate in plans that project close out IN documentation documentation is required including SPECIFICATIONS requirements applicable calculations, WSEC envelope compliance reports, and fenestration NFRC rating certificates Page 9/9 Powered by TCPDF (www.tcpdf.org) APPLICATION STATUS â˜ Revisions Required â€“ Hold â˜ Approved with Conditions â˜’ APPROVED APPLICANT: SNOHOMISH COUNTY PUD - HEATED DATE: 4/27/2023 GARAGE EMAIL: SUBMITTAL: 1 PERMIT #: BLD-4482.DEF FROM: Lou Tyler PROJECT: New Commercial EMAIL: ltyler@safebuilt.com ADDRESS: 17601 59TH AVE NE, ARLINGTON, WA 00000 CODES REVIEWED: OCCUPANCY GROUP: B Business 2018 IBC, 2018 IEBC TYPE OF CONSTRUCTION: NUMBER OF STORIES: The purpose of this e-mail is to notify you that we have been contracted by City of Arlington to conduct the plan review for your submitted project. We are SAFEbuilt, a third-party community development service provider whom the City of Arlington has contracted with to assist them with their current plan review workload. We have approved this review and recommend issuance to the city when all departments have been approved. The following instructions are for electronic plan review services to be completed for the city. A link to the files will be sent to you in a separate email. When they are accessed then complete the following steps. PROCEEDURES FOR ISSUANCE WHEN PLANS ARE ELECTRONICALLY REVIEWED: When the electronic STAMPED APPROVED plan review is returned to you â€“ please complete the following: 1. Make two (2) copies of every STAMP APPROVED document that was returned to you and drop these documents off at the City of Arlington Building Department. 2. The city will again process the plans and complete their administrative approval process. 3. You will be notified by the city when the plans are ready for issuance. One set of approved plans will be retained by the city. The second set of approved plans will be issued after the permit fees have been paid for and when all departments have completed their portion of the review. Please feel free to reach out to us with any questions you may have. Sincerely, Lou Tyler Plans Examiner SAFEbuilt Washington Bellevue Office 17601 59TH AVE NE, ARLINGTON, WA 00000 BLD-4482.DEF 4/27/2023 BUILDING: Lou Tyler; ltyler@safebuilt.com; (206) 503-5948 SAFEbuilt Washington Bellevue Office 105 South Main Street | Suite 323 | Seattle, WA 98104 206.624.4222 p | www.rolludaarchitects.com Transmittal Facsimile Telephone Memorandum Date: April 5, 2023 Total pages including cover: 259 Sent: Attached Under separate cover Action Sending For Your Urgent attention Prints Information and use As indicated Submittal Review and comment Sign and return Other As requested TO: City of Arlington â€“ Permit Center 18204 59th Ave NE, Arlington, WA 98223 (360) 403-3551 ced@arlingtonwa.gov RE: Permit #BLD 4482 Heated Parking Snohomish County PUD North County Community Office Project Please find attached the electronic copy of the Permit Drawings and Calculations deferred submittal for the Heated Parking building. Hard copies will be delivered under separate cover. Please let us know if you have any questions or need additional information. Document Type Copies Date Pages Description Deferred 1 03-30- 259 PEMB â€“ Permit Drawings and Calculations Submittal 2023 submittal Thank you, Andrew McKernan, AIA Project Architect andrew@rolludaarchitects.com Sent Via: ï¯ Mail/USPS ï¯ Courier ï¯ RA Delivered ï¯ Express Mail ï¸ Other: E-mail_______ FABER CONSTRUCTION CORPORATION Project: 2191.3 North County Community Office 6951Â HanneganÂ Road 17601Â 59thÂ AveÂ NE Lynden, Washington 98264 Arlington, Washington 98223 P: (360)Â 354-3500 F: (360)Â 354-0335 Submittal #144.0 - PEMB Permit Plan and Calcs 13 34 19 - Metal Building Systems Revision 0 Submittal Manager Adolfo Florindo (FABERÂ CONSTRUCTION CORPORATION) Status Open Date Created Mar 30, 2023 Issue Date Mar 30, 2023 Spec Section 13Â 34Â 19Â -Â MetalÂ BuildingÂ Systems Responsible HCIÂ STEELÂ BUILDINGS,Â LLC Received From Contractor Received Date Submit By Mar 30, 2023 Final Due Date Apr 13, 2023 Lead Time Cost Code Location Type Document Approvers Rolluda (ROLLUDAÂ ARCHITECTS), Mark Curfman (SNOHOMISHÂ COUNTYÂ PUDÂ -Â FACILITIES), Doug Wilson (SNOHOMISH COUNTYÂ PUDÂ -Â FACILITIES) Ball in Court Rolluda (ROLLUDAÂ ARCHITECTS) Distribution David Ward (FABERÂ CONSTRUCTIONÂ CORPORATION), Jansen Todd (FABERÂ CONSTRUCTIONÂ CORPORATION), Deb Suchomel (OACÂ SERVICES), Brad Raymond (FABERÂ CONSTRUCTIONÂ CORPORATION), Casey Mish (OACÂ SERVICES), James Marsh (FABERÂ CONSTRUCTIONÂ CORPORATION), Adam Burke (FABERÂ CONSTRUCTIONÂ CORPORATION) Description PleaseÂ seeÂ attachedÂ PermitÂ PlansÂ andÂ DesignÂ CalcsÂ forÂ theÂ PEMBÂ submittalÂ forÂ yourÂ reviewÂ andÂ approval.Â LetÂ usÂ knowÂ ifÂ you haveÂ anyÂ questionsÂ orÂ needÂ additionalÂ info.Â Thanks! Note: -PleaseÂ submitÂ toÂ CityÂ ofÂ Arlington,Â c/oÂ SafeBuiltÂ forÂ additionalÂ reviewÂ andÂ approvalÂ requiredÂ byÂ AHJ Submittal Workflow Name Sent Date Due Date Returned Date Response Attachments GeneralÂ Information 22705Â CalcÂ Package.pdf Attachments 22705Â PermitÂ Plans.pdf Rolluda Mar 30, 2023 Apr 12, 2023 Pending Mark Curfman Apr 13, 2023 Pending Doug Wilson Apr 13, 2023 Pending FABERÂ CONSTRUCTIONÂ CORPORATION Page 1Â of 1 PrintedÂ On:Â Mar 30, 2023 03:16 PM PDT FABER CONSTRUCTION CORPORATION Project: 2191.3 North County Community Office 6951Â HanneganÂ Road 17601Â 59thÂ AveÂ NE Lynden, Washington 98264 Arlington, Washington 98223 P: (360)Â 354-3500 F: (360)Â 354-0335 Submittal #144.0 - PEMB Permit Plan and Calcs 13 34 19 - Metal Building Systems Revision 0 Submittal Manager Adolfo Florindo (FABERÂ CONSTRUCTION CORPORATION) Status Draft Date Created Mar 30, 2023 Issue Date Mar 30, 2023 Spec Section 13Â 34Â 19Â -Â MetalÂ BuildingÂ Systems Responsible HCIÂ STEELÂ BUILDINGS,Â LLC Received From Contractor Received Date Submit By Mar 30, 2023 Final Due Date Apr 13, 2023 Lead Time Cost Code Location Type Document Approvers Rolluda (ROLLUDAÂ ARCHITECTS), Mark Curfman (SNOHOMISHÂ COUNTYÂ PUDÂ -Â FACILITIES), Doug Wilson (SNOHOMISH COUNTYÂ PUDÂ -Â FACILITIES) Ball in Court Distribution David Ward (FABERÂ CONSTRUCTIONÂ CORPORATION), Jansen Todd (FABERÂ CONSTRUCTIONÂ CORPORATION), Deb Suchomel (OACÂ SERVICES), Brad Raymond (FABERÂ CONSTRUCTIONÂ CORPORATION), Casey Mish (OACÂ SERVICES), James Marsh (FABERÂ CONSTRUCTIONÂ CORPORATION), Adam Burke (FABERÂ CONSTRUCTIONÂ CORPORATION) Description PleaseÂ seeÂ attachedÂ PermitÂ PlansÂ andÂ DesignÂ CalcsÂ forÂ theÂ PEMBÂ submittalÂ forÂ yourÂ reviewÂ andÂ approval.Â LetÂ usÂ knowÂ ifÂ you haveÂ anyÂ questionsÂ orÂ needÂ additionalÂ info.Â Thanks! Note: -PleaseÂ submitÂ toÂ CityÂ ofÂ Arlington,Â c/oÂ SafeBuiltÂ forÂ additionalÂ reviewÂ andÂ approvalÂ requiredÂ byÂ AHJ Submittal Workflow Name Sent Date Due Date Returned Date Response AttachmentsThese items have been received by Faber Construction Corporation, initially reviewed for compliance with the GeneralÂ Information contract documents, and are being sent on to the Attachments architect for further review and approval: Rolluda Apr 12, 2023 Pending Mark Curfman Apr 13, 2023 Pending By: ____________________________________________________________ Date: _____________________________________________03/30/23 ____________ Doug Wilson Apr 13, 2023 Pending These material submittals have been reviewed and deemed to meet the intent of the contract documents, and are, to the best of our knowledge, in compliance with the project plans and specifications. Approved as Submitted Approved as Noted Rejected Revise and Resubmit By: ____________________________________________________________ Date: _________________________________________________________ This review does not remove any obligation by the subcontractor or supplier to provide and install FABERÂ CONSTRUCTIONÂ CORPORATION Page 1Â of 1 PrintedÂ On:Â Mar 30, 2023 02:48 PM PDT materials that are in full compliance with all referenced material standards and project documents, nor relieve any warranty obligations imposed by those documents FABER CONSTRUCTION CORPORATION Project: 2191.3 North County Community Office 6951Â HanneganÂ Road 17601Â 59thÂ AveÂ NE Lynden, Washington 98264 Arlington, Washington 98223 P: (360)Â 354-3500 F: (360)Â 354-0335 Submittal #144.0 - PEMB Permit Plan and Calcs 13 34 19 - Metal Building Systems Revision 0 Submittal Manager Adolfo Florindo (FABERÂ CONSTRUCTION CORPORATION) Status Draft Date Created Mar 30, 2023 Issue Date Mar 30, 2023 Spec Section 13Â 34Â 19Â -Â MetalÂ BuildingÂ Systems Responsible HCIÂ STEELÂ BUILDINGS,Â LLC Received From Contractor Received Date Submit By Mar 30, 2023 Final Due Date Apr 13, 2023 Lead Time Cost Code Location Type Document Approvers Rolluda (ROLLUDAÂ ARCHITECTS), Mark Curfman (SNOHOMISHÂ COUNTYÂ PUDÂ -Â FACILITIES), Doug Wilson (SNOHOMISH COUNTYÂ PUDÂ -Â FACILITIES) Ball in Court Distribution David Ward (FABERÂ CONSTRUCTIONÂ CORPORATION), Jansen Todd (FABERÂ CONSTRUCTIONÂ CORPORATION), Deb Suchomel (OACÂ SERVICES), Brad Raymond (FABERÂ CONSTRUCTIONÂ CORPORATION), Casey Mish (OACÂ SERVICES), James Marsh (FABERÂ CONSTRUCTIONÂ CORPORATION), Adam Burke (FABERÂ CONSTRUCTIONÂ CORPORATION) Description PleaseÂ seeÂ attachedÂ PermitÂ PlansÂ andÂ DesignÂ CalcsÂ forÂ theÂ PEMBÂ submittalÂ forÂ yourÂ reviewÂ andÂ approval.Â LetÂ usÂ knowÂ ifÂ you haveÂ anyÂ questionsÂ orÂ needÂ additionalÂ info.Â Thanks! Note: -PleaseÂ submitÂ toÂ CityÂ ofÂ Arlington,Â c/oÂ SafeBuiltÂ forÂ additionalÂ reviewÂ andÂ approvalÂ requiredÂ byÂ AHJ Submittal Workflow Name Sent Date Due Date Returned Date Response AttachmentsAttachmentsThese items have been received by Faber Construction Corporation, initially reviewed for compliance with the GeneralÂ Information contract documents, and are being sent on to the Attachments architect for further review and approval: Rolluda Apr 12, 2023 Pending Mark Curfman Apr 13, 2023 Pending By: ____________________________________________________________ Date: _____________________________________________03/30/23 ____________ Doug Wilson Apr 13, 2023 Pending These material submittals have been reviewed and deemed to meet the intent of the contract documents, and are, to the best of our knowledge, in compliance with the project plans and specifications. Approved as Submitted Approved as Noted Rejected Revise and Resubmit By: ____________________________________________________________ Date: _________________________________________________________ This review does not remove any obligation by the subcontractor or supplier to provide and install FABERÂ CONSTRUCTIONÂ CORPORATION Page 1Â of 1 PrintedÂ On:Â PrintedÂ On:Â MarMar 30,30, 20232023 02:4802:48 PMPM PDTPDT materials that are in full compliance with all referenced material standards and project documents, nor relieve any warranty obligations imposed by those documents Page 2 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Seismic Coeff (Fa*Ss) = 1.13 ------------------------------- Designer : BS Detailer : RLG 2/28/23 ================================================================================ 22705 Design Loads For Building Components: 2/28/23 11:40am ================================================================================ FRONT SIDEWALL: --------------- BASIC LOADS: Basic Wind_Load_Ratio Wind Deflect Factor 16.4 0.38 0.60 EDGE ZONE: -----Wind_Ratio---- --Left_Zone-- --Right_Zone- Jamb/ Width Base Width Base Girt Panel Column 4.13 0.00 4.13 0.00 1.07 1.00 1.07 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 16.0 -17.2 .. Girt/Header 19.3 -21.0 .. Panel 16.0 -17.2 .. Jamb 0.0 0.0 .. Parapet BACK SIDEWALL: --------------- BASIC LOADS: Basic Wind_Load_Ratio Wind Deflect Factor 16.4 0.38 0.60 EDGE ZONE: -----Wind_Ratio---- --Left_Zone-- --Right_Zone- Jamb/ Width Base Width Base Girt Panel Column 4.13 0.00 4.13 0.00 1.07 1.00 1.07 Page 3 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 16.0 -17.2 .. Girt/Header 19.3 -21.0 .. Panel 16.0 -17.2 .. Jamb 0.0 0.0 .. Parapet LEFT ENDWALL: -------------- BASIC LOADS: Dead Coll Live Snow Rain Basic Wind_Load_Ratio Load Load Load Load Load Wind Deflect Factor 2.5 3.0 20.0 25.0 0.0 16.4 0.38 0.60 EDGE ZONE: -----Wind_Ratio---- --Left_Zone-- --Right_Zone- Jamb/ Width Base Width Base Girt Panel Column 4.13 0.00 4.13 0.00 1.07 1.00 1.07 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 2.00 0.00 2.48 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 16.0 -17.2 .. Column 16.0 -17.2 .. Girt/Header 16.0 -17.2 .. Jamb 19.3 -21.0 .. Panel 31.3 -26.9 .. Parapet 27.3 -18.2 .. Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Surf ---Wind_1-- ---Wind_2-- -Long_Wind- Surface Id Left Right Left Right 1 2 Friction 1 0.65 -0.96 1.04 -0.43 -0.65 -0.65 0.00 2 -1.08 -0.76 -0.72 -0.40 -1.08 -0.64 0.00 3 -0.76 -1.08 -0.40 -0.72 -0.64 -1.08 0.00 4 -0.96 0.65 -0.43 1.04 -0.65 -0.65 0.00 COLUMN, RAFTER & BRACING DESIGN LOADS: Load ---Live--- --Add_Snow- Wind_1 Wind_2 Long_Wind Column_Wind Long Tran Aux_Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seis Id Coef 93 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 Page 4 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 18 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 19 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 20 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 22 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 23 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 24 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 25 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 26 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 27 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 28 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 29 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 Page 5 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 30 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 31 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 32 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 34 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 35 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 36 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 37 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 38 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 39 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 40 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 41 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 42 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 43 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 44 1.08 1.08 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 45 1.08 1.08 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0 0.00 46 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 47 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0 0.00 48 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 49 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 50 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 51 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.75 52 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 1 0.75 53 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 1 0.75 54 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 1 0.75 55 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 1 0.75 56 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 Page 6 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 57 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 58 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 59 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 60 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 61 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 62 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 63 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 64 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 65 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 66 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 67 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 68 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 69 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 70 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 71 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 72 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 73 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 74 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 75 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 76 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 77 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 78 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 79 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 80 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 81 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 82 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 83 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 Page 7 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 84 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 85 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 86 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 87 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 88 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 89 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 90 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 91 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 92 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 93 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add_Load Aux Id Name Load Id Coeff 2 1 E1UNB_SL_L 3 1 0.30 2 1.00 3 0.53 2 E1UNB_SL_R 3 2 0.30 1 1.00 4 0.53 ADDITIONAL LOADS: No. Add Loc Basic Load Fx Fy Mom X Y .. Conc Add Id Id Load Type W1 W2 Co Dl1 Dl2 .. Dist 4 1 3 U_SNOW D -0.30 -0.30 -0.33 0.00 21.78 2 2 U_SNOW D -0.30 -0.30 0.33 0.00 21.78 3 2 U_SNOW D -0.30 -0.30 0.33 15.40 21.78 4 3 U_SNOW D -0.30 -0.30 -0.33 0.00 6.38 STEPPED LOAD COEFFICIENTS: Basic Location No. ------------- ------------- ------------- No. Load Use Id Step Locate Coef Locate Coef Locate Coef WINDL1 - 2 2 20.67 1.00 21.78 0.71 WINDR1 - 3 2 1.12 0.71 21.78 1.00 WINDL2 - 2 2 20.67 1.00 21.78 0.56 WINDR2 - 3 2 1.12 0.56 21.78 1.00 RIGHT ENDWALL: -------------- BASIC LOADS: Dead Coll Live Snow Rain Basic Wind_Load_Ratio Load Load Load Load Load Wind Deflect Factor 2.5 3.0 20.0 25.0 0.0 16.4 0.38 0.60 Page 8 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 EDGE ZONE: -----Wind_Ratio---- --Left_Zone-- --Right_Zone- Jamb/ Width Base Width Base Girt Panel Column 4.13 0.00 4.13 0.00 1.07 1.00 1.07 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 2.00 0.00 2.48 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 16.0 -17.2 .. Column 16.0 -17.2 .. Girt/Header 16.0 -17.2 .. Jamb 19.3 -21.0 .. Panel 31.3 -26.9 .. Parapet 27.3 -18.2 .. Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Surf ---Wind_1-- ---Wind_2-- -Long_Wind- Surface Id Left Right Left Right 1 2 Friction 1 0.65 -0.96 1.04 -0.43 -0.65 -0.65 0.00 2 -1.08 -0.76 -0.72 -0.40 -1.08 -0.64 0.00 3 -0.76 -1.08 -0.40 -0.72 -0.64 -1.08 0.00 4 -0.96 0.65 -0.43 1.04 -0.65 -0.65 0.00 COLUMN, RAFTER & BRACING DESIGN LOADS: Load ---Live--- --Add_Snow- Wind_1 Wind_2 Long_Wind Column_Wind Long Tran Aux_Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seis Id Coef 99 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 Page 9 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 0.60 0.00 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 18 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 19 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 20 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 22 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 23 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 24 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 25 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 26 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 27 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 28 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 29 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 30 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 31 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 32 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 34 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 35 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 36 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 37 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 Page 10 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 0.00 0.60 0.00 0.00 0 0.00 38 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 39 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 40 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 41 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 42 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 43 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 44 1.08 1.08 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 45 1.08 1.08 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0 0.00 46 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 47 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0 0.00 48 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 49 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 50 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 51 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.75 52 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 1 0.75 53 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 1 0.75 54 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 1 0.75 55 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 1 0.75 56 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 57 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 58 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 59 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 60 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 61 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 62 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 63 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 64 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Page 11 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 0.00 0.00 0.70 0.00 0 0.00 65 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 66 1.08 1.08 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0 0.00 67 1.08 1.08 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0.00 0 0.00 68 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 69 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 70 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 71 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 72 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 73 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 74 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 75 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 76 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 77 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 78 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 79 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 80 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 81 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 82 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 83 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 84 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 85 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 86 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 87 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 88 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 89 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 90 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 91 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 Page 12 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 0.00 0.00 0.00 0.00 0 0.00 92 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 93 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 94 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 95 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 96 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 97 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 98 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 99 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add_Load Aux Id Name Load Id Coeff 2 1 E2UNB_SL_L 3 1 0.30 2 1.00 3 0.53 2 E2UNB_SL_R 3 2 0.30 1 1.00 4 0.53 ADDITIONAL LOADS: No. Add Loc Basic Load Fx Fy Mom X Y .. Conc Add Id Id Load Type W1 W2 Co Dl1 Dl2 .. Dist 4 1 3 U_SNOW D -0.30 -0.30 -0.33 0.00 21.78 2 2 U_SNOW D -0.30 -0.30 0.33 0.00 21.78 3 2 U_SNOW D -0.30 -0.30 0.33 15.40 21.78 4 3 U_SNOW D -0.30 -0.30 -0.33 0.00 6.38 STEPPED LOAD COEFFICIENTS: Basic Location No. ------------- ------------- ------------- No. Load Use Id Step Locate Coef Locate Coef Locate Coef WINDL1 - 2 2 20.67 1.00 21.78 0.71 WINDR1 - 3 2 1.12 0.71 21.78 1.00 WINDL2 - 2 2 20.67 1.00 21.78 0.56 WINDR2 - 3 2 1.12 0.56 21.78 1.00 ROOFDES: -------- BASIC LOADS: Dead Coll Live Snow Rain Basic Wind_Load_Ratio Surface Seis % Load Load Load Load Load Wind Deflect Factor Friction Factor Snow 2.5 3.0 20.0 25.0 0.0 18.2 0.38 0.00 0.00 1.000 0.00 WIND PRESSURE/SUCTION: Wind Wind Wind Page 13 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Press Suct Suct_Roof 16.0 -16.0 .. Purlins 16.0 -35.7 .. Panels 8.5 -6.2 -12.6 .. Long Bracing, Building 13.0 -9.2 .. Long Bracing, Wall Edge Zone 27.3 -18.2 14.6 .. Long Bracing, Facia/Parapet EDGE & CORNER ZONE WIND: Wind Surf No. Zone --Purlin--- ---Panel--- Id Id Zone Id Width Length Press Suct Press Suct 1 2 6 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 4.13 1.00 1.50 1.00 1.46 5 0.00 4.13 1.00 1.50 1.00 1.46 6 4.13 0.00 1.00 1.50 1.00 1.46 9 4.13 4.13 1.00 2.25 1.00 1.73 10 4.13 4.13 1.00 2.25 1.00 1.73 3 6 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 4.13 1.00 1.50 1.00 1.46 4 4.13 0.00 1.00 1.50 1.00 1.46 5 0.00 4.13 1.00 1.50 1.00 1.46 7 4.13 4.13 1.00 2.25 1.00 1.73 8 4.13 4.13 1.00 2.25 1.00 1.73 EDGE & CORNER ZONE WIND: LONGITUDINAL Wind Surf No. Zone Purlin Id Id Zone Id Width Length Suct 1 2 1 1 0.00 0.00 1.00 3 1 1 0.00 0.00 1.00 2 2 1 1 0.00 0.00 1.00 3 1 1 0.00 0.00 1.00 PURLIN DESIGN LOADS: Surf --Load- --Add_Snow- Wind Wind Aux_Load Id No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Id Coef 2 13 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0 0.00 8 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.45 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 10 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 3 1.00 11 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 1 1.00 12 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 2 1.00 13 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 4 1.00 3 13 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0 0.00 Page 14 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 8 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.45 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 10 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 3 1.00 11 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 1 1.00 12 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 2 1.00 13 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 4 1.00 BRACING DESIGN LOADS: --Load- --Add_Snow- Wind Wind Seis Aux_Load No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Load Id Coef 12 1 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.60 0.00 0 0.00 4 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.60 0.00 0 0.00 6 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 10 1.08 1.08 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 11 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 12 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add_Load Aux Id Name Load Id Coef 4 1 PAT_SL_1 1 1 0.50 2 PAT_SL_2 1 2 0.50 3 PAT_SL_3 2 1 0.50 2 0.50 4 UNB_SL 4 3 1.00 4 0.53 5 1.00 6 0.53 ADDITIONAL LOADS: No. Add Surf Basic Load Fy Dx .. Conc Add Id Id Load Type W1 W2 Dx1 Dx2 .. Dist 6 1 0 U_SNOW D -25.0 -25.0 0.0 25.7 2 0 U_SNOW D -25.0 -25.0 25.7 51.3 3 2 U_SNOW D -25.0 -25.0 0.0 21.8 4 2 U_SNOW D -25.0 -25.0 15.4 21.8 5 3 U_SNOW D -25.0 -25.0 0.0 21.8 6 3 U_SNOW D -25.0 -25.0 0.0 6.4 RIGID FRAME - 1: --------------- BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 2.5 3.0 12.0 25.0 0.0 18.2 0.38 0 BASIC LOADS AT EAVE: Seismic --Torsion-- --EW_Brace- Page 15 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Load Wind Seis Wind Seis 2.51 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf ---Wind_1-- ---Wind_2-- ---Wind_3-- ---Wind_4-- Long_Wind Surface Id Left Right Left Right Left Right Left Right 1 2 Friction 1 0.41 -0.73 0.85 -0.29 0.00 0.00 0.00 0.00 -0.63 -0.63 0.00 2 -0.87 -0.65 -0.51 -0.29 0.00 0.00 0.00 0.00 -0.87 -0.55 0.00 3 -0.65 -0.87 -0.29 -0.51 0.00 0.00 0.00 0.00 -0.55 -0.87 0.00 4 -0.73 0.41 -0.29 0.85 0.00 0.00 0.00 0.00 -0.63 -0.63 0.00 DESIGN LOADS: -----------------------------------------------------Load_Coefficients------------------ ----------------------------------- ---Live--- -Add_Snow- --Wind_1-- --Wind_2-- --Wind_3-- --Wind_4-- Long_Wind --Seismic- Aux_Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt Lt Rt 1 2 Long Tran Temp Id Coeff 104 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 15 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 18 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Page 16 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 19 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 20 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 21 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 22 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 23 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 24 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 25 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 26 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 27 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 28 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 31 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 32 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 33 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 35 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 37 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 41 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 42 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 43 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 44 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 45 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 Page 17 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 46 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 47 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 48 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 49 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 50 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 51 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 52 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 53 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 54 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 55 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 56 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 57 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 58 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 59 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 60 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 61 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 62 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 63 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 64 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 65 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 66 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 67 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 68 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 69 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 70 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 71 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 72 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Page 18 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0 0.00 73 1.08 1.08 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0 0.00 74 1.08 1.08 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0.00 0 0.00 75 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0 0.00 76 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0.00 0 0.00 77 1.08 1.08 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0.00 0 0.00 78 1.08 1.08 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0.00 0.00 0 0.00 79 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0.00 0 0.00 80 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0.00 0.00 0 0.00 81 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 82 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 83 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 84 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0 0.00 85 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 86 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 87 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.75 88 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.75 89 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.75 90 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.75 91 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.75 92 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.75 93 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 0 0.00 94 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 0 0.00 95 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 96 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 97 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 98 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 99 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Page 19 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 100 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 101 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 102 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 103 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 104 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 AUXILIARY LOADS: No. Aux Aux No. Add_Load Aux Id Name Load Id Coeff 2 1 F1UNB_SL_L 3 1 0.30 2 1.00 3 0.53 2 F1UNB_SL_R 3 2 0.30 1 1.00 4 0.53 ADDITIONAL LOADS: No. Add Surf Basic Load Fx Fy Mom Dx Dy .. Conc Add Id Id Type Type W1 W2 Co Dl1 Dl2 .. Dist 4 1 3 U_SNOW D -0.72 -0.72 -0.333 0.00 21.78 2 2 U_SNOW D -0.72 -0.72 0.333 0.00 21.78 3 2 U_SNOW D -0.72 -0.72 0.333 15.40 21.78 4 3 U_SNOW D -0.72 -0.72 -0.333 0.00 6.38 STEPPED LOAD COEFFICIENTS: Basic Surf No. ------------- ------------- ------------- No. Load Id Step Locate Coef Locate Coef Locate Coef 4 WINDL1 2 2 20.67 1.00 21.78 0.75 WINDR1 3 2 1.12 0.75 21.78 1.00 WINDL2 2 2 20.67 1.00 21.78 0.57 WINDR2 3 2 1.12 0.57 21.78 1.00 ================================================================================ 22705 Reactions, Anchor Bolts, & Base Plates: 2/28/23 11:40am ================================================================================ ----- ----- -----Foundation_Loads(k )----- --------- ----------------- Frame Col Max_Pos_Val Max_Neg_Val Anc._Bolt Base_Plate Line Line Id Horz Vert Id Horz Vert No. Diam Width Len Thick ----- ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- 1 A 8 0.5 -0.8 9 -0.4 -0.8 4 0.625 5.00 8.00 0.250 3 0.0 1.3 8 0.5 -0.8 1 B 10 1.5 -2.0 9 -1.4 -1.3 4 0.625 5.00 8.00 0.250 11 0.0 8.1 10 1.5 -2.0 1 C 10 1.5 -4.5 12 -1.4 -2.2 4 0.625 5.00 8.00 0.375 13 0.0 8.2 10 1.5 -4.5 Page 20 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 1 D 14 0.5 -3.4 9 -0.4 -1.3 4 0.625 5.00 8.00 0.375 15 0.0 4.5 14 0.5 -3.4 ----- ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- 3 D 8 0.5 0.6 16 -3.1 -1.8 4 0.625 5.00 8.00 0.250 17 0.0 2.4 9 -2.5 -2.1 3 C 10 1.5 -2.0 9 -1.4 -1.3 4 0.625 5.00 8.00 0.250 18 0.0 8.1 10 1.5 -2.0 3 B 10 1.5 -4.5 12 -1.4 -2.2 4 0.625 5.00 8.00 0.375 13 0.0 8.2 10 1.5 -4.5 3 A 14 0.5 -2.1 16 -3.1 -1.8 4 0.625 5.00 8.00 0.375 19 0.5 4.7 7 0.0 -3.4 ----- ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- 2 A 1 7.5 14.2 2 -4.7 -3.2 4 0.750 6.00 13.00 0.500 3 7.5 21.1 4 -4.1 -5.8 2 D 5 4.7 -3.2 6 -7.5 14.2 4 0.750 6.00 13.00 0.500 3 -7.5 21.1 7 4.1 -5.8 ----- ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- ----------------------------------------------------------------------------- LOAD COMBINATIONS: ------------------ Id Combination ---- ------------------------------ 1 Dead+Collateral+0.75Snow+0.45Wind_Right1+0.75Slide_Snow 2 0.6Dead+0.6Wind_Left2 3 Dead+Collateral+Snow+Slide_Snow 4 0.6Dead+0.6Wind_Left1 5 0.6Dead+0.6Wind_Right2 6 Dead+Collateral+0.75Snow+0.45Wind_Left1+0.75Slide_Snow 7 0.6Dead+0.6Wind_Right1 8 0.6Dead+0.6Wind_Suction+0.6Wind_Long1L 9 0.6Dead+0.6Wind_Pressure+0.6Wind_Long1L 10 0.6Dead+0.6Wind_Left1+0.6Wind_Suction 11 Dead+Collateral+E1UNB_SL_L 12 0.6Dead+0.6Wind_Pressure+0.6Wind_Long2L 13 1.08Dead+1.08Collateral+0.75Live+0.53Seismic_Right 14 0.6Dead+0.6Wind_Right1+0.6Wind_Suction 15 1.11Dead+1.11Collateral+0.7Seismic_Left 16 0.49Dead+0.7Seismic_LongL 17 1.08Dead+1.08Collateral+0.75Live+0.53Seismic_LongR 18 Dead+Collateral+E2UNB_SL_L 19 Dead+0.6Wind_Left2+0.6Wind_Suction ================================================================================ 22705 Bracing Reactions Report: 2/28/23 11:40am ================================================================================ BUILDING BRACING REACTIONS: --------------------------- Page 21 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 ------Reactions(k )------- ---Wall-- Col ----Wind---- --Seismic--- Panel_Shear(lb/ft) Loc Line Line Horz Vert Horz Vert Wind Seismic Notes ---- ---- ------- ----- ----- ----- ----- ------ ------- ----- L_EW 1 C ,D 2.65 5.26 2.48 4.92 F_SW D 2 ,3 3.49 2.18 4.42 2.75 R_EW 3 B ,A 2.65 5.26 2.48 4.92 B_SW A 3 ,2 3.49 2.18 4.42 2.75 ---- ---- ------- ----- ----- ----- ----- ------ ------- ----- Reaction values shown are unfactored & for seismic represent base shear Maximum load combination factors are: Wind : 0.60 Seismic: 0.70 ================================================================================ 22705 Additional Reactions Report: 2/28/23 11:40am ================================================================================ Rigid Frame Column Reactions(k ) -------------------------------- Frame Col ----Dead--- Collateral ----Live--- ----Snow--- Wind_Left1 Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 A 0.8 2.4 0.8 2.1 2.9 8.0 6.0 16.6 -7.5 -12.0 2 D -0.8 2.4 -0.8 2.1 -2.9 8.0 -6.0 16.6 -3.4 -6.2 Frame Col Wind_Right1 Wind_Left2 Wind_Right2 Wind_Long1 Wind_Long2 Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 A 3.4 -6.2 -8.6 -7.7 2.3 -1.8 1.5 -11.1 0.2 -10.4 2 D 7.5 -12.0 -2.3 -1.8 8.6 -7.7 -0.2 -10.4 -1.5 -11.1 Frame Col -Seis_Left- -Seis_Right -Seis_Long- F1UNB_SL_L F1UNB_SL_R Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 A -2.5 -2.1 2.5 2.1 0.0 -2.8 4.6 15.2 4.6 8.9 2 D -2.5 2.1 2.5 -2.1 0.0 -2.8 -4.6 8.9 -4.6 15.2 ------------------------------------------------------------------------------ Endwall Column Reactions(k ) ----------------------------- Page 22 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Frame Col Dead Collat Live Snow Wind_Left1 Wind_Right1 Line Line Vert Vert Vert Vert Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 1 A 0.3 0.1 0.7 0.9 0.0 -0.4 0.0 -1.4 1 B 1.0 0.8 4.8 6.0 0.0 -4.3 0.0 -2.1 1 C 1.0 0.8 4.8 6.0 -2.7 -8.6 0.0 1.3 1 D 0.3 0.1 0.7 0.9 0.0 5.1 2.7 -6.0 Wind Wind Frame Col Wind_Left2 Wind_Right2 Press Suct Wind_Long1 Line Line Horz Vert Horz Vert Horz Horz Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 1 A 0.0 0.3 0.0 -0.7 -0.7 0.8 0.0 -1.5 1 B 0.0 -3.3 0.0 -1.3 -2.4 2.6 0.0 -3.1 1 C -2.4 -7.1 0.0 1.7 -2.4 2.6 0.0 -0.7 1 D 0.0 5.2 2.4 -4.8 -0.7 0.8 0.7 -2.4 Seismic Frame Col Wind_Long2 Seismic_Left Seismic_Right Long -E1UNB_SL_L- Line Line Horz Vert Horz Vert Horz Vert Horz Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 A 0.0 -1.0 0.0 0.2 0.0 -0.2 0.04 0.0 0.8 1 B 0.0 -2.1 0.0 -0.3 0.0 0.3 0.1 0.0 6.3 1 C -0.7 -4.7 -2.5 -5.7 0.0 4.9 0.1 0.0 3.0 1 D 0.0 0.1 0.0 5.8 2.5 -5.0 0.04 0.0 -0.1 Frame Col -E1UNB_SL_R- Line Line Horz Vert ----- ---- ----- ----- 1 A 0.0 -0.1 1 B 0.0 3.0 1 C 0.0 6.3 1 D 0.0 0.8 ------------------------------------------------------------------------------ Frame Col Dead Collat Live Snow Wind_Left1 Wind_Right1 Line Line Vert Vert Vert Vert Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 3 D 0.3 0.1 0.7 0.9 0.0 -0.4 0.0 -1.4 3 C 1.0 0.8 4.8 6.0 0.0 -4.3 0.0 -2.1 3 B 1.0 0.8 4.8 6.0 -2.7 -8.6 0.0 1.3 3 A 0.3 0.1 0.7 0.9 0.0 5.1 2.7 -6.0 Frame Col Wind_Left2 Wind_Right2 Wind_Pressure Wind_Suction Line Line Horz Vert Horz Vert Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 3 D 0.0 0.3 0.0 -0.7 -4.2 -2.2 0.8 2.2 3 C 0.0 -3.3 0.0 -1.3 -2.4 0.0 2.6 0.0 3 B -2.4 -7.1 0.0 1.7 -2.4 0.0 2.6 0.0 3 A 0.0 5.2 2.4 -4.8 -4.2 -2.2 0.8 2.2 Frame Col Wind_Long1 Wind_Long2 Seismic_Left Seismic_Right Line Line Horz Vert Horz Vert Horz Vert Horz Vert Page 23 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 3 D 0.0 -1.5 0.0 -1.0 0.0 0.2 0.0 -0.2 3 C 0.0 -3.1 0.0 -2.1 0.0 -0.3 0.0 0.3 3 B 0.0 -0.7 -0.7 -4.7 -2.5 -5.7 0.0 4.9 3 A 0.7 -2.4 0.0 0.1 0.0 5.8 2.5 -5.0 Frame Col Seismic_Long -E2UNB_SL_L- -E2UNB_SL_R- Line Line Horz Vert Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- 3 D -4.4 -2.8 0.0 0.8 0.0 -0.1 3 C 0.1 0.0 0.0 6.3 0.0 3.0 3 B 0.1 0.0 0.0 3.0 0.0 6.3 3 A -4.4 -2.8 0.0 -0.1 0.0 0.8 ------------------------------------------------------------------------------ ================================================================================ 22705 Seismic Design Report: 2/28/23 11:40am ================================================================================ Building Data ------------- Code =IBC 18 Length = 51.33 Width = 41.33 Left Eave Height = 17.67 Right Eave Height = 17.67 Seismic Formula --------------- Equivalent Lateral Force, Section 12.8 Base Shear V = 0.667*Ie*Fa*Ss*W/R Vmin = 0.044*Sds*Ie*W Vmax = Sd1*Ie*W/(T*R) T(Moment_Frame) = 0.313 Shear Force E = Rho*V (Rigid frame, endwall frame, wind bent, wind column & base reactions) T(Braced_Frame) = 0.192 Shear Force Em = Omega*V (Wall diagonal bracing, splice at rigid frame & wind bent knee) Note: Applied load is seismic force multiplied by load combination Fa*Ss = 1.134 Zone/Design Category= D Ie = 1.500 S1 = 0.380 Sd1 = 0.486 Page 24 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Sds = 0.756 Seismic Dead Load, W -------------------- Frame Dead = 2.00 (psf ) Roof Dead = 2.50 (psf ) Collateral = 3.00 (psf ) Roof Total = 7.50 (psf ) , Weight= 15.91 (k ) Left EW Dead = 2.00 (psf ) , Weight= 0.87 (k ) Front SW Dead = 2.00 (psf ) , Weight= 0.91 (k ) Right EW Dead = 2.00 (psf ) , Weight= 0.87 (k ) Back SW Dead = 2.00 (psf ) , Weight= 0.91 (k ) ------- Total = 19.47 (k ) Seismic Forces -------------- Roof Bracing R = 3.25, Rho= 1.30 Cs = 0.3491 W = 17.66 (k ) Force V = 6.16 (k ) Force E = 8.01 (k ) Sidewall Bracing Front SW R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.3491 W = 9.74 (k ) Force V = 3.40 (k ) Force Em = 6.80 (k ) Force E = 4.42 (k ) Back SW R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.3491 W = 9.74 (k ) Force V = 3.40 (k ) Force Em = 6.80 (k ) Force E = 4.42 (k ) Endwall Bracing Left EW R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.3491 W = 5.47 (k ) Force V = 1.91 (k ) Force Em = 3.82 (k ) Force E = 2.48 (k ) Right EW R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.3491 W = 5.47 (k ) Force V = 1.91 (k ) Force Em = 3.82 (k ) Force E = 2.48 (k ) Rigid Frames Page 25 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 R = 3.25, Rho= 1.30 Cs = 0.3491 Frame 1 W = 11.06 (k ) Force V = 3.86 (k ) Force E = 5.02 (k ) End Plates Frame R = 3.25, Rho= 1.00, Omega= 3.00 Total Base Shear Longitudinal Force V = 6.80 (k ) Transverse Force V = 7.68 (k ) Page 26 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 ================================================================================ 22705 Wall 1 - Design Code 2/28/23 11:40am ================================================================================ STRUCTURAL CODE: ---------------- Design Basis : WS - Working Stress Hot Rolled Steel : AISC16 Cold Formed Steel : NAUS16 BUILDING CODE: -------------- Wind Code : IBC 18 Seismic Zone : D MODULUS OF ELASTICITY: ---------------------- Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) ================================================================================ 22705 Wall 1 - Column & Rafter Design 2/28/23 11:40am ================================================================================ MEMBER LAYOUT: -------------- Locate ---Web(in)-- -Flange(in)- Length Weight ----Max_Load---- Id (ft) Part Depth Thick Width Thick (ft) (lb) Id UC Report ------ ------ ----------- ----- ----- ----- ----- ------ ------ --- ---- ------- Col1 0.7 W8X10 7.48 0.170 3.94 0.205 16.5 164.8 16 0.15 Mom+Axl Col2 10.7 W8X10 7.48 0.170 3.94 0.205 19.8 198.1 17 0.56 Mom+Axl Col3 30.7 W8X10 7.48 0.170 3.94 0.205 19.8 198.1 17 0.57 Mom+Axl Col4 40.7 W8X10 7.48 0.170 3.94 0.205 16.5 164.8 16 0.18 Mom+Axl ------ ------ ----------- ----- ----- ----- ----- ------ ------ --- ---- ------- Raf1 Surf 2 W8X10 7.48 0.170 3.94 0.205 21.8 217.8 50 0.82 Mom+Axl Raf2 Surf 3 W8X10 7.48 0.170 3.94 0.205 21.8 217.8 58 0.82 Mom+Axl ------- Total= 1161.3 DESIGN ACTIONS/STRENGTH: ------------------------ Load ---Axial(k )-- ---Shear(k )-- -Moment(f-k )- Id Id Calc Limit Calc Limit Calc Limit ----- ---- ------ ------ ------ ------ ------ ------ Col1 1 1.08 34.97 0.00 19.31 0.00 12.24 Col1 2 0.39 34.97 0.00 19.31 0.00 12.24 Col1 3 1.25 34.97 0.00 19.31 0.00 12.24 Col1 4 1.25 34.97 0.00 19.31 0.00 12.24 Col1 5 1.25 34.97 0.00 19.31 0.00 12.24 Col1 6 0.91 34.97 0.00 19.31 0.00 12.24 Col1 7 1.04 34.97 0.00 19.31 0.00 12.24 Col1 8 1.04 34.97 0.00 19.31 0.00 12.24 Page 27 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col1 9 1.04 34.97 0.00 19.31 0.00 12.24 Col1 10 -0.81 63.81 0.45 19.31 -1.85 14.38 Col1 11 -0.49 63.81 0.45 19.31 -1.85 14.38 Col1 12 -0.81 63.81 -0.51 19.31 2.09 14.38 Col1 13 -0.49 63.81 -0.51 19.31 2.09 14.38 Col1 14 -0.11 63.81 -0.51 19.31 2.09 14.38 Col1 15 -0.73 63.81 -0.51 19.31 2.09 14.38 Col1 16 0.44 34.97 -0.51 19.31 2.09 14.38 Col1 17 -0.28 63.81 -0.51 19.31 2.09 14.38 Col1 18 1.02 34.97 -0.38 19.31 1.56 14.38 Col1 19 0.61 34.97 -0.38 19.31 1.56 14.38 Col1 20 0.21 34.97 -0.38 19.31 1.56 14.38 Col1 21 0.45 34.97 -0.38 19.31 1.56 14.38 Col1 22 1.15 34.97 -0.38 19.31 1.56 14.38 Col1 23 0.74 34.97 -0.38 19.31 1.56 14.38 Col1 24 0.34 34.97 -0.38 19.31 1.56 14.38 Col1 25 0.58 34.97 -0.38 19.31 1.56 14.38 Col1 26 1.15 34.97 -0.38 19.31 1.56 14.38 Col1 27 0.74 34.97 -0.38 19.31 1.56 14.38 Col1 28 0.34 34.97 -0.38 19.31 1.56 14.38 Col1 29 0.58 34.97 -0.38 19.31 1.56 14.38 Col1 30 1.15 34.97 -0.38 19.31 1.56 14.38 Col1 31 0.74 34.97 -0.38 19.31 1.56 14.38 Col1 32 0.34 34.97 -0.38 19.31 1.56 14.38 Col1 33 0.58 34.97 -0.38 19.31 1.56 14.38 Col1 34 -0.85 63.81 0.45 19.31 -1.85 14.38 Col1 35 -0.53 63.81 0.45 19.31 -1.85 14.38 Col1 36 -0.85 63.81 -0.51 19.31 2.09 14.38 Col1 37 -0.53 63.81 -0.51 19.31 2.09 14.38 Col1 38 -0.16 63.81 -0.51 19.31 2.09 14.38 Col1 39 -0.78 63.81 -0.51 19.31 2.09 14.38 Col1 40 0.32 34.97 -0.51 19.31 2.09 14.38 Col1 41 -0.32 63.81 -0.51 19.31 2.09 14.38 Col1 42 0.60 34.97 0.00 19.31 0.00 12.24 Col1 43 0.27 34.97 0.00 19.31 0.00 12.24 Col1 44 1.07 34.97 0.00 19.31 0.00 12.24 Col1 45 0.81 34.97 0.00 19.31 0.00 12.24 Col1 46 0.55 34.97 0.00 19.31 0.00 12.24 Col1 47 0.30 34.97 0.00 19.31 0.00 12.24 Col1 48 0.31 34.97 0.00 19.31 0.00 12.24 Col1 49 -0.11 63.81 0.00 19.31 0.00 12.24 Col1 50 1.23 34.97 0.00 19.31 0.00 12.24 Col1 51 1.02 34.97 0.00 19.31 0.00 12.24 Col1 52 0.85 34.97 -0.38 19.31 1.56 14.38 Col1 53 0.39 34.97 -0.38 19.31 1.56 14.38 Col1 54 1.14 34.97 -0.38 19.31 1.56 14.38 Col1 55 0.73 34.97 -0.38 19.31 1.56 14.38 Col1 56 0.42 34.97 -0.02 19.31 0.09 14.38 Col1 57 0.42 34.97 0.02 19.31 -0.09 14.38 Col1 58 0.31 34.97 0.00 19.31 0.00 12.24 Col1 59 0.33 34.97 0.00 19.31 0.00 12.24 Col1 60 0.16 34.97 -0.38 19.31 1.56 14.38 Col1 61 -0.47 63.81 -0.38 19.31 1.56 14.38 Col1 62 0.45 34.97 -0.38 19.31 1.56 14.38 Page 28 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col1 63 -0.13 63.81 -0.38 19.31 1.56 14.38 Col1 64 -0.16 63.81 0.00 19.31 0.00 12.24 Col1 65 -0.78 63.81 0.00 19.31 0.00 12.24 Col1 66 0.32 34.97 0.00 19.31 0.00 12.24 Col1 67 -0.32 63.81 0.00 19.31 0.00 12.24 Col1 68 -0.85 63.81 0.00 19.31 0.00 12.24 Col1 69 -0.53 63.81 0.00 19.31 0.00 12.24 Col1 70 0.74 34.97 0.00 19.31 0.00 12.24 Col1 71 0.27 34.97 0.00 19.31 0.00 12.24 Col1 72 1.02 34.97 0.00 19.31 0.00 12.24 Col1 73 0.61 34.97 0.00 19.31 0.00 12.24 Col1 74 0.21 34.97 0.00 19.31 0.00 12.24 Col1 75 0.45 34.97 0.00 19.31 0.00 12.24 Col1 76 0.86 34.97 0.00 19.31 0.00 12.24 Col1 77 0.86 34.97 0.00 19.31 0.00 12.24 Col1 78 0.86 34.97 0.00 19.31 0.00 12.24 Col1 79 0.40 34.97 0.00 19.31 0.00 12.24 Col1 80 0.40 34.97 0.00 19.31 0.00 12.24 Col1 81 0.40 34.97 0.00 19.31 0.00 12.24 Col1 82 1.15 34.97 0.00 19.31 0.00 12.24 Col1 83 1.15 34.97 0.00 19.31 0.00 12.24 Col1 84 1.15 34.97 0.00 19.31 0.00 12.24 Col1 85 0.74 34.97 0.00 19.31 0.00 12.24 Col1 86 0.74 34.97 0.00 19.31 0.00 12.24 Col1 87 0.74 34.97 0.00 19.31 0.00 12.24 Col1 88 0.34 34.97 0.00 19.31 0.00 12.24 Col1 89 0.58 34.97 0.00 19.31 0.00 12.24 Col1 90 0.34 34.97 0.00 19.31 0.00 12.24 Col1 91 0.58 34.97 0.00 19.31 0.00 12.24 Col1 92 0.34 34.97 0.00 19.31 0.00 12.24 Col1 93 0.58 34.97 0.00 19.31 0.00 12.24 Col2 1 6.62 34.97 0.00 19.31 0.00 12.24 Col2 2 1.79 34.97 0.00 19.31 0.00 12.24 Col2 3 7.83 34.97 0.00 19.31 0.00 12.24 Col2 4 7.83 34.97 0.00 19.31 0.00 12.24 Col2 5 7.83 34.97 0.00 19.31 0.00 12.24 Col2 6 5.42 34.97 0.00 19.31 0.00 12.24 Col2 7 6.32 34.97 0.00 19.31 0.00 12.24 Col2 8 6.32 34.97 0.00 19.31 0.00 12.24 Col2 9 6.32 34.97 0.00 19.31 0.00 12.24 Col2 10 -1.05 63.81 1.43 19.31 -7.06 13.69 Col2 11 -0.43 63.81 1.43 19.31 -7.06 13.69 Col2 12 -1.05 63.81 -1.53 19.31 7.58 13.69 Col2 13 -0.43 63.81 -1.53 19.31 7.58 13.69 Col2 14 -1.76 63.81 -1.53 19.31 7.58 13.69 Col2 15 -0.45 63.81 -1.53 19.31 7.58 13.69 Col2 16 -1.17 63.81 -1.53 19.31 7.58 13.69 Col2 17 0.27 34.97 -1.53 19.31 7.58 13.69 Col2 18 3.92 34.97 -1.15 19.31 5.69 13.69 Col2 19 4.85 34.97 -1.15 19.31 5.69 13.69 Col2 20 4.01 34.97 -1.15 19.31 5.69 13.69 Col2 21 4.47 34.97 -1.15 19.31 5.69 13.69 Col2 22 4.83 34.97 -1.15 19.31 5.69 13.69 Col2 23 5.75 34.97 -1.15 19.31 5.69 13.69 Page 29 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col2 24 4.92 34.97 -1.15 19.31 5.69 13.69 Col2 25 5.38 34.97 -1.15 19.31 5.69 13.69 Col2 26 4.83 34.97 -1.15 19.31 5.69 13.69 Col2 27 5.75 34.97 -1.15 19.31 5.69 13.69 Col2 28 4.92 34.97 -1.15 19.31 5.69 13.69 Col2 29 5.38 34.97 -1.15 19.31 5.69 13.69 Col2 30 4.83 34.97 -1.15 19.31 5.69 13.69 Col2 31 5.75 34.97 -1.15 19.31 5.69 13.69 Col2 32 4.92 34.97 -1.15 19.31 5.69 13.69 Col2 33 5.38 34.97 -1.15 19.31 5.69 13.69 Col2 34 -1.38 63.81 1.43 19.31 -7.06 13.69 Col2 35 -0.76 63.81 1.43 19.31 -7.06 13.69 Col2 36 -1.38 63.81 -1.53 19.31 7.58 13.69 Col2 37 -0.76 63.81 -1.53 19.31 7.58 13.69 Col2 38 -2.09 63.81 -1.53 19.31 7.58 13.69 Col2 39 -0.78 63.81 -1.53 19.31 7.58 13.69 Col2 40 -1.50 63.81 -1.53 19.31 7.58 13.69 Col2 41 -0.26 63.81 -1.53 19.31 7.58 13.69 Col2 42 1.76 34.97 0.00 19.31 0.00 12.24 Col2 43 2.21 34.97 0.00 19.31 0.00 12.24 Col2 44 5.39 34.97 0.00 19.31 0.00 12.24 Col2 45 5.73 34.97 0.00 19.31 0.00 12.24 Col2 46 1.76 34.97 0.00 19.31 0.00 12.24 Col2 47 2.10 34.97 0.00 19.31 0.00 12.24 Col2 48 0.28 34.97 0.00 19.31 0.00 12.24 Col2 49 0.73 34.97 0.00 19.31 0.00 12.24 Col2 50 8.11 34.97 0.00 19.31 0.00 12.24 Col2 51 6.53 34.97 0.00 19.31 0.00 12.24 Col2 52 4.59 34.97 -1.15 19.31 5.69 13.69 Col2 53 5.57 34.97 -1.15 19.31 5.69 13.69 Col2 54 5.04 34.97 -1.15 19.31 5.69 13.69 Col2 55 5.96 34.97 -1.15 19.31 5.69 13.69 Col2 56 1.93 34.97 -0.07 19.31 0.35 13.69 Col2 57 1.93 34.97 0.07 19.31 -0.35 13.69 Col2 58 4.77 34.97 0.00 19.31 0.00 12.24 Col2 59 4.02 34.97 0.00 19.31 0.00 12.24 Col2 60 2.08 34.97 -1.15 19.31 5.69 13.69 Col2 61 3.06 34.97 -1.15 19.31 5.69 13.69 Col2 62 2.53 34.97 -1.15 19.31 5.69 13.69 Col2 63 3.45 34.97 -1.15 19.31 5.69 13.69 Col2 64 -2.09 63.81 0.00 19.31 0.00 12.24 Col2 65 -0.78 63.81 0.00 19.31 0.00 12.24 Col2 66 -1.50 63.81 0.00 19.31 0.00 12.24 Col2 67 -0.26 63.81 0.00 19.31 0.00 12.24 Col2 68 -1.38 63.81 0.00 19.31 0.00 12.24 Col2 69 -0.76 63.81 0.00 19.31 0.00 12.24 Col2 70 3.48 34.97 0.00 19.31 0.00 12.24 Col2 71 4.46 34.97 0.00 19.31 0.00 12.24 Col2 72 3.92 34.97 0.00 19.31 0.00 12.24 Col2 73 4.85 34.97 0.00 19.31 0.00 12.24 Col2 74 4.01 34.97 0.00 19.31 0.00 12.24 Col2 75 4.47 34.97 0.00 19.31 0.00 12.24 Col2 76 4.38 34.97 0.00 19.31 0.00 12.24 Col2 77 4.38 34.97 0.00 19.31 0.00 12.24 Page 30 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col2 78 4.38 34.97 0.00 19.31 0.00 12.24 Col2 79 5.36 34.97 0.00 19.31 0.00 12.24 Col2 80 5.36 34.97 0.00 19.31 0.00 12.24 Col2 81 5.36 34.97 0.00 19.31 0.00 12.24 Col2 82 4.83 34.97 0.00 19.31 0.00 12.24 Col2 83 4.83 34.97 0.00 19.31 0.00 12.24 Col2 84 4.83 34.97 0.00 19.31 0.00 12.24 Col2 85 5.75 34.97 0.00 19.31 0.00 12.24 Col2 86 5.75 34.97 0.00 19.31 0.00 12.24 Col2 87 5.75 34.97 0.00 19.31 0.00 12.24 Col2 88 4.92 34.97 0.00 19.31 0.00 12.24 Col2 89 5.38 34.97 0.00 19.31 0.00 12.24 Col2 90 4.92 34.97 0.00 19.31 0.00 12.24 Col2 91 5.38 34.97 0.00 19.31 0.00 12.24 Col2 92 4.92 34.97 0.00 19.31 0.00 12.24 Col2 93 5.38 34.97 0.00 19.31 0.00 12.24 Col3 1 6.62 34.97 0.00 19.31 0.00 12.24 Col3 2 1.79 34.97 0.00 19.31 0.00 12.24 Col3 3 7.83 34.97 0.00 19.31 0.00 12.24 Col3 4 7.83 34.97 0.00 19.31 0.00 12.24 Col3 5 7.83 34.97 0.00 19.31 0.00 12.24 Col3 6 5.42 34.97 0.00 19.31 0.00 12.24 Col3 7 6.32 34.97 0.00 19.31 0.00 12.24 Col3 8 6.32 34.97 0.00 19.31 0.00 12.24 Col3 9 6.32 34.97 0.00 19.31 0.00 12.24 Col3 10 0.61 34.97 1.43 19.31 -7.06 13.69 Col3 11 -1.23 63.81 1.43 19.31 -7.06 13.69 Col3 12 0.61 34.97 -1.53 19.31 7.58 13.69 Col3 13 -1.23 63.81 -1.53 19.31 7.58 13.69 Col3 14 -1.18 63.81 -1.53 19.31 7.58 13.69 Col3 15 1.79 34.97 -1.53 19.31 7.58 13.69 Col3 16 -0.59 63.81 -1.53 19.31 7.58 13.69 Col3 17 2.04 34.97 -1.53 19.31 7.58 13.69 Col3 18 4.35 34.97 -1.15 19.31 5.69 13.69 Col3 19 6.18 34.97 -1.15 19.31 5.69 13.69 Col3 20 5.10 34.97 -1.15 19.31 5.69 13.69 Col3 21 3.87 34.97 -1.15 19.31 5.69 13.69 Col3 22 5.26 34.97 -1.15 19.31 5.69 13.69 Col3 23 7.09 34.97 -1.15 19.31 5.69 13.69 Col3 24 6.01 34.97 -1.15 19.31 5.69 13.69 Col3 25 4.78 34.97 -1.15 19.31 5.69 13.69 Col3 26 5.26 34.97 -1.15 19.31 5.69 13.69 Col3 27 7.09 34.97 -1.15 19.31 5.69 13.69 Col3 28 6.01 34.97 -1.15 19.31 5.69 13.69 Col3 29 4.78 34.97 -1.15 19.31 5.69 13.69 Col3 30 5.26 34.97 -1.15 19.31 5.69 13.69 Col3 31 7.09 34.97 -1.15 19.31 5.69 13.69 Col3 32 6.01 34.97 -1.15 19.31 5.69 13.69 Col3 33 4.78 34.97 -1.15 19.31 5.69 13.69 Col3 34 0.20 34.97 1.43 19.31 -7.06 13.69 Col3 35 -1.56 63.81 1.43 19.31 -7.06 13.69 Col3 36 0.20 34.97 -1.53 19.31 7.58 13.69 Col3 37 -1.56 63.81 -1.53 19.31 7.58 13.69 Col3 38 -1.51 63.81 -1.53 19.31 7.58 13.69 Page 31 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col3 39 1.38 34.97 -1.53 19.31 7.58 13.69 Col3 40 -0.92 63.81 -1.53 19.31 7.58 13.69 Col3 41 1.63 34.97 -1.53 19.31 7.58 13.69 Col3 42 1.41 34.97 0.00 19.31 0.00 12.24 Col3 43 5.43 34.97 0.00 19.31 0.00 12.24 Col3 44 5.13 34.97 0.00 19.31 0.00 12.24 Col3 45 8.16 34.97 0.00 19.31 0.00 12.24 Col3 46 1.50 34.97 0.00 19.31 0.00 12.24 Col3 47 4.54 34.97 0.00 19.31 0.00 12.24 Col3 48 -0.17 63.81 0.00 19.31 0.00 12.24 Col3 49 3.94 34.97 0.00 19.31 0.00 12.24 Col3 50 4.76 34.97 0.00 19.31 0.00 12.24 Col3 51 4.02 34.97 0.00 19.31 0.00 12.24 Col3 52 2.51 34.97 -1.15 19.31 5.69 13.69 Col3 53 4.59 34.97 -1.15 19.31 5.69 13.69 Col3 54 2.96 34.97 -1.15 19.31 5.69 13.69 Col3 55 4.78 34.97 -1.15 19.31 5.69 13.69 Col3 56 1.93 34.97 -0.07 19.31 0.35 13.69 Col3 57 1.93 34.97 0.07 19.31 -0.35 13.69 Col3 58 8.12 34.97 0.00 19.31 0.00 12.24 Col3 59 6.53 34.97 0.00 19.31 0.00 12.24 Col3 60 5.03 34.97 -1.15 19.31 5.69 13.69 Col3 61 7.11 34.97 -1.15 19.31 5.69 13.69 Col3 62 5.47 34.97 -1.15 19.31 5.69 13.69 Col3 63 7.30 34.97 -1.15 19.31 5.69 13.69 Col3 64 -1.51 63.81 0.00 19.31 0.00 12.24 Col3 65 1.38 34.97 0.00 19.31 0.00 12.24 Col3 66 -0.92 63.81 0.00 19.31 0.00 12.24 Col3 67 1.63 34.97 0.00 19.31 0.00 12.24 Col3 68 0.20 34.97 0.00 19.31 0.00 12.24 Col3 69 -1.56 63.81 0.00 19.31 0.00 12.24 Col3 70 3.91 34.97 0.00 19.31 0.00 12.24 Col3 71 5.99 34.97 0.00 19.31 0.00 12.24 Col3 72 4.35 34.97 0.00 19.31 0.00 12.24 Col3 73 6.18 34.97 0.00 19.31 0.00 12.24 Col3 74 5.10 34.97 0.00 19.31 0.00 12.24 Col3 75 3.87 34.97 0.00 19.31 0.00 12.24 Col3 76 4.82 34.97 0.00 19.31 0.00 12.24 Col3 77 4.82 34.97 0.00 19.31 0.00 12.24 Col3 78 4.82 34.97 0.00 19.31 0.00 12.24 Col3 79 6.90 34.97 0.00 19.31 0.00 12.24 Col3 80 6.90 34.97 0.00 19.31 0.00 12.24 Col3 81 6.90 34.97 0.00 19.31 0.00 12.24 Col3 82 5.26 34.97 0.00 19.31 0.00 12.24 Col3 83 5.26 34.97 0.00 19.31 0.00 12.24 Col3 84 5.26 34.97 0.00 19.31 0.00 12.24 Col3 85 7.09 34.97 0.00 19.31 0.00 12.24 Col3 86 7.09 34.97 0.00 19.31 0.00 12.24 Col3 87 7.09 34.97 0.00 19.31 0.00 12.24 Col3 88 6.01 34.97 0.00 19.31 0.00 12.24 Col3 89 4.78 34.97 0.00 19.31 0.00 12.24 Col3 90 6.01 34.97 0.00 19.31 0.00 12.24 Col3 91 4.78 34.97 0.00 19.31 0.00 12.24 Col3 92 6.01 34.97 0.00 19.31 0.00 12.24 Page 32 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col3 93 4.78 34.97 0.00 19.31 0.00 12.24 Col4 1 1.08 34.97 0.00 19.31 0.00 12.24 Col4 2 0.39 34.97 0.00 19.31 0.00 12.24 Col4 3 1.25 34.97 0.00 19.31 0.00 12.24 Col4 4 1.25 34.97 0.00 19.31 0.00 12.24 Col4 5 1.25 34.97 0.00 19.31 0.00 12.24 Col4 6 0.91 34.97 0.00 19.31 0.00 12.24 Col4 7 1.04 34.97 0.00 19.31 0.00 12.24 Col4 8 1.04 34.97 0.00 19.31 0.00 12.24 Col4 9 1.04 34.97 0.00 19.31 0.00 12.24 Col4 10 -0.54 63.81 0.45 19.31 -1.85 14.38 Col4 11 0.33 34.97 0.45 19.31 -1.85 14.38 Col4 12 -0.54 63.81 -0.51 19.31 2.09 14.38 Col4 13 0.33 34.97 -0.51 19.31 2.09 14.38 Col4 14 3.32 34.97 -0.51 19.31 2.09 14.38 Col4 15 -0.31 63.81 -0.51 19.31 2.09 14.38 Col4 16 3.38 34.97 -0.51 19.31 2.09 14.38 Col4 17 0.26 34.97 -0.51 19.31 2.09 14.38 Col4 18 3.23 34.97 -0.38 19.31 1.56 14.38 Col4 19 0.89 34.97 -0.38 19.31 1.56 14.38 Col4 20 0.42 34.97 -0.38 19.31 1.56 14.38 Col4 21 0.94 34.97 -0.38 19.31 1.56 14.38 Col4 22 3.36 34.97 -0.38 19.31 1.56 14.38 Col4 23 1.02 34.97 -0.38 19.31 1.56 14.38 Col4 24 0.54 34.97 -0.38 19.31 1.56 14.38 Col4 25 1.07 34.97 -0.38 19.31 1.56 14.38 Col4 26 3.36 34.97 -0.38 19.31 1.56 14.38 Col4 27 1.02 34.97 -0.38 19.31 1.56 14.38 Col4 28 0.54 34.97 -0.38 19.31 1.56 14.38 Col4 29 1.07 34.97 -0.38 19.31 1.56 14.38 Col4 30 3.36 34.97 -0.38 19.31 1.56 14.38 Col4 31 1.02 34.97 -0.38 19.31 1.56 14.38 Col4 32 0.54 34.97 -0.38 19.31 1.56 14.38 Col4 33 1.07 34.97 -0.38 19.31 1.56 14.38 Col4 34 -0.58 63.81 0.45 19.31 -1.85 14.38 Col4 35 0.21 34.97 0.45 19.31 -1.85 14.38 Col4 36 -0.58 63.81 -0.51 19.31 2.09 14.38 Col4 37 0.21 34.97 -0.51 19.31 2.09 14.38 Col4 38 3.20 34.97 -0.51 19.31 2.09 14.38 Col4 39 -0.36 63.81 -0.51 19.31 2.09 14.38 Col4 40 3.26 34.97 -0.51 19.31 2.09 14.38 Col4 41 0.15 34.97 -0.51 19.31 2.09 14.38 Col4 42 4.51 34.97 0.00 19.31 0.00 12.24 Col4 43 0.38 34.97 0.00 19.31 0.00 12.24 Col4 44 4.02 34.97 0.00 19.31 0.00 12.24 Col4 45 0.90 34.97 0.00 19.31 0.00 12.24 Col4 46 3.51 34.97 0.00 19.31 0.00 12.24 Col4 47 0.38 34.97 0.00 19.31 0.00 12.24 Col4 48 4.21 34.97 0.00 19.31 0.00 12.24 Col4 49 0.09 34.97 0.00 19.31 0.00 12.24 Col4 50 0.31 34.97 0.00 19.31 0.00 12.24 Col4 51 0.33 34.97 0.00 19.31 0.00 12.24 Col4 52 2.61 34.97 -0.38 19.31 1.56 14.38 Col4 53 -0.16 63.81 -0.38 19.31 1.56 14.38 Page 33 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col4 54 2.65 34.97 -0.38 19.31 1.56 14.38 Col4 55 0.31 34.97 -0.38 19.31 1.56 14.38 Col4 56 0.42 34.97 -0.02 19.31 0.09 14.38 Col4 57 0.42 34.97 0.02 19.31 -0.09 14.38 Col4 58 1.23 34.97 0.00 19.31 0.00 12.24 Col4 59 1.02 34.97 0.00 19.31 0.00 12.24 Col4 60 3.30 34.97 -0.38 19.31 1.56 14.38 Col4 61 0.70 34.97 -0.38 19.31 1.56 14.38 Col4 62 3.34 34.97 -0.38 19.31 1.56 14.38 Col4 63 1.01 34.97 -0.38 19.31 1.56 14.38 Col4 64 3.20 34.97 0.00 19.31 0.00 12.24 Col4 65 -0.36 63.81 0.00 19.31 0.00 12.24 Col4 66 3.26 34.97 0.00 19.31 0.00 12.24 Col4 67 0.15 34.97 0.00 19.31 0.00 12.24 Col4 68 -0.58 63.81 0.00 19.31 0.00 12.24 Col4 69 0.21 34.97 0.00 19.31 0.00 12.24 Col4 70 3.18 34.97 0.00 19.31 0.00 12.24 Col4 71 0.59 34.97 0.00 19.31 0.00 12.24 Col4 72 3.23 34.97 0.00 19.31 0.00 12.24 Col4 73 0.89 34.97 0.00 19.31 0.00 12.24 Col4 74 0.42 34.97 0.00 19.31 0.00 12.24 Col4 75 0.94 34.97 0.00 19.31 0.00 12.24 Col4 76 3.31 34.97 0.00 19.31 0.00 12.24 Col4 77 3.31 34.97 0.00 19.31 0.00 12.24 Col4 78 3.31 34.97 0.00 19.31 0.00 12.24 Col4 79 0.72 34.97 0.00 19.31 0.00 12.24 Col4 80 0.72 34.97 0.00 19.31 0.00 12.24 Col4 81 0.72 34.97 0.00 19.31 0.00 12.24 Col4 82 3.36 34.97 0.00 19.31 0.00 12.24 Col4 83 3.36 34.97 0.00 19.31 0.00 12.24 Col4 84 3.36 34.97 0.00 19.31 0.00 12.24 Col4 85 1.02 34.97 0.00 19.31 0.00 12.24 Col4 86 1.02 34.97 0.00 19.31 0.00 12.24 Col4 87 1.02 34.97 0.00 19.31 0.00 12.24 Col4 88 0.54 34.97 0.00 19.31 0.00 12.24 Col4 89 1.07 34.97 0.00 19.31 0.00 12.24 Col4 90 0.54 34.97 0.00 19.31 0.00 12.24 Col4 91 1.07 34.97 0.00 19.31 0.00 12.24 Col4 92 0.54 34.97 0.00 19.31 0.00 12.24 Col4 93 1.07 34.97 0.00 19.31 0.00 12.24 ----- ---- ------ ------ ------ ------ ------ ------ Raf1 1 1.15 44.97 3.44 19.31 10.27 15.42 Raf1 2 0.28 44.97 0.85 19.31 2.54 15.42 Raf1 3 1.36 44.97 4.09 19.31 12.20 15.42 Raf1 4 1.36 44.97 4.09 19.31 12.20 15.42 Raf1 5 1.36 44.97 4.09 19.31 12.20 15.42 Raf1 6 0.93 44.97 2.79 19.31 8.34 15.42 Raf1 7 1.09 44.97 3.28 19.31 9.79 15.42 Raf1 8 1.09 44.97 3.28 19.31 9.79 15.42 Raf1 9 1.09 44.97 3.28 19.31 9.79 15.42 Raf1 10 -1.60 63.81 0.65 19.31 -1.76 15.42 Raf1 11 -1.30 63.81 0.29 19.31 -0.93 15.42 Raf1 12 -1.60 63.81 0.65 19.31 -1.76 15.42 Raf1 13 -1.30 63.81 0.29 19.31 -0.93 15.42 Page 34 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Raf1 14 0.67 52.55 -0.90 19.31 1.58 6.65 Raf1 15 -1.73 63.81 0.49 19.31 -1.84 15.42 Raf1 16 1.22 52.55 -0.64 19.31 1.88 7.92 Raf1 17 -0.83 63.81 0.20 19.31 -1.10 15.42 Raf1 18 1.35 44.97 1.98 19.31 5.89 15.42 Raf1 19 -1.17 63.81 2.53 19.31 7.66 15.42 Raf1 20 -1.47 63.81 2.15 19.31 -7.22 15.42 Raf1 21 -1.40 63.81 2.34 19.31 7.17 15.42 Raf1 22 1.51 44.97 2.47 19.31 7.34 15.42 Raf1 23 -1.29 63.81 3.01 19.31 9.11 15.42 Raf1 24 -1.60 63.81 2.64 19.31 8.39 15.42 Raf1 25 -1.52 63.81 2.83 19.31 8.61 15.42 Raf1 26 1.51 44.97 2.47 19.31 7.34 15.42 Raf1 27 -1.29 63.81 3.01 19.31 9.11 15.42 Raf1 28 -1.60 63.81 2.64 19.31 8.39 15.42 Raf1 29 -1.52 63.81 2.83 19.31 8.61 15.42 Raf1 30 1.51 44.97 2.47 19.31 7.34 15.42 Raf1 31 -1.29 63.81 3.01 19.31 9.11 15.42 Raf1 32 -1.60 63.81 2.64 19.31 8.39 15.42 Raf1 33 -1.52 63.81 2.83 19.31 8.61 15.42 Raf1 34 -1.60 63.81 0.72 19.31 1.12 12.54 Raf1 35 -1.30 63.81 0.38 19.31 -0.77 15.42 Raf1 36 -1.60 63.81 0.72 19.31 1.12 12.54 Raf1 37 -1.30 63.81 0.38 19.31 -0.77 15.42 Raf1 38 0.66 52.55 -1.08 19.31 1.98 6.73 Raf1 39 -1.73 63.81 0.49 19.31 -1.42 15.42 Raf1 40 1.21 52.55 -0.82 19.31 2.30 7.68 Raf1 41 -0.84 63.81 0.20 19.31 -0.68 15.42 Raf1 42 0.80 44.97 0.75 19.31 1.91 15.42 Raf1 43 -0.79 63.81 1.14 19.31 -4.08 15.42 Raf1 44 1.26 44.97 2.72 19.31 7.85 15.42 Raf1 45 -1.09 63.81 3.01 19.31 9.23 15.42 Raf1 46 0.61 44.97 0.78 19.31 2.06 15.42 Raf1 47 -0.60 63.81 1.07 19.31 -3.58 15.42 Raf1 48 0.80 44.97 -0.32 19.31 1.29 9.87 Raf1 49 -0.80 63.81 0.41 19.31 -2.33 15.42 Raf1 50 1.45 44.97 4.33 19.31 12.39 15.42 Raf1 51 1.16 44.97 3.46 19.31 9.93 15.42 Raf1 52 1.02 44.97 2.45 19.31 7.07 15.42 Raf1 53 -1.84 63.81 3.04 19.31 8.99 15.42 Raf1 54 1.58 44.97 2.65 19.31 7.48 15.42 Raf1 55 -1.30 63.81 3.19 19.31 9.25 15.42 Raf1 56 0.31 44.97 0.92 19.31 2.75 15.42 Raf1 57 0.31 44.97 0.92 19.31 2.75 15.42 Raf1 58 0.87 44.97 2.60 19.31 -9.16 15.42 Raf1 59 0.72 44.97 2.16 19.31 -7.38 15.42 Raf1 60 0.59 44.97 1.15 19.31 -5.48 15.42 Raf1 61 -1.48 63.81 1.74 19.31 -7.97 15.42 Raf1 62 1.14 44.97 1.35 19.31 -5.18 15.42 Raf1 63 -0.94 63.81 1.90 19.31 -7.41 15.42 Raf1 64 0.66 52.55 -1.08 19.31 1.98 6.73 Raf1 65 -1.73 63.81 0.49 19.31 -1.42 15.42 Raf1 66 1.21 52.55 -0.82 19.31 2.30 7.68 Raf1 67 -0.84 63.81 0.20 19.31 -0.68 15.42 Page 35 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Raf1 68 -1.60 63.81 0.72 19.31 1.12 12.54 Raf1 69 -1.30 63.81 0.38 19.31 -0.77 15.42 Raf1 70 0.80 44.97 1.78 19.31 5.48 15.42 Raf1 71 -1.71 63.81 2.37 19.31 7.40 15.42 Raf1 72 1.35 44.97 1.98 19.31 5.89 15.42 Raf1 73 -1.17 63.81 2.53 19.31 7.66 15.42 Raf1 74 -1.47 63.81 2.15 19.31 -7.22 15.42 Raf1 75 -1.40 63.81 2.34 19.31 7.17 15.42 Raf1 76 0.96 44.97 2.27 19.31 6.93 15.42 Raf1 77 0.96 44.97 2.27 19.31 6.93 15.42 Raf1 78 0.96 44.97 2.27 19.31 6.93 15.42 Raf1 79 -1.84 63.81 2.85 19.31 8.85 15.42 Raf1 80 -1.84 63.81 2.85 19.31 8.85 15.42 Raf1 81 -1.84 63.81 2.85 19.31 8.85 15.42 Raf1 82 1.51 44.97 2.47 19.31 7.34 15.42 Raf1 83 1.51 44.97 2.47 19.31 7.34 15.42 Raf1 84 1.51 44.97 2.47 19.31 7.34 15.42 Raf1 85 -1.29 63.81 3.01 19.31 9.11 15.42 Raf1 86 -1.29 63.81 3.01 19.31 9.11 15.42 Raf1 87 -1.29 63.81 3.01 19.31 9.11 15.42 Raf1 88 -1.60 63.81 2.64 19.31 8.39 15.42 Raf1 89 -1.52 63.81 2.83 19.31 8.61 15.42 Raf1 90 -1.60 63.81 2.64 19.31 8.39 15.42 Raf1 91 -1.52 63.81 2.83 19.31 8.61 15.42 Raf1 92 -1.60 63.81 2.64 19.31 8.39 15.42 Raf1 93 -1.52 63.81 2.83 19.31 8.61 15.42 Raf2 1 1.15 44.97 -3.44 19.31 10.27 15.42 Raf2 2 0.28 44.97 -0.85 19.31 2.54 15.42 Raf2 3 1.36 44.97 -4.09 19.31 12.20 15.42 Raf2 4 1.36 44.97 -4.09 19.31 12.20 15.42 Raf2 5 1.36 44.97 -4.09 19.31 12.20 15.42 Raf2 6 0.93 44.97 -2.79 19.31 8.34 15.42 Raf2 7 1.09 44.97 -3.28 19.31 9.79 15.42 Raf2 8 1.09 44.97 -3.28 19.31 9.79 15.42 Raf2 9 1.09 44.97 -3.28 19.31 9.79 15.42 Raf2 10 -1.68 63.81 -0.42 19.31 -1.75 15.42 Raf2 11 -1.22 63.81 -0.63 19.31 0.92 12.75 Raf2 12 -1.68 63.81 -0.42 19.31 -1.75 15.42 Raf2 13 -1.22 63.81 -0.63 19.31 0.92 12.75 Raf2 14 0.45 52.55 0.63 19.31 1.48 6.65 Raf2 15 -1.68 63.81 -0.62 19.31 -1.84 15.42 Raf2 16 1.00 52.55 0.37 19.31 1.88 7.92 Raf2 17 1.17 52.55 -0.34 19.31 -1.10 15.42 Raf2 18 1.32 44.97 -2.19 19.31 6.32 15.42 Raf2 19 1.04 52.55 -2.32 19.31 7.23 15.42 Raf2 20 -1.41 63.81 -2.44 19.31 7.54 15.42 Raf2 21 -1.15 63.81 -2.06 19.31 -6.60 15.42 Raf2 22 1.48 44.97 -2.67 19.31 7.77 15.42 Raf2 23 1.08 52.55 -2.81 19.31 8.68 15.42 Raf2 24 -1.53 63.81 -2.92 19.31 8.99 15.42 Raf2 25 -1.27 63.81 -2.54 19.31 8.02 15.42 Raf2 26 1.48 44.97 -2.67 19.31 7.77 15.42 Raf2 27 1.08 52.55 -2.81 19.31 8.68 15.42 Raf2 28 -1.53 63.81 -2.92 19.31 8.99 15.42 Page 36 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Raf2 29 -1.27 63.81 -2.54 19.31 8.02 15.42 Raf2 30 1.48 44.97 -2.67 19.31 7.77 15.42 Raf2 31 1.08 52.55 -2.81 19.31 8.68 15.42 Raf2 32 -1.53 63.81 -2.92 19.31 8.99 15.42 Raf2 33 -1.27 63.81 -2.54 19.31 8.02 15.42 Raf2 34 -1.68 63.81 -0.41 19.31 -1.33 15.42 Raf2 35 -1.22 63.81 -0.76 19.31 -1.57 15.42 Raf2 36 -1.68 63.81 -0.41 19.31 -1.33 15.42 Raf2 37 -1.22 63.81 -0.76 19.31 -1.57 15.42 Raf2 38 0.43 52.55 0.81 19.31 1.90 6.73 Raf2 39 -1.68 63.81 -0.71 19.31 -1.42 15.42 Raf2 40 0.98 52.55 0.54 19.31 2.30 7.68 Raf2 41 1.15 52.55 -0.43 19.31 0.65 12.66 Raf2 42 1.89 52.55 -0.59 19.31 1.57 15.42 Raf2 43 -0.93 63.81 -1.30 19.31 4.09 15.42 Raf2 44 1.90 44.97 -2.59 19.31 7.59 15.42 Raf2 45 -0.62 63.81 -3.13 19.31 9.50 15.42 Raf2 46 1.25 44.97 -0.65 19.31 1.79 15.42 Raf2 47 -0.64 63.81 -1.19 19.31 3.70 15.42 Raf2 48 1.84 52.55 0.22 19.31 1.29 9.87 Raf2 49 -1.18 63.81 -0.58 19.31 -2.33 15.42 Raf2 50 0.87 44.97 -2.60 19.31 -9.16 15.42 Raf2 51 0.72 44.97 -2.16 19.31 -7.38 15.42 Raf2 52 0.56 44.97 -1.36 19.31 -5.47 15.42 Raf2 53 -1.06 63.81 -1.53 19.31 -7.96 15.42 Raf2 54 1.11 44.97 -1.56 19.31 5.25 15.42 Raf2 55 0.88 52.55 -1.69 19.31 -7.41 15.42 Raf2 56 0.31 44.97 -0.92 19.31 2.75 15.42 Raf2 57 0.31 44.97 -0.92 19.31 2.75 15.42 Raf2 58 1.44 44.97 -4.33 19.31 12.39 15.42 Raf2 59 1.15 44.97 -3.46 19.31 9.93 15.42 Raf2 60 0.99 44.97 -2.66 19.31 7.50 15.42 Raf2 61 -1.43 63.81 -2.83 19.31 8.56 15.42 Raf2 62 1.54 44.97 -2.86 19.31 7.91 15.42 Raf2 63 1.07 52.55 -2.99 19.31 8.82 15.42 Raf2 64 0.43 52.55 0.81 19.31 1.90 6.73 Raf2 65 -1.68 63.81 -0.71 19.31 -1.42 15.42 Raf2 66 0.98 52.55 0.54 19.31 2.30 7.68 Raf2 67 1.15 52.55 -0.43 19.31 0.65 12.66 Raf2 68 -1.68 63.81 -0.41 19.31 -1.33 15.42 Raf2 69 -1.22 63.81 -0.76 19.31 -1.57 15.42 Raf2 70 0.77 44.97 -1.99 19.31 5.91 15.42 Raf2 71 -1.24 63.81 -2.16 19.31 -7.28 15.42 Raf2 72 1.32 44.97 -2.19 19.31 6.32 15.42 Raf2 73 1.04 52.55 -2.32 19.31 7.23 15.42 Raf2 74 -1.41 63.81 -2.44 19.31 7.54 15.42 Raf2 75 -1.15 63.81 -2.06 19.31 -6.60 15.42 Raf2 76 0.93 44.97 -2.47 19.31 7.36 15.42 Raf2 77 0.93 44.97 -2.47 19.31 7.36 15.42 Raf2 78 0.93 44.97 -2.47 19.31 7.36 15.42 Raf2 79 -1.24 63.81 -2.65 19.31 -8.45 15.42 Raf2 80 -1.24 63.81 -2.65 19.31 -8.45 15.42 Raf2 81 -1.24 63.81 -2.65 19.31 -8.45 15.42 Raf2 82 1.48 44.97 -2.67 19.31 7.77 15.42 Page 37 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Raf2 83 1.48 44.97 -2.67 19.31 7.77 15.42 Raf2 84 1.48 44.97 -2.67 19.31 7.77 15.42 Raf2 85 1.08 52.55 -2.81 19.31 8.68 15.42 Raf2 86 1.08 52.55 -2.81 19.31 8.68 15.42 Raf2 87 1.08 52.55 -2.81 19.31 8.68 15.42 Raf2 88 -1.53 63.81 -2.92 19.31 8.99 15.42 Raf2 89 -1.27 63.81 -2.54 19.31 8.02 15.42 Raf2 90 -1.53 63.81 -2.92 19.31 8.99 15.42 Raf2 91 -1.27 63.81 -2.54 19.31 8.02 15.42 Raf2 92 -1.53 63.81 -2.92 19.31 8.99 15.42 Raf2 93 -1.27 63.81 -2.54 19.31 8.02 15.42 STRENGTH RATIO: --------------- Load Axial+ Shear+ Max Id Id Axial Shear Moment Moment Moment UC ----- ---- ----- ----- ------ ------ ------ ----- Col1 1 0.03 0.00 0.00 0.03 0.03 Col1 2 0.01 0.00 0.00 0.01 0.01 Col1 3 0.04 0.00 0.00 0.04 0.04 Col1 4 0.04 0.00 0.00 0.04 0.04 Col1 5 0.04 0.00 0.00 0.04 0.04 Col1 6 0.03 0.00 0.00 0.03 0.03 Col1 7 0.03 0.00 0.00 0.03 0.03 Col1 8 0.03 0.00 0.00 0.03 0.03 Col1 9 0.03 0.00 0.00 0.03 0.03 Col1 10 0.01 0.02 0.13 0.13 0.13 Col1 11 0.01 0.02 0.13 0.12 0.12 Col1 12 0.01 0.03 0.15 0.14 0.14 Col1 13 0.01 0.03 0.15 0.14 0.14 Col1 14 0.00 0.03 0.15 0.14 0.14 Col1 15 0.01 0.03 0.15 0.14 0.14 Col1 16 0.01 0.03 0.15 0.15 0.15 Col1 17 0.00 0.03 0.15 0.14 0.14 Col1 18 0.03 0.02 0.11 0.12 0.12 Col1 19 0.02 0.02 0.11 0.11 0.11 Col1 20 0.01 0.02 0.11 0.11 0.11 Col1 21 0.01 0.02 0.11 0.11 0.11 Col1 22 0.03 0.02 0.11 0.12 0.12 Col1 23 0.02 0.02 0.11 0.12 0.12 Col1 24 0.01 0.02 0.11 0.11 0.11 Col1 25 0.02 0.02 0.11 0.11 0.11 Col1 26 0.03 0.02 0.11 0.12 0.12 Col1 27 0.02 0.02 0.11 0.12 0.12 Col1 28 0.01 0.02 0.11 0.11 0.11 Col1 29 0.02 0.02 0.11 0.11 0.11 Col1 30 0.03 0.02 0.11 0.12 0.12 Col1 31 0.02 0.02 0.11 0.12 0.12 Col1 32 0.01 0.02 0.11 0.11 0.11 Col1 33 0.02 0.02 0.11 0.11 0.11 Col1 34 0.01 0.02 0.13 0.13 0.13 Col1 35 0.01 0.02 0.13 0.12 0.12 Col1 36 0.01 0.03 0.15 0.14 0.14 Col1 37 0.01 0.03 0.15 0.14 0.14 Page 38 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col1 38 0.00 0.03 0.15 0.14 0.14 Col1 39 0.01 0.03 0.15 0.14 0.14 Col1 40 0.01 0.03 0.15 0.15 0.15 Col1 41 0.01 0.03 0.15 0.14 0.14 Col1 42 0.02 0.00 0.00 0.02 0.02 Col1 43 0.01 0.00 0.00 0.01 0.01 Col1 44 0.03 0.00 0.00 0.03 0.03 Col1 45 0.02 0.00 0.00 0.02 0.02 Col1 46 0.02 0.00 0.00 0.02 0.02 Col1 47 0.01 0.00 0.00 0.01 0.01 Col1 48 0.01 0.00 0.00 0.01 0.01 Col1 49 0.00 0.00 0.00 0.00 0.00 Col1 50 0.04 0.00 0.00 0.04 0.04 Col1 51 0.03 0.00 0.00 0.03 0.03 Col1 52 0.02 0.02 0.11 0.12 0.12 Col1 53 0.01 0.02 0.11 0.11 0.11 Col1 54 0.03 0.02 0.11 0.12 0.12 Col1 55 0.02 0.02 0.11 0.12 0.12 Col1 56 0.01 0.00 0.01 0.01 0.01 Col1 57 0.01 0.00 0.01 0.01 0.01 Col1 58 0.01 0.00 0.00 0.01 0.01 Col1 59 0.01 0.00 0.00 0.01 0.01 Col1 60 0.00 0.02 0.11 0.11 0.11 Col1 61 0.01 0.02 0.11 0.10 0.10 Col1 62 0.01 0.02 0.11 0.11 0.11 Col1 63 0.00 0.02 0.11 0.11 0.11 Col1 64 0.00 0.00 0.00 0.00 0.00 Col1 65 0.01 0.00 0.00 0.01 0.01 Col1 66 0.01 0.00 0.00 0.01 0.01 Col1 67 0.01 0.00 0.00 0.01 0.01 Col1 68 0.01 0.00 0.00 0.01 0.01 Col1 69 0.01 0.00 0.00 0.01 0.01 Col1 70 0.02 0.00 0.00 0.02 0.02 Col1 71 0.01 0.00 0.00 0.01 0.01 Col1 72 0.03 0.00 0.00 0.03 0.03 Col1 73 0.02 0.00 0.00 0.02 0.02 Col1 74 0.01 0.00 0.00 0.01 0.01 Col1 75 0.01 0.00 0.00 0.01 0.01 Col1 76 0.02 0.00 0.00 0.02 0.02 Col1 77 0.02 0.00 0.00 0.02 0.02 Col1 78 0.02 0.00 0.00 0.02 0.02 Col1 79 0.01 0.00 0.00 0.01 0.01 Col1 80 0.01 0.00 0.00 0.01 0.01 Col1 81 0.01 0.00 0.00 0.01 0.01 Col1 82 0.03 0.00 0.00 0.03 0.03 Col1 83 0.03 0.00 0.00 0.03 0.03 Col1 84 0.03 0.00 0.00 0.03 0.03 Col1 85 0.02 0.00 0.00 0.02 0.02 Col1 86 0.02 0.00 0.00 0.02 0.02 Col1 87 0.02 0.00 0.00 0.02 0.02 Col1 88 0.01 0.00 0.00 0.01 0.01 Col1 89 0.02 0.00 0.00 0.02 0.02 Col1 90 0.01 0.00 0.00 0.01 0.01 Col1 91 0.02 0.00 0.00 0.02 0.02 Page 39 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col1 92 0.01 0.00 0.00 0.01 0.01 Col1 93 0.02 0.00 0.00 0.02 0.02 Col2 1 0.19 0.00 0.00 0.19 0.19 Col2 2 0.05 0.00 0.00 0.05 0.05 Col2 3 0.22 0.00 0.00 0.22 0.22 Col2 4 0.22 0.00 0.00 0.22 0.22 Col2 5 0.22 0.00 0.00 0.22 0.22 Col2 6 0.15 0.00 0.00 0.15 0.15 Col2 7 0.18 0.00 0.00 0.18 0.18 Col2 8 0.18 0.00 0.00 0.18 0.18 Col2 9 0.18 0.00 0.00 0.18 0.18 Col2 10 0.02 0.07 0.52 0.50 0.50 Col2 11 0.01 0.07 0.52 0.51 0.51 Col2 12 0.02 0.08 0.55 0.54 0.54 Col2 13 0.01 0.08 0.55 0.55 0.55 Col2 14 0.03 0.08 0.55 0.52 0.52 Col2 15 0.01 0.08 0.55 0.55 0.55 Col2 16 0.02 0.08 0.55 0.53 0.53 Col2 17 0.01 0.08 0.55 0.56 0.56 Col2 18 0.11 0.06 0.42 0.46 0.46 Col2 19 0.14 0.06 0.42 0.46 0.46 Col2 20 0.11 0.06 0.42 0.46 0.46 Col2 21 0.13 0.06 0.42 0.46 0.46 Col2 22 0.14 0.06 0.42 0.46 0.46 Col2 23 0.16 0.06 0.42 0.47 0.47 Col2 24 0.14 0.06 0.42 0.47 0.47 Col2 25 0.15 0.06 0.42 0.47 0.47 Col2 26 0.14 0.06 0.42 0.46 0.46 Col2 27 0.16 0.06 0.42 0.47 0.47 Col2 28 0.14 0.06 0.42 0.47 0.47 Col2 29 0.15 0.06 0.42 0.47 0.47 Col2 30 0.14 0.06 0.42 0.46 0.46 Col2 31 0.16 0.06 0.42 0.47 0.47 Col2 32 0.14 0.06 0.42 0.47 0.47 Col2 33 0.15 0.06 0.42 0.47 0.47 Col2 34 0.02 0.07 0.52 0.49 0.49 Col2 35 0.01 0.07 0.52 0.50 0.50 Col2 36 0.02 0.08 0.55 0.53 0.53 Col2 37 0.01 0.08 0.55 0.54 0.54 Col2 38 0.03 0.08 0.55 0.51 0.51 Col2 39 0.01 0.08 0.55 0.54 0.54 Col2 40 0.02 0.08 0.55 0.53 0.53 Col2 41 0.00 0.08 0.55 0.55 0.55 Col2 42 0.05 0.00 0.00 0.05 0.05 Col2 43 0.06 0.00 0.00 0.06 0.06 Col2 44 0.15 0.00 0.00 0.15 0.15 Col2 45 0.16 0.00 0.00 0.16 0.16 Col2 46 0.05 0.00 0.00 0.05 0.05 Col2 47 0.06 0.00 0.00 0.06 0.06 Col2 48 0.01 0.00 0.00 0.01 0.01 Col2 49 0.02 0.00 0.00 0.02 0.02 Col2 50 0.23 0.00 0.00 0.23 0.23 Col2 51 0.19 0.00 0.00 0.19 0.19 Col2 52 0.13 0.06 0.42 0.46 0.46 Page 40 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col2 53 0.16 0.06 0.42 0.47 0.47 Col2 54 0.14 0.06 0.42 0.47 0.47 Col2 55 0.17 0.06 0.42 0.48 0.48 Col2 56 0.06 0.00 0.03 0.06 0.06 Col2 57 0.06 0.00 0.03 0.06 0.06 Col2 58 0.14 0.00 0.00 0.14 0.14 Col2 59 0.11 0.00 0.00 0.11 0.11 Col2 60 0.06 0.06 0.42 0.44 0.44 Col2 61 0.09 0.06 0.42 0.45 0.45 Col2 62 0.07 0.06 0.42 0.44 0.44 Col2 63 0.10 0.06 0.42 0.45 0.45 Col2 64 0.03 0.00 0.00 0.03 0.03 Col2 65 0.01 0.00 0.00 0.01 0.01 Col2 66 0.02 0.00 0.00 0.02 0.02 Col2 67 0.00 0.00 0.00 0.00 0.00 Col2 68 0.02 0.00 0.00 0.02 0.02 Col2 69 0.01 0.00 0.00 0.01 0.01 Col2 70 0.10 0.00 0.00 0.10 0.10 Col2 71 0.13 0.00 0.00 0.13 0.13 Col2 72 0.11 0.00 0.00 0.11 0.11 Col2 73 0.14 0.00 0.00 0.14 0.14 Col2 74 0.11 0.00 0.00 0.11 0.11 Col2 75 0.13 0.00 0.00 0.13 0.13 Col2 76 0.13 0.00 0.00 0.13 0.13 Col2 77 0.13 0.00 0.00 0.13 0.13 Col2 78 0.13 0.00 0.00 0.13 0.13 Col2 79 0.15 0.00 0.00 0.15 0.15 Col2 80 0.15 0.00 0.00 0.15 0.15 Col2 81 0.15 0.00 0.00 0.15 0.15 Col2 82 0.14 0.00 0.00 0.14 0.14 Col2 83 0.14 0.00 0.00 0.14 0.14 Col2 84 0.14 0.00 0.00 0.14 0.14 Col2 85 0.16 0.00 0.00 0.16 0.16 Col2 86 0.16 0.00 0.00 0.16 0.16 Col2 87 0.16 0.00 0.00 0.16 0.16 Col2 88 0.14 0.00 0.00 0.14 0.14 Col2 89 0.15 0.00 0.00 0.15 0.15 Col2 90 0.14 0.00 0.00 0.14 0.14 Col2 91 0.15 0.00 0.00 0.15 0.15 Col2 92 0.14 0.00 0.00 0.14 0.14 Col2 93 0.15 0.00 0.00 0.15 0.15 Col3 1 0.19 0.00 0.00 0.19 0.19 Col3 2 0.05 0.00 0.00 0.05 0.05 Col3 3 0.22 0.00 0.00 0.22 0.22 Col3 4 0.22 0.00 0.00 0.22 0.22 Col3 5 0.22 0.00 0.00 0.22 0.22 Col3 6 0.15 0.00 0.00 0.15 0.15 Col3 7 0.18 0.00 0.00 0.18 0.18 Col3 8 0.18 0.00 0.00 0.18 0.18 Col3 9 0.18 0.00 0.00 0.18 0.18 Col3 10 0.02 0.07 0.52 0.52 0.52 Col3 11 0.02 0.07 0.52 0.49 0.49 Col3 12 0.02 0.08 0.55 0.56 0.56 Col3 13 0.02 0.08 0.55 0.53 0.53 Page 41 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col3 14 0.02 0.08 0.55 0.53 0.53 Col3 15 0.05 0.08 0.55 0.57 0.57 Col3 16 0.01 0.08 0.55 0.54 0.54 Col3 17 0.06 0.08 0.55 0.57 0.57 Col3 18 0.12 0.06 0.42 0.46 0.46 Col3 19 0.18 0.06 0.42 0.48 0.48 Col3 20 0.15 0.06 0.42 0.47 0.47 Col3 21 0.11 0.06 0.42 0.45 0.45 Col3 22 0.15 0.06 0.42 0.47 0.47 Col3 23 0.20 0.06 0.42 0.49 0.49 Col3 24 0.17 0.06 0.42 0.48 0.48 Col3 25 0.14 0.06 0.42 0.46 0.46 Col3 26 0.15 0.06 0.42 0.47 0.47 Col3 27 0.20 0.06 0.42 0.49 0.49 Col3 28 0.17 0.06 0.42 0.48 0.48 Col3 29 0.14 0.06 0.42 0.46 0.46 Col3 30 0.15 0.06 0.42 0.47 0.47 Col3 31 0.20 0.06 0.42 0.49 0.49 Col3 32 0.17 0.06 0.42 0.48 0.48 Col3 33 0.14 0.06 0.42 0.46 0.46 Col3 34 0.01 0.07 0.52 0.52 0.52 Col3 35 0.02 0.07 0.52 0.49 0.49 Col3 36 0.01 0.08 0.55 0.56 0.56 Col3 37 0.02 0.08 0.55 0.52 0.52 Col3 38 0.02 0.08 0.55 0.53 0.53 Col3 39 0.04 0.08 0.55 0.57 0.57 Col3 40 0.01 0.08 0.55 0.54 0.54 Col3 41 0.05 0.08 0.55 0.57 0.57 Col3 42 0.04 0.00 0.00 0.04 0.04 Col3 43 0.16 0.00 0.00 0.16 0.16 Col3 44 0.15 0.00 0.00 0.15 0.15 Col3 45 0.23 0.00 0.00 0.23 0.23 Col3 46 0.04 0.00 0.00 0.04 0.04 Col3 47 0.13 0.00 0.00 0.13 0.13 Col3 48 0.00 0.00 0.00 0.00 0.00 Col3 49 0.11 0.00 0.00 0.11 0.11 Col3 50 0.14 0.00 0.00 0.14 0.14 Col3 51 0.11 0.00 0.00 0.11 0.11 Col3 52 0.07 0.06 0.42 0.44 0.44 Col3 53 0.13 0.06 0.42 0.46 0.46 Col3 54 0.08 0.06 0.42 0.45 0.45 Col3 55 0.14 0.06 0.42 0.46 0.46 Col3 56 0.06 0.00 0.03 0.06 0.06 Col3 57 0.06 0.00 0.03 0.06 0.06 Col3 58 0.23 0.00 0.00 0.23 0.23 Col3 59 0.19 0.00 0.00 0.19 0.19 Col3 60 0.14 0.06 0.42 0.47 0.47 Col3 61 0.20 0.06 0.42 0.49 0.49 Col3 62 0.16 0.06 0.42 0.47 0.47 Col3 63 0.21 0.06 0.42 0.49 0.49 Col3 64 0.02 0.00 0.00 0.02 0.02 Col3 65 0.04 0.00 0.00 0.04 0.04 Col3 66 0.01 0.00 0.00 0.01 0.01 Col3 67 0.05 0.00 0.00 0.05 0.05 Page 42 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col3 68 0.01 0.00 0.00 0.01 0.01 Col3 69 0.02 0.00 0.00 0.02 0.02 Col3 70 0.11 0.00 0.00 0.11 0.11 Col3 71 0.17 0.00 0.00 0.17 0.17 Col3 72 0.12 0.00 0.00 0.12 0.12 Col3 73 0.18 0.00 0.00 0.18 0.18 Col3 74 0.15 0.00 0.00 0.15 0.15 Col3 75 0.11 0.00 0.00 0.11 0.11 Col3 76 0.14 0.00 0.00 0.14 0.14 Col3 77 0.14 0.00 0.00 0.14 0.14 Col3 78 0.14 0.00 0.00 0.14 0.14 Col3 79 0.20 0.00 0.00 0.20 0.20 Col3 80 0.20 0.00 0.00 0.20 0.20 Col3 81 0.20 0.00 0.00 0.20 0.20 Col3 82 0.15 0.00 0.00 0.15 0.15 Col3 83 0.15 0.00 0.00 0.15 0.15 Col3 84 0.15 0.00 0.00 0.15 0.15 Col3 85 0.20 0.00 0.00 0.20 0.20 Col3 86 0.20 0.00 0.00 0.20 0.20 Col3 87 0.20 0.00 0.00 0.20 0.20 Col3 88 0.17 0.00 0.00 0.17 0.17 Col3 89 0.14 0.00 0.00 0.14 0.14 Col3 90 0.17 0.00 0.00 0.17 0.17 Col3 91 0.14 0.00 0.00 0.14 0.14 Col3 92 0.17 0.00 0.00 0.17 0.17 Col3 93 0.14 0.00 0.00 0.14 0.14 Col4 1 0.03 0.00 0.00 0.03 0.03 Col4 2 0.01 0.00 0.00 0.01 0.01 Col4 3 0.04 0.00 0.00 0.04 0.04 Col4 4 0.04 0.00 0.00 0.04 0.04 Col4 5 0.04 0.00 0.00 0.04 0.04 Col4 6 0.03 0.00 0.00 0.03 0.03 Col4 7 0.03 0.00 0.00 0.03 0.03 Col4 8 0.03 0.00 0.00 0.03 0.03 Col4 9 0.03 0.00 0.00 0.03 0.03 Col4 10 0.01 0.02 0.13 0.12 0.12 Col4 11 0.01 0.02 0.13 0.13 0.13 Col4 12 0.01 0.03 0.15 0.14 0.14 Col4 13 0.01 0.03 0.15 0.15 0.15 Col4 14 0.09 0.03 0.15 0.18 0.18 Col4 15 0.00 0.03 0.15 0.14 0.14 Col4 16 0.10 0.03 0.15 0.18 0.18 Col4 17 0.01 0.03 0.15 0.15 0.15 Col4 18 0.09 0.02 0.11 0.14 0.14 Col4 19 0.03 0.02 0.11 0.12 0.12 Col4 20 0.01 0.02 0.11 0.11 0.11 Col4 21 0.03 0.02 0.11 0.12 0.12 Col4 22 0.10 0.02 0.11 0.14 0.14 Col4 23 0.03 0.02 0.11 0.12 0.12 Col4 24 0.02 0.02 0.11 0.11 0.11 Col4 25 0.03 0.02 0.11 0.12 0.12 Col4 26 0.10 0.02 0.11 0.14 0.14 Col4 27 0.03 0.02 0.11 0.12 0.12 Col4 28 0.02 0.02 0.11 0.11 0.11 Page 43 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col4 29 0.03 0.02 0.11 0.12 0.12 Col4 30 0.10 0.02 0.11 0.14 0.14 Col4 31 0.03 0.02 0.11 0.12 0.12 Col4 32 0.02 0.02 0.11 0.11 0.11 Col4 33 0.03 0.02 0.11 0.12 0.12 Col4 34 0.01 0.02 0.13 0.12 0.12 Col4 35 0.01 0.02 0.13 0.13 0.13 Col4 36 0.01 0.03 0.15 0.14 0.14 Col4 37 0.01 0.03 0.15 0.15 0.15 Col4 38 0.09 0.03 0.15 0.18 0.18 Col4 39 0.01 0.03 0.15 0.14 0.14 Col4 40 0.09 0.03 0.15 0.18 0.18 Col4 41 0.00 0.03 0.15 0.15 0.15 Col4 42 0.13 0.00 0.00 0.13 0.13 Col4 43 0.01 0.00 0.00 0.01 0.01 Col4 44 0.12 0.00 0.00 0.12 0.12 Col4 45 0.03 0.00 0.00 0.03 0.03 Col4 46 0.10 0.00 0.00 0.10 0.10 Col4 47 0.01 0.00 0.00 0.01 0.01 Col4 48 0.12 0.00 0.00 0.12 0.12 Col4 49 0.00 0.00 0.00 0.00 0.00 Col4 50 0.01 0.00 0.00 0.01 0.01 Col4 51 0.01 0.00 0.00 0.01 0.01 Col4 52 0.07 0.02 0.11 0.13 0.13 Col4 53 0.00 0.02 0.11 0.11 0.11 Col4 54 0.08 0.02 0.11 0.13 0.13 Col4 55 0.01 0.02 0.11 0.11 0.11 Col4 56 0.01 0.00 0.01 0.01 0.01 Col4 57 0.01 0.00 0.01 0.01 0.01 Col4 58 0.04 0.00 0.00 0.04 0.04 Col4 59 0.03 0.00 0.00 0.03 0.03 Col4 60 0.09 0.02 0.11 0.14 0.14 Col4 61 0.02 0.02 0.11 0.11 0.11 Col4 62 0.10 0.02 0.11 0.14 0.14 Col4 63 0.03 0.02 0.11 0.12 0.12 Col4 64 0.09 0.00 0.00 0.09 0.09 Col4 65 0.01 0.00 0.00 0.01 0.01 Col4 66 0.09 0.00 0.00 0.09 0.09 Col4 67 0.00 0.00 0.00 0.00 0.00 Col4 68 0.01 0.00 0.00 0.01 0.01 Col4 69 0.01 0.00 0.00 0.01 0.01 Col4 70 0.09 0.00 0.00 0.09 0.09 Col4 71 0.02 0.00 0.00 0.02 0.02 Col4 72 0.09 0.00 0.00 0.09 0.09 Col4 73 0.03 0.00 0.00 0.03 0.03 Col4 74 0.01 0.00 0.00 0.01 0.01 Col4 75 0.03 0.00 0.00 0.03 0.03 Col4 76 0.09 0.00 0.00 0.09 0.09 Col4 77 0.09 0.00 0.00 0.09 0.09 Col4 78 0.09 0.00 0.00 0.09 0.09 Col4 79 0.02 0.00 0.00 0.02 0.02 Col4 80 0.02 0.00 0.00 0.02 0.02 Col4 81 0.02 0.00 0.00 0.02 0.02 Col4 82 0.10 0.00 0.00 0.10 0.10 Page 44 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col4 83 0.10 0.00 0.00 0.10 0.10 Col4 84 0.10 0.00 0.00 0.10 0.10 Col4 85 0.03 0.00 0.00 0.03 0.03 Col4 86 0.03 0.00 0.00 0.03 0.03 Col4 87 0.03 0.00 0.00 0.03 0.03 Col4 88 0.02 0.00 0.00 0.02 0.02 Col4 89 0.03 0.00 0.00 0.03 0.03 Col4 90 0.02 0.00 0.00 0.02 0.02 Col4 91 0.03 0.00 0.00 0.03 0.03 Col4 92 0.02 0.00 0.00 0.02 0.02 Col4 93 0.03 0.00 0.00 0.03 0.03 ----- ---- ----- ----- ------ ------ ------ ----- Raf1 1 0.03 0.18 0.67 0.68 0.68 Raf1 2 0.01 0.04 0.16 0.17 0.17 Raf1 3 0.03 0.21 0.79 0.81 0.81 Raf1 4 0.03 0.21 0.79 0.81 0.81 Raf1 5 0.03 0.21 0.79 0.81 0.81 Raf1 6 0.02 0.14 0.54 0.55 0.55 Raf1 7 0.02 0.17 0.63 0.65 0.65 Raf1 8 0.02 0.17 0.63 0.65 0.65 Raf1 9 0.02 0.17 0.63 0.65 0.65 Raf1 10 0.03 0.03 0.11 0.13 0.13 Raf1 11 0.02 0.02 0.06 0.07 0.07 Raf1 12 0.03 0.03 0.11 0.13 0.13 Raf1 13 0.02 0.02 0.06 0.07 0.07 Raf1 14 0.01 0.05 0.24 0.23 0.23 Raf1 15 0.03 0.03 0.12 0.13 0.13 Raf1 16 0.02 0.03 0.24 0.24 0.24 Raf1 17 0.01 0.01 0.07 0.08 0.08 Raf1 18 0.03 0.10 0.38 0.40 0.40 Raf1 19 0.02 0.13 0.50 0.51 0.51 Raf1 20 0.02 0.11 0.47 0.48 0.48 Raf1 21 0.02 0.12 0.46 0.48 0.48 Raf1 22 0.03 0.13 0.48 0.49 0.49 Raf1 23 0.02 0.16 0.59 0.60 0.60 Raf1 24 0.03 0.14 0.54 0.56 0.56 Raf1 25 0.02 0.15 0.56 0.57 0.57 Raf1 26 0.03 0.13 0.48 0.49 0.49 Raf1 27 0.02 0.16 0.59 0.60 0.60 Raf1 28 0.03 0.14 0.54 0.56 0.56 Raf1 29 0.02 0.15 0.56 0.57 0.57 Raf1 30 0.03 0.13 0.48 0.49 0.49 Raf1 31 0.02 0.16 0.59 0.60 0.60 Raf1 32 0.03 0.14 0.54 0.56 0.56 Raf1 33 0.02 0.15 0.56 0.57 0.57 Raf1 34 0.03 0.04 0.09 0.10 0.10 Raf1 35 0.02 0.02 0.05 0.06 0.06 Raf1 36 0.03 0.04 0.09 0.10 0.10 Raf1 37 0.02 0.02 0.05 0.06 0.06 Raf1 38 0.01 0.06 0.29 0.29 0.29 Raf1 39 0.03 0.03 0.09 0.11 0.11 Raf1 40 0.02 0.04 0.30 0.31 0.31 Raf1 41 0.01 0.01 0.04 0.05 0.05 Raf1 42 0.02 0.04 0.12 0.13 0.13 Page 45 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Raf1 43 0.01 0.06 0.26 0.27 0.27 Raf1 44 0.03 0.14 0.51 0.52 0.52 Raf1 45 0.02 0.16 0.60 0.61 0.61 Raf1 46 0.01 0.04 0.13 0.14 0.14 Raf1 47 0.01 0.06 0.23 0.24 0.24 Raf1 48 0.02 0.02 0.13 0.14 0.14 Raf1 49 0.01 0.02 0.15 0.16 0.16 Raf1 50 0.03 0.22 0.80 0.82 0.82 Raf1 51 0.03 0.18 0.64 0.66 0.66 Raf1 52 0.02 0.13 0.46 0.47 0.47 Raf1 53 0.03 0.16 0.58 0.60 0.60 Raf1 54 0.04 0.14 0.48 0.50 0.50 Raf1 55 0.02 0.17 0.60 0.61 0.61 Raf1 56 0.01 0.05 0.18 0.18 0.18 Raf1 57 0.01 0.05 0.18 0.18 0.18 Raf1 58 0.02 0.13 0.59 0.60 0.60 Raf1 59 0.02 0.11 0.48 0.48 0.48 Raf1 60 0.01 0.06 0.36 0.36 0.36 Raf1 61 0.02 0.09 0.52 0.53 0.53 Raf1 62 0.03 0.07 0.34 0.34 0.34 Raf1 63 0.01 0.10 0.48 0.48 0.48 Raf1 64 0.01 0.06 0.29 0.29 0.29 Raf1 65 0.03 0.03 0.09 0.11 0.11 Raf1 66 0.02 0.04 0.30 0.31 0.31 Raf1 67 0.01 0.01 0.04 0.05 0.05 Raf1 68 0.03 0.04 0.09 0.10 0.10 Raf1 69 0.02 0.02 0.05 0.06 0.06 Raf1 70 0.02 0.09 0.36 0.36 0.36 Raf1 71 0.03 0.12 0.48 0.49 0.49 Raf1 72 0.03 0.10 0.38 0.40 0.40 Raf1 73 0.02 0.13 0.50 0.51 0.51 Raf1 74 0.02 0.11 0.47 0.48 0.48 Raf1 75 0.02 0.12 0.46 0.48 0.48 Raf1 76 0.02 0.12 0.45 0.46 0.46 Raf1 77 0.02 0.12 0.45 0.46 0.46 Raf1 78 0.02 0.12 0.45 0.46 0.46 Raf1 79 0.03 0.15 0.57 0.59 0.59 Raf1 80 0.03 0.15 0.57 0.59 0.59 Raf1 81 0.03 0.15 0.57 0.59 0.59 Raf1 82 0.03 0.13 0.48 0.49 0.49 Raf1 83 0.03 0.13 0.48 0.49 0.49 Raf1 84 0.03 0.13 0.48 0.49 0.49 Raf1 85 0.02 0.16 0.59 0.60 0.60 Raf1 86 0.02 0.16 0.59 0.60 0.60 Raf1 87 0.02 0.16 0.59 0.60 0.60 Raf1 88 0.03 0.14 0.54 0.56 0.56 Raf1 89 0.02 0.15 0.56 0.57 0.57 Raf1 90 0.03 0.14 0.54 0.56 0.56 Raf1 91 0.02 0.15 0.56 0.57 0.57 Raf1 92 0.03 0.14 0.54 0.56 0.56 Raf1 93 0.02 0.15 0.56 0.57 0.57 Raf2 1 0.03 0.18 0.67 0.68 0.68 Raf2 2 0.01 0.04 0.16 0.17 0.17 Raf2 3 0.03 0.21 0.79 0.81 0.81 Page 46 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Raf2 4 0.03 0.21 0.79 0.81 0.81 Raf2 5 0.03 0.21 0.79 0.81 0.81 Raf2 6 0.02 0.14 0.54 0.55 0.55 Raf2 7 0.02 0.17 0.63 0.65 0.65 Raf2 8 0.02 0.17 0.63 0.65 0.65 Raf2 9 0.02 0.17 0.63 0.65 0.65 Raf2 10 0.03 0.02 0.11 0.13 0.13 Raf2 11 0.02 0.03 0.07 0.08 0.08 Raf2 12 0.03 0.02 0.11 0.13 0.13 Raf2 13 0.02 0.03 0.07 0.08 0.08 Raf2 14 0.01 0.03 0.22 0.21 0.21 Raf2 15 0.03 0.03 0.12 0.13 0.13 Raf2 16 0.02 0.02 0.24 0.24 0.24 Raf2 17 0.02 0.02 0.07 0.08 0.08 Raf2 18 0.03 0.11 0.41 0.42 0.42 Raf2 19 0.02 0.12 0.47 0.47 0.47 Raf2 20 0.02 0.13 0.49 0.50 0.50 Raf2 21 0.02 0.11 0.43 0.43 0.43 Raf2 22 0.03 0.14 0.50 0.52 0.52 Raf2 23 0.02 0.15 0.56 0.57 0.57 Raf2 24 0.02 0.15 0.58 0.59 0.59 Raf2 25 0.02 0.13 0.52 0.53 0.53 Raf2 26 0.03 0.14 0.50 0.52 0.52 Raf2 27 0.02 0.15 0.56 0.57 0.57 Raf2 28 0.02 0.15 0.58 0.59 0.59 Raf2 29 0.02 0.13 0.52 0.53 0.53 Raf2 30 0.03 0.14 0.50 0.52 0.52 Raf2 31 0.02 0.15 0.56 0.57 0.57 Raf2 32 0.02 0.15 0.58 0.59 0.59 Raf2 33 0.02 0.13 0.52 0.53 0.53 Raf2 34 0.03 0.02 0.09 0.10 0.10 Raf2 35 0.02 0.04 0.10 0.11 0.11 Raf2 36 0.03 0.02 0.09 0.10 0.10 Raf2 37 0.02 0.04 0.10 0.11 0.11 Raf2 38 0.01 0.04 0.28 0.27 0.27 Raf2 39 0.03 0.04 0.09 0.11 0.11 Raf2 40 0.02 0.03 0.30 0.31 0.31 Raf2 41 0.02 0.02 0.05 0.06 0.06 Raf2 42 0.04 0.03 0.10 0.12 0.12 Raf2 43 0.01 0.07 0.26 0.27 0.27 Raf2 44 0.04 0.13 0.49 0.51 0.51 Raf2 45 0.01 0.16 0.62 0.62 0.62 Raf2 46 0.03 0.03 0.12 0.13 0.13 Raf2 47 0.01 0.06 0.24 0.25 0.25 Raf2 48 0.04 0.01 0.13 0.14 0.14 Raf2 49 0.02 0.03 0.15 0.16 0.16 Raf2 50 0.02 0.13 0.59 0.60 0.60 Raf2 51 0.02 0.11 0.48 0.48 0.48 Raf2 52 0.01 0.07 0.36 0.36 0.36 Raf2 53 0.02 0.08 0.52 0.52 0.52 Raf2 54 0.02 0.08 0.34 0.35 0.35 Raf2 55 0.02 0.09 0.48 0.48 0.48 Raf2 56 0.01 0.05 0.18 0.18 0.18 Raf2 57 0.01 0.05 0.18 0.18 0.18 Page 47 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Raf2 58 0.03 0.22 0.80 0.82 0.82 Raf2 59 0.03 0.18 0.64 0.66 0.66 Raf2 60 0.02 0.14 0.49 0.50 0.50 Raf2 61 0.02 0.15 0.56 0.56 0.56 Raf2 62 0.03 0.15 0.51 0.53 0.53 Raf2 63 0.02 0.15 0.57 0.58 0.58 Raf2 64 0.01 0.04 0.28 0.27 0.27 Raf2 65 0.03 0.04 0.09 0.11 0.11 Raf2 66 0.02 0.03 0.30 0.31 0.31 Raf2 67 0.02 0.02 0.05 0.06 0.06 Raf2 68 0.03 0.02 0.09 0.10 0.10 Raf2 69 0.02 0.04 0.10 0.11 0.11 Raf2 70 0.02 0.10 0.38 0.39 0.39 Raf2 71 0.02 0.11 0.47 0.48 0.48 Raf2 72 0.03 0.11 0.41 0.42 0.42 Raf2 73 0.02 0.12 0.47 0.47 0.47 Raf2 74 0.02 0.13 0.49 0.50 0.50 Raf2 75 0.02 0.11 0.43 0.43 0.43 Raf2 76 0.02 0.13 0.48 0.49 0.49 Raf2 77 0.02 0.13 0.48 0.49 0.49 Raf2 78 0.02 0.13 0.48 0.49 0.49 Raf2 79 0.02 0.14 0.55 0.56 0.56 Raf2 80 0.02 0.14 0.55 0.56 0.56 Raf2 81 0.02 0.14 0.55 0.56 0.56 Raf2 82 0.03 0.14 0.50 0.52 0.52 Raf2 83 0.03 0.14 0.50 0.52 0.52 Raf2 84 0.03 0.14 0.50 0.52 0.52 Raf2 85 0.02 0.15 0.56 0.57 0.57 Raf2 86 0.02 0.15 0.56 0.57 0.57 Raf2 87 0.02 0.15 0.56 0.57 0.57 Raf2 88 0.02 0.15 0.58 0.59 0.59 Raf2 89 0.02 0.13 0.52 0.53 0.53 Raf2 90 0.02 0.15 0.58 0.59 0.59 Raf2 91 0.02 0.13 0.52 0.53 0.53 Raf2 92 0.02 0.15 0.58 0.59 0.59 Raf2 93 0.02 0.13 0.52 0.53 0.53 COLUMN REACTIONS: ----------------- Load In_Plane --Out_Plane_Horz-- Id Id Vert(k ) Horz(k ) Base(k ) Roof(k ) ----- ---- -------- -------- -------- -------- Col1 1 1.08 0.00 0.00 0.00 Col1 2 0.39 0.00 0.00 0.00 Col1 3 1.25 0.00 0.00 0.00 Col1 4 1.25 0.00 0.00 0.00 Col1 5 1.25 0.00 0.00 0.00 Col1 6 0.91 0.00 0.00 0.00 Col1 7 1.04 0.00 0.00 0.00 Col1 8 1.04 0.00 0.00 0.00 Col1 9 1.04 0.00 0.00 0.00 Col1 10 -0.64 0.00 -0.45 -0.45 Col1 11 -0.32 0.00 -0.45 -0.45 Page 48 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col1 12 -0.64 0.00 0.51 0.51 Col1 13 -0.32 0.00 0.51 0.51 Col1 14 0.05 0.00 0.51 0.51 Col1 15 -0.57 0.00 0.51 0.51 Col1 16 0.44 0.00 0.51 0.51 Col1 17 -0.11 0.00 0.51 0.51 Col1 18 1.02 0.00 0.38 0.38 Col1 19 0.61 0.00 0.38 0.38 Col1 20 0.21 0.00 0.38 0.38 Col1 21 0.45 0.00 0.38 0.38 Col1 22 1.15 0.00 0.38 0.38 Col1 23 0.74 0.00 0.38 0.38 Col1 24 0.34 0.00 0.38 0.38 Col1 25 0.58 0.00 0.38 0.38 Col1 26 1.15 0.00 0.38 0.38 Col1 27 0.74 0.00 0.38 0.38 Col1 28 0.34 0.00 0.38 0.38 Col1 29 0.58 0.00 0.38 0.38 Col1 30 1.15 0.00 0.38 0.38 Col1 31 0.74 0.00 0.38 0.38 Col1 32 0.34 0.00 0.38 0.38 Col1 33 0.58 0.00 0.38 0.38 Col1 34 -0.76 0.00 -0.45 -0.45 Col1 35 -0.44 0.00 -0.45 -0.45 Col1 36 -0.76 0.00 0.51 0.51 Col1 37 -0.44 0.00 0.51 0.51 Col1 38 -0.06 0.00 0.51 0.51 Col1 39 -0.68 0.00 0.51 0.51 Col1 40 0.32 0.00 0.51 0.51 Col1 41 -0.22 0.00 0.51 0.51 Col1 42 0.60 0.00 0.00 0.00 Col1 43 0.27 0.00 0.00 0.00 Col1 44 1.07 0.00 0.00 0.00 Col1 45 0.81 0.00 0.00 0.00 Col1 46 0.55 0.00 0.00 0.00 Col1 47 0.30 0.00 0.00 0.00 Col1 48 0.31 0.00 0.00 0.00 Col1 49 -0.03 0.00 0.00 0.00 Col1 50 1.23 0.00 0.00 0.00 Col1 51 1.02 0.00 0.00 0.00 Col1 52 0.85 0.00 0.38 0.38 Col1 53 0.39 0.00 0.38 0.38 Col1 54 1.14 0.00 0.38 0.38 Col1 55 0.73 0.00 0.38 0.38 Col1 56 0.42 0.00 0.02 0.02 Col1 57 0.42 0.00 -0.02 -0.02 Col1 58 0.31 0.00 0.00 0.00 Col1 59 0.33 0.00 0.00 0.00 Col1 60 0.16 0.00 0.38 0.38 Col1 61 -0.31 0.00 0.38 0.38 Col1 62 0.45 0.00 0.38 0.38 Col1 63 0.03 0.00 0.38 0.38 Col1 64 -0.06 0.00 0.00 0.00 Col1 65 -0.68 0.00 0.00 0.00 Page 49 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col1 66 0.32 0.00 0.00 0.00 Col1 67 -0.22 0.00 0.00 0.00 Col1 68 -0.76 0.00 0.00 0.00 Col1 69 -0.44 0.00 0.00 0.00 Col1 70 0.74 0.00 0.00 0.00 Col1 71 0.27 0.00 0.00 0.00 Col1 72 1.02 0.00 0.00 0.00 Col1 73 0.61 0.00 0.00 0.00 Col1 74 0.21 0.00 0.00 0.00 Col1 75 0.45 0.00 0.00 0.00 Col1 76 0.86 0.00 0.00 0.00 Col1 77 0.86 0.00 0.00 0.00 Col1 78 0.86 0.00 0.00 0.00 Col1 79 0.40 0.00 0.00 0.00 Col1 80 0.40 0.00 0.00 0.00 Col1 81 0.40 0.00 0.00 0.00 Col1 82 1.15 0.00 0.00 0.00 Col1 83 1.15 0.00 0.00 0.00 Col1 84 1.15 0.00 0.00 0.00 Col1 85 0.74 0.00 0.00 0.00 Col1 86 0.74 0.00 0.00 0.00 Col1 87 0.74 0.00 0.00 0.00 Col1 88 0.34 0.00 0.00 0.00 Col1 89 0.58 0.00 0.00 0.00 Col1 90 0.34 0.00 0.00 0.00 Col1 91 0.58 0.00 0.00 0.00 Col1 92 0.34 0.00 0.00 0.00 Col1 93 0.58 0.00 0.00 0.00 Col2 1 6.62 0.00 0.00 0.00 Col2 2 1.79 0.00 0.00 0.00 Col2 3 7.83 0.00 0.00 0.00 Col2 4 7.83 0.00 0.00 0.00 Col2 5 7.83 0.00 0.00 0.00 Col2 6 5.42 0.00 0.00 0.00 Col2 7 6.32 0.00 0.00 0.00 Col2 8 6.32 0.00 0.00 0.00 Col2 9 6.32 0.00 0.00 0.00 Col2 10 -0.85 0.00 -1.43 -1.43 Col2 11 -0.23 0.00 -1.43 -1.43 Col2 12 -0.85 0.00 1.53 1.53 Col2 13 -0.23 0.00 1.53 1.53 Col2 14 -1.56 0.00 1.53 1.53 Col2 15 -0.25 0.00 1.53 1.53 Col2 16 -0.97 0.00 1.53 1.53 Col2 17 0.27 0.00 1.53 1.53 Col2 18 3.92 0.00 1.15 1.15 Col2 19 4.85 0.00 1.15 1.15 Col2 20 4.01 0.00 1.15 1.15 Col2 21 4.47 0.00 1.15 1.15 Col2 22 4.83 0.00 1.15 1.15 Col2 23 5.75 0.00 1.15 1.15 Col2 24 4.92 0.00 1.15 1.15 Col2 25 5.38 0.00 1.15 1.15 Col2 26 4.83 0.00 1.15 1.15 Page 50 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col2 27 5.75 0.00 1.15 1.15 Col2 28 4.92 0.00 1.15 1.15 Col2 29 5.38 0.00 1.15 1.15 Col2 30 4.83 0.00 1.15 1.15 Col2 31 5.75 0.00 1.15 1.15 Col2 32 4.92 0.00 1.15 1.15 Col2 33 5.38 0.00 1.15 1.15 Col2 34 -1.26 0.00 -1.43 -1.43 Col2 35 -0.64 0.00 -1.43 -1.43 Col2 36 -1.26 0.00 1.53 1.53 Col2 37 -0.64 0.00 1.53 1.53 Col2 38 -1.97 0.00 1.53 1.53 Col2 39 -0.66 0.00 1.53 1.53 Col2 40 -1.38 0.00 1.53 1.53 Col2 41 -0.14 0.00 1.53 1.53 Col2 42 1.76 0.00 0.00 0.00 Col2 43 2.21 0.00 0.00 0.00 Col2 44 5.39 0.00 0.00 0.00 Col2 45 5.73 0.00 0.00 0.00 Col2 46 1.76 0.00 0.00 0.00 Col2 47 2.10 0.00 0.00 0.00 Col2 48 0.28 0.00 0.00 0.00 Col2 49 0.73 0.00 0.00 0.00 Col2 50 8.11 0.00 0.00 0.00 Col2 51 6.53 0.00 0.00 0.00 Col2 52 4.59 0.00 1.15 1.15 Col2 53 5.57 0.00 1.15 1.15 Col2 54 5.04 0.00 1.15 1.15 Col2 55 5.96 0.00 1.15 1.15 Col2 56 1.93 0.00 0.07 0.07 Col2 57 1.93 0.00 -0.07 -0.07 Col2 58 4.77 0.00 0.00 0.00 Col2 59 4.02 0.00 0.00 0.00 Col2 60 2.08 0.00 1.15 1.15 Col2 61 3.06 0.00 1.15 1.15 Col2 62 2.53 0.00 1.15 1.15 Col2 63 3.45 0.00 1.15 1.15 Col2 64 -1.97 0.00 0.00 0.00 Col2 65 -0.66 0.00 0.00 0.00 Col2 66 -1.38 0.00 0.00 0.00 Col2 67 -0.14 0.00 0.00 0.00 Col2 68 -1.26 0.00 0.00 0.00 Col2 69 -0.64 0.00 0.00 0.00 Col2 70 3.48 0.00 0.00 0.00 Col2 71 4.46 0.00 0.00 0.00 Col2 72 3.92 0.00 0.00 0.00 Col2 73 4.85 0.00 0.00 0.00 Col2 74 4.01 0.00 0.00 0.00 Col2 75 4.47 0.00 0.00 0.00 Col2 76 4.38 0.00 0.00 0.00 Col2 77 4.38 0.00 0.00 0.00 Col2 78 4.38 0.00 0.00 0.00 Col2 79 5.36 0.00 0.00 0.00 Col2 80 5.36 0.00 0.00 0.00 Page 51 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col2 81 5.36 0.00 0.00 0.00 Col2 82 4.83 0.00 0.00 0.00 Col2 83 4.83 0.00 0.00 0.00 Col2 84 4.83 0.00 0.00 0.00 Col2 85 5.75 0.00 0.00 0.00 Col2 86 5.75 0.00 0.00 0.00 Col2 87 5.75 0.00 0.00 0.00 Col2 88 4.92 0.00 0.00 0.00 Col2 89 5.38 0.00 0.00 0.00 Col2 90 4.92 0.00 0.00 0.00 Col2 91 5.38 0.00 0.00 0.00 Col2 92 4.92 0.00 0.00 0.00 Col2 93 5.38 0.00 0.00 0.00 Col3 1 6.62 0.00 0.00 0.00 Col3 2 1.79 0.00 0.00 0.00 Col3 3 7.83 0.00 0.00 0.00 Col3 4 7.83 0.00 0.00 0.00 Col3 5 7.83 0.00 0.00 0.00 Col3 6 5.42 0.00 0.00 0.00 Col3 7 6.32 0.00 0.00 0.00 Col3 8 6.32 0.00 0.00 0.00 Col3 9 6.32 0.00 0.00 0.00 Col3 10 0.61 0.00 -1.43 -1.43 Col3 11 -1.82 0.40 -1.43 -1.43 Col3 12 0.61 0.00 1.53 1.53 Col3 13 -1.82 0.40 1.53 1.53 Col3 14 -4.14 1.59 1.53 1.53 Col3 15 1.79 0.00 1.53 1.53 Col3 16 -3.22 1.43 1.53 1.53 Col3 17 2.04 0.00 1.53 1.53 Col3 18 2.23 1.07 1.15 1.15 Col3 19 6.18 0.00 1.15 1.15 Col3 20 5.10 0.00 1.15 1.15 Col3 21 3.28 0.30 1.15 1.15 Col3 22 3.14 1.07 1.15 1.15 Col3 23 7.09 0.00 1.15 1.15 Col3 24 6.01 0.00 1.15 1.15 Col3 25 4.19 0.30 1.15 1.15 Col3 26 3.14 1.07 1.15 1.15 Col3 27 7.09 0.00 1.15 1.15 Col3 28 6.01 0.00 1.15 1.15 Col3 29 4.19 0.30 1.15 1.15 Col3 30 3.14 1.07 1.15 1.15 Col3 31 7.09 0.00 1.15 1.15 Col3 32 6.01 0.00 1.15 1.15 Col3 33 4.19 0.30 1.15 1.15 Col3 34 0.20 0.00 -1.43 -1.43 Col3 35 -2.23 0.40 -1.43 -1.43 Col3 36 0.20 0.00 1.53 1.53 Col3 37 -2.23 0.40 1.53 1.53 Col3 38 -4.55 1.59 1.53 1.53 Col3 39 1.38 0.00 1.53 1.53 Col3 40 -3.63 1.43 1.53 1.53 Col3 41 1.63 0.00 1.53 1.53 Page 52 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col3 42 -2.03 1.74 0.00 0.00 Col3 43 5.43 0.00 0.00 0.00 Col3 44 2.52 1.32 0.00 0.00 Col3 45 8.16 0.00 0.00 0.00 Col3 46 -1.11 1.32 0.00 0.00 Col3 47 4.54 0.00 0.00 0.00 Col3 48 -3.52 1.74 0.00 0.00 Col3 49 3.94 0.00 0.00 0.00 Col3 50 4.76 0.00 0.00 0.00 Col3 51 4.02 0.00 0.00 0.00 Col3 52 0.15 1.20 1.15 1.15 Col3 53 4.59 0.00 1.15 1.15 Col3 54 0.83 1.07 1.15 1.15 Col3 55 4.78 0.00 1.15 1.15 Col3 56 1.93 0.00 0.07 0.07 Col3 57 1.93 0.00 -0.07 -0.07 Col3 58 8.12 0.00 0.00 0.00 Col3 59 6.53 0.00 0.00 0.00 Col3 60 2.66 1.19 1.15 1.15 Col3 61 7.11 0.00 1.15 1.15 Col3 62 3.35 1.07 1.15 1.15 Col3 63 7.30 0.00 1.15 1.15 Col3 64 -4.55 1.59 0.00 0.00 Col3 65 1.38 0.00 0.00 0.00 Col3 66 -3.63 1.43 0.00 0.00 Col3 67 1.63 0.00 0.00 0.00 Col3 68 0.20 0.00 0.00 0.00 Col3 69 -2.23 0.40 0.00 0.00 Col3 70 1.54 1.19 0.00 0.00 Col3 71 5.99 0.00 0.00 0.00 Col3 72 2.23 1.07 0.00 0.00 Col3 73 6.18 0.00 0.00 0.00 Col3 74 5.10 0.00 0.00 0.00 Col3 75 3.28 0.30 0.00 0.00 Col3 76 2.45 1.19 0.00 0.00 Col3 77 2.45 1.19 0.00 0.00 Col3 78 2.45 1.19 0.00 0.00 Col3 79 6.90 0.00 0.00 0.00 Col3 80 6.90 0.00 0.00 0.00 Col3 81 6.90 0.00 0.00 0.00 Col3 82 3.14 1.07 0.00 0.00 Col3 83 3.14 1.07 0.00 0.00 Col3 84 3.14 1.07 0.00 0.00 Col3 85 7.09 0.00 0.00 0.00 Col3 86 7.09 0.00 0.00 0.00 Col3 87 7.09 0.00 0.00 0.00 Col3 88 6.01 0.00 0.00 0.00 Col3 89 4.19 0.30 0.00 0.00 Col3 90 6.01 0.00 0.00 0.00 Col3 91 4.19 0.30 0.00 0.00 Col3 92 6.01 0.00 0.00 0.00 Col3 93 4.19 0.30 0.00 0.00 Col4 1 1.08 0.00 0.00 0.00 Col4 2 0.39 0.00 0.00 0.00 Page 53 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col4 3 1.25 0.00 0.00 0.00 Col4 4 1.25 0.00 0.00 0.00 Col4 5 1.25 0.00 0.00 0.00 Col4 6 0.91 0.00 0.00 0.00 Col4 7 1.04 0.00 0.00 0.00 Col4 8 1.04 0.00 0.00 0.00 Col4 9 1.04 0.00 0.00 0.00 Col4 10 -1.16 0.40 -0.45 -0.45 Col4 11 0.33 0.00 -0.45 -0.45 Col4 12 -1.16 0.40 0.51 0.51 Col4 13 0.33 0.00 0.51 0.51 Col4 14 3.32 0.00 0.51 0.51 Col4 15 -3.30 1.59 0.51 0.51 Col4 16 3.38 0.00 0.51 0.51 Col4 17 -2.58 1.43 0.51 0.51 Col4 18 3.23 0.00 0.38 0.38 Col4 19 -1.24 1.07 0.38 0.38 Col4 20 -0.18 0.30 0.38 0.38 Col4 21 0.94 0.00 0.38 0.38 Col4 22 3.36 0.00 0.38 0.38 Col4 23 -1.11 1.07 0.38 0.38 Col4 24 -0.05 0.30 0.38 0.38 Col4 25 1.07 0.00 0.38 0.38 Col4 26 3.36 0.00 0.38 0.38 Col4 27 -1.11 1.07 0.38 0.38 Col4 28 -0.05 0.30 0.38 0.38 Col4 29 1.07 0.00 0.38 0.38 Col4 30 3.36 0.00 0.38 0.38 Col4 31 -1.11 1.07 0.38 0.38 Col4 32 -0.05 0.30 0.38 0.38 Col4 33 1.07 0.00 0.38 0.38 Col4 34 -1.27 0.40 -0.45 -0.45 Col4 35 0.21 0.00 -0.45 -0.45 Col4 36 -1.27 0.40 0.51 0.51 Col4 37 0.21 0.00 0.51 0.51 Col4 38 3.20 0.00 0.51 0.51 Col4 39 -3.41 1.59 0.51 0.51 Col4 40 3.26 0.00 0.51 0.51 Col4 41 -2.69 1.43 0.51 0.51 Col4 42 4.51 0.00 0.00 0.00 Col4 43 -3.06 1.74 0.00 0.00 Col4 44 4.02 0.00 0.00 0.00 Col4 45 -1.71 1.32 0.00 0.00 Col4 46 3.51 0.00 0.00 0.00 Col4 47 -2.22 1.32 0.00 0.00 Col4 48 4.21 0.00 0.00 0.00 Col4 49 -3.36 1.74 0.00 0.00 Col4 50 0.31 0.00 0.00 0.00 Col4 51 0.33 0.00 0.00 0.00 Col4 52 2.61 0.00 0.38 0.38 Col4 53 -2.36 1.19 0.38 0.38 Col4 54 2.65 0.00 0.38 0.38 Col4 55 -1.81 1.07 0.38 0.38 Col4 56 0.42 0.00 0.02 0.02 Page 54 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col4 57 0.42 0.00 -0.02 -0.02 Col4 58 1.23 0.00 0.00 0.00 Col4 59 1.02 0.00 0.00 0.00 Col4 60 3.30 0.00 0.38 0.38 Col4 61 -1.67 1.19 0.38 0.38 Col4 62 3.34 0.00 0.38 0.38 Col4 63 -1.12 1.07 0.38 0.38 Col4 64 3.20 0.00 0.00 0.00 Col4 65 -3.41 1.59 0.00 0.00 Col4 66 3.26 0.00 0.00 0.00 Col4 67 -2.69 1.43 0.00 0.00 Col4 68 -1.27 0.40 0.00 0.00 Col4 69 0.21 0.00 0.00 0.00 Col4 70 3.18 0.00 0.00 0.00 Col4 71 -1.78 1.19 0.00 0.00 Col4 72 3.23 0.00 0.00 0.00 Col4 73 -1.24 1.07 0.00 0.00 Col4 74 -0.18 0.30 0.00 0.00 Col4 75 0.94 0.00 0.00 0.00 Col4 76 3.31 0.00 0.00 0.00 Col4 77 3.31 0.00 0.00 0.00 Col4 78 3.31 0.00 0.00 0.00 Col4 79 -1.65 1.19 0.00 0.00 Col4 80 -1.65 1.19 0.00 0.00 Col4 81 -1.65 1.19 0.00 0.00 Col4 82 3.36 0.00 0.00 0.00 Col4 83 3.36 0.00 0.00 0.00 Col4 84 3.36 0.00 0.00 0.00 Col4 85 -1.11 1.07 0.00 0.00 Col4 86 -1.11 1.07 0.00 0.00 Col4 87 -1.11 1.07 0.00 0.00 Col4 88 -0.05 0.30 0.00 0.00 Col4 89 1.07 0.00 0.00 0.00 Col4 90 -0.05 0.30 0.00 0.00 Col4 91 1.07 0.00 0.00 0.00 Col4 92 -0.05 0.30 0.00 0.00 Col4 93 1.07 0.00 0.00 0.00 COLUMN DEFLECTIONS: ------------------- Load Deflection(in) Id Id Calc Limit ----- ---- ------ ------ Col1 94 0.00 1.10 Col1 95 0.00 1.10 Col1 96 0.00 1.10 Col1 97 0.00 1.10 Col1 98 0.00 1.10 Col1 99 0.00 1.10 Col1 100 0.00 1.10 Col1 101 0.00 1.10 Col1 102 0.00 1.10 Col1 103 -0.06 1.10 Col1 104 -0.06 1.10 Page 55 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col1 105 0.07 1.10 Col1 106 0.07 1.10 Col1 107 0.07 1.10 Col1 108 0.07 1.10 Col1 109 0.07 1.10 Col1 110 0.07 1.10 Col1 111 0.05 1.10 Col1 112 0.05 1.10 Col1 113 0.05 1.10 Col1 114 0.05 1.10 Col1 115 0.05 1.10 Col1 116 0.05 1.10 Col1 117 0.05 1.10 Col1 118 0.05 1.10 Col1 119 0.05 1.10 Col1 120 0.05 1.10 Col1 121 0.05 1.10 Col1 122 0.05 1.10 Col1 123 0.05 1.10 Col1 124 0.05 1.10 Col1 125 0.05 1.10 Col1 126 0.05 1.10 Col1 127 -0.06 1.10 Col1 128 -0.06 1.10 Col1 129 0.07 1.10 Col1 130 0.07 1.10 Col1 131 0.07 1.10 Col1 132 0.07 1.10 Col1 133 0.07 1.10 Col1 134 0.07 1.10 Col1 135 0.00 1.10 Col1 136 0.00 1.10 Col1 137 0.00 1.10 Col1 138 0.00 1.10 Col1 139 0.00 1.10 Col1 140 0.00 1.10 Col1 141 0.00 1.10 Col1 142 0.00 1.10 Col1 143 0.00 1.10 Col1 144 0.00 1.10 Col1 145 0.05 1.10 Col1 146 0.05 1.10 Col1 147 0.05 1.10 Col1 148 0.05 1.10 Col1 149 0.00 1.10 Col1 150 0.00 1.10 Col1 151 0.00 1.10 Col1 152 0.00 1.10 Col1 153 0.05 1.10 Col1 154 0.05 1.10 Col1 155 0.05 1.10 Col1 156 0.05 1.10 Col1 157 0.00 1.10 Col1 158 0.00 1.10 Page 56 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col1 159 0.00 1.10 Col1 160 0.00 1.10 Col1 161 0.00 1.10 Col1 162 0.00 1.10 Col1 163 0.00 1.10 Col1 164 0.00 1.10 Col1 165 0.00 1.10 Col1 166 0.00 1.10 Col1 167 0.00 1.10 Col1 168 0.00 1.10 Col1 169 0.00 1.10 Col1 170 0.00 1.10 Col1 171 0.00 1.10 Col1 172 0.00 1.10 Col1 173 0.00 1.10 Col1 174 0.00 1.10 Col1 175 0.00 1.10 Col1 176 0.00 1.10 Col1 177 0.00 1.10 Col2 94 0.00 1.32 Col2 95 0.00 1.32 Col2 96 0.00 1.32 Col2 97 0.00 1.32 Col2 98 0.00 1.32 Col2 99 0.00 1.32 Col2 100 0.00 1.32 Col2 101 0.00 1.32 Col2 102 0.00 1.32 Col2 103 -0.35 1.32 Col2 104 -0.35 1.32 Col2 105 0.38 1.32 Col2 106 0.38 1.32 Col2 107 0.38 1.32 Col2 108 0.38 1.32 Col2 109 0.38 1.32 Col2 110 0.38 1.32 Col2 111 0.28 1.32 Col2 112 0.28 1.32 Col2 113 0.28 1.32 Col2 114 0.28 1.32 Col2 115 0.28 1.32 Col2 116 0.28 1.32 Col2 117 0.28 1.32 Col2 118 0.28 1.32 Col2 119 0.28 1.32 Col2 120 0.28 1.32 Col2 121 0.28 1.32 Col2 122 0.28 1.32 Col2 123 0.28 1.32 Col2 124 0.28 1.32 Col2 125 0.28 1.32 Col2 126 0.28 1.32 Col2 127 -0.35 1.32 Col2 128 -0.35 1.32 Page 57 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col2 129 0.38 1.32 Col2 130 0.38 1.32 Col2 131 0.38 1.32 Col2 132 0.38 1.32 Col2 133 0.38 1.32 Col2 134 0.38 1.32 Col2 135 0.00 1.32 Col2 136 0.00 1.32 Col2 137 0.00 1.32 Col2 138 0.00 1.32 Col2 139 0.00 1.32 Col2 140 0.00 1.32 Col2 141 0.00 1.32 Col2 142 0.00 1.32 Col2 143 0.00 1.32 Col2 144 0.00 1.32 Col2 145 0.28 1.32 Col2 146 0.28 1.32 Col2 147 0.28 1.32 Col2 148 0.28 1.32 Col2 149 0.03 1.32 Col2 150 -0.03 1.32 Col2 151 0.00 1.32 Col2 152 0.00 1.32 Col2 153 0.28 1.32 Col2 154 0.28 1.32 Col2 155 0.28 1.32 Col2 156 0.28 1.32 Col2 157 0.00 1.32 Col2 158 0.00 1.32 Col2 159 0.00 1.32 Col2 160 0.00 1.32 Col2 161 0.00 1.32 Col2 162 0.00 1.32 Col2 163 0.00 1.32 Col2 164 0.00 1.32 Col2 165 0.00 1.32 Col2 166 0.00 1.32 Col2 167 0.00 1.32 Col2 168 0.00 1.32 Col2 169 0.00 1.32 Col2 170 0.00 1.32 Col2 171 0.00 1.32 Col2 172 0.00 1.32 Col2 173 0.00 1.32 Col2 174 0.00 1.32 Col2 175 0.00 1.32 Col2 176 0.00 1.32 Col2 177 0.00 1.32 Col3 94 0.00 1.32 Col3 95 0.00 1.32 Col3 96 0.00 1.32 Col3 97 0.00 1.32 Col3 98 0.00 1.32 Page 58 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col3 99 0.00 1.32 Col3 100 0.00 1.32 Col3 101 0.00 1.32 Col3 102 0.00 1.32 Col3 103 -0.35 1.32 Col3 104 -0.35 1.32 Col3 105 0.38 1.32 Col3 106 0.38 1.32 Col3 107 0.38 1.32 Col3 108 0.38 1.32 Col3 109 0.38 1.32 Col3 110 0.38 1.32 Col3 111 0.28 1.32 Col3 112 0.28 1.32 Col3 113 0.28 1.32 Col3 114 0.28 1.32 Col3 115 0.28 1.32 Col3 116 0.28 1.32 Col3 117 0.28 1.32 Col3 118 0.28 1.32 Col3 119 0.28 1.32 Col3 120 0.28 1.32 Col3 121 0.28 1.32 Col3 122 0.28 1.32 Col3 123 0.28 1.32 Col3 124 0.28 1.32 Col3 125 0.28 1.32 Col3 126 0.28 1.32 Col3 127 -0.35 1.32 Col3 128 -0.35 1.32 Col3 129 0.38 1.32 Col3 130 0.38 1.32 Col3 131 0.38 1.32 Col3 132 0.38 1.32 Col3 133 0.38 1.32 Col3 134 0.38 1.32 Col3 135 0.00 1.32 Col3 136 0.00 1.32 Col3 137 0.00 1.32 Col3 138 0.00 1.32 Col3 139 0.00 1.32 Col3 140 0.00 1.32 Col3 141 0.00 1.32 Col3 142 0.00 1.32 Col3 143 0.00 1.32 Col3 144 0.00 1.32 Col3 145 0.28 1.32 Col3 146 0.28 1.32 Col3 147 0.28 1.32 Col3 148 0.28 1.32 Col3 149 0.03 1.32 Col3 150 -0.03 1.32 Col3 151 0.00 1.32 Col3 152 0.00 1.32 Page 59 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col3 153 0.28 1.32 Col3 154 0.28 1.32 Col3 155 0.28 1.32 Col3 156 0.28 1.32 Col3 157 0.00 1.32 Col3 158 0.00 1.32 Col3 159 0.00 1.32 Col3 160 0.00 1.32 Col3 161 0.00 1.32 Col3 162 0.00 1.32 Col3 163 0.00 1.32 Col3 164 0.00 1.32 Col3 165 0.00 1.32 Col3 166 0.00 1.32 Col3 167 0.00 1.32 Col3 168 0.00 1.32 Col3 169 0.00 1.32 Col3 170 0.00 1.32 Col3 171 0.00 1.32 Col3 172 0.00 1.32 Col3 173 0.00 1.32 Col3 174 0.00 1.32 Col3 175 0.00 1.32 Col3 176 0.00 1.32 Col3 177 0.00 1.32 Col4 94 0.00 1.10 Col4 95 0.00 1.10 Col4 96 0.00 1.10 Col4 97 0.00 1.10 Col4 98 0.00 1.10 Col4 99 0.00 1.10 Col4 100 0.00 1.10 Col4 101 0.00 1.10 Col4 102 0.00 1.10 Col4 103 -0.06 1.10 Col4 104 -0.06 1.10 Col4 105 0.07 1.10 Col4 106 0.07 1.10 Col4 107 0.07 1.10 Col4 108 0.07 1.10 Col4 109 0.07 1.10 Col4 110 0.07 1.10 Col4 111 0.05 1.10 Col4 112 0.05 1.10 Col4 113 0.05 1.10 Col4 114 0.05 1.10 Col4 115 0.05 1.10 Col4 116 0.05 1.10 Col4 117 0.05 1.10 Col4 118 0.05 1.10 Col4 119 0.05 1.10 Col4 120 0.05 1.10 Col4 121 0.05 1.10 Col4 122 0.05 1.10 Page 60 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col4 123 0.05 1.10 Col4 124 0.05 1.10 Col4 125 0.05 1.10 Col4 126 0.05 1.10 Col4 127 -0.06 1.10 Col4 128 -0.06 1.10 Col4 129 0.07 1.10 Col4 130 0.07 1.10 Col4 131 0.07 1.10 Col4 132 0.07 1.10 Col4 133 0.07 1.10 Col4 134 0.07 1.10 Col4 135 0.00 1.10 Col4 136 0.00 1.10 Col4 137 0.00 1.10 Col4 138 0.00 1.10 Col4 139 0.00 1.10 Col4 140 0.00 1.10 Col4 141 0.00 1.10 Col4 142 0.00 1.10 Col4 143 0.00 1.10 Col4 144 0.00 1.10 Col4 145 0.05 1.10 Col4 146 0.05 1.10 Col4 147 0.05 1.10 Col4 148 0.05 1.10 Col4 149 0.00 1.10 Col4 150 0.00 1.10 Col4 151 0.00 1.10 Col4 152 0.00 1.10 Col4 153 0.05 1.10 Col4 154 0.05 1.10 Col4 155 0.05 1.10 Col4 156 0.05 1.10 Col4 157 0.00 1.10 Col4 158 0.00 1.10 Col4 159 0.00 1.10 Col4 160 0.00 1.10 Col4 161 0.00 1.10 Col4 162 0.00 1.10 Col4 163 0.00 1.10 Col4 164 0.00 1.10 Col4 165 0.00 1.10 Col4 166 0.00 1.10 Col4 167 0.00 1.10 Col4 168 0.00 1.10 Col4 169 0.00 1.10 Col4 170 0.00 1.10 Col4 171 0.00 1.10 Col4 172 0.00 1.10 Col4 173 0.00 1.10 Col4 174 0.00 1.10 Col4 175 0.00 1.10 Col4 176 0.00 1.10 Page 61 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col4 177 0.00 1.10 RAFTER DEFLECTIONS: ------------------- Load Deflection(in) Id Id Calc Limit ----- ---- ------ ------ Raf1 94 -0.51 1.41 Raf1 95 -0.13 1.41 Raf1 96 -0.61 1.41 Raf1 97 -0.61 1.41 Raf1 98 -0.61 1.41 Raf1 99 -0.42 1.41 Raf1 100 -0.49 1.41 Raf1 101 -0.49 1.41 Raf1 102 -0.49 1.41 Raf1 103 -0.06 1.41 Raf1 104 -0.03 1.41 Raf1 105 -0.06 1.41 Raf1 106 -0.03 1.41 Raf1 107 0.04 1.41 Raf1 108 -0.06 1.41 Raf1 109 0.04 1.41 Raf1 110 -0.05 1.41 Raf1 111 -0.34 1.41 Raf1 112 -0.40 1.41 Raf1 113 -0.41 1.41 Raf1 114 -0.39 1.41 Raf1 115 -0.41 1.41 Raf1 116 -0.48 1.41 Raf1 117 -0.48 1.41 Raf1 118 -0.47 1.41 Raf1 119 -0.41 1.41 Raf1 120 -0.48 1.41 Raf1 121 -0.48 1.41 Raf1 122 -0.47 1.41 Raf1 123 -0.41 1.41 Raf1 124 -0.48 1.41 Raf1 125 -0.48 1.41 Raf1 126 -0.47 1.41 Raf1 127 -0.03 1.41 Raf1 128 0.01 0.70 Raf1 129 -0.03 1.41 Raf1 130 0.01 0.70 Raf1 131 0.07 1.41 Raf1 132 -0.03 1.41 Raf1 133 0.07 1.41 Raf1 134 -0.02 1.41 Raf1 135 -0.06 1.41 Raf1 136 -0.23 1.41 Raf1 137 -0.36 1.41 Raf1 138 -0.49 1.41 Raf1 139 -0.07 1.41 Raf1 140 -0.20 1.41 Page 62 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Raf1 141 0.05 1.41 Raf1 142 -0.12 1.41 Raf1 143 -0.57 1.41 Raf1 144 -0.46 1.41 Raf1 145 -0.38 1.41 Raf1 146 -0.46 1.41 Raf1 147 -0.38 1.41 Raf1 148 -0.45 1.41 Raf1 149 -0.14 1.41 Raf1 150 -0.14 1.41 Raf1 151 -0.57 1.41 Raf1 152 -0.46 1.41 Raf1 153 -0.38 1.41 Raf1 154 -0.46 1.41 Raf1 155 -0.38 1.41 Raf1 156 -0.45 1.41 Raf1 157 0.07 1.41 Raf1 158 -0.03 1.41 Raf1 159 0.07 1.41 Raf1 160 -0.02 1.41 Raf1 161 -0.04 1.41 Raf1 162 -0.34 1.41 Raf1 163 -0.41 1.41 Raf1 164 -0.34 1.41 Raf1 165 -0.40 1.41 Raf1 166 -0.41 1.41 Raf1 167 -0.41 1.41 Raf1 168 -0.41 1.41 Raf1 169 -0.49 1.41 Raf1 170 -0.49 1.41 Raf1 171 -0.49 1.41 Raf1 172 -0.41 1.41 Raf1 173 -0.41 1.41 Raf1 174 -0.41 1.41 Raf1 175 -0.48 1.41 Raf1 176 -0.48 1.41 Raf1 177 -0.48 1.41 Raf2 94 -0.51 1.41 Raf2 95 -0.13 1.41 Raf2 96 -0.61 1.41 Raf2 97 -0.61 1.41 Raf2 98 -0.61 1.41 Raf2 99 -0.42 1.41 Raf2 100 -0.49 1.41 Raf2 101 -0.49 1.41 Raf2 102 -0.49 1.41 Raf2 103 -0.06 1.41 Raf2 104 -0.03 1.41 Raf2 105 -0.06 1.41 Raf2 106 -0.03 1.41 Raf2 107 0.04 1.41 Raf2 108 -0.06 1.41 Raf2 109 0.04 1.41 Raf2 110 -0.05 1.41 Page 63 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Raf2 111 -0.34 1.41 Raf2 112 -0.40 1.41 Raf2 113 -0.41 1.41 Raf2 114 -0.39 1.41 Raf2 115 -0.41 1.41 Raf2 116 -0.48 1.41 Raf2 117 -0.48 1.41 Raf2 118 -0.47 1.41 Raf2 119 -0.41 1.41 Raf2 120 -0.48 1.41 Raf2 121 -0.48 1.41 Raf2 122 -0.47 1.41 Raf2 123 -0.41 1.41 Raf2 124 -0.48 1.41 Raf2 125 -0.48 1.41 Raf2 126 -0.47 1.41 Raf2 127 -0.03 1.41 Raf2 128 0.01 0.70 Raf2 129 -0.03 1.41 Raf2 130 0.01 0.70 Raf2 131 0.07 1.41 Raf2 132 -0.03 1.41 Raf2 133 0.07 1.41 Raf2 134 -0.02 1.41 Raf2 135 -0.06 1.41 Raf2 136 -0.23 1.41 Raf2 137 -0.36 1.41 Raf2 138 -0.49 1.41 Raf2 139 -0.07 1.41 Raf2 140 -0.20 1.41 Raf2 141 0.05 1.41 Raf2 142 -0.12 1.41 Raf2 143 -0.57 1.41 Raf2 144 -0.46 1.41 Raf2 145 -0.38 1.41 Raf2 146 -0.46 1.41 Raf2 147 -0.38 1.41 Raf2 148 -0.45 1.41 Raf2 149 -0.14 1.41 Raf2 150 -0.14 1.41 Raf2 151 -0.57 1.41 Raf2 152 -0.46 1.41 Raf2 153 -0.38 1.41 Raf2 154 -0.46 1.41 Raf2 155 -0.38 1.41 Raf2 156 -0.45 1.41 Raf2 157 0.07 1.41 Raf2 158 -0.03 1.41 Raf2 159 0.07 1.41 Raf2 160 -0.02 1.41 Raf2 161 -0.04 1.41 Raf2 162 -0.34 1.41 Raf2 163 -0.41 1.41 Raf2 164 -0.34 1.41 Page 64 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Raf2 165 -0.40 1.41 Raf2 166 -0.41 1.41 Raf2 167 -0.41 1.41 Raf2 168 -0.41 1.41 Raf2 169 -0.49 1.41 Raf2 170 -0.49 1.41 Raf2 171 -0.49 1.41 Raf2 172 -0.41 1.41 Raf2 173 -0.41 1.41 Raf2 174 -0.41 1.41 Raf2 175 -0.48 1.41 Raf2 176 -0.48 1.41 Raf2 177 -0.48 1.41 UNBRACED LENGTH: ---------------- Major --Minor(ft)-- ----KL/R---- Id (ft) Bend Axial Major Minor ------ ------ ------ ------ ----- ----- Col1 16.5 7.3 7.3 61 105 Col2 19.8 7.3 7.3 74 105 Col3 19.8 7.3 7.3 74 105 Col4 16.5 7.3 7.3 61 105 ------ ------ ------ ------ ----- ----- Raf1 21.1 14.9 4.0 79 57 Raf2 21.1 14.3 4.0 79 57 LOAD COMBINATIONS: ------------------ Strength Combinations 1 - Dead+Collateral+Live 2 - Dead+Collateral 3 - Dead+Collateral+Snow 4 - Dead+Collateral+Snow+Snow_Drift 5 - Dead+Collateral+Snow+Slide_Snow 6 - Dead+Collateral+0.75Live 7 - Dead+Collateral+0.75Snow 8 - Dead+Collateral+0.75Snow+0.75Snow_Drift 9 - Dead+Collateral+0.75Snow+0.75Slide_Snow 10 - Dead+0.6Wind_Pressure+0.6Wind_Long1 11 - Dead+0.6Wind_Pressure+0.6Wind_Long2 12 - Dead+0.6Wind_Suction+0.6Wind_Long1 13 - Dead+0.6Wind_Suction+0.6Wind_Long2 14 - Dead+0.6Wind_Left1+0.6Wind_Suction 15 - Dead+0.6Wind_Right1+0.6Wind_Suction 16 - Dead+0.6Wind_Left2+0.6Wind_Suction 17 - Dead+0.6Wind_Right2+0.6Wind_Suction 18 - Dead+Collateral+0.75Live+0.45Wind_Left2+0.45Wind_Suction 19 - Dead+Collateral+0.75Live+0.45Wind_Right2+0.45Wind_Suction 20 - Dead+Collateral+0.75Live+0.45Wind_Suction+0.45Wind_Long1 21 - Dead+Collateral+0.75Live+0.45Wind_Suction+0.45Wind_Long2 22 - Dead+Collateral+0.75Snow+0.45Wind_Left2+0.45Wind_Suction Page 65 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 23 - Dead+Collateral+0.75Snow+0.45Wind_Right2+0.45Wind_Suction 24 - Dead+Collateral+0.75Snow+0.45Wind_Suction+0.45Wind_Long1 25 - Dead+Collateral+0.75Snow+0.45Wind_Suction+0.45Wind_Long2 26 - Dead+Collateral+0.75Snow+0.45Wind_Left2+0.45Wind_Suction+0.75Snow_Drift 27 - Dead+Collateral+0.75Snow+0.45Wind_Right2+0.45Wind_Suction+0.75Snow_Drift 28 - Dead+Collateral+0.75Snow+0.45Wind_Suction+0.45Wind_Long1+0.75Snow_Drift 29 - Dead+Collateral+0.75Snow+0.45Wind_Suction+0.45Wind_Long2+0.75Snow_Drift 30 - Dead+Collateral+0.75Snow+0.45Wind_Left2+0.45Wind_Suction+0.75Slide_Snow 31 - Dead+Collateral+0.75Snow+0.45Wind_Right2+0.45Wind_Suction+0.75Slide_Snow 32 - Dead+Collateral+0.75Snow+0.45Wind_Suction+0.45Wind_Long1+0.75Slide_Snow 33 - Dead+Collateral+0.75Snow+0.45Wind_Suction+0.45Wind_Long2+0.75Slide_Snow 34 - 0.6Dead+0.6Wind_Pressure+0.6Wind_Long1 35 - 0.6Dead+0.6Wind_Pressure+0.6Wind_Long2 36 - 0.6Dead+0.6Wind_Suction+0.6Wind_Long1 37 - 0.6Dead+0.6Wind_Suction+0.6Wind_Long2 38 - 0.6Dead+0.6Wind_Left1+0.6Wind_Suction 39 - 0.6Dead+0.6Wind_Right1+0.6Wind_Suction 40 - 0.6Dead+0.6Wind_Left2+0.6Wind_Suction 41 - 0.6Dead+0.6Wind_Right2+0.6Wind_Suction 42 - 1.11Dead+1.11Collateral+0.7Seismic_L 43 - 1.11Dead+1.11Collateral+0.7Seismic_R 44 - 1.08Dead+1.08Collateral+0.75Live+0.53Seismic_L 45 - 1.08Dead+1.08Collateral+0.75Live+0.53Seismic_R 46 - 1.08Dead+1.08Collateral+0.53Seismic_L 47 - 1.08Dead+1.08Collateral+0.53Seismic_R 48 - 0.49Dead+0.7Seismic_L 49 - 0.49Dead+0.7Seismic_R 50 - Dead+Collateral+E1UNB_SL_L 51 - Dead+Collateral+0.75E1UNB_SL_L 52 - Dead+Collateral+0.45Wind_Left1+0.45Wind_Suction+0.75E1UNB_SL_L 53 - Dead+Collateral+0.45Wind_Right1+0.45Wind_Suction+0.75E1UNB_SL_L 54 - Dead+Collateral+0.45Wind_Left2+0.45Wind_Suction+0.75E1UNB_SL_L 55 - Dead+Collateral+0.45Wind_Right2+0.45Wind_Suction+0.75E1UNB_SL_L 56 - 1.08Dead+1.08Collateral+0.52Seismic_Long 57 - 1.08Dead+1.08Collateral-0.52Seismic_Long 58 - Dead+Collateral+E1UNB_SL_R 59 - Dead+Collateral+0.75E1UNB_SL_R 60 - Dead+Collateral+0.45Wind_Left1+0.45Wind_Suction+0.75E1UNB_SL_R 61 - Dead+Collateral+0.45Wind_Right1+0.45Wind_Suction+0.75E1UNB_SL_R 62 - Dead+Collateral+0.45Wind_Left2+0.45Wind_Suction+0.75E1UNB_SL_R 63 - Dead+Collateral+0.45Wind_Right2+0.45Wind_Suction+0.75E1UNB_SL_R 64 - 0.6Dead+0.6Wind_Left1 65 - 0.6Dead+0.6Wind_Right1 66 - 0.6Dead+0.6Wind_Left2 67 - 0.6Dead+0.6Wind_Right2 68 - 0.6Dead+0.6Wind_Long1 69 - 0.6Dead+0.6Wind_Long2 70 - Dead+Collateral+0.75Live+0.45Wind_Left1 71 - Dead+Collateral+0.75Live+0.45Wind_Right1 72 - Dead+Collateral+0.75Live+0.45Wind_Left2 73 - Dead+Collateral+0.75Live+0.45Wind_Right2 74 - Dead+Collateral+0.75Live+0.45Wind_Long1 75 - Dead+Collateral+0.75Live+0.45Wind_Long2 76 - Dead+Collateral+0.75Snow+0.45Wind_Left1 Page 66 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 77 - Dead+Collateral+0.75Snow+0.45Wind_Left1+0.75Snow_Drift 78 - Dead+Collateral+0.75Snow+0.45Wind_Left1+0.75Slide_Snow 79 - Dead+Collateral+0.75Snow+0.45Wind_Right1 80 - Dead+Collateral+0.75Snow+0.45Wind_Right1+0.75Snow_Drift 81 - Dead+Collateral+0.75Snow+0.45Wind_Right1+0.75Slide_Snow 82 - Dead+Collateral+0.75Snow+0.45Wind_Left2 83 - Dead+Collateral+0.75Snow+0.45Wind_Left2+0.75Snow_Drift 84 - Dead+Collateral+0.75Snow+0.45Wind_Left2+0.75Slide_Snow 85 - Dead+Collateral+0.75Snow+0.45Wind_Right2 86 - Dead+Collateral+0.75Snow+0.45Wind_Right2+0.75Snow_Drift 87 - Dead+Collateral+0.75Snow+0.45Wind_Right2+0.75Slide_Snow 88 - Dead+Collateral+0.75Snow+0.45Wind_Long1 89 - Dead+Collateral+0.75Snow+0.45Wind_Long2 90 - Dead+Collateral+0.75Snow+0.45Wind_Long1+0.75Snow_Drift 91 - Dead+Collateral+0.75Snow+0.45Wind_Long2+0.75Snow_Drift 92 - Dead+Collateral+0.75Snow+0.45Wind_Long1+0.75Slide_Snow 93 - Dead+Collateral+0.75Snow+0.45Wind_Long2+0.75Slide_Snow Deflection Combinations 94 - Dead+Collateral+Live 95 - Dead+Collateral 96 - Dead+Collateral+Snow 97 - Dead+Collateral+Snow+Snow_Drift 98 - Dead+Collateral+Snow+Slide_Snow 99 - Dead+Collateral+0.75Live 100 - Dead+Collateral+0.75Snow 101 - Dead+Collateral+0.75Snow+0.75Snow_Drift 102 - Dead+Collateral+0.75Snow+0.75Slide_Snow 103 - Dead+0.38Wind_Pressure+0.38Wind_Long1 104 - Dead+0.38Wind_Pressure+0.38Wind_Long2 105 - Dead+0.38Wind_Suction+0.38Wind_Long1 106 - Dead+0.38Wind_Suction+0.38Wind_Long2 107 - Dead+0.38Wind_Left1+0.38Wind_Suction 108 - Dead+0.38Wind_Right1+0.38Wind_Suction 109 - Dead+0.38Wind_Left2+0.38Wind_Suction 110 - Dead+0.38Wind_Right2+0.38Wind_Suction 111 - Dead+Collateral+0.75Live+0.28Wind_Left2+0.28Wind_Suction 112 - Dead+Collateral+0.75Live+0.28Wind_Right2+0.28Wind_Suction 113 - Dead+Collateral+0.75Live+0.28Wind_Suction+0.28Wind_Long1 114 - Dead+Collateral+0.75Live+0.28Wind_Suction+0.28Wind_Long2 115 - Dead+Collateral+0.75Snow+0.28Wind_Left2+0.28Wind_Suction 116 - Dead+Collateral+0.75Snow+0.28Wind_Right2+0.28Wind_Suction 117 - Dead+Collateral+0.75Snow+0.28Wind_Suction+0.28Wind_Long1 118 - Dead+Collateral+0.75Snow+0.28Wind_Suction+0.28Wind_Long2 119 - Dead+Collateral+0.75Snow+0.28Wind_Left2+0.28Wind_Suction+0.75Snow_Drift 120 - Dead+Collateral+0.75Snow+0.28Wind_Right2+0.28Wind_Suction+0.75Snow_Drift 121 - Dead+Collateral+0.75Snow+0.28Wind_Suction+0.28Wind_Long1+0.75Snow_Drift 122 - Dead+Collateral+0.75Snow+0.28Wind_Suction+0.28Wind_Long2+0.75Snow_Drift 123 - Dead+Collateral+0.75Snow+0.28Wind_Left2+0.28Wind_Suction+0.75Slide_Snow 124 - Dead+Collateral+0.75Snow+0.28Wind_Right2+0.28Wind_Suction+0.75Slide_Snow 125 - Dead+Collateral+0.75Snow+0.28Wind_Suction+0.28Wind_Long1+0.75Slide_Snow 126 - Dead+Collateral+0.75Snow+0.28Wind_Suction+0.28Wind_Long2+0.75Slide_Snow 127 - 0.6Dead+0.38Wind_Pressure+0.38Wind_Long1 128 - 0.6Dead+0.38Wind_Pressure+0.38Wind_Long2 129 - 0.6Dead+0.38Wind_Suction+0.38Wind_Long1 Page 67 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 130 - 0.6Dead+0.38Wind_Suction+0.38Wind_Long2 131 - 0.6Dead+0.38Wind_Left1+0.38Wind_Suction 132 - 0.6Dead+0.38Wind_Right1+0.38Wind_Suction 133 - 0.6Dead+0.38Wind_Left2+0.38Wind_Suction 134 - 0.6Dead+0.38Wind_Right2+0.38Wind_Suction 135 - 1.11Dead+1.11Collateral+0.7Seismic_L 136 - 1.11Dead+1.11Collateral+0.7Seismic_R 137 - 1.08Dead+1.08Collateral+0.75Live+0.53Seismic_L 138 - 1.08Dead+1.08Collateral+0.75Live+0.53Seismic_R 139 - 1.08Dead+1.08Collateral+0.53Seismic_L 140 - 1.08Dead+1.08Collateral+0.53Seismic_R 141 - 0.49Dead+0.7Seismic_L 142 - 0.49Dead+0.7Seismic_R 143 - Dead+Collateral+E1UNB_SL_L 144 - Dead+Collateral+0.75E1UNB_SL_L 145 - Dead+Collateral+0.28Wind_Left1+0.28Wind_Suction+0.75E1UNB_SL_L 146 - Dead+Collateral+0.28Wind_Right1+0.28Wind_Suction+0.75E1UNB_SL_L 147 - Dead+Collateral+0.28Wind_Left2+0.28Wind_Suction+0.75E1UNB_SL_L 148 - Dead+Collateral+0.28Wind_Right2+0.28Wind_Suction+0.75E1UNB_SL_L 149 - 1.08Dead+1.08Collateral+0.52Seismic_Long 150 - 1.08Dead+1.08Collateral-0.52Seismic_Long 151 - Dead+Collateral+E1UNB_SL_R 152 - Dead+Collateral+0.75E1UNB_SL_R 153 - Dead+Collateral+0.28Wind_Left1+0.28Wind_Suction+0.75E1UNB_SL_R 154 - Dead+Collateral+0.28Wind_Right1+0.28Wind_Suction+0.75E1UNB_SL_R 155 - Dead+Collateral+0.28Wind_Left2+0.28Wind_Suction+0.75E1UNB_SL_R 156 - Dead+Collateral+0.28Wind_Right2+0.28Wind_Suction+0.75E1UNB_SL_R 157 - 0.6Dead+0.38Wind_Left1 158 - 0.6Dead+0.38Wind_Right1 159 - 0.6Dead+0.38Wind_Left2 160 - 0.6Dead+0.38Wind_Right2 161 - 0.6Dead 162 - Dead+Collateral+0.75Live+0.28Wind_Left1 163 - Dead+Collateral+0.75Live+0.28Wind_Right1 164 - Dead+Collateral+0.75Live+0.28Wind_Left2 165 - Dead+Collateral+0.75Live+0.28Wind_Right2 166 - Dead+Collateral+0.75Snow+0.28Wind_Left1 167 - Dead+Collateral+0.75Snow+0.28Wind_Left1+0.75Snow_Drift 168 - Dead+Collateral+0.75Snow+0.28Wind_Left1+0.75Slide_Snow 169 - Dead+Collateral+0.75Snow+0.28Wind_Right1 170 - Dead+Collateral+0.75Snow+0.28Wind_Right1+0.75Snow_Drift 171 - Dead+Collateral+0.75Snow+0.28Wind_Right1+0.75Slide_Snow 172 - Dead+Collateral+0.75Snow+0.28Wind_Left2 173 - Dead+Collateral+0.75Snow+0.28Wind_Left2+0.75Snow_Drift 174 - Dead+Collateral+0.75Snow+0.28Wind_Left2+0.75Slide_Snow 175 - Dead+Collateral+0.75Snow+0.28Wind_Right2 176 - Dead+Collateral+0.75Snow+0.28Wind_Right2+0.75Snow_Drift 177 - Dead+Collateral+0.75Snow+0.28Wind_Right2+0.75Slide_Snow ================================================================================ 22705 Wall 1 - Rafter Splice Design 2/28/23 11:40am ================================================================================ DESIGN CONSTANTS: Page 68 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 ----------------- Plate Yield = 36.00(ksi ) Bolt Type = A325 Bolt Shear Stress = 27.00(ksi ) Bolt Tension Stress = 45.00(ksi ) PLATE SIZE: ----------- -Surface- Rafter ---Plate--- ---------------Bolts--------------- Id Type Id Locate Depth Width Thick Dia Gage RowT SpaceT RowB SpaceB ------ ---- -- ------ ------ ----- ----- ----- ----- ---- ------ ---- ------ Spl1 M 3 0.0 7.89 7.00 0.375 0.625 3.00 2 3.00 2 3.00 PLATE REACTIONS: ---------------- Load Axial Shear Moment Id Side Id (k ) (k ) (f-k ) ------ ---- ---- ----- ----- ------ Spl1 Top 40 0.52 0.25 2.30 Bot 3 0.03 0.09 -9.80 WELDS: ------ -Top_Flange_To_Plate- -Bot_Flange_To_Plate- -----Web_To_Plate---- Shear(k/in ) Shear(k/in ) Shear(k/in ) Id Size Typ Calc Limit Size Typ Calc Limit Size Typ Calc Limit ------ ----- --- ----- ----- ----- --- ----- ----- ----- --- ----- ----- Spl1 0.125 F2 0.36 2.79 0.125 F2 1.54 2.79 0.125 F1 0.03 1.86 LOAD COMBINATIONS: ------------------ 3 - Dead+Collateral+Snow 40 - 0.6Dead+0.6Wind_Left2+0.6Wind_Suction ================================================================================ 22705 Wall 1 - Base Plate Design 2/28/23 11:40am ================================================================================ DESIGN CONSTANTS: ----------------- Base Plate Yield = 36.00(ksi ) Concrete Bearing = 1.05(ksi ) Bolt Type = A307 Bolt Shear Stress = 13.50(ksi ) Bolt Tension Stress = 22.50(ksi ) BASE SIZE: ---------- -----Base(in)---- --Plate_Size(in)-- ------Bolts(in)------ Req Req Id Type Depth Elev Width Thick Length Dia Row Space Gage Thick Dia ----- ---- ----- ----- ----- ----- ------ ----- --- ----- ----- ----- ----- Page 69 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col1 S3 7.89 0.0 5.00 0.250 8.00 0.625 2 3.00 3.00 0.130 0.108 Col2 S3 7.89 0.0 5.00 0.250 8.00 0.625 2 3.00 3.00 0.211 0.187 Col3 S3 7.89 0.0 5.00 0.375 8.00 0.625 2 3.00 3.00 0.320 0.250 Col4 S3 7.89 0.0 5.00 0.375 8.00 0.625 2 3.00 3.00 0.277 0.217 S3 - Welded Plate BASE REACTIONS: --------------- Max_Tension+Shear Max_Shear+Tension --Max_Comp- Tens Shear -Max_Shear- Shear Tens Id Load Fy(k ) Load Fy(k ) Fx(k ) Load Fx(k ) Load Fx(k ) Fy(k ) ------ ---- ------ ---- ------ ------ ---- ------ ---- ------ ------ Col1 3 1.25 36 -0.76 0.51 12 0.51 36 0.51 -0.76 Col2 50 8.11 38 -1.97 1.53 12 1.53 38 1.53 -1.97 Col3 45 8.16 38 -4.55 2.21 38 2.21 38 2.21 -4.55 Col4 42 4.51 39 -3.41 1.67 49 1.74 49 1.74 -3.36 WELDS: ------ -Top_Flange_To_Plate- -Bot_Flange_To_Plate- -----Web_To_Plate---- Shear(k/in ) Shear(k/in ) Shear(k/in ) Id Size Typ Calc Limit Size Typ Calc Limit Size Typ Calc Limit ------ ----- --- ----- ----- ----- --- ----- ----- ----- --- ----- ----- Col1 0.125 F1 0.10 2.79 0.125 F1 0.10 2.79 0.125 F1 0.07 1.86 Col2 0.125 F1 0.25 2.79 0.125 F1 0.25 2.79 0.125 F1 0.20 1.86 Col3 0.125 F1 0.58 2.79 0.125 F1 0.58 2.79 0.125 F1 0.30 1.86 Col4 0.125 F1 0.43 2.79 0.125 F1 0.43 2.79 0.125 F1 0.23 1.86 LOAD COMBINATIONS: ------------------ 3 - Dead+Collateral+Snow 12 - Dead+0.6Wind_Suction+0.6Wind_Long1 36 - 0.6Dead+0.6Wind_Suction+0.6Wind_Long1 38 - 0.6Dead+0.6Wind_Left1+0.6Wind_Suction 39 - 0.6Dead+0.6Wind_Right1+0.6Wind_Suction 42 - 1.11Dead+1.11Collateral+0.7Seismic_L 45 - 1.08Dead+1.08Collateral+0.75Live+0.53Seismic_R 49 - 0.49Dead+0.7Seismic_R 50 - Dead+Collateral+E1UNB_SL_L ================================================================================ 22705 Wall 1 - Bypass Girt Layout 2/28/23 11:40am ================================================================================ GIRT LAYOUT: ------------ Des Bay Bay_Offset Design ---Extend-- ----Max_Load--- Locate Id Id Part Start End Length Left Right Weight Id UC Report Rot ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 7.33 1 1 8X25Z16 0.00 10.67 10.33 0.00 0.00 29.8 WS 0.27 Moment D 2 8X25Z16 0.00 2.00 1.67 0.00 0.00 4.8 WS 0.33 Mom+Shr D Page 70 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 2 2 8X25Z16 18.00 20.00 1.67 0.00 0.00 4.8 WS 0.33 Mom+Shr D 3 8X25Z16 0.00 10.67 10.33 0.00 0.00 29.8 WS 0.27 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 13.08 3 1 8X25Z16 0.00 10.67 10.33 0.00 0.00 29.8 WS 0.24 Mom+Shr D 2 8X25Z16 0.00 2.00 1.67 0.00 0.00 4.8 WS 0.29 Mom+Shr D 4 2 8X25Z16 18.00 20.00 1.67 0.00 0.00 4.8 WS 0.29 Mom+Shr D 3 8X25Z16 0.00 10.67 10.33 0.00 0.00 29.8 WS 0.24 Mom+Shr D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 18.83 5 1 8X25Z16 5.84 10.67 4.83 0.00 0.88 16.4 WS 0.26 Moment D 2 8X25Z16 0.00 20.00 20.00 0.88 0.88 62.6 WS 0.27 Mom+Shr D 3 8X25Z16 0.00 4.83 4.83 0.88 0.00 16.4 WS 0.26 Moment D WS - 0.6Wind_Suction GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 2 3 --- --- --- 0 0 0 ================================================================================ 22705 Wall 1 - Girt Design 1 (Locate 7.33) 2/28/23 11:40am ================================================================================ GIRT LAYOUT: ------------ Available Reduction Bay Design --Lap(ft)-- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- 1 8X25Z16 7.3333 10.33 6.29 0 29.8 0.65 0.65 2 8X25Z16 7.3333 1.67 6.29 0 4.8 0.65 0.65 ------ 34.6 LOAD ID - 0.6Wind_Pressure: --------------------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.23 -0.40 0.00 -0.42 3.71 0.92 2 0.60 0.50 0.92 0.44 0.83 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RSup -0.40 2.5 0.16 RSup 0.92 3.70 0.25 RSup 0.25 -0.02 Page 71 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 2 LSup 0.60 2.5 0.24 LSup 0.92 3.70 0.25 LSup 0.30 0.00 LOAD ID - 0.6Wind_Suction: --------------------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.26 0.44 0.00 0.47 3.13 -0.99 2 -0.65 -0.54 -0.99 -0.47 0.83 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RSup 0.44 2.5 0.17 RSup -0.99 3.70 0.27 RSup 0.27 0.02 2 LSup -0.65 2.5 0.25 LSup -0.99 3.70 0.27 LSup 0.33 0.00 DEFLECTION (Working Load): -------------------------- Span Wind_Pressure Wind_Suction Seis_Pressure Seis_Suction Id Calc Limit Calc Limit Calc Limit Calc Limit ---- ------ ----- ------ ----- ----- ----- ----- ----- 1 -0.05 1.38 0.05 1.38 2 0.00 0.00 ================================================================================ 22705 Wall 1 - Girt Design 2 (Locate 7.33) 2/28/23 11:40am ================================================================================ GIRT LAYOUT: ------------ Available Reduction Bay Design --Lap(ft)-- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- 2 8X25Z16 7.3333 1.67 6.29 0 4.8 0.65 0.65 3 8X25Z16 7.3333 10.33 6.29 0 29.8 0.65 0.65 ------ 34.6 LOAD ID - 0.6Wind_Pressure: --------------------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Page 72 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 -0.50 -0.60 0.00 0.86 0.83 0.92 3 0.40 -0.22 0.92 -0.41 6.64 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 2 RSup -0.60 2.5 0.24 RSup 0.92 3.70 0.25 RSup 0.30 0.00 3 LSup 0.40 2.5 0.16 LSup 0.92 3.70 0.25 LSup 0.25 -0.02 LOAD ID - 0.6Wind_Suction: --------------------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 0.54 0.65 0.00 -0.92 0.83 -0.99 3 -0.43 0.25 -0.99 0.46 6.52 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 2 RSup 0.65 2.5 0.25 RSup -0.99 3.70 0.27 RSup 0.33 0.00 3 LSup -0.43 2.5 0.17 LSup -0.99 3.70 0.27 LSup 0.27 0.02 DEFLECTION (Working Load): -------------------------- Span Wind_Pressure Wind_Suction Seis_Pressure Seis_Suction Id Calc Limit Calc Limit Calc Limit Calc Limit ---- ------ ----- ------ ----- ----- ----- ----- ----- 2 0.00 0.00 3 -0.04 1.38 0.04 1.38 ================================================================================ 22705 Wall 1 - Girt Design 3 (Locate 13.08) 2/28/23 11:40am ================================================================================ GIRT LAYOUT: ------------ Available Reduction Bay Design --Lap(ft)-- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- Page 73 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 1 8X25Z16 13.0833 10.33 5.75 0 29.8 0.65 0.65 2 8X25Z16 13.0833 1.67 5.75 0 4.8 0.65 0.65 ------ 34.6 LOAD ID - 0.6Wind_Pressure: --------------------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.21 -0.36 0.00 -0.39 3.74 0.81 2 0.53 0.44 0.81 0.39 0.83 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RSup -0.36 2.5 0.14 RSup 0.81 3.70 0.22 RSup 0.22 -0.02 2 LSup 0.53 2.5 0.21 LSup 0.81 3.70 0.22 LSup 0.27 0.00 LOAD ID - 0.6Wind_Suction: --------------------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.23 0.39 0.00 0.43 3.86 -0.87 2 -0.57 -0.47 -0.87 -0.42 0.83 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RSup 0.39 2.5 0.15 RSup -0.87 3.70 0.24 RSup 0.24 0.02 2 LSup -0.57 2.5 0.22 LSup -0.87 3.70 0.24 LSup 0.29 0.00 DEFLECTION (Working Load): -------------------------- Span Wind_Pressure Wind_Suction Seis_Pressure Seis_Suction Id Calc Limit Calc Limit Calc Limit Calc Limit ---- ------ ----- ------ ----- ----- ----- ----- ----- 1 -0.04 1.38 0.04 1.38 2 0.00 0.00 Page 74 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 ================================================================================ 22705 Wall 1 - Girt Design 4 (Locate 13.08) 2/28/23 11:40am ================================================================================ GIRT LAYOUT: ------------ Available Reduction Bay Design --Lap(ft)-- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- 2 8X25Z16 13.0833 1.67 5.75 0 4.8 0.65 0.65 3 8X25Z16 13.0833 10.33 5.75 0 29.8 0.65 0.65 ------ 34.6 LOAD ID - 0.6Wind_Pressure: --------------------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 -0.44 -0.53 0.00 0.76 0.83 0.81 3 0.36 -0.21 0.81 -0.39 6.59 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 2 RSup -0.53 2.5 0.21 RSup 0.81 3.70 0.22 RSup 0.27 0.00 3 LSup 0.36 2.5 0.14 LSup 0.81 3.70 0.22 LSup 0.22 -0.02 LOAD ID - 0.6Wind_Suction: --------------------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 0.47 0.57 0.00 -0.81 0.83 -0.87 3 -0.39 0.23 -0.87 0.43 6.47 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 2 RSup 0.57 2.5 0.22 RSup -0.87 3.70 0.24 RSup 0.29 0.00 3 LSup -0.39 2.5 0.15 LSup -0.87 3.70 0.24 LSup 0.24 0.02 Page 75 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 DEFLECTION (Working Load): -------------------------- Span Wind_Pressure Wind_Suction Seis_Pressure Seis_Suction Id Calc Limit Calc Limit Calc Limit Calc Limit ---- ------ ----- ------ ----- ----- ----- ----- ----- 2 0.00 0.00 3 -0.04 1.38 0.04 1.38 ================================================================================ 22705 Wall 1 - Girt Design 5 (Locate 18.83) 2/28/23 11:40am ================================================================================ GIRT LAYOUT: ------------ Available Reduction Bay Design --Lap(ft)-- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- 1 8X25Z16 18.8333 4.83 0.88 4.04 0 16.4 0.65 0.65 2 8X25Z16 18.8333 20.00 0.88 0.88 5.74 0 62.6 0.00 0.65 3 8X25Z16 18.8333 4.83 0.88 4.04 0 16.4 0.00 0.65 ------ 95.5 LOAD ID - 0.6Wind_Pressure: --------------------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.15 -0.31 -0.34 0.00 0.48 2.41 0.91 1.19 2 0.55 0.50 -0.50 -0.55 1.19 0.73 -0.68 10.00 0.73 1.19 3 0.34 0.31 0.15 1.19 0.91 0.48 2.41 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RLap -0.31 2.5 0.12 RLap 0.91 3.70 0.25 RLap 0.22 0.01 2 RLap -0.50 2.5 0.20 MidS -0.68 3.70 0.18 RLap 0.25 -0.16 3 LLap 0.31 2.5 0.12 LLap 0.91 4.01 0.23 LLap 0.22 0.01 LAP BOLT SHEAR/BEARING: Bolt Size =0.500 (A307 ) Page 76 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC --- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.34 2.65 2.00 0.17 2 0.34 2.65 2.00 0.17 0.34 2.65 2.00 0.17 3 0.34 2.65 2.00 0.17 LOAD ID - 0.6Wind_Suction: --------------------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.16 0.33 0.37 0.00 -0.52 2.41 -0.98 -1.28 2 -0.59 -0.54 0.54 0.59 -1.28 -0.78 0.73 10.00 -0.78 -1.28 3 -0.37 -0.33 -0.16 -1.28 -0.98 -0.52 2.41 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RLap 0.33 2.5 0.13 RLap -0.98 3.70 0.26 RLap 0.24 -0.01 2 RLap 0.54 2.5 0.21 MidS 0.73 3.15 0.23 RLap 0.27 0.17 3 LLap -0.33 2.5 0.13 LLap -0.98 3.70 0.26 LLap 0.24 -0.01 LAP BOLT SHEAR/BEARING: Bolt Size =0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC --- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.37 2.65 2.00 0.18 2 0.37 2.65 2.00 0.18 0.37 2.65 2.00 0.18 3 0.37 2.65 2.00 0.18 DEFLECTION (Working Load): -------------------------- Span Wind_Pressure Wind_Suction Seis_Pressure Seis_Suction Id Calc Limit Calc Limit Calc Limit Calc Limit ---- ------ ----- ------ ----- ----- ----- ----- ----- 1 0.01 0.64 -0.01 0.64 2 -0.18 2.67 0.20 2.67 3 0.01 0.64 -0.01 0.64 ================================================================================ 22705 Wall 1 - Door Jamb & Header Design 2/28/23 11:40am Page 77 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 ================================================================================ LAYOUT: ------- Reduction Open Bay Load Factor Id Id Locate Part Length Width Weight Out In ---- --- ------ -------- ------ ----- ------ ---- ---- 2 2 JambL 8X25C16 18.83 8.00 54.2 0.65 0.60 JambR 8X25C16 18.83 8.00 54.2 0.65 0.60 Header 8X25C16 16.00 1.42 46.1 0.65 0.60 STRENGTH/DEFLECTION: -------------------- Open Load --Shear(k )- --Moment(ft,f-k )- Mom+ Max Deflect(in) Id Member Id Calc Limit Loc Calc Limit Shear UC Calc Limit ---- ------ ---- ------ ----- ----- ------ ----- ----- ---- ----- ----- 2 JambL WP 0.28 2.56 3.67 -0.52 4.24 0.00 0.12 -0.01 0.98 WS -0.30 2.56 3.67 0.55 4.24 0.00 0.13 0.01 0.98 JambR WP 0.28 2.56 3.67 -0.52 4.24 0.00 0.12 -0.01 0.98 WS -0.30 2.56 3.67 0.55 4.24 0.00 0.13 0.01 0.98 Header WP -0.11 2.56 8.00 -0.44 4.24 0.07 0.10 0.05 2.13 WS 0.12 2.56 8.00 0.47 4.24 0.07 0.11 0.06 2.13 WP - 0.6Wind_Pressure WS - 0.6Wind_Suction ================================================================================ 22705 Wall 1 - Diagonal Bracing Design 2/28/23 11:40am ================================================================================ PANEL SHEAR WITH NO BRACING: ---------------------------- Base ---Wind--- --Seismic- Length Load Calc Load Calc Limit ------ ---- ----- ---- ----- ------ 0.00 64 0.0 42 0.0 Open Wall DIAGONAL BRACE LAYOUT: ---------------------- Bay Brace_Locate Bay Design ------Diag_Brace----- ----KL/R--- Id Start End Width Length Type Size Part Calc Limit --- ----- ----- ----- ------ ---- ----- -------- ----- ----- 3 0.00 19.81 9.99 22.18 R 0.625 RD5 DIAGONAL BRACE STRENGTH: ------------------------ Bay Brace_Locate -----Wind(k )----- ----Seismic(k )--- Max Id Start End Load Calc Limit Load Calc Limit UC --- ----- ----- ---- ----- ----- ---- ----- ----- ---- 3 0.00 19.81 15 3.53 7.87 43 5.94 7.87 0.75 Page 78 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 COLUMN BASE REACTIONS: ---------------------- Bay Col ----Wind_Max(k )---- ---Seismic_Max(k )-- Id Id Load Horz Vert(+/-) Load Horz Vert(+/-) --- --- ---- ----- --------- ---- ----- --------- 3 3 38 -1.59 3.16 42 -1.74 3.45 3 4 15 1.59 3.16 43 1.74 3.45 DEFLECTION AT RAFTER: --------------------- Span/Deflect Wall Deflection(in) ----Wind--- --Seismic-- Height Wind Seismic Calc Limit Calc Limit ------ ----- ------- ----- ----- ----- ----- 19.8 0.02 0.09 999. 60. 999. 60. LOAD COMBINATIONS: ------------------ 15 - Dead+0.6Wind_Right1+0.6Wind_Suction 38 - 0.6Dead+0.6Wind_Left1+0.6Wind_Suction 42 - 1.11Dead+1.11Collateral+0.7Seismic_L 43 - 1.11Dead+1.11Collateral+0.7Seismic_R 64 - 0.6Dead+0.6Wind_Left1 ================================================================================ 22705 Wall 1 - Wall Panel Design 2/28/23 11:40am ================================================================================ PANEL DATA: ----------- Bay Rotation Panel Id Part Type Gage Yield Stiffness Height --- -------- ---- ----- ----- --------- ------ 2 HHR 26 HR 26.00 50.0 0.00 24.56 MOMENTS & DEFLECTION: --------------------- --------------Moment(ft-lb/ft)------------- Span Locate(ft) Start Midspan End Max Deflect(in) Id Start End Load Calc Limit Calc Limit Calc Limit UC Calc Limit ---- ----- ----- ---- ----- ----- ----- ----- ----- ----- ---- ----- ----- 1 0.50 7.33 WP 0.0 160.7 -43.7 145.7 53.1 160.7 0.33 -0.16 1.37 WS 0.0 145.7 47.4 160.7 -57.6 145.7 0.40 0.18 1.37 2 7.33 13.08 WP 53.1 160.7 -10.3 145.7 24.2 160.7 0.33 0.00 1.15 WS -57.6 145.7 11.2 160.7 -26.3 145.7 0.40 0.01 1.15 3 13.08 18.83 WP 24.2 160.7 -15.4 145.7 41.6 160.7 0.26 -0.03 1.15 WS -26.3 145.7 16.7 160.7 -45.1 145.7 0.31 0.03 1.15 4 18.83 24.56 WP 41.6 160.7 -28.9 145.7 0.0 160.7 0.26 -0.07 1.14 WS -45.1 145.7 31.4 160.7 0.0 160.7 0.31 0.08 1.14 WP - 0.6Wind_Pressure WS - 0.6Wind_Suction Page 79 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 ================================================================================ 22705 Wall 1 - Liner Panel Summary 2/28/23 11:40am ================================================================================ PANEL DATA: ----------- --Bay_Id- Rotation Start End Height Part Type Gage Yield Stiffness ----- --- ------ -------- ---- ----- ----- --------- 1 3 17.00 SR 26 SR 26.00 50.0 0.00 ================================================================================ 22705 Wall 1 - Panel Zones 2/28/23 11:40am ================================================================================ PANEL: ------ Tensile Thick Yield Strength Part (in) (ksi ) (ksi ) -------- ----- ------- -------- HHR 26 0.019 50.00 65.00 GIRT SCREWS: ------------ Dia Washer Limit Part (in) (in) (k ) -------- ----- ------ ----- 1.25MW 0.25 0.50 1.00 PANEL ZONE LAYOUT: ------------------ --Girt(ft,ft,in)-- Panel Zone ----Wall(ft)--- Bay Load Min Span Id Description Offset1 Offset2 Id Locate Width Thick (ft) ---- ------------- ------- ------- --- ------ ----- ----- ----- 1 Interior 4.13 37.20 1 7.33 6.29 0.060 6.83 2 Lt Edge 0.00 4.13 1 7.33 6.29 0.060 6.83 3 Rt Edge 37.20 41.33 3 7.33 6.29 0.060 6.83 GIRT SCREW CHECK: ----------------- Screw Wind --------Limit(k )------- Zone Space Suction Load Girt Panel Screw Max Id (ft) (psf ) (k ) Pullout Pullover Tension UC ---- ----- ------- ----- ------- -------- ------- ---- 1 0.50 12.57 0.04 0.31 0.31 0.27 0.15 2 0.50 12.57 0.04 0.31 0.31 0.27 0.15 3 0.50 12.57 0.04 0.31 0.31 0.27 0.15 BASE SCREWS: ------------ Dia Washer Limit Page 80 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Part (in) (in) (k ) -------- ----- ------ ----- 1.25MW 0.25 0.50 1.00 BASE SCREW CHECK: ----------------- Screw Force/Screw Shear Base Space Wind Seis Limit Max Length (ft) (k ) (k ) (k ) UC ------ ----- ----- ----- ----- ---- 0.00 0.50 0.000 0.000 0.275 0.00 ================================================================================ 22705 Wall 1 - Weight Summary 2/28/23 11:40am ================================================================================ Columns = 725.64 Rafters = 435.69 Girts = 233.73 Framed Openings = 154.56 Bracing = 43.94 Clips = 36.30 -------- Total Weight = 1629.86 ================================================================================ 22705 Wall 1 - Warning Summary 2/28/23 11:40am ================================================================================ .. No Warnings Page 81 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 ================================================================================ 22705 Wall 3 - Design Code 2/28/23 11:40am ================================================================================ STRUCTURAL CODE: ---------------- Design Basis : WS - Working Stress Hot Rolled Steel : AISC16 Cold Formed Steel : NAUS16 BUILDING CODE: -------------- Wind Code : IBC 18 Seismic Zone : D MODULUS OF ELASTICITY: ---------------------- Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) ================================================================================ 22705 Wall 3 - Column & Rafter Design 2/28/23 11:40am ================================================================================ MEMBER LAYOUT: -------------- Locate ---Web(in)-- -Flange(in)- Length Weight ----Max_Load---- Id (ft) Part Depth Thick Width Thick (ft) (lb) Id UC Report ------ ------ ----------- ----- ----- ----- ----- ------ ------ --- ---- ------- Col1 0.7 W8X10 7.48 0.170 3.94 0.205 16.5 164.8 16 0.16 Mom+Axl Col2 10.7 W8X10 7.48 0.170 3.94 0.205 19.8 198.1 17 0.56 Mom+Axl Col3 30.7 W8X10 7.48 0.170 3.94 0.205 19.8 198.1 17 0.57 Mom+Axl Col4 40.7 W8X10 7.48 0.170 3.94 0.205 16.5 164.8 16 0.19 Mom+Axl ------ ------ ----------- ----- ----- ----- ----- ------ ------ --- ---- ------- Raf1 Surf 2 W8X10 7.48 0.170 3.94 0.205 21.8 217.8 50 0.82 Mom+Axl Raf2 Surf 3 W8X10 7.48 0.170 3.94 0.205 21.8 217.8 58 0.82 Mom+Axl ------- Total= 1161.3 DESIGN ACTIONS/STRENGTH: ------------------------ Load ---Axial(k )-- ---Shear(k )-- -Moment(f-k )- Id Id Calc Limit Calc Limit Calc Limit ----- ---- ------ ------ ------ ------ ------ ------ Col1 1 1.08 34.97 0.00 19.31 0.00 12.24 Col1 2 0.39 34.97 0.00 19.31 0.00 12.24 Col1 3 1.25 34.97 0.00 19.31 0.00 12.24 Col1 4 1.25 34.97 0.00 19.31 0.00 12.24 Col1 5 1.25 34.97 0.00 19.31 0.00 12.24 Col1 6 0.91 34.97 0.00 19.31 0.00 12.24 Col1 7 1.04 34.97 0.00 19.31 0.00 12.24 Col1 8 1.04 34.97 0.00 19.31 0.00 12.24 Page 82 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col1 9 1.04 34.97 0.00 19.31 0.00 12.24 Col1 10 -0.81 63.81 0.45 19.31 -1.85 14.38 Col1 11 -0.49 63.81 0.45 19.31 -1.85 14.38 Col1 12 0.66 34.97 -0.51 19.31 2.09 14.38 Col1 13 0.99 34.97 -0.51 19.31 2.09 14.38 Col1 14 1.36 34.97 -0.51 19.31 2.09 14.38 Col1 15 0.74 34.97 -0.51 19.31 2.09 14.38 Col1 16 1.75 34.97 -0.51 19.31 2.09 14.38 Col1 17 1.20 34.97 -0.51 19.31 2.09 14.38 Col1 18 2.00 34.97 -0.38 19.31 1.56 14.38 Col1 19 1.59 34.97 -0.38 19.31 1.56 14.38 Col1 20 1.19 34.97 -0.38 19.31 1.56 14.38 Col1 21 1.43 34.97 -0.38 19.31 1.56 14.38 Col1 22 2.13 34.97 -0.38 19.31 1.56 14.38 Col1 23 1.72 34.97 -0.38 19.31 1.56 14.38 Col1 24 1.32 34.97 -0.38 19.31 1.56 14.38 Col1 25 1.56 34.97 -0.38 19.31 1.56 14.38 Col1 26 2.13 34.97 -0.38 19.31 1.56 14.38 Col1 27 1.72 34.97 -0.38 19.31 1.56 14.38 Col1 28 1.32 34.97 -0.38 19.31 1.56 14.38 Col1 29 1.56 34.97 -0.38 19.31 1.56 14.38 Col1 30 2.13 34.97 -0.38 19.31 1.56 14.38 Col1 31 1.72 34.97 -0.38 19.31 1.56 14.38 Col1 32 1.32 34.97 -0.38 19.31 1.56 14.38 Col1 33 1.56 34.97 -0.38 19.31 1.56 14.38 Col1 34 -0.85 63.81 0.45 19.31 -1.85 14.38 Col1 35 -0.53 63.81 0.45 19.31 -1.85 14.38 Col1 36 0.55 34.97 -0.51 19.31 2.09 14.38 Col1 37 0.87 34.97 -0.51 19.31 2.09 14.38 Col1 38 1.25 34.97 -0.51 19.31 2.09 14.38 Col1 39 0.63 34.97 -0.51 19.31 2.09 14.38 Col1 40 1.63 34.97 -0.51 19.31 2.09 14.38 Col1 41 1.08 34.97 -0.51 19.31 2.09 14.38 Col1 42 0.60 34.97 0.00 19.31 0.00 12.24 Col1 43 0.27 34.97 0.00 19.31 0.00 12.24 Col1 44 1.07 34.97 0.00 19.31 0.00 12.24 Col1 45 0.81 34.97 0.00 19.31 0.00 12.24 Col1 46 0.55 34.97 0.00 19.31 0.00 12.24 Col1 47 0.30 34.97 0.00 19.31 0.00 12.24 Col1 48 0.31 34.97 0.00 19.31 0.00 12.24 Col1 49 -0.11 63.81 0.00 19.31 0.00 12.24 Col1 50 1.23 34.97 0.00 19.31 0.00 12.24 Col1 51 1.02 34.97 0.00 19.31 0.00 12.24 Col1 52 1.83 34.97 -0.38 19.31 1.56 14.38 Col1 53 1.37 34.97 -0.38 19.31 1.56 14.38 Col1 54 2.12 34.97 -0.38 19.31 1.56 14.38 Col1 55 1.71 34.97 -0.38 19.31 1.56 14.38 Col1 56 0.42 34.97 -0.02 19.31 0.09 14.38 Col1 57 1.85 34.97 0.02 19.31 -0.09 14.38 Col1 58 0.31 34.97 0.00 19.31 0.00 12.24 Col1 59 0.33 34.97 0.00 19.31 0.00 12.24 Col1 60 1.14 34.97 -0.38 19.31 1.56 14.38 Col1 61 0.67 34.97 -0.38 19.31 1.56 14.38 Col1 62 1.43 34.97 -0.38 19.31 1.56 14.38 Page 83 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col1 63 1.01 34.97 -0.38 19.31 1.56 14.38 Col1 64 0.43 34.97 -0.03 19.31 0.12 14.38 Col1 65 2.36 34.97 0.03 19.31 -0.12 14.38 Col1 66 0.94 34.97 -0.02 19.31 0.09 14.38 Col1 67 2.40 34.97 0.02 19.31 -0.09 14.38 Col1 68 0.14 34.97 -0.03 19.31 0.12 14.38 Col1 69 2.06 34.97 0.03 19.31 -0.12 14.38 Col1 70 -0.16 63.81 0.00 19.31 0.00 12.24 Col1 71 -0.78 63.81 0.00 19.31 0.00 12.24 Col1 72 0.32 34.97 0.00 19.31 0.00 12.24 Col1 73 -0.32 63.81 0.00 19.31 0.00 12.24 Col1 74 -0.85 63.81 0.00 19.31 0.00 12.24 Col1 75 -0.53 63.81 0.00 19.31 0.00 12.24 Col1 76 0.74 34.97 0.00 19.31 0.00 12.24 Col1 77 0.27 34.97 0.00 19.31 0.00 12.24 Col1 78 1.02 34.97 0.00 19.31 0.00 12.24 Col1 79 0.61 34.97 0.00 19.31 0.00 12.24 Col1 80 0.21 34.97 0.00 19.31 0.00 12.24 Col1 81 0.45 34.97 0.00 19.31 0.00 12.24 Col1 82 0.86 34.97 0.00 19.31 0.00 12.24 Col1 83 0.86 34.97 0.00 19.31 0.00 12.24 Col1 84 0.86 34.97 0.00 19.31 0.00 12.24 Col1 85 0.40 34.97 0.00 19.31 0.00 12.24 Col1 86 0.40 34.97 0.00 19.31 0.00 12.24 Col1 87 0.40 34.97 0.00 19.31 0.00 12.24 Col1 88 1.15 34.97 0.00 19.31 0.00 12.24 Col1 89 1.15 34.97 0.00 19.31 0.00 12.24 Col1 90 1.15 34.97 0.00 19.31 0.00 12.24 Col1 91 0.74 34.97 0.00 19.31 0.00 12.24 Col1 92 0.74 34.97 0.00 19.31 0.00 12.24 Col1 93 0.74 34.97 0.00 19.31 0.00 12.24 Col1 94 0.34 34.97 0.00 19.31 0.00 12.24 Col1 95 0.58 34.97 0.00 19.31 0.00 12.24 Col1 96 0.34 34.97 0.00 19.31 0.00 12.24 Col1 97 0.58 34.97 0.00 19.31 0.00 12.24 Col1 98 0.34 34.97 0.00 19.31 0.00 12.24 Col1 99 0.58 34.97 0.00 19.31 0.00 12.24 Col2 1 6.62 34.97 0.00 19.31 0.00 12.24 Col2 2 1.79 34.97 0.00 19.31 0.00 12.24 Col2 3 7.83 34.97 0.00 19.31 0.00 12.24 Col2 4 7.83 34.97 0.00 19.31 0.00 12.24 Col2 5 7.83 34.97 0.00 19.31 0.00 12.24 Col2 6 5.42 34.97 0.00 19.31 0.00 12.24 Col2 7 6.32 34.97 0.00 19.31 0.00 12.24 Col2 8 6.32 34.97 0.00 19.31 0.00 12.24 Col2 9 6.32 34.97 0.00 19.31 0.00 12.24 Col2 10 -1.05 63.81 1.43 19.31 -7.06 13.69 Col2 11 -0.43 63.81 1.43 19.31 -7.06 13.69 Col2 12 -1.05 63.81 -1.53 19.31 7.58 13.69 Col2 13 -0.43 63.81 -1.53 19.31 7.58 13.69 Col2 14 -1.76 63.81 -1.53 19.31 7.58 13.69 Col2 15 -0.45 63.81 -1.53 19.31 7.58 13.69 Col2 16 -1.17 63.81 -1.53 19.31 7.58 13.69 Col2 17 0.27 34.97 -1.53 19.31 7.58 13.69 Page 84 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col2 18 3.92 34.97 -1.15 19.31 5.69 13.69 Col2 19 4.85 34.97 -1.15 19.31 5.69 13.69 Col2 20 4.01 34.97 -1.15 19.31 5.69 13.69 Col2 21 4.47 34.97 -1.15 19.31 5.69 13.69 Col2 22 4.83 34.97 -1.15 19.31 5.69 13.69 Col2 23 5.75 34.97 -1.15 19.31 5.69 13.69 Col2 24 4.92 34.97 -1.15 19.31 5.69 13.69 Col2 25 5.38 34.97 -1.15 19.31 5.69 13.69 Col2 26 4.83 34.97 -1.15 19.31 5.69 13.69 Col2 27 5.75 34.97 -1.15 19.31 5.69 13.69 Col2 28 4.92 34.97 -1.15 19.31 5.69 13.69 Col2 29 5.38 34.97 -1.15 19.31 5.69 13.69 Col2 30 4.83 34.97 -1.15 19.31 5.69 13.69 Col2 31 5.75 34.97 -1.15 19.31 5.69 13.69 Col2 32 4.92 34.97 -1.15 19.31 5.69 13.69 Col2 33 5.38 34.97 -1.15 19.31 5.69 13.69 Col2 34 -1.38 63.81 1.43 19.31 -7.06 13.69 Col2 35 -0.76 63.81 1.43 19.31 -7.06 13.69 Col2 36 -1.38 63.81 -1.53 19.31 7.58 13.69 Col2 37 -0.76 63.81 -1.53 19.31 7.58 13.69 Col2 38 -2.09 63.81 -1.53 19.31 7.58 13.69 Col2 39 -0.78 63.81 -1.53 19.31 7.58 13.69 Col2 40 -1.50 63.81 -1.53 19.31 7.58 13.69 Col2 41 -0.26 63.81 -1.53 19.31 7.58 13.69 Col2 42 1.76 34.97 0.00 19.31 0.00 12.24 Col2 43 2.21 34.97 0.00 19.31 0.00 12.24 Col2 44 5.39 34.97 0.00 19.31 0.00 12.24 Col2 45 5.73 34.97 0.00 19.31 0.00 12.24 Col2 46 1.76 34.97 0.00 19.31 0.00 12.24 Col2 47 2.10 34.97 0.00 19.31 0.00 12.24 Col2 48 0.28 34.97 0.00 19.31 0.00 12.24 Col2 49 0.73 34.97 0.00 19.31 0.00 12.24 Col2 50 8.11 34.97 0.00 19.31 0.00 12.24 Col2 51 6.53 34.97 0.00 19.31 0.00 12.24 Col2 52 4.59 34.97 -1.15 19.31 5.69 13.69 Col2 53 5.57 34.97 -1.15 19.31 5.69 13.69 Col2 54 5.04 34.97 -1.15 19.31 5.69 13.69 Col2 55 5.96 34.97 -1.15 19.31 5.69 13.69 Col2 56 1.93 34.97 -0.07 19.31 0.35 13.69 Col2 57 1.93 34.97 0.07 19.31 -0.35 13.69 Col2 58 4.77 34.97 0.00 19.31 0.00 12.24 Col2 59 4.02 34.97 0.00 19.31 0.00 12.24 Col2 60 2.08 34.97 -1.15 19.31 5.69 13.69 Col2 61 3.06 34.97 -1.15 19.31 5.69 13.69 Col2 62 2.53 34.97 -1.15 19.31 5.69 13.69 Col2 63 3.45 34.97 -1.15 19.31 5.69 13.69 Col2 64 1.99 34.97 -0.09 19.31 0.47 13.69 Col2 65 1.99 34.97 0.09 19.31 -0.47 13.69 Col2 66 5.56 34.97 -0.07 19.31 0.35 13.69 Col2 67 5.56 34.97 0.07 19.31 -0.35 13.69 Col2 68 0.50 34.97 -0.09 19.31 0.47 13.69 Col2 69 0.50 34.97 0.09 19.31 -0.47 13.69 Col2 70 -2.09 63.81 0.00 19.31 0.00 12.24 Col2 71 -0.78 63.81 0.00 19.31 0.00 12.24 Page 85 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col2 72 -1.50 63.81 0.00 19.31 0.00 12.24 Col2 73 -0.26 63.81 0.00 19.31 0.00 12.24 Col2 74 -1.38 63.81 0.00 19.31 0.00 12.24 Col2 75 -0.76 63.81 0.00 19.31 0.00 12.24 Col2 76 3.48 34.97 0.00 19.31 0.00 12.24 Col2 77 4.46 34.97 0.00 19.31 0.00 12.24 Col2 78 3.92 34.97 0.00 19.31 0.00 12.24 Col2 79 4.85 34.97 0.00 19.31 0.00 12.24 Col2 80 4.01 34.97 0.00 19.31 0.00 12.24 Col2 81 4.47 34.97 0.00 19.31 0.00 12.24 Col2 82 4.38 34.97 0.00 19.31 0.00 12.24 Col2 83 4.38 34.97 0.00 19.31 0.00 12.24 Col2 84 4.38 34.97 0.00 19.31 0.00 12.24 Col2 85 5.36 34.97 0.00 19.31 0.00 12.24 Col2 86 5.36 34.97 0.00 19.31 0.00 12.24 Col2 87 5.36 34.97 0.00 19.31 0.00 12.24 Col2 88 4.83 34.97 0.00 19.31 0.00 12.24 Col2 89 4.83 34.97 0.00 19.31 0.00 12.24 Col2 90 4.83 34.97 0.00 19.31 0.00 12.24 Col2 91 5.75 34.97 0.00 19.31 0.00 12.24 Col2 92 5.75 34.97 0.00 19.31 0.00 12.24 Col2 93 5.75 34.97 0.00 19.31 0.00 12.24 Col2 94 4.92 34.97 0.00 19.31 0.00 12.24 Col2 95 5.38 34.97 0.00 19.31 0.00 12.24 Col2 96 4.92 34.97 0.00 19.31 0.00 12.24 Col2 97 5.38 34.97 0.00 19.31 0.00 12.24 Col2 98 4.92 34.97 0.00 19.31 0.00 12.24 Col2 99 5.38 34.97 0.00 19.31 0.00 12.24 Col3 1 6.62 34.97 0.00 19.31 0.00 12.24 Col3 2 1.79 34.97 0.00 19.31 0.00 12.24 Col3 3 7.83 34.97 0.00 19.31 0.00 12.24 Col3 4 7.83 34.97 0.00 19.31 0.00 12.24 Col3 5 7.83 34.97 0.00 19.31 0.00 12.24 Col3 6 5.42 34.97 0.00 19.31 0.00 12.24 Col3 7 6.32 34.97 0.00 19.31 0.00 12.24 Col3 8 6.32 34.97 0.00 19.31 0.00 12.24 Col3 9 6.32 34.97 0.00 19.31 0.00 12.24 Col3 10 0.61 34.97 1.43 19.31 -7.06 13.69 Col3 11 -1.23 63.81 1.43 19.31 -7.06 13.69 Col3 12 0.61 34.97 -1.53 19.31 7.58 13.69 Col3 13 -1.23 63.81 -1.53 19.31 7.58 13.69 Col3 14 -1.18 63.81 -1.53 19.31 7.58 13.69 Col3 15 1.79 34.97 -1.53 19.31 7.58 13.69 Col3 16 -0.59 63.81 -1.53 19.31 7.58 13.69 Col3 17 2.04 34.97 -1.53 19.31 7.58 13.69 Col3 18 4.35 34.97 -1.15 19.31 5.69 13.69 Col3 19 6.18 34.97 -1.15 19.31 5.69 13.69 Col3 20 5.10 34.97 -1.15 19.31 5.69 13.69 Col3 21 3.87 34.97 -1.15 19.31 5.69 13.69 Col3 22 5.26 34.97 -1.15 19.31 5.69 13.69 Col3 23 7.09 34.97 -1.15 19.31 5.69 13.69 Col3 24 6.01 34.97 -1.15 19.31 5.69 13.69 Col3 25 4.78 34.97 -1.15 19.31 5.69 13.69 Col3 26 5.26 34.97 -1.15 19.31 5.69 13.69 Page 86 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col3 27 7.09 34.97 -1.15 19.31 5.69 13.69 Col3 28 6.01 34.97 -1.15 19.31 5.69 13.69 Col3 29 4.78 34.97 -1.15 19.31 5.69 13.69 Col3 30 5.26 34.97 -1.15 19.31 5.69 13.69 Col3 31 7.09 34.97 -1.15 19.31 5.69 13.69 Col3 32 6.01 34.97 -1.15 19.31 5.69 13.69 Col3 33 4.78 34.97 -1.15 19.31 5.69 13.69 Col3 34 0.20 34.97 1.43 19.31 -7.06 13.69 Col3 35 -1.56 63.81 1.43 19.31 -7.06 13.69 Col3 36 0.20 34.97 -1.53 19.31 7.58 13.69 Col3 37 -1.56 63.81 -1.53 19.31 7.58 13.69 Col3 38 -1.51 63.81 -1.53 19.31 7.58 13.69 Col3 39 1.38 34.97 -1.53 19.31 7.58 13.69 Col3 40 -0.92 63.81 -1.53 19.31 7.58 13.69 Col3 41 1.63 34.97 -1.53 19.31 7.58 13.69 Col3 42 1.41 34.97 0.00 19.31 0.00 12.24 Col3 43 5.43 34.97 0.00 19.31 0.00 12.24 Col3 44 5.13 34.97 0.00 19.31 0.00 12.24 Col3 45 8.16 34.97 0.00 19.31 0.00 12.24 Col3 46 1.50 34.97 0.00 19.31 0.00 12.24 Col3 47 4.54 34.97 0.00 19.31 0.00 12.24 Col3 48 -0.17 63.81 0.00 19.31 0.00 12.24 Col3 49 3.94 34.97 0.00 19.31 0.00 12.24 Col3 50 4.76 34.97 0.00 19.31 0.00 12.24 Col3 51 4.02 34.97 0.00 19.31 0.00 12.24 Col3 52 2.51 34.97 -1.15 19.31 5.69 13.69 Col3 53 4.59 34.97 -1.15 19.31 5.69 13.69 Col3 54 2.96 34.97 -1.15 19.31 5.69 13.69 Col3 55 4.78 34.97 -1.15 19.31 5.69 13.69 Col3 56 1.93 34.97 -0.07 19.31 0.35 13.69 Col3 57 1.93 34.97 0.07 19.31 -0.35 13.69 Col3 58 8.12 34.97 0.00 19.31 0.00 12.24 Col3 59 6.53 34.97 0.00 19.31 0.00 12.24 Col3 60 5.03 34.97 -1.15 19.31 5.69 13.69 Col3 61 7.11 34.97 -1.15 19.31 5.69 13.69 Col3 62 5.47 34.97 -1.15 19.31 5.69 13.69 Col3 63 7.30 34.97 -1.15 19.31 5.69 13.69 Col3 64 1.99 34.97 -0.09 19.31 0.47 13.69 Col3 65 1.99 34.97 0.09 19.31 -0.47 13.69 Col3 66 5.56 34.97 -0.07 19.31 0.35 13.69 Col3 67 5.56 34.97 0.07 19.31 -0.35 13.69 Col3 68 0.50 34.97 -0.09 19.31 0.47 13.69 Col3 69 0.50 34.97 0.09 19.31 -0.47 13.69 Col3 70 -1.51 63.81 0.00 19.31 0.00 12.24 Col3 71 1.38 34.97 0.00 19.31 0.00 12.24 Col3 72 -0.92 63.81 0.00 19.31 0.00 12.24 Col3 73 1.63 34.97 0.00 19.31 0.00 12.24 Col3 74 0.20 34.97 0.00 19.31 0.00 12.24 Col3 75 -1.56 63.81 0.00 19.31 0.00 12.24 Col3 76 3.91 34.97 0.00 19.31 0.00 12.24 Col3 77 5.99 34.97 0.00 19.31 0.00 12.24 Col3 78 4.35 34.97 0.00 19.31 0.00 12.24 Col3 79 6.18 34.97 0.00 19.31 0.00 12.24 Col3 80 5.10 34.97 0.00 19.31 0.00 12.24 Page 87 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col3 81 3.87 34.97 0.00 19.31 0.00 12.24 Col3 82 4.82 34.97 0.00 19.31 0.00 12.24 Col3 83 4.82 34.97 0.00 19.31 0.00 12.24 Col3 84 4.82 34.97 0.00 19.31 0.00 12.24 Col3 85 6.90 34.97 0.00 19.31 0.00 12.24 Col3 86 6.90 34.97 0.00 19.31 0.00 12.24 Col3 87 6.90 34.97 0.00 19.31 0.00 12.24 Col3 88 5.26 34.97 0.00 19.31 0.00 12.24 Col3 89 5.26 34.97 0.00 19.31 0.00 12.24 Col3 90 5.26 34.97 0.00 19.31 0.00 12.24 Col3 91 7.09 34.97 0.00 19.31 0.00 12.24 Col3 92 7.09 34.97 0.00 19.31 0.00 12.24 Col3 93 7.09 34.97 0.00 19.31 0.00 12.24 Col3 94 6.01 34.97 0.00 19.31 0.00 12.24 Col3 95 4.78 34.97 0.00 19.31 0.00 12.24 Col3 96 6.01 34.97 0.00 19.31 0.00 12.24 Col3 97 4.78 34.97 0.00 19.31 0.00 12.24 Col3 98 6.01 34.97 0.00 19.31 0.00 12.24 Col3 99 4.78 34.97 0.00 19.31 0.00 12.24 Col4 1 1.08 34.97 0.00 19.31 0.00 12.24 Col4 2 0.39 34.97 0.00 19.31 0.00 12.24 Col4 3 1.25 34.97 0.00 19.31 0.00 12.24 Col4 4 1.25 34.97 0.00 19.31 0.00 12.24 Col4 5 1.25 34.97 0.00 19.31 0.00 12.24 Col4 6 0.91 34.97 0.00 19.31 0.00 12.24 Col4 7 1.04 34.97 0.00 19.31 0.00 12.24 Col4 8 1.04 34.97 0.00 19.31 0.00 12.24 Col4 9 1.04 34.97 0.00 19.31 0.00 12.24 Col4 10 -0.54 63.81 0.45 19.31 -1.85 14.38 Col4 11 0.33 34.97 0.45 19.31 -1.85 14.38 Col4 12 0.94 34.97 -0.51 19.31 2.09 14.38 Col4 13 1.64 34.97 -0.51 19.31 2.09 14.38 Col4 14 4.62 34.97 -0.51 19.31 2.09 14.38 Col4 15 1.16 34.97 -0.51 19.31 2.09 14.38 Col4 16 4.69 34.97 -0.51 19.31 2.09 14.38 Col4 17 1.57 34.97 -0.51 19.31 2.09 14.38 Col4 18 4.21 34.97 -0.38 19.31 1.56 14.38 Col4 19 1.87 34.97 -0.38 19.31 1.56 14.38 Col4 20 1.40 34.97 -0.38 19.31 1.56 14.38 Col4 21 1.92 34.97 -0.38 19.31 1.56 14.38 Col4 22 4.34 34.97 -0.38 19.31 1.56 14.38 Col4 23 2.00 34.97 -0.38 19.31 1.56 14.38 Col4 24 1.53 34.97 -0.38 19.31 1.56 14.38 Col4 25 2.05 34.97 -0.38 19.31 1.56 14.38 Col4 26 4.34 34.97 -0.38 19.31 1.56 14.38 Col4 27 2.00 34.97 -0.38 19.31 1.56 14.38 Col4 28 1.53 34.97 -0.38 19.31 1.56 14.38 Col4 29 2.05 34.97 -0.38 19.31 1.56 14.38 Col4 30 4.34 34.97 -0.38 19.31 1.56 14.38 Col4 31 2.00 34.97 -0.38 19.31 1.56 14.38 Col4 32 1.53 34.97 -0.38 19.31 1.56 14.38 Col4 33 2.05 34.97 -0.38 19.31 1.56 14.38 Col4 34 -0.58 63.81 0.45 19.31 -1.85 14.38 Col4 35 0.21 34.97 0.45 19.31 -1.85 14.38 Page 88 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col4 36 0.82 34.97 -0.51 19.31 2.09 14.38 Col4 37 1.52 34.97 -0.51 19.31 2.09 14.38 Col4 38 4.51 34.97 -0.51 19.31 2.09 14.38 Col4 39 1.05 34.97 -0.51 19.31 2.09 14.38 Col4 40 4.57 34.97 -0.51 19.31 2.09 14.38 Col4 41 1.45 34.97 -0.51 19.31 2.09 14.38 Col4 42 4.51 34.97 0.00 19.31 0.00 12.24 Col4 43 0.38 34.97 0.00 19.31 0.00 12.24 Col4 44 4.02 34.97 0.00 19.31 0.00 12.24 Col4 45 0.90 34.97 0.00 19.31 0.00 12.24 Col4 46 3.51 34.97 0.00 19.31 0.00 12.24 Col4 47 0.38 34.97 0.00 19.31 0.00 12.24 Col4 48 4.21 34.97 0.00 19.31 0.00 12.24 Col4 49 0.09 34.97 0.00 19.31 0.00 12.24 Col4 50 0.31 34.97 0.00 19.31 0.00 12.24 Col4 51 0.33 34.97 0.00 19.31 0.00 12.24 Col4 52 3.59 34.97 -0.38 19.31 1.56 14.38 Col4 53 0.99 34.97 -0.38 19.31 1.56 14.38 Col4 54 3.63 34.97 -0.38 19.31 1.56 14.38 Col4 55 1.29 34.97 -0.38 19.31 1.56 14.38 Col4 56 0.42 34.97 -0.02 19.31 0.09 14.38 Col4 57 1.85 34.97 0.02 19.31 -0.09 14.38 Col4 58 1.23 34.97 0.00 19.31 0.00 12.24 Col4 59 1.02 34.97 0.00 19.31 0.00 12.24 Col4 60 4.28 34.97 -0.38 19.31 1.56 14.38 Col4 61 1.68 34.97 -0.38 19.31 1.56 14.38 Col4 62 4.32 34.97 -0.38 19.31 1.56 14.38 Col4 63 1.99 34.97 -0.38 19.31 1.56 14.38 Col4 64 0.43 34.97 -0.03 19.31 0.12 14.38 Col4 65 2.36 34.97 0.03 19.31 -0.12 14.38 Col4 66 0.94 34.97 -0.02 19.31 0.09 14.38 Col4 67 2.40 34.97 0.02 19.31 -0.09 14.38 Col4 68 0.14 34.97 -0.03 19.31 0.12 14.38 Col4 69 2.06 34.97 0.03 19.31 -0.12 14.38 Col4 70 3.20 34.97 0.00 19.31 0.00 12.24 Col4 71 -0.36 63.81 0.00 19.31 0.00 12.24 Col4 72 3.26 34.97 0.00 19.31 0.00 12.24 Col4 73 0.15 34.97 0.00 19.31 0.00 12.24 Col4 74 -0.58 63.81 0.00 19.31 0.00 12.24 Col4 75 0.21 34.97 0.00 19.31 0.00 12.24 Col4 76 3.18 34.97 0.00 19.31 0.00 12.24 Col4 77 0.59 34.97 0.00 19.31 0.00 12.24 Col4 78 3.23 34.97 0.00 19.31 0.00 12.24 Col4 79 0.89 34.97 0.00 19.31 0.00 12.24 Col4 80 0.42 34.97 0.00 19.31 0.00 12.24 Col4 81 0.94 34.97 0.00 19.31 0.00 12.24 Col4 82 3.31 34.97 0.00 19.31 0.00 12.24 Col4 83 3.31 34.97 0.00 19.31 0.00 12.24 Col4 84 3.31 34.97 0.00 19.31 0.00 12.24 Col4 85 0.72 34.97 0.00 19.31 0.00 12.24 Col4 86 0.72 34.97 0.00 19.31 0.00 12.24 Col4 87 0.72 34.97 0.00 19.31 0.00 12.24 Col4 88 3.36 34.97 0.00 19.31 0.00 12.24 Col4 89 3.36 34.97 0.00 19.31 0.00 12.24 Page 89 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col4 90 3.36 34.97 0.00 19.31 0.00 12.24 Col4 91 1.02 34.97 0.00 19.31 0.00 12.24 Col4 92 1.02 34.97 0.00 19.31 0.00 12.24 Col4 93 1.02 34.97 0.00 19.31 0.00 12.24 Col4 94 0.54 34.97 0.00 19.31 0.00 12.24 Col4 95 1.07 34.97 0.00 19.31 0.00 12.24 Col4 96 0.54 34.97 0.00 19.31 0.00 12.24 Col4 97 1.07 34.97 0.00 19.31 0.00 12.24 Col4 98 0.54 34.97 0.00 19.31 0.00 12.24 Col4 99 1.07 34.97 0.00 19.31 0.00 12.24 ----- ---- ------ ------ ------ ------ ------ ------ Raf1 1 1.15 44.97 3.44 19.31 10.27 15.42 Raf1 2 0.28 44.97 0.85 19.31 2.54 15.42 Raf1 3 1.36 44.97 4.09 19.31 12.20 15.42 Raf1 4 1.36 44.97 4.09 19.31 12.20 15.42 Raf1 5 1.36 44.97 4.09 19.31 12.20 15.42 Raf1 6 0.93 44.97 2.79 19.31 8.34 15.42 Raf1 7 1.09 44.97 3.28 19.31 9.79 15.42 Raf1 8 1.09 44.97 3.28 19.31 9.79 15.42 Raf1 9 1.09 44.97 3.28 19.31 9.79 15.42 Raf1 10 -1.60 63.81 0.65 19.31 -1.76 15.42 Raf1 11 -1.30 63.81 0.29 19.31 -0.93 15.42 Raf1 12 -1.60 63.81 0.65 19.31 -1.76 15.42 Raf1 13 -1.30 63.81 0.29 19.31 -0.93 15.42 Raf1 14 0.67 52.55 -0.90 19.31 1.58 6.65 Raf1 15 -1.73 63.81 0.49 19.31 -1.84 15.42 Raf1 16 1.22 52.55 -0.64 19.31 1.88 7.92 Raf1 17 -0.83 63.81 0.20 19.31 -1.10 15.42 Raf1 18 1.35 44.97 1.98 19.31 5.89 15.42 Raf1 19 -1.17 63.81 2.53 19.31 7.66 15.42 Raf1 20 -1.47 63.81 2.15 19.31 -7.22 15.42 Raf1 21 -1.40 63.81 2.34 19.31 7.17 15.42 Raf1 22 1.51 44.97 2.47 19.31 7.34 15.42 Raf1 23 -1.29 63.81 3.01 19.31 9.11 15.42 Raf1 24 -1.60 63.81 2.64 19.31 8.39 15.42 Raf1 25 -1.52 63.81 2.83 19.31 8.61 15.42 Raf1 26 1.51 44.97 2.47 19.31 7.34 15.42 Raf1 27 -1.29 63.81 3.01 19.31 9.11 15.42 Raf1 28 -1.60 63.81 2.64 19.31 8.39 15.42 Raf1 29 -1.52 63.81 2.83 19.31 8.61 15.42 Raf1 30 1.51 44.97 2.47 19.31 7.34 15.42 Raf1 31 -1.29 63.81 3.01 19.31 9.11 15.42 Raf1 32 -1.60 63.81 2.64 19.31 8.39 15.42 Raf1 33 -1.52 63.81 2.83 19.31 8.61 15.42 Raf1 34 -1.60 63.81 0.72 19.31 1.12 12.54 Raf1 35 -1.30 63.81 0.38 19.31 -0.77 15.42 Raf1 36 -1.60 63.81 0.72 19.31 1.12 12.54 Raf1 37 -1.30 63.81 0.38 19.31 -0.77 15.42 Raf1 38 0.66 52.55 -1.08 19.31 1.98 6.73 Raf1 39 -1.73 63.81 0.49 19.31 -1.42 15.42 Raf1 40 1.21 52.55 -0.82 19.31 2.30 7.68 Raf1 41 -0.84 63.81 0.20 19.31 -0.68 15.42 Raf1 42 0.80 44.97 0.75 19.31 1.91 15.42 Raf1 43 -0.79 63.81 1.14 19.31 -4.08 15.42 Page 90 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Raf1 44 1.26 44.97 2.72 19.31 7.85 15.42 Raf1 45 -1.09 63.81 3.01 19.31 9.23 15.42 Raf1 46 0.61 44.97 0.78 19.31 2.06 15.42 Raf1 47 -0.60 63.81 1.07 19.31 -3.58 15.42 Raf1 48 0.80 44.97 -0.32 19.31 1.29 9.87 Raf1 49 -0.80 63.81 0.41 19.31 -2.33 15.42 Raf1 50 1.45 44.97 4.33 19.31 12.39 15.42 Raf1 51 1.16 44.97 3.46 19.31 9.93 15.42 Raf1 52 1.02 44.97 2.45 19.31 7.07 15.42 Raf1 53 -1.84 63.81 3.04 19.31 8.99 15.42 Raf1 54 1.58 44.97 2.65 19.31 7.48 15.42 Raf1 55 -1.30 63.81 3.19 19.31 9.25 15.42 Raf1 56 0.31 44.97 0.92 19.31 2.75 15.42 Raf1 57 0.31 44.97 0.92 19.31 2.75 15.42 Raf1 58 0.87 44.97 2.60 19.31 -9.16 15.42 Raf1 59 0.72 44.97 2.16 19.31 -7.38 15.42 Raf1 60 0.59 44.97 1.15 19.31 -5.48 15.42 Raf1 61 -1.48 63.81 1.74 19.31 -7.97 15.42 Raf1 62 1.14 44.97 1.35 19.31 -5.18 15.42 Raf1 63 -0.94 63.81 1.90 19.31 -7.41 15.42 Raf1 64 0.32 44.97 0.95 19.31 2.82 15.42 Raf1 65 0.32 44.97 0.95 19.31 2.82 15.42 Raf1 66 0.95 44.97 2.86 19.31 8.54 15.42 Raf1 67 0.95 44.97 2.86 19.31 8.54 15.42 Raf1 68 0.07 44.97 0.22 19.31 0.65 15.42 Raf1 69 0.07 44.97 0.22 19.31 0.65 15.42 Raf1 70 0.66 52.55 -1.08 19.31 1.98 6.73 Raf1 71 -1.73 63.81 0.49 19.31 -1.42 15.42 Raf1 72 1.21 52.55 -0.82 19.31 2.30 7.68 Raf1 73 -0.84 63.81 0.20 19.31 -0.68 15.42 Raf1 74 -1.60 63.81 0.72 19.31 1.12 12.54 Raf1 75 -1.30 63.81 0.38 19.31 -0.77 15.42 Raf1 76 0.80 44.97 1.78 19.31 5.48 15.42 Raf1 77 -1.71 63.81 2.37 19.31 7.40 15.42 Raf1 78 1.35 44.97 1.98 19.31 5.89 15.42 Raf1 79 -1.17 63.81 2.53 19.31 7.66 15.42 Raf1 80 -1.47 63.81 2.15 19.31 -7.22 15.42 Raf1 81 -1.40 63.81 2.34 19.31 7.17 15.42 Raf1 82 0.96 44.97 2.27 19.31 6.93 15.42 Raf1 83 0.96 44.97 2.27 19.31 6.93 15.42 Raf1 84 0.96 44.97 2.27 19.31 6.93 15.42 Raf1 85 -1.84 63.81 2.85 19.31 8.85 15.42 Raf1 86 -1.84 63.81 2.85 19.31 8.85 15.42 Raf1 87 -1.84 63.81 2.85 19.31 8.85 15.42 Raf1 88 1.51 44.97 2.47 19.31 7.34 15.42 Raf1 89 1.51 44.97 2.47 19.31 7.34 15.42 Raf1 90 1.51 44.97 2.47 19.31 7.34 15.42 Raf1 91 -1.29 63.81 3.01 19.31 9.11 15.42 Raf1 92 -1.29 63.81 3.01 19.31 9.11 15.42 Raf1 93 -1.29 63.81 3.01 19.31 9.11 15.42 Raf1 94 -1.60 63.81 2.64 19.31 8.39 15.42 Raf1 95 -1.52 63.81 2.83 19.31 8.61 15.42 Raf1 96 -1.60 63.81 2.64 19.31 8.39 15.42 Raf1 97 -1.52 63.81 2.83 19.31 8.61 15.42 Page 91 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Raf1 98 -1.60 63.81 2.64 19.31 8.39 15.42 Raf1 99 -1.52 63.81 2.83 19.31 8.61 15.42 Raf2 1 1.15 44.97 -3.44 19.31 10.27 15.42 Raf2 2 0.28 44.97 -0.85 19.31 2.54 15.42 Raf2 3 1.36 44.97 -4.09 19.31 12.20 15.42 Raf2 4 1.36 44.97 -4.09 19.31 12.20 15.42 Raf2 5 1.36 44.97 -4.09 19.31 12.20 15.42 Raf2 6 0.93 44.97 -2.79 19.31 8.34 15.42 Raf2 7 1.09 44.97 -3.28 19.31 9.79 15.42 Raf2 8 1.09 44.97 -3.28 19.31 9.79 15.42 Raf2 9 1.09 44.97 -3.28 19.31 9.79 15.42 Raf2 10 -1.68 63.81 -0.42 19.31 -1.75 15.42 Raf2 11 -1.22 63.81 -0.63 19.31 0.92 12.75 Raf2 12 -1.68 63.81 -0.42 19.31 -1.75 15.42 Raf2 13 -1.22 63.81 -0.63 19.31 0.92 12.75 Raf2 14 0.45 52.55 0.63 19.31 1.48 6.65 Raf2 15 -1.68 63.81 -0.62 19.31 -1.84 15.42 Raf2 16 1.00 52.55 0.37 19.31 1.88 7.92 Raf2 17 1.17 52.55 -0.34 19.31 -1.10 15.42 Raf2 18 1.32 44.97 -2.19 19.31 6.32 15.42 Raf2 19 1.04 52.55 -2.32 19.31 7.23 15.42 Raf2 20 -1.41 63.81 -2.44 19.31 7.54 15.42 Raf2 21 -1.15 63.81 -2.06 19.31 -6.60 15.42 Raf2 22 1.48 44.97 -2.67 19.31 7.77 15.42 Raf2 23 1.08 52.55 -2.81 19.31 8.68 15.42 Raf2 24 -1.53 63.81 -2.92 19.31 8.99 15.42 Raf2 25 -1.27 63.81 -2.54 19.31 8.02 15.42 Raf2 26 1.48 44.97 -2.67 19.31 7.77 15.42 Raf2 27 1.08 52.55 -2.81 19.31 8.68 15.42 Raf2 28 -1.53 63.81 -2.92 19.31 8.99 15.42 Raf2 29 -1.27 63.81 -2.54 19.31 8.02 15.42 Raf2 30 1.48 44.97 -2.67 19.31 7.77 15.42 Raf2 31 1.08 52.55 -2.81 19.31 8.68 15.42 Raf2 32 -1.53 63.81 -2.92 19.31 8.99 15.42 Raf2 33 -1.27 63.81 -2.54 19.31 8.02 15.42 Raf2 34 -1.68 63.81 -0.41 19.31 -1.33 15.42 Raf2 35 -1.22 63.81 -0.76 19.31 -1.57 15.42 Raf2 36 -1.68 63.81 -0.41 19.31 -1.33 15.42 Raf2 37 -1.22 63.81 -0.76 19.31 -1.57 15.42 Raf2 38 0.43 52.55 0.81 19.31 1.90 6.73 Raf2 39 -1.68 63.81 -0.71 19.31 -1.42 15.42 Raf2 40 0.98 52.55 0.54 19.31 2.30 7.68 Raf2 41 1.15 52.55 -0.43 19.31 0.65 12.66 Raf2 42 1.89 52.55 -0.59 19.31 1.57 15.42 Raf2 43 -0.93 63.81 -1.30 19.31 4.09 15.42 Raf2 44 1.90 44.97 -2.59 19.31 7.59 15.42 Raf2 45 -0.62 63.81 -3.13 19.31 9.50 15.42 Raf2 46 1.25 44.97 -0.65 19.31 1.79 15.42 Raf2 47 -0.64 63.81 -1.19 19.31 3.70 15.42 Raf2 48 1.84 52.55 0.22 19.31 1.29 9.87 Raf2 49 -1.18 63.81 -0.58 19.31 -2.33 15.42 Raf2 50 0.87 44.97 -2.60 19.31 -9.16 15.42 Raf2 51 0.72 44.97 -2.16 19.31 -7.38 15.42 Raf2 52 0.56 44.97 -1.36 19.31 -5.47 15.42 Page 92 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Raf2 53 -1.06 63.81 -1.53 19.31 -7.96 15.42 Raf2 54 1.11 44.97 -1.56 19.31 5.25 15.42 Raf2 55 0.88 52.55 -1.69 19.31 -7.41 15.42 Raf2 56 0.31 44.97 -0.92 19.31 2.75 15.42 Raf2 57 0.31 44.97 -0.92 19.31 2.75 15.42 Raf2 58 1.44 44.97 -4.33 19.31 12.39 15.42 Raf2 59 1.15 44.97 -3.46 19.31 9.93 15.42 Raf2 60 0.99 44.97 -2.66 19.31 7.50 15.42 Raf2 61 -1.43 63.81 -2.83 19.31 8.56 15.42 Raf2 62 1.54 44.97 -2.86 19.31 7.91 15.42 Raf2 63 1.07 52.55 -2.99 19.31 8.82 15.42 Raf2 64 0.32 44.97 -0.95 19.31 2.82 15.42 Raf2 65 0.32 44.97 -0.95 19.31 2.82 15.42 Raf2 66 0.95 44.97 -2.86 19.31 8.54 15.42 Raf2 67 0.95 44.97 -2.86 19.31 8.54 15.42 Raf2 68 0.07 44.97 -0.22 19.31 0.65 15.42 Raf2 69 0.07 44.97 -0.22 19.31 0.65 15.42 Raf2 70 0.43 52.55 0.81 19.31 1.90 6.73 Raf2 71 -1.68 63.81 -0.71 19.31 -1.42 15.42 Raf2 72 0.98 52.55 0.54 19.31 2.30 7.68 Raf2 73 1.15 52.55 -0.43 19.31 0.65 12.66 Raf2 74 -1.68 63.81 -0.41 19.31 -1.33 15.42 Raf2 75 -1.22 63.81 -0.76 19.31 -1.57 15.42 Raf2 76 0.77 44.97 -1.99 19.31 5.91 15.42 Raf2 77 -1.24 63.81 -2.16 19.31 -7.28 15.42 Raf2 78 1.32 44.97 -2.19 19.31 6.32 15.42 Raf2 79 1.04 52.55 -2.32 19.31 7.23 15.42 Raf2 80 -1.41 63.81 -2.44 19.31 7.54 15.42 Raf2 81 -1.15 63.81 -2.06 19.31 -6.60 15.42 Raf2 82 0.93 44.97 -2.47 19.31 7.36 15.42 Raf2 83 0.93 44.97 -2.47 19.31 7.36 15.42 Raf2 84 0.93 44.97 -2.47 19.31 7.36 15.42 Raf2 85 -1.24 63.81 -2.65 19.31 -8.45 15.42 Raf2 86 -1.24 63.81 -2.65 19.31 -8.45 15.42 Raf2 87 -1.24 63.81 -2.65 19.31 -8.45 15.42 Raf2 88 1.48 44.97 -2.67 19.31 7.77 15.42 Raf2 89 1.48 44.97 -2.67 19.31 7.77 15.42 Raf2 90 1.48 44.97 -2.67 19.31 7.77 15.42 Raf2 91 1.08 52.55 -2.81 19.31 8.68 15.42 Raf2 92 1.08 52.55 -2.81 19.31 8.68 15.42 Raf2 93 1.08 52.55 -2.81 19.31 8.68 15.42 Raf2 94 -1.53 63.81 -2.92 19.31 8.99 15.42 Raf2 95 -1.27 63.81 -2.54 19.31 8.02 15.42 Raf2 96 -1.53 63.81 -2.92 19.31 8.99 15.42 Raf2 97 -1.27 63.81 -2.54 19.31 8.02 15.42 Raf2 98 -1.53 63.81 -2.92 19.31 8.99 15.42 Raf2 99 -1.27 63.81 -2.54 19.31 8.02 15.42 STRENGTH RATIO: --------------- Load Axial+ Shear+ Max Id Id Axial Shear Moment Moment Moment UC ----- ---- ----- ----- ------ ------ ------ ----- Col1 1 0.03 0.00 0.00 0.03 0.03 Page 93 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col1 2 0.01 0.00 0.00 0.01 0.01 Col1 3 0.04 0.00 0.00 0.04 0.04 Col1 4 0.04 0.00 0.00 0.04 0.04 Col1 5 0.04 0.00 0.00 0.04 0.04 Col1 6 0.03 0.00 0.00 0.03 0.03 Col1 7 0.03 0.00 0.00 0.03 0.03 Col1 8 0.03 0.00 0.00 0.03 0.03 Col1 9 0.03 0.00 0.00 0.03 0.03 Col1 10 0.01 0.02 0.13 0.13 0.13 Col1 11 0.01 0.02 0.13 0.12 0.12 Col1 12 0.02 0.03 0.15 0.15 0.15 Col1 13 0.03 0.03 0.15 0.15 0.15 Col1 14 0.04 0.03 0.15 0.16 0.16 Col1 15 0.02 0.03 0.15 0.15 0.15 Col1 16 0.05 0.03 0.15 0.16 0.16 Col1 17 0.03 0.03 0.15 0.16 0.16 Col1 18 0.06 0.02 0.11 0.13 0.13 Col1 19 0.05 0.02 0.11 0.12 0.12 Col1 20 0.03 0.02 0.11 0.12 0.12 Col1 21 0.04 0.02 0.11 0.12 0.12 Col1 22 0.06 0.02 0.11 0.13 0.13 Col1 23 0.05 0.02 0.11 0.12 0.12 Col1 24 0.04 0.02 0.11 0.12 0.12 Col1 25 0.04 0.02 0.11 0.12 0.12 Col1 26 0.06 0.02 0.11 0.13 0.13 Col1 27 0.05 0.02 0.11 0.12 0.12 Col1 28 0.04 0.02 0.11 0.12 0.12 Col1 29 0.04 0.02 0.11 0.12 0.12 Col1 30 0.06 0.02 0.11 0.13 0.13 Col1 31 0.05 0.02 0.11 0.12 0.12 Col1 32 0.04 0.02 0.11 0.12 0.12 Col1 33 0.04 0.02 0.11 0.12 0.12 Col1 34 0.01 0.02 0.13 0.13 0.13 Col1 35 0.01 0.02 0.13 0.12 0.12 Col1 36 0.02 0.03 0.15 0.15 0.15 Col1 37 0.02 0.03 0.15 0.15 0.15 Col1 38 0.04 0.03 0.15 0.16 0.16 Col1 39 0.02 0.03 0.15 0.15 0.15 Col1 40 0.05 0.03 0.15 0.16 0.16 Col1 41 0.03 0.03 0.15 0.16 0.16 Col1 42 0.02 0.00 0.00 0.02 0.02 Col1 43 0.01 0.00 0.00 0.01 0.01 Col1 44 0.03 0.00 0.00 0.03 0.03 Col1 45 0.02 0.00 0.00 0.02 0.02 Col1 46 0.02 0.00 0.00 0.02 0.02 Col1 47 0.01 0.00 0.00 0.01 0.01 Col1 48 0.01 0.00 0.00 0.01 0.01 Col1 49 0.00 0.00 0.00 0.00 0.00 Col1 50 0.04 0.00 0.00 0.04 0.04 Col1 51 0.03 0.00 0.00 0.03 0.03 Col1 52 0.05 0.02 0.11 0.13 0.13 Col1 53 0.04 0.02 0.11 0.12 0.12 Col1 54 0.06 0.02 0.11 0.13 0.13 Col1 55 0.05 0.02 0.11 0.12 0.12 Page 94 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col1 56 0.01 0.00 0.01 0.01 0.01 Col1 57 0.05 0.00 0.01 0.05 0.05 Col1 58 0.01 0.00 0.00 0.01 0.01 Col1 59 0.01 0.00 0.00 0.01 0.01 Col1 60 0.03 0.02 0.11 0.12 0.12 Col1 61 0.02 0.02 0.11 0.11 0.11 Col1 62 0.04 0.02 0.11 0.12 0.12 Col1 63 0.03 0.02 0.11 0.12 0.12 Col1 64 0.01 0.00 0.01 0.01 0.01 Col1 65 0.07 0.00 0.01 0.07 0.07 Col1 66 0.03 0.00 0.01 0.03 0.03 Col1 67 0.07 0.00 0.01 0.07 0.07 Col1 68 0.00 0.00 0.01 0.01 0.01 Col1 69 0.06 0.00 0.01 0.06 0.06 Col1 70 0.00 0.00 0.00 0.00 0.00 Col1 71 0.01 0.00 0.00 0.01 0.01 Col1 72 0.01 0.00 0.00 0.01 0.01 Col1 73 0.01 0.00 0.00 0.01 0.01 Col1 74 0.01 0.00 0.00 0.01 0.01 Col1 75 0.01 0.00 0.00 0.01 0.01 Col1 76 0.02 0.00 0.00 0.02 0.02 Col1 77 0.01 0.00 0.00 0.01 0.01 Col1 78 0.03 0.00 0.00 0.03 0.03 Col1 79 0.02 0.00 0.00 0.02 0.02 Col1 80 0.01 0.00 0.00 0.01 0.01 Col1 81 0.01 0.00 0.00 0.01 0.01 Col1 82 0.02 0.00 0.00 0.02 0.02 Col1 83 0.02 0.00 0.00 0.02 0.02 Col1 84 0.02 0.00 0.00 0.02 0.02 Col1 85 0.01 0.00 0.00 0.01 0.01 Col1 86 0.01 0.00 0.00 0.01 0.01 Col1 87 0.01 0.00 0.00 0.01 0.01 Col1 88 0.03 0.00 0.00 0.03 0.03 Col1 89 0.03 0.00 0.00 0.03 0.03 Col1 90 0.03 0.00 0.00 0.03 0.03 Col1 91 0.02 0.00 0.00 0.02 0.02 Col1 92 0.02 0.00 0.00 0.02 0.02 Col1 93 0.02 0.00 0.00 0.02 0.02 Col1 94 0.01 0.00 0.00 0.01 0.01 Col1 95 0.02 0.00 0.00 0.02 0.02 Col1 96 0.01 0.00 0.00 0.01 0.01 Col1 97 0.02 0.00 0.00 0.02 0.02 Col1 98 0.01 0.00 0.00 0.01 0.01 Col1 99 0.02 0.00 0.00 0.02 0.02 Col2 1 0.19 0.00 0.00 0.19 0.19 Col2 2 0.05 0.00 0.00 0.05 0.05 Col2 3 0.22 0.00 0.00 0.22 0.22 Col2 4 0.22 0.00 0.00 0.22 0.22 Col2 5 0.22 0.00 0.00 0.22 0.22 Col2 6 0.15 0.00 0.00 0.15 0.15 Col2 7 0.18 0.00 0.00 0.18 0.18 Col2 8 0.18 0.00 0.00 0.18 0.18 Col2 9 0.18 0.00 0.00 0.18 0.18 Col2 10 0.02 0.07 0.52 0.50 0.50 Page 95 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col2 11 0.01 0.07 0.52 0.51 0.51 Col2 12 0.02 0.08 0.55 0.54 0.54 Col2 13 0.01 0.08 0.55 0.55 0.55 Col2 14 0.03 0.08 0.55 0.52 0.52 Col2 15 0.01 0.08 0.55 0.55 0.55 Col2 16 0.02 0.08 0.55 0.53 0.53 Col2 17 0.01 0.08 0.55 0.56 0.56 Col2 18 0.11 0.06 0.42 0.46 0.46 Col2 19 0.14 0.06 0.42 0.46 0.46 Col2 20 0.11 0.06 0.42 0.46 0.46 Col2 21 0.13 0.06 0.42 0.46 0.46 Col2 22 0.14 0.06 0.42 0.46 0.46 Col2 23 0.16 0.06 0.42 0.47 0.47 Col2 24 0.14 0.06 0.42 0.47 0.47 Col2 25 0.15 0.06 0.42 0.47 0.47 Col2 26 0.14 0.06 0.42 0.46 0.46 Col2 27 0.16 0.06 0.42 0.47 0.47 Col2 28 0.14 0.06 0.42 0.47 0.47 Col2 29 0.15 0.06 0.42 0.47 0.47 Col2 30 0.14 0.06 0.42 0.46 0.46 Col2 31 0.16 0.06 0.42 0.47 0.47 Col2 32 0.14 0.06 0.42 0.47 0.47 Col2 33 0.15 0.06 0.42 0.47 0.47 Col2 34 0.02 0.07 0.52 0.49 0.49 Col2 35 0.01 0.07 0.52 0.50 0.50 Col2 36 0.02 0.08 0.55 0.53 0.53 Col2 37 0.01 0.08 0.55 0.54 0.54 Col2 38 0.03 0.08 0.55 0.51 0.51 Col2 39 0.01 0.08 0.55 0.54 0.54 Col2 40 0.02 0.08 0.55 0.53 0.53 Col2 41 0.00 0.08 0.55 0.55 0.55 Col2 42 0.05 0.00 0.00 0.05 0.05 Col2 43 0.06 0.00 0.00 0.06 0.06 Col2 44 0.15 0.00 0.00 0.15 0.15 Col2 45 0.16 0.00 0.00 0.16 0.16 Col2 46 0.05 0.00 0.00 0.05 0.05 Col2 47 0.06 0.00 0.00 0.06 0.06 Col2 48 0.01 0.00 0.00 0.01 0.01 Col2 49 0.02 0.00 0.00 0.02 0.02 Col2 50 0.23 0.00 0.00 0.23 0.23 Col2 51 0.19 0.00 0.00 0.19 0.19 Col2 52 0.13 0.06 0.42 0.46 0.46 Col2 53 0.16 0.06 0.42 0.47 0.47 Col2 54 0.14 0.06 0.42 0.47 0.47 Col2 55 0.17 0.06 0.42 0.48 0.48 Col2 56 0.06 0.00 0.03 0.06 0.06 Col2 57 0.06 0.00 0.03 0.06 0.06 Col2 58 0.14 0.00 0.00 0.14 0.14 Col2 59 0.11 0.00 0.00 0.11 0.11 Col2 60 0.06 0.06 0.42 0.44 0.44 Col2 61 0.09 0.06 0.42 0.45 0.45 Col2 62 0.07 0.06 0.42 0.44 0.44 Col2 63 0.10 0.06 0.42 0.45 0.45 Col2 64 0.06 0.00 0.03 0.06 0.06 Page 96 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col2 65 0.06 0.00 0.03 0.06 0.06 Col2 66 0.16 0.00 0.03 0.16 0.16 Col2 67 0.16 0.00 0.03 0.16 0.16 Col2 68 0.01 0.00 0.03 0.04 0.04 Col2 69 0.01 0.00 0.03 0.04 0.04 Col2 70 0.03 0.00 0.00 0.03 0.03 Col2 71 0.01 0.00 0.00 0.01 0.01 Col2 72 0.02 0.00 0.00 0.02 0.02 Col2 73 0.00 0.00 0.00 0.00 0.00 Col2 74 0.02 0.00 0.00 0.02 0.02 Col2 75 0.01 0.00 0.00 0.01 0.01 Col2 76 0.10 0.00 0.00 0.10 0.10 Col2 77 0.13 0.00 0.00 0.13 0.13 Col2 78 0.11 0.00 0.00 0.11 0.11 Col2 79 0.14 0.00 0.00 0.14 0.14 Col2 80 0.11 0.00 0.00 0.11 0.11 Col2 81 0.13 0.00 0.00 0.13 0.13 Col2 82 0.13 0.00 0.00 0.13 0.13 Col2 83 0.13 0.00 0.00 0.13 0.13 Col2 84 0.13 0.00 0.00 0.13 0.13 Col2 85 0.15 0.00 0.00 0.15 0.15 Col2 86 0.15 0.00 0.00 0.15 0.15 Col2 87 0.15 0.00 0.00 0.15 0.15 Col2 88 0.14 0.00 0.00 0.14 0.14 Col2 89 0.14 0.00 0.00 0.14 0.14 Col2 90 0.14 0.00 0.00 0.14 0.14 Col2 91 0.16 0.00 0.00 0.16 0.16 Col2 92 0.16 0.00 0.00 0.16 0.16 Col2 93 0.16 0.00 0.00 0.16 0.16 Col2 94 0.14 0.00 0.00 0.14 0.14 Col2 95 0.15 0.00 0.00 0.15 0.15 Col2 96 0.14 0.00 0.00 0.14 0.14 Col2 97 0.15 0.00 0.00 0.15 0.15 Col2 98 0.14 0.00 0.00 0.14 0.14 Col2 99 0.15 0.00 0.00 0.15 0.15 Col3 1 0.19 0.00 0.00 0.19 0.19 Col3 2 0.05 0.00 0.00 0.05 0.05 Col3 3 0.22 0.00 0.00 0.22 0.22 Col3 4 0.22 0.00 0.00 0.22 0.22 Col3 5 0.22 0.00 0.00 0.22 0.22 Col3 6 0.15 0.00 0.00 0.15 0.15 Col3 7 0.18 0.00 0.00 0.18 0.18 Col3 8 0.18 0.00 0.00 0.18 0.18 Col3 9 0.18 0.00 0.00 0.18 0.18 Col3 10 0.02 0.07 0.52 0.52 0.52 Col3 11 0.02 0.07 0.52 0.49 0.49 Col3 12 0.02 0.08 0.55 0.56 0.56 Col3 13 0.02 0.08 0.55 0.53 0.53 Col3 14 0.02 0.08 0.55 0.53 0.53 Col3 15 0.05 0.08 0.55 0.57 0.57 Col3 16 0.01 0.08 0.55 0.54 0.54 Col3 17 0.06 0.08 0.55 0.57 0.57 Col3 18 0.12 0.06 0.42 0.46 0.46 Col3 19 0.18 0.06 0.42 0.48 0.48 Page 97 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col3 20 0.15 0.06 0.42 0.47 0.47 Col3 21 0.11 0.06 0.42 0.45 0.45 Col3 22 0.15 0.06 0.42 0.47 0.47 Col3 23 0.20 0.06 0.42 0.49 0.49 Col3 24 0.17 0.06 0.42 0.48 0.48 Col3 25 0.14 0.06 0.42 0.46 0.46 Col3 26 0.15 0.06 0.42 0.47 0.47 Col3 27 0.20 0.06 0.42 0.49 0.49 Col3 28 0.17 0.06 0.42 0.48 0.48 Col3 29 0.14 0.06 0.42 0.46 0.46 Col3 30 0.15 0.06 0.42 0.47 0.47 Col3 31 0.20 0.06 0.42 0.49 0.49 Col3 32 0.17 0.06 0.42 0.48 0.48 Col3 33 0.14 0.06 0.42 0.46 0.46 Col3 34 0.01 0.07 0.52 0.52 0.52 Col3 35 0.02 0.07 0.52 0.49 0.49 Col3 36 0.01 0.08 0.55 0.56 0.56 Col3 37 0.02 0.08 0.55 0.52 0.52 Col3 38 0.02 0.08 0.55 0.53 0.53 Col3 39 0.04 0.08 0.55 0.57 0.57 Col3 40 0.01 0.08 0.55 0.54 0.54 Col3 41 0.05 0.08 0.55 0.57 0.57 Col3 42 0.04 0.00 0.00 0.04 0.04 Col3 43 0.16 0.00 0.00 0.16 0.16 Col3 44 0.15 0.00 0.00 0.15 0.15 Col3 45 0.23 0.00 0.00 0.23 0.23 Col3 46 0.04 0.00 0.00 0.04 0.04 Col3 47 0.13 0.00 0.00 0.13 0.13 Col3 48 0.00 0.00 0.00 0.00 0.00 Col3 49 0.11 0.00 0.00 0.11 0.11 Col3 50 0.14 0.00 0.00 0.14 0.14 Col3 51 0.11 0.00 0.00 0.11 0.11 Col3 52 0.07 0.06 0.42 0.44 0.44 Col3 53 0.13 0.06 0.42 0.46 0.46 Col3 54 0.08 0.06 0.42 0.45 0.45 Col3 55 0.14 0.06 0.42 0.46 0.46 Col3 56 0.06 0.00 0.03 0.06 0.06 Col3 57 0.06 0.00 0.03 0.06 0.06 Col3 58 0.23 0.00 0.00 0.23 0.23 Col3 59 0.19 0.00 0.00 0.19 0.19 Col3 60 0.14 0.06 0.42 0.47 0.47 Col3 61 0.20 0.06 0.42 0.49 0.49 Col3 62 0.16 0.06 0.42 0.47 0.47 Col3 63 0.21 0.06 0.42 0.49 0.49 Col3 64 0.06 0.00 0.03 0.06 0.06 Col3 65 0.06 0.00 0.03 0.06 0.06 Col3 66 0.16 0.00 0.03 0.16 0.16 Col3 67 0.16 0.00 0.03 0.16 0.16 Col3 68 0.01 0.00 0.03 0.04 0.04 Col3 69 0.01 0.00 0.03 0.04 0.04 Col3 70 0.02 0.00 0.00 0.02 0.02 Col3 71 0.04 0.00 0.00 0.04 0.04 Col3 72 0.01 0.00 0.00 0.01 0.01 Col3 73 0.05 0.00 0.00 0.05 0.05 Page 98 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col3 74 0.01 0.00 0.00 0.01 0.01 Col3 75 0.02 0.00 0.00 0.02 0.02 Col3 76 0.11 0.00 0.00 0.11 0.11 Col3 77 0.17 0.00 0.00 0.17 0.17 Col3 78 0.12 0.00 0.00 0.12 0.12 Col3 79 0.18 0.00 0.00 0.18 0.18 Col3 80 0.15 0.00 0.00 0.15 0.15 Col3 81 0.11 0.00 0.00 0.11 0.11 Col3 82 0.14 0.00 0.00 0.14 0.14 Col3 83 0.14 0.00 0.00 0.14 0.14 Col3 84 0.14 0.00 0.00 0.14 0.14 Col3 85 0.20 0.00 0.00 0.20 0.20 Col3 86 0.20 0.00 0.00 0.20 0.20 Col3 87 0.20 0.00 0.00 0.20 0.20 Col3 88 0.15 0.00 0.00 0.15 0.15 Col3 89 0.15 0.00 0.00 0.15 0.15 Col3 90 0.15 0.00 0.00 0.15 0.15 Col3 91 0.20 0.00 0.00 0.20 0.20 Col3 92 0.20 0.00 0.00 0.20 0.20 Col3 93 0.20 0.00 0.00 0.20 0.20 Col3 94 0.17 0.00 0.00 0.17 0.17 Col3 95 0.14 0.00 0.00 0.14 0.14 Col3 96 0.17 0.00 0.00 0.17 0.17 Col3 97 0.14 0.00 0.00 0.14 0.14 Col3 98 0.17 0.00 0.00 0.17 0.17 Col3 99 0.14 0.00 0.00 0.14 0.14 Col4 1 0.03 0.00 0.00 0.03 0.03 Col4 2 0.01 0.00 0.00 0.01 0.01 Col4 3 0.04 0.00 0.00 0.04 0.04 Col4 4 0.04 0.00 0.00 0.04 0.04 Col4 5 0.04 0.00 0.00 0.04 0.04 Col4 6 0.03 0.00 0.00 0.03 0.03 Col4 7 0.03 0.00 0.00 0.03 0.03 Col4 8 0.03 0.00 0.00 0.03 0.03 Col4 9 0.03 0.00 0.00 0.03 0.03 Col4 10 0.01 0.02 0.13 0.12 0.12 Col4 11 0.01 0.02 0.13 0.13 0.13 Col4 12 0.03 0.03 0.15 0.15 0.15 Col4 13 0.05 0.03 0.15 0.16 0.16 Col4 14 0.13 0.03 0.15 0.19 0.19 Col4 15 0.03 0.03 0.15 0.16 0.16 Col4 16 0.13 0.03 0.15 0.19 0.19 Col4 17 0.04 0.03 0.15 0.16 0.16 Col4 18 0.12 0.02 0.11 0.15 0.15 Col4 19 0.05 0.02 0.11 0.13 0.13 Col4 20 0.04 0.02 0.11 0.12 0.12 Col4 21 0.05 0.02 0.11 0.13 0.13 Col4 22 0.12 0.02 0.11 0.15 0.15 Col4 23 0.06 0.02 0.11 0.13 0.13 Col4 24 0.04 0.02 0.11 0.12 0.12 Col4 25 0.06 0.02 0.11 0.13 0.13 Col4 26 0.12 0.02 0.11 0.15 0.15 Col4 27 0.06 0.02 0.11 0.13 0.13 Col4 28 0.04 0.02 0.11 0.12 0.12 Page 99 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col4 29 0.06 0.02 0.11 0.13 0.13 Col4 30 0.12 0.02 0.11 0.15 0.15 Col4 31 0.06 0.02 0.11 0.13 0.13 Col4 32 0.04 0.02 0.11 0.12 0.12 Col4 33 0.06 0.02 0.11 0.13 0.13 Col4 34 0.01 0.02 0.13 0.12 0.12 Col4 35 0.01 0.02 0.13 0.13 0.13 Col4 36 0.02 0.03 0.15 0.15 0.15 Col4 37 0.04 0.03 0.15 0.16 0.16 Col4 38 0.13 0.03 0.15 0.19 0.19 Col4 39 0.03 0.03 0.15 0.15 0.15 Col4 40 0.13 0.03 0.15 0.19 0.19 Col4 41 0.04 0.03 0.15 0.16 0.16 Col4 42 0.13 0.00 0.00 0.13 0.13 Col4 43 0.01 0.00 0.00 0.01 0.01 Col4 44 0.12 0.00 0.00 0.12 0.12 Col4 45 0.03 0.00 0.00 0.03 0.03 Col4 46 0.10 0.00 0.00 0.10 0.10 Col4 47 0.01 0.00 0.00 0.01 0.01 Col4 48 0.12 0.00 0.00 0.12 0.12 Col4 49 0.00 0.00 0.00 0.00 0.00 Col4 50 0.01 0.00 0.00 0.01 0.01 Col4 51 0.01 0.00 0.00 0.01 0.01 Col4 52 0.10 0.02 0.11 0.14 0.14 Col4 53 0.03 0.02 0.11 0.12 0.12 Col4 54 0.10 0.02 0.11 0.14 0.14 Col4 55 0.04 0.02 0.11 0.12 0.12 Col4 56 0.01 0.00 0.01 0.01 0.01 Col4 57 0.05 0.00 0.01 0.05 0.05 Col4 58 0.04 0.00 0.00 0.04 0.04 Col4 59 0.03 0.00 0.00 0.03 0.03 Col4 60 0.12 0.02 0.11 0.15 0.15 Col4 61 0.05 0.02 0.11 0.12 0.12 Col4 62 0.12 0.02 0.11 0.15 0.15 Col4 63 0.06 0.02 0.11 0.13 0.13 Col4 64 0.01 0.00 0.01 0.01 0.01 Col4 65 0.07 0.00 0.01 0.07 0.07 Col4 66 0.03 0.00 0.01 0.03 0.03 Col4 67 0.07 0.00 0.01 0.07 0.07 Col4 68 0.00 0.00 0.01 0.01 0.01 Col4 69 0.06 0.00 0.01 0.06 0.06 Col4 70 0.09 0.00 0.00 0.09 0.09 Col4 71 0.01 0.00 0.00 0.01 0.01 Col4 72 0.09 0.00 0.00 0.09 0.09 Col4 73 0.00 0.00 0.00 0.00 0.00 Col4 74 0.01 0.00 0.00 0.01 0.01 Col4 75 0.01 0.00 0.00 0.01 0.01 Col4 76 0.09 0.00 0.00 0.09 0.09 Col4 77 0.02 0.00 0.00 0.02 0.02 Col4 78 0.09 0.00 0.00 0.09 0.09 Col4 79 0.03 0.00 0.00 0.03 0.03 Col4 80 0.01 0.00 0.00 0.01 0.01 Col4 81 0.03 0.00 0.00 0.03 0.03 Col4 82 0.09 0.00 0.00 0.09 0.09 Page 100 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col4 83 0.09 0.00 0.00 0.09 0.09 Col4 84 0.09 0.00 0.00 0.09 0.09 Col4 85 0.02 0.00 0.00 0.02 0.02 Col4 86 0.02 0.00 0.00 0.02 0.02 Col4 87 0.02 0.00 0.00 0.02 0.02 Col4 88 0.10 0.00 0.00 0.10 0.10 Col4 89 0.10 0.00 0.00 0.10 0.10 Col4 90 0.10 0.00 0.00 0.10 0.10 Col4 91 0.03 0.00 0.00 0.03 0.03 Col4 92 0.03 0.00 0.00 0.03 0.03 Col4 93 0.03 0.00 0.00 0.03 0.03 Col4 94 0.02 0.00 0.00 0.02 0.02 Col4 95 0.03 0.00 0.00 0.03 0.03 Col4 96 0.02 0.00 0.00 0.02 0.02 Col4 97 0.03 0.00 0.00 0.03 0.03 Col4 98 0.02 0.00 0.00 0.02 0.02 Col4 99 0.03 0.00 0.00 0.03 0.03 ----- ---- ----- ----- ------ ------ ------ ----- Raf1 1 0.03 0.18 0.67 0.68 0.68 Raf1 2 0.01 0.04 0.16 0.17 0.17 Raf1 3 0.03 0.21 0.79 0.81 0.81 Raf1 4 0.03 0.21 0.79 0.81 0.81 Raf1 5 0.03 0.21 0.79 0.81 0.81 Raf1 6 0.02 0.14 0.54 0.55 0.55 Raf1 7 0.02 0.17 0.63 0.65 0.65 Raf1 8 0.02 0.17 0.63 0.65 0.65 Raf1 9 0.02 0.17 0.63 0.65 0.65 Raf1 10 0.03 0.03 0.11 0.13 0.13 Raf1 11 0.02 0.02 0.06 0.07 0.07 Raf1 12 0.03 0.03 0.11 0.13 0.13 Raf1 13 0.02 0.02 0.06 0.07 0.07 Raf1 14 0.01 0.05 0.24 0.23 0.23 Raf1 15 0.03 0.03 0.12 0.13 0.13 Raf1 16 0.02 0.03 0.24 0.24 0.24 Raf1 17 0.01 0.01 0.07 0.08 0.08 Raf1 18 0.03 0.10 0.38 0.40 0.40 Raf1 19 0.02 0.13 0.50 0.51 0.51 Raf1 20 0.02 0.11 0.47 0.48 0.48 Raf1 21 0.02 0.12 0.46 0.48 0.48 Raf1 22 0.03 0.13 0.48 0.49 0.49 Raf1 23 0.02 0.16 0.59 0.60 0.60 Raf1 24 0.03 0.14 0.54 0.56 0.56 Raf1 25 0.02 0.15 0.56 0.57 0.57 Raf1 26 0.03 0.13 0.48 0.49 0.49 Raf1 27 0.02 0.16 0.59 0.60 0.60 Raf1 28 0.03 0.14 0.54 0.56 0.56 Raf1 29 0.02 0.15 0.56 0.57 0.57 Raf1 30 0.03 0.13 0.48 0.49 0.49 Raf1 31 0.02 0.16 0.59 0.60 0.60 Raf1 32 0.03 0.14 0.54 0.56 0.56 Raf1 33 0.02 0.15 0.56 0.57 0.57 Raf1 34 0.03 0.04 0.09 0.10 0.10 Raf1 35 0.02 0.02 0.05 0.06 0.06 Raf1 36 0.03 0.04 0.09 0.10 0.10 Page 101 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Raf1 37 0.02 0.02 0.05 0.06 0.06 Raf1 38 0.01 0.06 0.29 0.29 0.29 Raf1 39 0.03 0.03 0.09 0.11 0.11 Raf1 40 0.02 0.04 0.30 0.31 0.31 Raf1 41 0.01 0.01 0.04 0.05 0.05 Raf1 42 0.02 0.04 0.12 0.13 0.13 Raf1 43 0.01 0.06 0.26 0.27 0.27 Raf1 44 0.03 0.14 0.51 0.52 0.52 Raf1 45 0.02 0.16 0.60 0.61 0.61 Raf1 46 0.01 0.04 0.13 0.14 0.14 Raf1 47 0.01 0.06 0.23 0.24 0.24 Raf1 48 0.02 0.02 0.13 0.14 0.14 Raf1 49 0.01 0.02 0.15 0.16 0.16 Raf1 50 0.03 0.22 0.80 0.82 0.82 Raf1 51 0.03 0.18 0.64 0.66 0.66 Raf1 52 0.02 0.13 0.46 0.47 0.47 Raf1 53 0.03 0.16 0.58 0.60 0.60 Raf1 54 0.04 0.14 0.48 0.50 0.50 Raf1 55 0.02 0.17 0.60 0.61 0.61 Raf1 56 0.01 0.05 0.18 0.18 0.18 Raf1 57 0.01 0.05 0.18 0.18 0.18 Raf1 58 0.02 0.13 0.59 0.60 0.60 Raf1 59 0.02 0.11 0.48 0.48 0.48 Raf1 60 0.01 0.06 0.36 0.36 0.36 Raf1 61 0.02 0.09 0.52 0.53 0.53 Raf1 62 0.03 0.07 0.34 0.34 0.34 Raf1 63 0.01 0.10 0.48 0.48 0.48 Raf1 64 0.01 0.05 0.18 0.19 0.19 Raf1 65 0.01 0.05 0.18 0.19 0.19 Raf1 66 0.02 0.15 0.55 0.56 0.56 Raf1 67 0.02 0.15 0.55 0.56 0.56 Raf1 68 0.00 0.01 0.04 0.04 0.04 Raf1 69 0.00 0.01 0.04 0.04 0.04 Raf1 70 0.01 0.06 0.29 0.29 0.29 Raf1 71 0.03 0.03 0.09 0.11 0.11 Raf1 72 0.02 0.04 0.30 0.31 0.31 Raf1 73 0.01 0.01 0.04 0.05 0.05 Raf1 74 0.03 0.04 0.09 0.10 0.10 Raf1 75 0.02 0.02 0.05 0.06 0.06 Raf1 76 0.02 0.09 0.36 0.36 0.36 Raf1 77 0.03 0.12 0.48 0.49 0.49 Raf1 78 0.03 0.10 0.38 0.40 0.40 Raf1 79 0.02 0.13 0.50 0.51 0.51 Raf1 80 0.02 0.11 0.47 0.48 0.48 Raf1 81 0.02 0.12 0.46 0.48 0.48 Raf1 82 0.02 0.12 0.45 0.46 0.46 Raf1 83 0.02 0.12 0.45 0.46 0.46 Raf1 84 0.02 0.12 0.45 0.46 0.46 Raf1 85 0.03 0.15 0.57 0.59 0.59 Raf1 86 0.03 0.15 0.57 0.59 0.59 Raf1 87 0.03 0.15 0.57 0.59 0.59 Raf1 88 0.03 0.13 0.48 0.49 0.49 Raf1 89 0.03 0.13 0.48 0.49 0.49 Raf1 90 0.03 0.13 0.48 0.49 0.49 Page 102 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Raf1 91 0.02 0.16 0.59 0.60 0.60 Raf1 92 0.02 0.16 0.59 0.60 0.60 Raf1 93 0.02 0.16 0.59 0.60 0.60 Raf1 94 0.03 0.14 0.54 0.56 0.56 Raf1 95 0.02 0.15 0.56 0.57 0.57 Raf1 96 0.03 0.14 0.54 0.56 0.56 Raf1 97 0.02 0.15 0.56 0.57 0.57 Raf1 98 0.03 0.14 0.54 0.56 0.56 Raf1 99 0.02 0.15 0.56 0.57 0.57 Raf2 1 0.03 0.18 0.67 0.68 0.68 Raf2 2 0.01 0.04 0.16 0.17 0.17 Raf2 3 0.03 0.21 0.79 0.81 0.81 Raf2 4 0.03 0.21 0.79 0.81 0.81 Raf2 5 0.03 0.21 0.79 0.81 0.81 Raf2 6 0.02 0.14 0.54 0.55 0.55 Raf2 7 0.02 0.17 0.63 0.65 0.65 Raf2 8 0.02 0.17 0.63 0.65 0.65 Raf2 9 0.02 0.17 0.63 0.65 0.65 Raf2 10 0.03 0.02 0.11 0.13 0.13 Raf2 11 0.02 0.03 0.07 0.08 0.08 Raf2 12 0.03 0.02 0.11 0.13 0.13 Raf2 13 0.02 0.03 0.07 0.08 0.08 Raf2 14 0.01 0.03 0.22 0.21 0.21 Raf2 15 0.03 0.03 0.12 0.13 0.13 Raf2 16 0.02 0.02 0.24 0.24 0.24 Raf2 17 0.02 0.02 0.07 0.08 0.08 Raf2 18 0.03 0.11 0.41 0.42 0.42 Raf2 19 0.02 0.12 0.47 0.47 0.47 Raf2 20 0.02 0.13 0.49 0.50 0.50 Raf2 21 0.02 0.11 0.43 0.43 0.43 Raf2 22 0.03 0.14 0.50 0.52 0.52 Raf2 23 0.02 0.15 0.56 0.57 0.57 Raf2 24 0.02 0.15 0.58 0.59 0.59 Raf2 25 0.02 0.13 0.52 0.53 0.53 Raf2 26 0.03 0.14 0.50 0.52 0.52 Raf2 27 0.02 0.15 0.56 0.57 0.57 Raf2 28 0.02 0.15 0.58 0.59 0.59 Raf2 29 0.02 0.13 0.52 0.53 0.53 Raf2 30 0.03 0.14 0.50 0.52 0.52 Raf2 31 0.02 0.15 0.56 0.57 0.57 Raf2 32 0.02 0.15 0.58 0.59 0.59 Raf2 33 0.02 0.13 0.52 0.53 0.53 Raf2 34 0.03 0.02 0.09 0.10 0.10 Raf2 35 0.02 0.04 0.10 0.11 0.11 Raf2 36 0.03 0.02 0.09 0.10 0.10 Raf2 37 0.02 0.04 0.10 0.11 0.11 Raf2 38 0.01 0.04 0.28 0.27 0.27 Raf2 39 0.03 0.04 0.09 0.11 0.11 Raf2 40 0.02 0.03 0.30 0.31 0.31 Raf2 41 0.02 0.02 0.05 0.06 0.06 Raf2 42 0.04 0.03 0.10 0.12 0.12 Raf2 43 0.01 0.07 0.26 0.27 0.27 Raf2 44 0.04 0.13 0.49 0.51 0.51 Raf2 45 0.01 0.16 0.62 0.62 0.62 Page 103 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Raf2 46 0.03 0.03 0.12 0.13 0.13 Raf2 47 0.01 0.06 0.24 0.25 0.25 Raf2 48 0.04 0.01 0.13 0.14 0.14 Raf2 49 0.02 0.03 0.15 0.16 0.16 Raf2 50 0.02 0.13 0.59 0.60 0.60 Raf2 51 0.02 0.11 0.48 0.48 0.48 Raf2 52 0.01 0.07 0.35 0.36 0.36 Raf2 53 0.02 0.08 0.52 0.52 0.52 Raf2 54 0.02 0.08 0.34 0.35 0.35 Raf2 55 0.02 0.09 0.48 0.48 0.48 Raf2 56 0.01 0.05 0.18 0.18 0.18 Raf2 57 0.01 0.05 0.18 0.18 0.18 Raf2 58 0.03 0.22 0.80 0.82 0.82 Raf2 59 0.03 0.18 0.64 0.66 0.66 Raf2 60 0.02 0.14 0.49 0.50 0.50 Raf2 61 0.02 0.15 0.56 0.56 0.56 Raf2 62 0.03 0.15 0.51 0.53 0.53 Raf2 63 0.02 0.15 0.57 0.58 0.58 Raf2 64 0.01 0.05 0.18 0.19 0.19 Raf2 65 0.01 0.05 0.18 0.19 0.19 Raf2 66 0.02 0.15 0.55 0.56 0.56 Raf2 67 0.02 0.15 0.55 0.56 0.56 Raf2 68 0.00 0.01 0.04 0.04 0.04 Raf2 69 0.00 0.01 0.04 0.04 0.04 Raf2 70 0.01 0.04 0.28 0.27 0.27 Raf2 71 0.03 0.04 0.09 0.11 0.11 Raf2 72 0.02 0.03 0.30 0.31 0.31 Raf2 73 0.02 0.02 0.05 0.06 0.06 Raf2 74 0.03 0.02 0.09 0.10 0.10 Raf2 75 0.02 0.04 0.10 0.11 0.11 Raf2 76 0.02 0.10 0.38 0.39 0.39 Raf2 77 0.02 0.11 0.47 0.48 0.48 Raf2 78 0.03 0.11 0.41 0.42 0.42 Raf2 79 0.02 0.12 0.47 0.47 0.47 Raf2 80 0.02 0.13 0.49 0.50 0.50 Raf2 81 0.02 0.11 0.43 0.43 0.43 Raf2 82 0.02 0.13 0.48 0.49 0.49 Raf2 83 0.02 0.13 0.48 0.49 0.49 Raf2 84 0.02 0.13 0.48 0.49 0.49 Raf2 85 0.02 0.14 0.55 0.56 0.56 Raf2 86 0.02 0.14 0.55 0.56 0.56 Raf2 87 0.02 0.14 0.55 0.56 0.56 Raf2 88 0.03 0.14 0.50 0.52 0.52 Raf2 89 0.03 0.14 0.50 0.52 0.52 Raf2 90 0.03 0.14 0.50 0.52 0.52 Raf2 91 0.02 0.15 0.56 0.57 0.57 Raf2 92 0.02 0.15 0.56 0.57 0.57 Raf2 93 0.02 0.15 0.56 0.57 0.57 Raf2 94 0.02 0.15 0.58 0.59 0.59 Raf2 95 0.02 0.13 0.52 0.53 0.53 Raf2 96 0.02 0.15 0.58 0.59 0.59 Raf2 97 0.02 0.13 0.52 0.53 0.53 Raf2 98 0.02 0.15 0.58 0.59 0.59 Raf2 99 0.02 0.13 0.52 0.53 0.53 Page 104 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 COLUMN REACTIONS: ----------------- Load In_Plane --Out_Plane_Horz-- Id Id Vert(k ) Horz(k ) Base(k ) Roof(k ) ----- ---- -------- -------- -------- -------- Col1 1 1.08 0.00 0.00 0.00 Col1 2 0.39 0.00 0.00 0.00 Col1 3 1.25 0.00 0.00 0.00 Col1 4 1.25 0.00 0.00 0.00 Col1 5 1.25 0.00 0.00 0.00 Col1 6 0.91 0.00 0.00 0.00 Col1 7 1.04 0.00 0.00 0.00 Col1 8 1.04 0.00 0.00 0.00 Col1 9 1.04 0.00 0.00 0.00 Col1 10 -1.95 0.00 -2.54 -0.45 Col1 11 -1.63 0.00 -2.54 -0.45 Col1 12 0.66 0.00 0.51 0.51 Col1 13 0.99 0.00 0.51 0.51 Col1 14 1.36 0.00 0.51 0.51 Col1 15 0.74 0.00 0.51 0.51 Col1 16 1.75 0.00 0.51 0.51 Col1 17 1.20 0.00 0.51 0.51 Col1 18 2.00 0.00 0.38 0.38 Col1 19 1.59 0.00 0.38 0.38 Col1 20 1.19 0.00 0.38 0.38 Col1 21 1.43 0.00 0.38 0.38 Col1 22 2.13 0.00 0.38 0.38 Col1 23 1.72 0.00 0.38 0.38 Col1 24 1.32 0.00 0.38 0.38 Col1 25 1.56 0.00 0.38 0.38 Col1 26 2.13 0.00 0.38 0.38 Col1 27 1.72 0.00 0.38 0.38 Col1 28 1.32 0.00 0.38 0.38 Col1 29 1.56 0.00 0.38 0.38 Col1 30 2.13 0.00 0.38 0.38 Col1 31 1.72 0.00 0.38 0.38 Col1 32 1.32 0.00 0.38 0.38 Col1 33 1.56 0.00 0.38 0.38 Col1 34 -2.06 0.00 -2.54 -0.45 Col1 35 -1.74 0.00 -2.54 -0.45 Col1 36 0.55 0.00 0.51 0.51 Col1 37 0.87 0.00 0.51 0.51 Col1 38 1.25 0.00 0.51 0.51 Col1 39 0.63 0.00 0.51 0.51 Col1 40 1.63 0.00 0.51 0.51 Col1 41 1.08 0.00 0.51 0.51 Col1 42 0.60 0.00 0.00 0.00 Col1 43 0.27 0.00 0.00 0.00 Col1 44 1.07 0.00 0.00 0.00 Col1 45 0.81 0.00 0.00 0.00 Col1 46 0.55 0.00 0.00 0.00 Col1 47 0.30 0.00 0.00 0.00 Page 105 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col1 48 0.31 0.00 0.00 0.00 Col1 49 -0.03 0.00 0.00 0.00 Col1 50 1.23 0.00 0.00 0.00 Col1 51 1.02 0.00 0.00 0.00 Col1 52 1.83 0.00 0.38 0.38 Col1 53 1.37 0.00 0.38 0.38 Col1 54 2.12 0.00 0.38 0.38 Col1 55 1.71 0.00 0.38 0.38 Col1 56 -1.01 0.00 -2.28 0.02 Col1 57 1.85 0.00 -0.02 -0.02 Col1 58 0.31 0.00 0.00 0.00 Col1 59 0.33 0.00 0.00 0.00 Col1 60 1.14 0.00 0.38 0.38 Col1 61 0.67 0.00 0.38 0.38 Col1 62 1.43 0.00 0.38 0.38 Col1 63 1.01 0.00 0.38 0.38 Col1 64 -1.49 0.00 -3.06 0.03 Col1 65 2.36 0.00 -0.03 -0.03 Col1 66 -0.52 0.00 -2.32 0.02 Col1 67 2.40 0.00 -0.02 -0.02 Col1 68 -1.79 0.00 -3.06 0.03 Col1 69 2.06 0.00 -0.03 -0.03 Col1 70 -0.06 0.00 0.00 0.00 Col1 71 -0.68 0.00 0.00 0.00 Col1 72 0.32 0.00 0.00 0.00 Col1 73 -0.22 0.00 0.00 0.00 Col1 74 -0.76 0.00 0.00 0.00 Col1 75 -0.44 0.00 0.00 0.00 Col1 76 0.74 0.00 0.00 0.00 Col1 77 0.27 0.00 0.00 0.00 Col1 78 1.02 0.00 0.00 0.00 Col1 79 0.61 0.00 0.00 0.00 Col1 80 0.21 0.00 0.00 0.00 Col1 81 0.45 0.00 0.00 0.00 Col1 82 0.86 0.00 0.00 0.00 Col1 83 0.86 0.00 0.00 0.00 Col1 84 0.86 0.00 0.00 0.00 Col1 85 0.40 0.00 0.00 0.00 Col1 86 0.40 0.00 0.00 0.00 Col1 87 0.40 0.00 0.00 0.00 Col1 88 1.15 0.00 0.00 0.00 Col1 89 1.15 0.00 0.00 0.00 Col1 90 1.15 0.00 0.00 0.00 Col1 91 0.74 0.00 0.00 0.00 Col1 92 0.74 0.00 0.00 0.00 Col1 93 0.74 0.00 0.00 0.00 Col1 94 0.34 0.00 0.00 0.00 Col1 95 0.58 0.00 0.00 0.00 Col1 96 0.34 0.00 0.00 0.00 Col1 97 0.58 0.00 0.00 0.00 Col1 98 0.34 0.00 0.00 0.00 Col1 99 0.58 0.00 0.00 0.00 Col2 1 6.62 0.00 0.00 0.00 Col2 2 1.79 0.00 0.00 0.00 Page 106 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col2 3 7.83 0.00 0.00 0.00 Col2 4 7.83 0.00 0.00 0.00 Col2 5 7.83 0.00 0.00 0.00 Col2 6 5.42 0.00 0.00 0.00 Col2 7 6.32 0.00 0.00 0.00 Col2 8 6.32 0.00 0.00 0.00 Col2 9 6.32 0.00 0.00 0.00 Col2 10 -0.85 0.00 -1.43 -1.43 Col2 11 -0.23 0.00 -1.43 -1.43 Col2 12 -0.85 0.00 1.53 1.53 Col2 13 -0.23 0.00 1.53 1.53 Col2 14 -1.56 0.00 1.53 1.53 Col2 15 -0.25 0.00 1.53 1.53 Col2 16 -0.97 0.00 1.53 1.53 Col2 17 0.27 0.00 1.53 1.53 Col2 18 3.92 0.00 1.15 1.15 Col2 19 4.85 0.00 1.15 1.15 Col2 20 4.01 0.00 1.15 1.15 Col2 21 4.47 0.00 1.15 1.15 Col2 22 4.83 0.00 1.15 1.15 Col2 23 5.75 0.00 1.15 1.15 Col2 24 4.92 0.00 1.15 1.15 Col2 25 5.38 0.00 1.15 1.15 Col2 26 4.83 0.00 1.15 1.15 Col2 27 5.75 0.00 1.15 1.15 Col2 28 4.92 0.00 1.15 1.15 Col2 29 5.38 0.00 1.15 1.15 Col2 30 4.83 0.00 1.15 1.15 Col2 31 5.75 0.00 1.15 1.15 Col2 32 4.92 0.00 1.15 1.15 Col2 33 5.38 0.00 1.15 1.15 Col2 34 -1.26 0.00 -1.43 -1.43 Col2 35 -0.64 0.00 -1.43 -1.43 Col2 36 -1.26 0.00 1.53 1.53 Col2 37 -0.64 0.00 1.53 1.53 Col2 38 -1.97 0.00 1.53 1.53 Col2 39 -0.66 0.00 1.53 1.53 Col2 40 -1.38 0.00 1.53 1.53 Col2 41 -0.14 0.00 1.53 1.53 Col2 42 1.76 0.00 0.00 0.00 Col2 43 2.21 0.00 0.00 0.00 Col2 44 5.39 0.00 0.00 0.00 Col2 45 5.73 0.00 0.00 0.00 Col2 46 1.76 0.00 0.00 0.00 Col2 47 2.10 0.00 0.00 0.00 Col2 48 0.28 0.00 0.00 0.00 Col2 49 0.73 0.00 0.00 0.00 Col2 50 8.11 0.00 0.00 0.00 Col2 51 6.53 0.00 0.00 0.00 Col2 52 4.59 0.00 1.15 1.15 Col2 53 5.57 0.00 1.15 1.15 Col2 54 5.04 0.00 1.15 1.15 Col2 55 5.96 0.00 1.15 1.15 Col2 56 1.93 0.00 0.07 0.07 Page 107 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col2 57 1.93 0.00 -0.07 -0.07 Col2 58 4.77 0.00 0.00 0.00 Col2 59 4.02 0.00 0.00 0.00 Col2 60 2.08 0.00 1.15 1.15 Col2 61 3.06 0.00 1.15 1.15 Col2 62 2.53 0.00 1.15 1.15 Col2 63 3.45 0.00 1.15 1.15 Col2 64 1.99 0.00 0.09 0.09 Col2 65 1.99 0.00 -0.09 -0.09 Col2 66 5.56 0.00 0.07 0.07 Col2 67 5.56 0.00 -0.07 -0.07 Col2 68 0.50 0.00 0.09 0.09 Col2 69 0.50 0.00 -0.09 -0.09 Col2 70 -1.97 0.00 0.00 0.00 Col2 71 -0.66 0.00 0.00 0.00 Col2 72 -1.38 0.00 0.00 0.00 Col2 73 -0.14 0.00 0.00 0.00 Col2 74 -1.26 0.00 0.00 0.00 Col2 75 -0.64 0.00 0.00 0.00 Col2 76 3.48 0.00 0.00 0.00 Col2 77 4.46 0.00 0.00 0.00 Col2 78 3.92 0.00 0.00 0.00 Col2 79 4.85 0.00 0.00 0.00 Col2 80 4.01 0.00 0.00 0.00 Col2 81 4.47 0.00 0.00 0.00 Col2 82 4.38 0.00 0.00 0.00 Col2 83 4.38 0.00 0.00 0.00 Col2 84 4.38 0.00 0.00 0.00 Col2 85 5.36 0.00 0.00 0.00 Col2 86 5.36 0.00 0.00 0.00 Col2 87 5.36 0.00 0.00 0.00 Col2 88 4.83 0.00 0.00 0.00 Col2 89 4.83 0.00 0.00 0.00 Col2 90 4.83 0.00 0.00 0.00 Col2 91 5.75 0.00 0.00 0.00 Col2 92 5.75 0.00 0.00 0.00 Col2 93 5.75 0.00 0.00 0.00 Col2 94 4.92 0.00 0.00 0.00 Col2 95 5.38 0.00 0.00 0.00 Col2 96 4.92 0.00 0.00 0.00 Col2 97 5.38 0.00 0.00 0.00 Col2 98 4.92 0.00 0.00 0.00 Col2 99 5.38 0.00 0.00 0.00 Col3 1 6.62 0.00 0.00 0.00 Col3 2 1.79 0.00 0.00 0.00 Col3 3 7.83 0.00 0.00 0.00 Col3 4 7.83 0.00 0.00 0.00 Col3 5 7.83 0.00 0.00 0.00 Col3 6 5.42 0.00 0.00 0.00 Col3 7 6.32 0.00 0.00 0.00 Col3 8 6.32 0.00 0.00 0.00 Col3 9 6.32 0.00 0.00 0.00 Col3 10 0.61 0.00 -1.43 -1.43 Col3 11 -1.82 0.40 -1.43 -1.43 Page 108 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col3 12 0.61 0.00 1.53 1.53 Col3 13 -1.82 0.40 1.53 1.53 Col3 14 -4.14 1.59 1.53 1.53 Col3 15 1.79 0.00 1.53 1.53 Col3 16 -3.22 1.43 1.53 1.53 Col3 17 2.04 0.00 1.53 1.53 Col3 18 2.23 1.07 1.15 1.15 Col3 19 6.18 0.00 1.15 1.15 Col3 20 5.10 0.00 1.15 1.15 Col3 21 3.28 0.30 1.15 1.15 Col3 22 3.14 1.07 1.15 1.15 Col3 23 7.09 0.00 1.15 1.15 Col3 24 6.01 0.00 1.15 1.15 Col3 25 4.19 0.30 1.15 1.15 Col3 26 3.14 1.07 1.15 1.15 Col3 27 7.09 0.00 1.15 1.15 Col3 28 6.01 0.00 1.15 1.15 Col3 29 4.19 0.30 1.15 1.15 Col3 30 3.14 1.07 1.15 1.15 Col3 31 7.09 0.00 1.15 1.15 Col3 32 6.01 0.00 1.15 1.15 Col3 33 4.19 0.30 1.15 1.15 Col3 34 0.20 0.00 -1.43 -1.43 Col3 35 -2.23 0.40 -1.43 -1.43 Col3 36 0.20 0.00 1.53 1.53 Col3 37 -2.23 0.40 1.53 1.53 Col3 38 -4.55 1.59 1.53 1.53 Col3 39 1.38 0.00 1.53 1.53 Col3 40 -3.63 1.43 1.53 1.53 Col3 41 1.63 0.00 1.53 1.53 Col3 42 -2.03 1.74 0.00 0.00 Col3 43 5.43 0.00 0.00 0.00 Col3 44 2.52 1.32 0.00 0.00 Col3 45 8.16 0.00 0.00 0.00 Col3 46 -1.11 1.32 0.00 0.00 Col3 47 4.54 0.00 0.00 0.00 Col3 48 -3.52 1.74 0.00 0.00 Col3 49 3.94 0.00 0.00 0.00 Col3 50 4.76 0.00 0.00 0.00 Col3 51 4.02 0.00 0.00 0.00 Col3 52 0.15 1.20 1.15 1.15 Col3 53 4.59 0.00 1.15 1.15 Col3 54 0.83 1.07 1.15 1.15 Col3 55 4.78 0.00 1.15 1.15 Col3 56 1.93 0.00 0.07 0.07 Col3 57 1.93 0.00 -0.07 -0.07 Col3 58 8.12 0.00 0.00 0.00 Col3 59 6.53 0.00 0.00 0.00 Col3 60 2.66 1.19 1.15 1.15 Col3 61 7.11 0.00 1.15 1.15 Col3 62 3.35 1.07 1.15 1.15 Col3 63 7.30 0.00 1.15 1.15 Col3 64 1.99 0.00 0.09 0.09 Col3 65 1.99 0.00 -0.09 -0.09 Page 109 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col3 66 5.56 0.00 0.07 0.07 Col3 67 5.56 0.00 -0.07 -0.07 Col3 68 0.50 0.00 0.09 0.09 Col3 69 0.50 0.00 -0.09 -0.09 Col3 70 -4.55 1.59 0.00 0.00 Col3 71 1.38 0.00 0.00 0.00 Col3 72 -3.63 1.43 0.00 0.00 Col3 73 1.63 0.00 0.00 0.00 Col3 74 0.20 0.00 0.00 0.00 Col3 75 -2.23 0.40 0.00 0.00 Col3 76 1.54 1.19 0.00 0.00 Col3 77 5.99 0.00 0.00 0.00 Col3 78 2.23 1.07 0.00 0.00 Col3 79 6.18 0.00 0.00 0.00 Col3 80 5.10 0.00 0.00 0.00 Col3 81 3.28 0.30 0.00 0.00 Col3 82 2.45 1.19 0.00 0.00 Col3 83 2.45 1.19 0.00 0.00 Col3 84 2.45 1.19 0.00 0.00 Col3 85 6.90 0.00 0.00 0.00 Col3 86 6.90 0.00 0.00 0.00 Col3 87 6.90 0.00 0.00 0.00 Col3 88 3.14 1.07 0.00 0.00 Col3 89 3.14 1.07 0.00 0.00 Col3 90 3.14 1.07 0.00 0.00 Col3 91 7.09 0.00 0.00 0.00 Col3 92 7.09 0.00 0.00 0.00 Col3 93 7.09 0.00 0.00 0.00 Col3 94 6.01 0.00 0.00 0.00 Col3 95 4.19 0.30 0.00 0.00 Col3 96 6.01 0.00 0.00 0.00 Col3 97 4.19 0.30 0.00 0.00 Col3 98 6.01 0.00 0.00 0.00 Col3 99 4.19 0.30 0.00 0.00 Col4 1 1.08 0.00 0.00 0.00 Col4 2 0.39 0.00 0.00 0.00 Col4 3 1.25 0.00 0.00 0.00 Col4 4 1.25 0.00 0.00 0.00 Col4 5 1.25 0.00 0.00 0.00 Col4 6 0.91 0.00 0.00 0.00 Col4 7 1.04 0.00 0.00 0.00 Col4 8 1.04 0.00 0.00 0.00 Col4 9 1.04 0.00 0.00 0.00 Col4 10 -2.47 0.40 -2.54 -0.45 Col4 11 -0.98 0.00 -2.54 -0.45 Col4 12 0.15 0.40 0.51 0.51 Col4 13 1.64 0.00 0.51 0.51 Col4 14 4.62 0.00 0.51 0.51 Col4 15 -1.99 1.59 0.51 0.51 Col4 16 4.69 0.00 0.51 0.51 Col4 17 -1.27 1.43 0.51 0.51 Col4 18 4.21 0.00 0.38 0.38 Col4 19 -0.26 1.07 0.38 0.38 Col4 20 0.81 0.30 0.38 0.38 Page 110 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col4 21 1.92 0.00 0.38 0.38 Col4 22 4.34 0.00 0.38 0.38 Col4 23 -0.13 1.07 0.38 0.38 Col4 24 0.93 0.30 0.38 0.38 Col4 25 2.05 0.00 0.38 0.38 Col4 26 4.34 0.00 0.38 0.38 Col4 27 -0.13 1.07 0.38 0.38 Col4 28 0.93 0.30 0.38 0.38 Col4 29 2.05 0.00 0.38 0.38 Col4 30 4.34 0.00 0.38 0.38 Col4 31 -0.13 1.07 0.38 0.38 Col4 32 0.93 0.30 0.38 0.38 Col4 33 2.05 0.00 0.38 0.38 Col4 34 -2.58 0.40 -2.54 -0.45 Col4 35 -1.09 0.00 -2.54 -0.45 Col4 36 0.03 0.40 0.51 0.51 Col4 37 1.52 0.00 0.51 0.51 Col4 38 4.51 0.00 0.51 0.51 Col4 39 -2.11 1.59 0.51 0.51 Col4 40 4.57 0.00 0.51 0.51 Col4 41 -1.38 1.43 0.51 0.51 Col4 42 4.51 0.00 0.00 0.00 Col4 43 -3.06 1.74 0.00 0.00 Col4 44 4.02 0.00 0.00 0.00 Col4 45 -1.71 1.32 0.00 0.00 Col4 46 3.51 0.00 0.00 0.00 Col4 47 -2.22 1.32 0.00 0.00 Col4 48 4.21 0.00 0.00 0.00 Col4 49 -3.36 1.74 0.00 0.00 Col4 50 0.31 0.00 0.00 0.00 Col4 51 0.33 0.00 0.00 0.00 Col4 52 3.59 0.00 0.38 0.38 Col4 53 -1.37 1.19 0.38 0.38 Col4 54 3.63 0.00 0.38 0.38 Col4 55 -0.83 1.07 0.38 0.38 Col4 56 -1.01 0.00 -2.28 0.02 Col4 57 1.85 0.00 -0.02 -0.02 Col4 58 1.23 0.00 0.00 0.00 Col4 59 1.02 0.00 0.00 0.00 Col4 60 4.28 0.00 0.38 0.38 Col4 61 -0.69 1.20 0.38 0.38 Col4 62 4.32 0.00 0.38 0.38 Col4 63 -0.14 1.07 0.38 0.38 Col4 64 -1.49 0.00 -3.06 0.03 Col4 65 2.36 0.00 -0.03 -0.03 Col4 66 -0.52 0.00 -2.32 0.02 Col4 67 2.40 0.00 -0.02 -0.02 Col4 68 -1.79 0.00 -3.06 0.03 Col4 69 2.06 0.00 -0.03 -0.03 Col4 70 3.20 0.00 0.00 0.00 Col4 71 -3.41 1.59 0.00 0.00 Col4 72 3.26 0.00 0.00 0.00 Col4 73 -2.69 1.43 0.00 0.00 Col4 74 -1.27 0.40 0.00 0.00 Page 111 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col4 75 0.21 0.00 0.00 0.00 Col4 76 3.18 0.00 0.00 0.00 Col4 77 -1.78 1.19 0.00 0.00 Col4 78 3.23 0.00 0.00 0.00 Col4 79 -1.24 1.07 0.00 0.00 Col4 80 -0.18 0.30 0.00 0.00 Col4 81 0.94 0.00 0.00 0.00 Col4 82 3.31 0.00 0.00 0.00 Col4 83 3.31 0.00 0.00 0.00 Col4 84 3.31 0.00 0.00 0.00 Col4 85 -1.65 1.19 0.00 0.00 Col4 86 -1.65 1.19 0.00 0.00 Col4 87 -1.65 1.19 0.00 0.00 Col4 88 3.36 0.00 0.00 0.00 Col4 89 3.36 0.00 0.00 0.00 Col4 90 3.36 0.00 0.00 0.00 Col4 91 -1.11 1.07 0.00 0.00 Col4 92 -1.11 1.07 0.00 0.00 Col4 93 -1.11 1.07 0.00 0.00 Col4 94 -0.05 0.30 0.00 0.00 Col4 95 1.07 0.00 0.00 0.00 Col4 96 -0.05 0.30 0.00 0.00 Col4 97 1.07 0.00 0.00 0.00 Col4 98 -0.05 0.30 0.00 0.00 Col4 99 1.07 0.00 0.00 0.00 COLUMN DEFLECTIONS: ------------------- Load Deflection(in) Id Id Calc Limit ----- ---- ------ ------ Col1 100 0.00 1.10 Col1 101 0.00 1.10 Col1 102 0.00 1.10 Col1 103 0.00 1.10 Col1 104 0.00 1.10 Col1 105 0.00 1.10 Col1 106 0.00 1.10 Col1 107 0.00 1.10 Col1 108 0.00 1.10 Col1 109 -0.06 1.10 Col1 110 -0.06 1.10 Col1 111 0.07 1.10 Col1 112 0.07 1.10 Col1 113 0.07 1.10 Col1 114 0.07 1.10 Col1 115 0.07 1.10 Col1 116 0.07 1.10 Col1 117 0.05 1.10 Col1 118 0.05 1.10 Col1 119 0.05 1.10 Col1 120 0.05 1.10 Col1 121 0.05 1.10 Col1 122 0.05 1.10 Page 112 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col1 123 0.05 1.10 Col1 124 0.05 1.10 Col1 125 0.05 1.10 Col1 126 0.05 1.10 Col1 127 0.05 1.10 Col1 128 0.05 1.10 Col1 129 0.05 1.10 Col1 130 0.05 1.10 Col1 131 0.05 1.10 Col1 132 0.05 1.10 Col1 133 -0.06 1.10 Col1 134 -0.06 1.10 Col1 135 0.07 1.10 Col1 136 0.07 1.10 Col1 137 0.07 1.10 Col1 138 0.07 1.10 Col1 139 0.07 1.10 Col1 140 0.07 1.10 Col1 141 0.00 1.10 Col1 142 0.00 1.10 Col1 143 0.00 1.10 Col1 144 0.00 1.10 Col1 145 0.00 1.10 Col1 146 0.00 1.10 Col1 147 0.00 1.10 Col1 148 0.00 1.10 Col1 149 0.00 1.10 Col1 150 0.00 1.10 Col1 151 0.05 1.10 Col1 152 0.05 1.10 Col1 153 0.05 1.10 Col1 154 0.05 1.10 Col1 155 0.00 1.10 Col1 156 0.00 1.10 Col1 157 0.00 1.10 Col1 158 0.00 1.10 Col1 159 0.05 1.10 Col1 160 0.05 1.10 Col1 161 0.05 1.10 Col1 162 0.05 1.10 Col1 163 0.01 1.10 Col1 164 -0.01 1.10 Col1 165 0.01 1.10 Col1 166 -0.01 1.10 Col1 167 0.01 1.10 Col1 168 -0.01 1.10 Col1 169 0.00 1.10 Col1 170 0.00 1.10 Col1 171 0.00 1.10 Col1 172 0.00 1.10 Col1 173 0.00 1.10 Col1 174 0.00 1.10 Col1 175 0.00 1.10 Col1 176 0.00 1.10 Page 113 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col1 177 0.00 1.10 Col1 178 0.00 1.10 Col1 179 0.00 1.10 Col1 180 0.00 1.10 Col1 181 0.00 1.10 Col1 182 0.00 1.10 Col1 183 0.00 1.10 Col1 184 0.00 1.10 Col1 185 0.00 1.10 Col1 186 0.00 1.10 Col1 187 0.00 1.10 Col1 188 0.00 1.10 Col1 189 0.00 1.10 Col2 100 0.00 1.32 Col2 101 0.00 1.32 Col2 102 0.00 1.32 Col2 103 0.00 1.32 Col2 104 0.00 1.32 Col2 105 0.00 1.32 Col2 106 0.00 1.32 Col2 107 0.00 1.32 Col2 108 0.00 1.32 Col2 109 -0.35 1.32 Col2 110 -0.35 1.32 Col2 111 0.38 1.32 Col2 112 0.38 1.32 Col2 113 0.38 1.32 Col2 114 0.38 1.32 Col2 115 0.38 1.32 Col2 116 0.38 1.32 Col2 117 0.28 1.32 Col2 118 0.28 1.32 Col2 119 0.28 1.32 Col2 120 0.28 1.32 Col2 121 0.28 1.32 Col2 122 0.28 1.32 Col2 123 0.28 1.32 Col2 124 0.28 1.32 Col2 125 0.28 1.32 Col2 126 0.28 1.32 Col2 127 0.28 1.32 Col2 128 0.28 1.32 Col2 129 0.28 1.32 Col2 130 0.28 1.32 Col2 131 0.28 1.32 Col2 132 0.28 1.32 Col2 133 -0.35 1.32 Col2 134 -0.35 1.32 Col2 135 0.38 1.32 Col2 136 0.38 1.32 Col2 137 0.38 1.32 Col2 138 0.38 1.32 Col2 139 0.38 1.32 Col2 140 0.38 1.32 Page 114 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col2 141 0.00 1.32 Col2 142 0.00 1.32 Col2 143 0.00 1.32 Col2 144 0.00 1.32 Col2 145 0.00 1.32 Col2 146 0.00 1.32 Col2 147 0.00 1.32 Col2 148 0.00 1.32 Col2 149 0.00 1.32 Col2 150 0.00 1.32 Col2 151 0.28 1.32 Col2 152 0.28 1.32 Col2 153 0.28 1.32 Col2 154 0.28 1.32 Col2 155 0.03 1.32 Col2 156 -0.03 1.32 Col2 157 0.00 1.32 Col2 158 0.00 1.32 Col2 159 0.28 1.32 Col2 160 0.28 1.32 Col2 161 0.28 1.32 Col2 162 0.28 1.32 Col2 163 0.04 1.32 Col2 164 -0.04 1.32 Col2 165 0.03 1.32 Col2 166 -0.03 1.32 Col2 167 0.04 1.32 Col2 168 -0.04 1.32 Col2 169 0.00 1.32 Col2 170 0.00 1.32 Col2 171 0.00 1.32 Col2 172 0.00 1.32 Col2 173 0.00 1.32 Col2 174 0.00 1.32 Col2 175 0.00 1.32 Col2 176 0.00 1.32 Col2 177 0.00 1.32 Col2 178 0.00 1.32 Col2 179 0.00 1.32 Col2 180 0.00 1.32 Col2 181 0.00 1.32 Col2 182 0.00 1.32 Col2 183 0.00 1.32 Col2 184 0.00 1.32 Col2 185 0.00 1.32 Col2 186 0.00 1.32 Col2 187 0.00 1.32 Col2 188 0.00 1.32 Col2 189 0.00 1.32 Col3 100 0.00 1.32 Col3 101 0.00 1.32 Col3 102 0.00 1.32 Col3 103 0.00 1.32 Col3 104 0.00 1.32 Page 115 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col3 105 0.00 1.32 Col3 106 0.00 1.32 Col3 107 0.00 1.32 Col3 108 0.00 1.32 Col3 109 -0.35 1.32 Col3 110 -0.35 1.32 Col3 111 0.38 1.32 Col3 112 0.38 1.32 Col3 113 0.38 1.32 Col3 114 0.38 1.32 Col3 115 0.38 1.32 Col3 116 0.38 1.32 Col3 117 0.28 1.32 Col3 118 0.28 1.32 Col3 119 0.28 1.32 Col3 120 0.28 1.32 Col3 121 0.28 1.32 Col3 122 0.28 1.32 Col3 123 0.28 1.32 Col3 124 0.28 1.32 Col3 125 0.28 1.32 Col3 126 0.28 1.32 Col3 127 0.28 1.32 Col3 128 0.28 1.32 Col3 129 0.28 1.32 Col3 130 0.28 1.32 Col3 131 0.28 1.32 Col3 132 0.28 1.32 Col3 133 -0.35 1.32 Col3 134 -0.35 1.32 Col3 135 0.38 1.32 Col3 136 0.38 1.32 Col3 137 0.38 1.32 Col3 138 0.38 1.32 Col3 139 0.38 1.32 Col3 140 0.38 1.32 Col3 141 0.00 1.32 Col3 142 0.00 1.32 Col3 143 0.00 1.32 Col3 144 0.00 1.32 Col3 145 0.00 1.32 Col3 146 0.00 1.32 Col3 147 0.00 1.32 Col3 148 0.00 1.32 Col3 149 0.00 1.32 Col3 150 0.00 1.32 Col3 151 0.28 1.32 Col3 152 0.28 1.32 Col3 153 0.28 1.32 Col3 154 0.28 1.32 Col3 155 0.03 1.32 Col3 156 -0.03 1.32 Col3 157 0.00 1.32 Col3 158 0.00 1.32 Page 116 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col3 159 0.28 1.32 Col3 160 0.28 1.32 Col3 161 0.28 1.32 Col3 162 0.28 1.32 Col3 163 0.04 1.32 Col3 164 -0.04 1.32 Col3 165 0.03 1.32 Col3 166 -0.03 1.32 Col3 167 0.04 1.32 Col3 168 -0.04 1.32 Col3 169 0.00 1.32 Col3 170 0.00 1.32 Col3 171 0.00 1.32 Col3 172 0.00 1.32 Col3 173 0.00 1.32 Col3 174 0.00 1.32 Col3 175 0.00 1.32 Col3 176 0.00 1.32 Col3 177 0.00 1.32 Col3 178 0.00 1.32 Col3 179 0.00 1.32 Col3 180 0.00 1.32 Col3 181 0.00 1.32 Col3 182 0.00 1.32 Col3 183 0.00 1.32 Col3 184 0.00 1.32 Col3 185 0.00 1.32 Col3 186 0.00 1.32 Col3 187 0.00 1.32 Col3 188 0.00 1.32 Col3 189 0.00 1.32 Col4 100 0.00 1.10 Col4 101 0.00 1.10 Col4 102 0.00 1.10 Col4 103 0.00 1.10 Col4 104 0.00 1.10 Col4 105 0.00 1.10 Col4 106 0.00 1.10 Col4 107 0.00 1.10 Col4 108 0.00 1.10 Col4 109 -0.06 1.10 Col4 110 -0.06 1.10 Col4 111 0.07 1.10 Col4 112 0.07 1.10 Col4 113 0.07 1.10 Col4 114 0.07 1.10 Col4 115 0.07 1.10 Col4 116 0.07 1.10 Col4 117 0.05 1.10 Col4 118 0.05 1.10 Col4 119 0.05 1.10 Col4 120 0.05 1.10 Col4 121 0.05 1.10 Col4 122 0.05 1.10 Page 117 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col4 123 0.05 1.10 Col4 124 0.05 1.10 Col4 125 0.05 1.10 Col4 126 0.05 1.10 Col4 127 0.05 1.10 Col4 128 0.05 1.10 Col4 129 0.05 1.10 Col4 130 0.05 1.10 Col4 131 0.05 1.10 Col4 132 0.05 1.10 Col4 133 -0.06 1.10 Col4 134 -0.06 1.10 Col4 135 0.07 1.10 Col4 136 0.07 1.10 Col4 137 0.07 1.10 Col4 138 0.07 1.10 Col4 139 0.07 1.10 Col4 140 0.07 1.10 Col4 141 0.00 1.10 Col4 142 0.00 1.10 Col4 143 0.00 1.10 Col4 144 0.00 1.10 Col4 145 0.00 1.10 Col4 146 0.00 1.10 Col4 147 0.00 1.10 Col4 148 0.00 1.10 Col4 149 0.00 1.10 Col4 150 0.00 1.10 Col4 151 0.05 1.10 Col4 152 0.05 1.10 Col4 153 0.05 1.10 Col4 154 0.05 1.10 Col4 155 0.00 1.10 Col4 156 0.00 1.10 Col4 157 0.00 1.10 Col4 158 0.00 1.10 Col4 159 0.05 1.10 Col4 160 0.05 1.10 Col4 161 0.05 1.10 Col4 162 0.05 1.10 Col4 163 0.01 1.10 Col4 164 -0.01 1.10 Col4 165 0.01 1.10 Col4 166 -0.01 1.10 Col4 167 0.01 1.10 Col4 168 -0.01 1.10 Col4 169 0.00 1.10 Col4 170 0.00 1.10 Col4 171 0.00 1.10 Col4 172 0.00 1.10 Col4 173 0.00 1.10 Col4 174 0.00 1.10 Col4 175 0.00 1.10 Col4 176 0.00 1.10 Page 118 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Col4 177 0.00 1.10 Col4 178 0.00 1.10 Col4 179 0.00 1.10 Col4 180 0.00 1.10 Col4 181 0.00 1.10 Col4 182 0.00 1.10 Col4 183 0.00 1.10 Col4 184 0.00 1.10 Col4 185 0.00 1.10 Col4 186 0.00 1.10 Col4 187 0.00 1.10 Col4 188 0.00 1.10 Col4 189 0.00 1.10 RAFTER DEFLECTIONS: ------------------- Load Deflection(in) Id Id Calc Limit ----- ---- ------ ------ Raf1 100 -0.51 1.41 Raf1 101 -0.13 1.41 Raf1 102 -0.61 1.41 Raf1 103 -0.61 1.41 Raf1 104 -0.61 1.41 Raf1 105 -0.42 1.41 Raf1 106 -0.49 1.41 Raf1 107 -0.49 1.41 Raf1 108 -0.49 1.41 Raf1 109 -0.06 1.41 Raf1 110 -0.03 1.41 Raf1 111 -0.06 1.41 Raf1 112 -0.03 1.41 Raf1 113 0.04 1.41 Raf1 114 -0.06 1.41 Raf1 115 0.04 1.41 Raf1 116 -0.05 1.41 Raf1 117 -0.34 1.41 Raf1 118 -0.40 1.41 Raf1 119 -0.41 1.41 Raf1 120 -0.39 1.41 Raf1 121 -0.41 1.41 Raf1 122 -0.48 1.41 Raf1 123 -0.48 1.41 Raf1 124 -0.47 1.41 Raf1 125 -0.41 1.41 Raf1 126 -0.48 1.41 Raf1 127 -0.48 1.41 Raf1 128 -0.47 1.41 Raf1 129 -0.41 1.41 Raf1 130 -0.48 1.41 Raf1 131 -0.48 1.41 Raf1 132 -0.47 1.41 Raf1 133 -0.03 1.41 Raf1 134 0.01 0.70 Page 119 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Raf1 135 -0.03 1.41 Raf1 136 0.01 0.70 Raf1 137 0.07 1.41 Raf1 138 -0.03 1.41 Raf1 139 0.07 1.41 Raf1 140 -0.02 1.41 Raf1 141 -0.06 1.41 Raf1 142 -0.23 1.41 Raf1 143 -0.36 1.41 Raf1 144 -0.49 1.41 Raf1 145 -0.07 1.41 Raf1 146 -0.20 1.41 Raf1 147 0.05 1.41 Raf1 148 -0.12 1.41 Raf1 149 -0.57 1.41 Raf1 150 -0.46 1.41 Raf1 151 -0.38 1.41 Raf1 152 -0.46 1.41 Raf1 153 -0.38 1.41 Raf1 154 -0.45 1.41 Raf1 155 -0.14 1.41 Raf1 156 -0.14 1.41 Raf1 157 -0.57 1.41 Raf1 158 -0.46 1.41 Raf1 159 -0.38 1.41 Raf1 160 -0.46 1.41 Raf1 161 -0.38 1.41 Raf1 162 -0.45 1.41 Raf1 163 -0.14 1.41 Raf1 164 -0.14 1.41 Raf1 165 -0.43 1.41 Raf1 166 -0.43 1.41 Raf1 167 -0.03 1.41 Raf1 168 -0.03 1.41 Raf1 169 0.07 1.41 Raf1 170 -0.03 1.41 Raf1 171 0.07 1.41 Raf1 172 -0.02 1.41 Raf1 173 -0.04 1.41 Raf1 174 -0.34 1.41 Raf1 175 -0.41 1.41 Raf1 176 -0.34 1.41 Raf1 177 -0.40 1.41 Raf1 178 -0.41 1.41 Raf1 179 -0.41 1.41 Raf1 180 -0.41 1.41 Raf1 181 -0.49 1.41 Raf1 182 -0.49 1.41 Raf1 183 -0.49 1.41 Raf1 184 -0.41 1.41 Raf1 185 -0.41 1.41 Raf1 186 -0.41 1.41 Raf1 187 -0.48 1.41 Raf1 188 -0.48 1.41 Page 120 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Raf1 189 -0.48 1.41 Raf2 100 -0.51 1.41 Raf2 101 -0.13 1.41 Raf2 102 -0.61 1.41 Raf2 103 -0.61 1.41 Raf2 104 -0.61 1.41 Raf2 105 -0.42 1.41 Raf2 106 -0.49 1.41 Raf2 107 -0.49 1.41 Raf2 108 -0.49 1.41 Raf2 109 -0.06 1.41 Raf2 110 -0.03 1.41 Raf2 111 -0.06 1.41 Raf2 112 -0.03 1.41 Raf2 113 0.04 1.41 Raf2 114 -0.06 1.41 Raf2 115 0.04 1.41 Raf2 116 -0.05 1.41 Raf2 117 -0.34 1.41 Raf2 118 -0.40 1.41 Raf2 119 -0.41 1.41 Raf2 120 -0.39 1.41 Raf2 121 -0.41 1.41 Raf2 122 -0.48 1.41 Raf2 123 -0.48 1.41 Raf2 124 -0.47 1.41 Raf2 125 -0.41 1.41 Raf2 126 -0.48 1.41 Raf2 127 -0.48 1.41 Raf2 128 -0.47 1.41 Raf2 129 -0.41 1.41 Raf2 130 -0.48 1.41 Raf2 131 -0.48 1.41 Raf2 132 -0.47 1.41 Raf2 133 -0.03 1.41 Raf2 134 0.01 0.70 Raf2 135 -0.03 1.41 Raf2 136 0.01 0.70 Raf2 137 0.07 1.41 Raf2 138 -0.03 1.41 Raf2 139 0.07 1.41 Raf2 140 -0.02 1.41 Raf2 141 -0.06 1.41 Raf2 142 -0.23 1.41 Raf2 143 -0.36 1.41 Raf2 144 -0.49 1.41 Raf2 145 -0.07 1.41 Raf2 146 -0.20 1.41 Raf2 147 0.05 1.41 Raf2 148 -0.12 1.41 Raf2 149 -0.57 1.41 Raf2 150 -0.46 1.41 Raf2 151 -0.38 1.41 Raf2 152 -0.46 1.41 Page 121 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Raf2 153 -0.38 1.41 Raf2 154 -0.45 1.41 Raf2 155 -0.14 1.41 Raf2 156 -0.14 1.41 Raf2 157 -0.57 1.41 Raf2 158 -0.46 1.41 Raf2 159 -0.38 1.41 Raf2 160 -0.46 1.41 Raf2 161 -0.38 1.41 Raf2 162 -0.45 1.41 Raf2 163 -0.14 1.41 Raf2 164 -0.14 1.41 Raf2 165 -0.43 1.41 Raf2 166 -0.43 1.41 Raf2 167 -0.03 1.41 Raf2 168 -0.03 1.41 Raf2 169 0.07 1.41 Raf2 170 -0.03 1.41 Raf2 171 0.07 1.41 Raf2 172 -0.02 1.41 Raf2 173 -0.04 1.41 Raf2 174 -0.34 1.41 Raf2 175 -0.41 1.41 Raf2 176 -0.34 1.41 Raf2 177 -0.40 1.41 Raf2 178 -0.41 1.41 Raf2 179 -0.41 1.41 Raf2 180 -0.41 1.41 Raf2 181 -0.49 1.41 Raf2 182 -0.49 1.41 Raf2 183 -0.49 1.41 Raf2 184 -0.41 1.41 Raf2 185 -0.41 1.41 Raf2 186 -0.41 1.41 Raf2 187 -0.48 1.41 Raf2 188 -0.48 1.41 Raf2 189 -0.48 1.41 UNBRACED LENGTH: ---------------- Major --Minor(ft)-- ----KL/R---- Id (ft) Bend Axial Major Minor ------ ------ ------ ------ ----- ----- Col1 16.5 7.3 7.3 61 105 Col2 19.8 7.3 7.3 74 105 Col3 19.8 7.3 7.3 74 105 Col4 16.5 7.3 7.3 61 105 ------ ------ ------ ------ ----- ----- Raf1 21.1 14.9 4.0 79 57 Raf2 21.1 14.3 4.0 79 57 LOAD COMBINATIONS: Page 122 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 ------------------ Strength Combinations 1 - Dead+Collateral+Live 2 - Dead+Collateral 3 - Dead+Collateral+Snow 4 - Dead+Collateral+Snow+Snow_Drift 5 - Dead+Collateral+Snow+Slide_Snow 6 - Dead+Collateral+0.75Live 7 - Dead+Collateral+0.75Snow 8 - Dead+Collateral+0.75Snow+0.75Snow_Drift 9 - Dead+Collateral+0.75Snow+0.75Slide_Snow 10 - Dead+0.6Wind_Pressure+0.6Wind_Long1 11 - Dead+0.6Wind_Pressure+0.6Wind_Long2 12 - Dead+0.6Wind_Suction+0.6Wind_Long1 13 - Dead+0.6Wind_Suction+0.6Wind_Long2 14 - Dead+0.6Wind_Left1+0.6Wind_Suction 15 - Dead+0.6Wind_Right1+0.6Wind_Suction 16 - Dead+0.6Wind_Left2+0.6Wind_Suction 17 - Dead+0.6Wind_Right2+0.6Wind_Suction 18 - Dead+Collateral+0.75Live+0.45Wind_Left2+0.45Wind_Suction 19 - Dead+Collateral+0.75Live+0.45Wind_Right2+0.45Wind_Suction 20 - Dead+Collateral+0.75Live+0.45Wind_Suction+0.45Wind_Long1 21 - Dead+Collateral+0.75Live+0.45Wind_Suction+0.45Wind_Long2 22 - Dead+Collateral+0.75Snow+0.45Wind_Left2+0.45Wind_Suction 23 - Dead+Collateral+0.75Snow+0.45Wind_Right2+0.45Wind_Suction 24 - Dead+Collateral+0.75Snow+0.45Wind_Suction+0.45Wind_Long1 25 - Dead+Collateral+0.75Snow+0.45Wind_Suction+0.45Wind_Long2 26 - Dead+Collateral+0.75Snow+0.45Wind_Left2+0.45Wind_Suction+0.75Snow_Drift 27 - Dead+Collateral+0.75Snow+0.45Wind_Right2+0.45Wind_Suction+0.75Snow_Drift 28 - Dead+Collateral+0.75Snow+0.45Wind_Suction+0.45Wind_Long1+0.75Snow_Drift 29 - Dead+Collateral+0.75Snow+0.45Wind_Suction+0.45Wind_Long2+0.75Snow_Drift 30 - Dead+Collateral+0.75Snow+0.45Wind_Left2+0.45Wind_Suction+0.75Slide_Snow 31 - Dead+Collateral+0.75Snow+0.45Wind_Right2+0.45Wind_Suction+0.75Slide_Snow 32 - Dead+Collateral+0.75Snow+0.45Wind_Suction+0.45Wind_Long1+0.75Slide_Snow 33 - Dead+Collateral+0.75Snow+0.45Wind_Suction+0.45Wind_Long2+0.75Slide_Snow 34 - 0.6Dead+0.6Wind_Pressure+0.6Wind_Long1 35 - 0.6Dead+0.6Wind_Pressure+0.6Wind_Long2 36 - 0.6Dead+0.6Wind_Suction+0.6Wind_Long1 37 - 0.6Dead+0.6Wind_Suction+0.6Wind_Long2 38 - 0.6Dead+0.6Wind_Left1+0.6Wind_Suction 39 - 0.6Dead+0.6Wind_Right1+0.6Wind_Suction 40 - 0.6Dead+0.6Wind_Left2+0.6Wind_Suction 41 - 0.6Dead+0.6Wind_Right2+0.6Wind_Suction 42 - 1.11Dead+1.11Collateral+0.7Seismic_L 43 - 1.11Dead+1.11Collateral+0.7Seismic_R 44 - 1.08Dead+1.08Collateral+0.75Live+0.53Seismic_L 45 - 1.08Dead+1.08Collateral+0.75Live+0.53Seismic_R 46 - 1.08Dead+1.08Collateral+0.53Seismic_L 47 - 1.08Dead+1.08Collateral+0.53Seismic_R 48 - 0.49Dead+0.7Seismic_L 49 - 0.49Dead+0.7Seismic_R 50 - Dead+Collateral+E2UNB_SL_L 51 - Dead+Collateral+0.75E2UNB_SL_L 52 - Dead+Collateral+0.45Wind_Left1+0.45Wind_Suction+0.75E2UNB_SL_L Page 123 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 53 - Dead+Collateral+0.45Wind_Right1+0.45Wind_Suction+0.75E2UNB_SL_L 54 - Dead+Collateral+0.45Wind_Left2+0.45Wind_Suction+0.75E2UNB_SL_L 55 - Dead+Collateral+0.45Wind_Right2+0.45Wind_Suction+0.75E2UNB_SL_L 56 - 1.08Dead+1.08Collateral+0.52Seismic_Long 57 - 1.08Dead+1.08Collateral-0.52Seismic_Long 58 - Dead+Collateral+E2UNB_SL_R 59 - Dead+Collateral+0.75E2UNB_SL_R 60 - Dead+Collateral+0.45Wind_Left1+0.45Wind_Suction+0.75E2UNB_SL_R 61 - Dead+Collateral+0.45Wind_Right1+0.45Wind_Suction+0.75E2UNB_SL_R 62 - Dead+Collateral+0.45Wind_Left2+0.45Wind_Suction+0.75E2UNB_SL_R 63 - Dead+Collateral+0.45Wind_Right2+0.45Wind_Suction+0.75E2UNB_SL_R 64 - 1.11Dead+1.11Collateral+0.7Seismic_Long 65 - 1.11Dead+1.11Collateral-0.7Seismic_Long 66 - 1.08Dead+1.08Collateral+0.75Live+0.53Seismic_Long 67 - 1.08Dead+1.08Collateral+0.75Live-0.53Seismic_Long 68 - 0.49Dead+0.7Seismic_Long 69 - 0.49Dead-0.7Seismic_Long 70 - 0.6Dead+0.6Wind_Left1 71 - 0.6Dead+0.6Wind_Right1 72 - 0.6Dead+0.6Wind_Left2 73 - 0.6Dead+0.6Wind_Right2 74 - 0.6Dead+0.6Wind_Long1 75 - 0.6Dead+0.6Wind_Long2 76 - Dead+Collateral+0.75Live+0.45Wind_Left1 77 - Dead+Collateral+0.75Live+0.45Wind_Right1 78 - Dead+Collateral+0.75Live+0.45Wind_Left2 79 - Dead+Collateral+0.75Live+0.45Wind_Right2 80 - Dead+Collateral+0.75Live+0.45Wind_Long1 81 - Dead+Collateral+0.75Live+0.45Wind_Long2 82 - Dead+Collateral+0.75Snow+0.45Wind_Left1 83 - Dead+Collateral+0.75Snow+0.45Wind_Left1+0.75Snow_Drift 84 - Dead+Collateral+0.75Snow+0.45Wind_Left1+0.75Slide_Snow 85 - Dead+Collateral+0.75Snow+0.45Wind_Right1 86 - Dead+Collateral+0.75Snow+0.45Wind_Right1+0.75Snow_Drift 87 - Dead+Collateral+0.75Snow+0.45Wind_Right1+0.75Slide_Snow 88 - Dead+Collateral+0.75Snow+0.45Wind_Left2 89 - Dead+Collateral+0.75Snow+0.45Wind_Left2+0.75Snow_Drift 90 - Dead+Collateral+0.75Snow+0.45Wind_Left2+0.75Slide_Snow 91 - Dead+Collateral+0.75Snow+0.45Wind_Right2 92 - Dead+Collateral+0.75Snow+0.45Wind_Right2+0.75Snow_Drift 93 - Dead+Collateral+0.75Snow+0.45Wind_Right2+0.75Slide_Snow 94 - Dead+Collateral+0.75Snow+0.45Wind_Long1 95 - Dead+Collateral+0.75Snow+0.45Wind_Long2 96 - Dead+Collateral+0.75Snow+0.45Wind_Long1+0.75Snow_Drift 97 - Dead+Collateral+0.75Snow+0.45Wind_Long2+0.75Snow_Drift 98 - Dead+Collateral+0.75Snow+0.45Wind_Long1+0.75Slide_Snow 99 - Dead+Collateral+0.75Snow+0.45Wind_Long2+0.75Slide_Snow Deflection Combinations 100 - Dead+Collateral+Live 101 - Dead+Collateral 102 - Dead+Collateral+Snow 103 - Dead+Collateral+Snow+Snow_Drift 104 - Dead+Collateral+Snow+Slide_Snow 105 - Dead+Collateral+0.75Live Page 124 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 106 - Dead+Collateral+0.75Snow 107 - Dead+Collateral+0.75Snow+0.75Snow_Drift 108 - Dead+Collateral+0.75Snow+0.75Slide_Snow 109 - Dead+0.38Wind_Pressure+0.38Wind_Long1 110 - Dead+0.38Wind_Pressure+0.38Wind_Long2 111 - Dead+0.38Wind_Suction+0.38Wind_Long1 112 - Dead+0.38Wind_Suction+0.38Wind_Long2 113 - Dead+0.38Wind_Left1+0.38Wind_Suction 114 - Dead+0.38Wind_Right1+0.38Wind_Suction 115 - Dead+0.38Wind_Left2+0.38Wind_Suction 116 - Dead+0.38Wind_Right2+0.38Wind_Suction 117 - Dead+Collateral+0.75Live+0.28Wind_Left2+0.28Wind_Suction 118 - Dead+Collateral+0.75Live+0.28Wind_Right2+0.28Wind_Suction 119 - Dead+Collateral+0.75Live+0.28Wind_Suction+0.28Wind_Long1 120 - Dead+Collateral+0.75Live+0.28Wind_Suction+0.28Wind_Long2 121 - Dead+Collateral+0.75Snow+0.28Wind_Left2+0.28Wind_Suction 122 - Dead+Collateral+0.75Snow+0.28Wind_Right2+0.28Wind_Suction 123 - Dead+Collateral+0.75Snow+0.28Wind_Suction+0.28Wind_Long1 124 - Dead+Collateral+0.75Snow+0.28Wind_Suction+0.28Wind_Long2 125 - Dead+Collateral+0.75Snow+0.28Wind_Left2+0.28Wind_Suction+0.75Snow_Drift 126 - Dead+Collateral+0.75Snow+0.28Wind_Right2+0.28Wind_Suction+0.75Snow_Drift 127 - Dead+Collateral+0.75Snow+0.28Wind_Suction+0.28Wind_Long1+0.75Snow_Drift 128 - Dead+Collateral+0.75Snow+0.28Wind_Suction+0.28Wind_Long2+0.75Snow_Drift 129 - Dead+Collateral+0.75Snow+0.28Wind_Left2+0.28Wind_Suction+0.75Slide_Snow 130 - Dead+Collateral+0.75Snow+0.28Wind_Right2+0.28Wind_Suction+0.75Slide_Snow 131 - Dead+Collateral+0.75Snow+0.28Wind_Suction+0.28Wind_Long1+0.75Slide_Snow 132 - Dead+Collateral+0.75Snow+0.28Wind_Suction+0.28Wind_Long2+0.75Slide_Snow 133 - 0.6Dead+0.38Wind_Pressure+0.38Wind_Long1 134 - 0.6Dead+0.38Wind_Pressure+0.38Wind_Long2 135 - 0.6Dead+0.38Wind_Suction+0.38Wind_Long1 136 - 0.6Dead+0.38Wind_Suction+0.38Wind_Long2 137 - 0.6Dead+0.38Wind_Left1+0.38Wind_Suction 138 - 0.6Dead+0.38Wind_Right1+0.38Wind_Suction 139 - 0.6Dead+0.38Wind_Left2+0.38Wind_Suction 140 - 0.6Dead+0.38Wind_Right2+0.38Wind_Suction 141 - 1.11Dead+1.11Collateral+0.7Seismic_L 142 - 1.11Dead+1.11Collateral+0.7Seismic_R 143 - 1.08Dead+1.08Collateral+0.75Live+0.53Seismic_L 144 - 1.08Dead+1.08Collateral+0.75Live+0.53Seismic_R 145 - 1.08Dead+1.08Collateral+0.53Seismic_L 146 - 1.08Dead+1.08Collateral+0.53Seismic_R 147 - 0.49Dead+0.7Seismic_L 148 - 0.49Dead+0.7Seismic_R 149 - Dead+Collateral+E2UNB_SL_L 150 - Dead+Collateral+0.75E2UNB_SL_L 151 - Dead+Collateral+0.28Wind_Left1+0.28Wind_Suction+0.75E2UNB_SL_L 152 - Dead+Collateral+0.28Wind_Right1+0.28Wind_Suction+0.75E2UNB_SL_L 153 - Dead+Collateral+0.28Wind_Left2+0.28Wind_Suction+0.75E2UNB_SL_L 154 - Dead+Collateral+0.28Wind_Right2+0.28Wind_Suction+0.75E2UNB_SL_L 155 - 1.08Dead+1.08Collateral+0.52Seismic_Long 156 - 1.08Dead+1.08Collateral-0.52Seismic_Long 157 - Dead+Collateral+E2UNB_SL_R 158 - Dead+Collateral+0.75E2UNB_SL_R 159 - Dead+Collateral+0.28Wind_Left1+0.28Wind_Suction+0.75E2UNB_SL_R Page 125 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 160 - Dead+Collateral+0.28Wind_Right1+0.28Wind_Suction+0.75E2UNB_SL_R 161 - Dead+Collateral+0.28Wind_Left2+0.28Wind_Suction+0.75E2UNB_SL_R 162 - Dead+Collateral+0.28Wind_Right2+0.28Wind_Suction+0.75E2UNB_SL_R 163 - 1.11Dead+1.11Collateral+0.7Seismic_Long 164 - 1.11Dead+1.11Collateral-0.7Seismic_Long 165 - 1.08Dead+1.08Collateral+0.75Live+0.53Seismic_Long 166 - 1.08Dead+1.08Collateral+0.75Live-0.53Seismic_Long 167 - 0.49Dead+0.7Seismic_Long 168 - 0.49Dead-0.7Seismic_Long 169 - 0.6Dead+0.38Wind_Left1 170 - 0.6Dead+0.38Wind_Right1 171 - 0.6Dead+0.38Wind_Left2 172 - 0.6Dead+0.38Wind_Right2 173 - 0.6Dead 174 - Dead+Collateral+0.75Live+0.28Wind_Left1 175 - Dead+Collateral+0.75Live+0.28Wind_Right1 176 - Dead+Collateral+0.75Live+0.28Wind_Left2 177 - Dead+Collateral+0.75Live+0.28Wind_Right2 178 - Dead+Collateral+0.75Snow+0.28Wind_Left1 179 - Dead+Collateral+0.75Snow+0.28Wind_Left1+0.75Snow_Drift 180 - Dead+Collateral+0.75Snow+0.28Wind_Left1+0.75Slide_Snow 181 - Dead+Collateral+0.75Snow+0.28Wind_Right1 182 - Dead+Collateral+0.75Snow+0.28Wind_Right1+0.75Snow_Drift 183 - Dead+Collateral+0.75Snow+0.28Wind_Right1+0.75Slide_Snow 184 - Dead+Collateral+0.75Snow+0.28Wind_Left2 185 - Dead+Collateral+0.75Snow+0.28Wind_Left2+0.75Snow_Drift 186 - Dead+Collateral+0.75Snow+0.28Wind_Left2+0.75Slide_Snow 187 - Dead+Collateral+0.75Snow+0.28Wind_Right2 188 - Dead+Collateral+0.75Snow+0.28Wind_Right2+0.75Snow_Drift 189 - Dead+Collateral+0.75Snow+0.28Wind_Right2+0.75Slide_Snow ================================================================================ 22705 Wall 3 - Rafter Splice Design 2/28/23 11:40am ================================================================================ DESIGN CONSTANTS: ----------------- Plate Yield = 36.00(ksi ) Bolt Type = A325 Bolt Shear Stress = 27.00(ksi ) Bolt Tension Stress = 45.00(ksi ) PLATE SIZE: ----------- -Surface- Rafter ---Plate--- ---------------Bolts--------------- Id Type Id Locate Depth Width Thick Dia Gage RowT SpaceT RowB SpaceB ------ ---- -- ------ ------ ----- ----- ----- ----- ---- ------ ---- ------ Spl1 M 3 0.0 7.89 7.00 0.375 0.625 3.00 2 3.00 2 3.00 PLATE REACTIONS: ---------------- Load Axial Shear Moment Id Side Id (k ) (k ) (f-k ) Page 126 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 ------ ---- ---- ----- ----- ------ Spl1 Top 40 0.52 0.25 2.30 Bot 3 0.03 0.09 -9.80 WELDS: ------ -Top_Flange_To_Plate- -Bot_Flange_To_Plate- -----Web_To_Plate---- Shear(k/in ) Shear(k/in ) Shear(k/in ) Id Size Typ Calc Limit Size Typ Calc Limit Size Typ Calc Limit ------ ----- --- ----- ----- ----- --- ----- ----- ----- --- ----- ----- Spl1 0.125 F2 0.36 2.79 0.125 F2 1.54 2.79 0.125 F1 0.03 1.86 LOAD COMBINATIONS: ------------------ 3 - Dead+Collateral+Snow 40 - 0.6Dead+0.6Wind_Left2+0.6Wind_Suction ================================================================================ 22705 Wall 3 - Base Plate Design 2/28/23 11:40am ================================================================================ DESIGN CONSTANTS: ----------------- Base Plate Yield = 36.00(ksi ) Concrete Bearing = 1.05(ksi ) Bolt Type = A307 Bolt Shear Stress = 13.50(ksi ) Bolt Tension Stress = 22.50(ksi ) BASE SIZE: ---------- -----Base(in)---- --Plate_Size(in)-- ------Bolts(in)------ Req Req Id Type Depth Elev Width Thick Length Dia Row Space Gage Thick Dia ----- ---- ----- ----- ----- ----- ------ ----- --- ----- ----- ----- ----- Col1 S3 7.89 0.0 5.00 0.250 8.00 0.625 2 3.00 3.00 0.216 0.265 Col2 S3 7.89 0.0 5.00 0.250 8.00 0.625 2 3.00 3.00 0.211 0.187 Col3 S3 7.89 0.0 5.00 0.375 8.00 0.625 2 3.00 3.00 0.320 0.250 Col4 S3 7.89 0.0 5.00 0.375 8.00 0.625 2 3.00 3.00 0.277 0.265 S3 - Welded Plate BASE REACTIONS: --------------- Max_Tension+Shear Max_Shear+Tension --Max_Comp- Tens Shear -Max_Shear- Shear Tens Id Load Fy(k ) Load Fy(k ) Fx(k ) Load Fx(k ) Load Fx(k ) Fy(k ) ------ ---- ------ ---- ------ ------ ---- ------ ---- ------ ------ Col1 67 2.40 34 -2.06 2.54 64 3.06 68 3.06 -1.79 Col2 50 8.11 38 -1.97 1.53 12 1.53 38 1.53 -1.97 Col3 45 8.16 38 -4.55 2.21 38 2.21 38 2.21 -4.55 Col4 16 4.69 71 -3.41 1.59 64 3.06 68 3.06 -1.79 Page 127 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 WELDS: ------ -Top_Flange_To_Plate- -Bot_Flange_To_Plate- -----Web_To_Plate---- Shear(k/in ) Shear(k/in ) Shear(k/in ) Id Size Typ Calc Limit Size Typ Calc Limit Size Typ Calc Limit ------ ----- --- ----- ----- ----- --- ----- ----- ----- --- ----- ----- Col1 0.125 F1 0.26 2.79 0.125 F1 0.26 2.79 0.125 F1 0.41 1.86 Col2 0.125 F1 0.25 2.79 0.125 F1 0.25 2.79 0.125 F1 0.20 1.86 Col3 0.125 F1 0.58 2.79 0.125 F1 0.58 2.79 0.125 F1 0.30 1.86 Col4 0.125 F1 0.43 2.79 0.125 F1 0.43 2.79 0.125 F1 0.41 1.86 LOAD COMBINATIONS: ------------------ 12 - Dead+0.6Wind_Suction+0.6Wind_Long1 16 - Dead+0.6Wind_Left2+0.6Wind_Suction 34 - 0.6Dead+0.6Wind_Pressure+0.6Wind_Long1 38 - 0.6Dead+0.6Wind_Left1+0.6Wind_Suction 45 - 1.08Dead+1.08Collateral+0.75Live+0.53Seismic_R 50 - Dead+Collateral+E2UNB_SL_L 64 - 1.11Dead+1.11Collateral+0.7Seismic_Long 67 - 1.08Dead+1.08Collateral+0.75Live-0.53Seismic_Long 68 - 0.49Dead+0.7Seismic_Long 71 - 0.6Dead+0.6Wind_Right1 ================================================================================ 22705 Wall 3 - Bypass Girt Layout 2/28/23 11:40am ================================================================================ GIRT LAYOUT: ------------ Des Bay Bay_Offset Design ---Extend-- ----Max_Load--- Locate Id Id Part Start End Length Left Right Weight Id UC Report Rot ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 7.33 1 1 8X25Z16 0.00 10.67 10.33 0.00 0.00 29.8 WS 0.27 Moment D 2 8X25Z16 0.00 2.00 1.67 0.00 0.00 4.8 WS 0.33 Mom+Shr D 2 2 8X25Z16 18.00 20.00 1.67 0.00 0.00 4.8 WS 0.33 Mom+Shr D 3 8X25Z16 0.00 10.67 10.33 0.00 0.00 29.8 WS 0.27 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 13.08 3 1 8X25Z16 0.00 10.67 10.33 0.00 0.00 29.8 WS 0.24 Mom+Shr D 2 8X25Z16 0.00 2.00 1.67 0.00 0.00 4.8 WS 0.29 Mom+Shr D 4 2 8X25Z16 18.00 20.00 1.67 0.00 0.00 4.8 WS 0.29 Mom+Shr D 3 8X25Z16 0.00 10.67 10.33 0.00 0.00 29.8 WS 0.24 Mom+Shr D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 18.83 5 1 8X25Z16 5.84 10.67 4.83 0.00 0.00 13.9 WS 0.24 Moment D 2 8X25Z16 0.00 2.00 1.67 0.00 0.00 4.8 WS 0.29 Mom+Shr D 6 2 8X25Z16 2.00 18.00 15.83 0.00 0.00 45.6 WS 0.48 Moment D 7 2 8X25Z16 18.00 20.00 1.67 0.00 0.00 4.8 WS 0.29 Mom+Shr D 3 8X25Z16 0.00 4.83 4.83 0.00 0.00 13.9 WS 0.24 Moment D WS - 0.6Wind_Suction Page 128 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 2 3 --- --- --- 0 0 0 ================================================================================ 22705 Wall 3 - Girt Design 1 (Locate 7.33) 2/28/23 11:40am ================================================================================ GIRT LAYOUT: ------------ Available Reduction Bay Design --Lap(ft)-- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- 1 8X25Z16 7.3333 10.33 6.29 0 29.8 0.65 0.65 2 8X25Z16 7.3333 1.67 6.29 0 4.8 0.65 0.65 ------ 34.6 LOAD ID - 0.6Wind_Pressure: --------------------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.22 -0.40 0.00 -0.41 3.69 0.92 2 0.60 0.50 0.92 0.44 0.83 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RSup -0.40 2.5 0.16 RSup 0.92 3.70 0.25 RSup 0.25 -0.02 2 LSup 0.60 2.5 0.24 LSup 0.92 3.70 0.25 LSup 0.30 0.00 LOAD ID - 0.6Wind_Suction: --------------------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.25 0.43 0.00 0.46 3.81 -0.99 2 -0.65 -0.54 -0.99 -0.47 0.83 0.00 Page 129 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RSup 0.43 2.5 0.17 RSup -0.99 3.70 0.27 RSup 0.27 0.02 2 LSup -0.65 2.5 0.25 LSup -0.99 3.70 0.27 LSup 0.33 0.00 DEFLECTION (Working Load): -------------------------- Span Wind_Pressure Wind_Suction Seis_Pressure Seis_Suction Id Calc Limit Calc Limit Calc Limit Calc Limit ---- ------ ----- ------ ----- ----- ----- ----- ----- 1 -0.04 1.38 0.04 1.38 2 0.00 0.00 ================================================================================ 22705 Wall 3 - Girt Design 2 (Locate 7.33) 2/28/23 11:40am ================================================================================ GIRT LAYOUT: ------------ Available Reduction Bay Design --Lap(ft)-- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- 2 8X25Z16 7.3333 1.67 6.29 0 4.8 0.65 0.65 3 8X25Z16 7.3333 10.33 6.29 0 29.8 0.65 0.65 ------ 34.6 LOAD ID - 0.6Wind_Pressure: --------------------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 -0.50 -0.60 0.00 0.86 0.83 0.92 3 0.40 -0.22 0.92 -0.41 6.64 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 2 RSup -0.60 2.5 0.24 RSup 0.92 3.70 0.25 RSup 0.30 0.00 3 LSup 0.40 2.5 0.16 LSup 0.92 3.70 0.25 LSup 0.25 -0.02 Page 130 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 LOAD ID - 0.6Wind_Suction: --------------------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 0.54 0.65 0.00 -0.92 0.83 -0.99 3 -0.43 0.25 -0.99 0.46 6.52 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 2 RSup 0.65 2.5 0.25 RSup -0.99 3.70 0.27 RSup 0.33 0.00 3 LSup -0.43 2.5 0.17 LSup -0.99 3.70 0.27 LSup 0.27 0.02 DEFLECTION (Working Load): -------------------------- Span Wind_Pressure Wind_Suction Seis_Pressure Seis_Suction Id Calc Limit Calc Limit Calc Limit Calc Limit ---- ------ ----- ------ ----- ----- ----- ----- ----- 2 0.00 0.00 3 -0.04 1.38 0.04 1.38 ================================================================================ 22705 Wall 3 - Girt Design 3 (Locate 13.08) 2/28/23 11:40am ================================================================================ GIRT LAYOUT: ------------ Available Reduction Bay Design --Lap(ft)-- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- 1 8X25Z16 13.0833 10.33 5.75 0 29.8 0.65 0.65 2 8X25Z16 13.0833 1.67 5.75 0 4.8 0.65 0.65 ------ 34.6 LOAD ID - 0.6Wind_Pressure: --------------------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.21 -0.36 0.00 -0.39 3.74 0.81 Page 131 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 2 0.53 0.44 0.81 0.39 0.83 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RSup -0.36 2.5 0.14 RSup 0.81 3.70 0.22 RSup 0.22 -0.02 2 LSup 0.53 2.5 0.21 LSup 0.81 3.70 0.22 LSup 0.27 0.00 LOAD ID - 0.6Wind_Suction: --------------------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.23 0.39 0.00 0.43 3.86 -0.87 2 -0.57 -0.47 -0.87 -0.42 0.83 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RSup 0.39 2.5 0.15 RSup -0.87 3.70 0.24 RSup 0.24 0.02 2 LSup -0.57 2.5 0.22 LSup -0.87 3.70 0.24 LSup 0.29 0.00 DEFLECTION (Working Load): -------------------------- Span Wind_Pressure Wind_Suction Seis_Pressure Seis_Suction Id Calc Limit Calc Limit Calc Limit Calc Limit ---- ------ ----- ------ ----- ----- ----- ----- ----- 1 -0.04 1.38 0.04 1.38 2 0.00 0.00 ================================================================================ 22705 Wall 3 - Girt Design 4 (Locate 13.08) 2/28/23 11:40am ================================================================================ GIRT LAYOUT: ------------ Available Reduction Bay Design --Lap(ft)-- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- 2 8X25Z16 13.0833 1.67 5.75 0 4.8 0.65 0.65 3 8X25Z16 13.0833 10.33 5.75 0 29.8 0.65 0.65 ------ 34.6 Page 132 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 LOAD ID - 0.6Wind_Pressure: --------------------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 -0.44 -0.53 0.00 0.76 0.83 0.81 3 0.36 -0.21 0.81 -0.39 6.59 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 2 RSup -0.53 2.5 0.21 RSup 0.81 3.70 0.22 RSup 0.27 0.00 3 LSup 0.36 2.5 0.14 LSup 0.81 3.70 0.22 LSup 0.22 -0.02 LOAD ID - 0.6Wind_Suction: --------------------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 0.47 0.57 0.00 -0.81 0.83 -0.87 3 -0.39 0.23 -0.87 0.43 6.47 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 2 RSup 0.57 2.5 0.22 RSup -0.87 3.70 0.24 RSup 0.29 0.00 3 LSup -0.39 2.5 0.15 LSup -0.87 3.70 0.24 LSup 0.24 0.02 DEFLECTION (Working Load): -------------------------- Span Wind_Pressure Wind_Suction Seis_Pressure Seis_Suction Id Calc Limit Calc Limit Calc Limit Calc Limit ---- ------ ----- ------ ----- ----- ----- ----- ----- 2 0.00 0.00 3 -0.04 1.38 0.04 1.38 ================================================================================ 22705 Wall 3 - Girt Design 5 (Locate 18.83) 2/28/23 11:40am ================================================================================ Page 133 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 GIRT LAYOUT: ------------ Available Reduction Bay Design --Lap(ft)-- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- 1 8X25Z16 18.8333 4.83 4.04 0 13.9 0.65 0.65 2 8X25Z16 18.8333 1.67 5.74 0 4.8 0.00 0.65 ------ 18.7 LOAD ID - 0.6Wind_Pressure: --------------------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.07 -0.26 0.00 0.29 2.41 0.81 2 0.53 0.44 0.81 0.39 0.83 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RSup -0.26 2.5 0.10 RSup 0.81 3.70 0.22 RSup 0.20 0.01 2 LSup 0.53 2.5 0.21 LSup 0.81 4.11 0.20 LSup 0.27 -0.02 LOAD ID - 0.6Wind_Suction: --------------------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.08 0.28 0.00 -0.31 2.41 -0.87 2 -0.57 -0.47 -0.87 -0.41 0.83 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RSup 0.28 2.5 0.11 RSup -0.87 3.70 0.24 RSup 0.21 -0.01 2 LSup -0.57 2.5 0.22 LSup -0.87 3.70 0.24 LSup 0.29 0.02 DEFLECTION (Working Load): Page 134 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 -------------------------- Span Wind_Pressure Wind_Suction Seis_Pressure Seis_Suction Id Calc Limit Calc Limit Calc Limit Calc Limit ---- ------ ----- ------ ----- ----- ----- ----- ----- 1 0.00 0.64 0.00 0.64 2 0.00 0.00 ================================================================================ 22705 Wall 3 - Girt Design 6 (Locate 18.83) 2/28/23 11:40am ================================================================================ GIRT LAYOUT: ------------ Available Reduction Bay Design --Lap(ft)-- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- 2 8X25Z16 18.8333 15.83 4.28 0 45.6 0.00 0.60 ------ 45.6 LOAD ID - 0.6Wind_Pressure: --------------------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 0.33 -0.33 0.00 -1.29 7.92 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 2 LSup 0.33 2.5 0.13 MidS -1.29 3.70 0.35 LLap 0.21 -0.25 LOAD ID - 0.6Wind_Suction: --------------------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 -0.35 0.35 0.00 1.38 7.92 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit Page 135 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 2 LSup -0.35 2.5 0.14 MidS 1.38 2.90 0.48 LLap 0.22 0.26 DEFLECTION (Working Load): -------------------------- Span Wind_Pressure Wind_Suction Seis_Pressure Seis_Suction Id Calc Limit Calc Limit Calc Limit Calc Limit ---- ------ ----- ------ ----- ----- ----- ----- ----- 2 -0.16 2.11 0.17 2.11 ================================================================================ 22705 Wall 3 - Girt Design 7 (Locate 18.83) 2/28/23 11:40am ================================================================================ GIRT LAYOUT: ------------ Available Reduction Bay Design --Lap(ft)-- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- 2 8X25Z16 18.8333 1.67 5.74 0 4.8 0.00 0.65 3 8X25Z16 18.8333 4.83 4.04 0 13.9 0.00 0.65 ------ 18.7 LOAD ID - 0.6Wind_Pressure: --------------------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 -0.44 -0.53 0.00 0.75 0.83 0.81 3 0.26 0.07 0.81 0.29 2.41 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 2 RSup -0.53 2.5 0.21 RSup 0.81 4.11 0.20 RSup 0.27 -0.02 3 LSup 0.26 2.5 0.10 LSup 0.81 3.97 0.20 LSup 0.20 0.01 LOAD ID - 0.6Wind_Suction: --------------------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Page 136 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 0.47 0.57 0.00 -0.81 0.83 -0.87 3 -0.28 -0.08 -0.87 -0.31 2.41 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 2 RSup 0.57 2.5 0.22 RSup -0.87 3.70 0.24 RSup 0.29 0.02 3 LSup -0.28 2.5 0.11 LSup -0.87 3.70 0.24 LSup 0.21 -0.01 DEFLECTION (Working Load): -------------------------- Span Wind_Pressure Wind_Suction Seis_Pressure Seis_Suction Id Calc Limit Calc Limit Calc Limit Calc Limit ---- ------ ----- ------ ----- ----- ----- ----- ----- 2 0.00 0.00 3 0.00 0.64 0.00 0.64 ================================================================================ 22705 Wall 3 - Door Jamb & Header Design 2/28/23 11:40am ================================================================================ LAYOUT: ------- Reduction Open Bay Load Factor Id Id Locate Part Length Width Weight Out In ---- --- ------ -------- ------ ----- ------ ---- ---- 6 2 JambL 8X25C16 20.47 8.00 59.0 0.65 0.60 JambR 8X25C16 20.47 8.00 59.0 0.65 0.60 Header 8X25C16 16.00 1.42 46.1 0.65 0.60 STRENGTH/DEFLECTION: -------------------- Open Load --Shear(k )- --Moment(ft,f-k )- Mom+ Max Deflect(in) Id Member Id Calc Limit Loc Calc Limit Shear UC Calc Limit ---- ------ ---- ------ ----- ----- ------ ----- ----- ---- ----- ----- 6 JambL WP 0.28 2.56 3.67 -0.52 4.24 0.00 0.12 -0.01 0.98 WS -0.30 2.56 3.67 0.55 4.24 0.00 0.13 0.01 0.98 JambR WP 0.28 2.56 3.67 -0.52 4.24 0.00 0.12 -0.01 0.98 WS -0.30 2.56 3.67 0.55 4.24 0.00 0.13 0.01 0.98 Header WP -0.11 2.56 8.00 -0.44 4.24 0.07 0.10 0.05 2.13 WS 0.12 2.56 8.00 0.47 4.24 0.07 0.11 0.06 2.13 WP - 0.6Wind_Pressure WS - 0.6Wind_Suction ================================================================================ 22705 Wall 3 - Diagonal Bracing Design 2/28/23 11:40am Page 137 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 ================================================================================ PANEL SHEAR WITH NO BRACING: ---------------------------- Base ---Wind--- --Seismic- Length Load Calc Load Calc Limit ------ ---- ----- ---- ----- ------ 0.00 70 0.0 48 0.0 Open Wall DIAGONAL BRACE LAYOUT: ---------------------- Bay Brace_Locate Bay Design ------Diag_Brace----- ----KL/R--- Id Start End Width Length Type Size Part Calc Limit --- ----- ----- ----- ------ ---- ----- -------- ----- ----- 3 0.00 19.81 9.99 22.18 R 0.625 RD5 DIAGONAL BRACE STRENGTH: ------------------------ Bay Brace_Locate -----Wind(k )----- ----Seismic(k )--- Max Id Start End Load Calc Limit Load Calc Limit UC --- ----- ----- ---- ----- ----- ---- ----- ----- ---- 3 0.00 19.81 15 3.53 7.87 49 5.94 7.87 0.75 COLUMN BASE REACTIONS: ---------------------- Bay Col ----Wind_Max(k )---- ---Seismic_Max(k )-- Id Id Load Horz Vert(+/-) Load Horz Vert(+/-) --- --- ---- ----- --------- ---- ----- --------- 3 3 38 -1.59 3.16 48 -1.74 3.45 3 4 15 1.59 3.16 43 1.74 3.45 DEFLECTION AT RAFTER: --------------------- Span/Deflect Wall Deflection(in) ----Wind--- --Seismic-- Height Wind Seismic Calc Limit Calc Limit ------ ----- ------- ----- ----- ----- ----- 19.8 0.02 0.09 999. 60. 999. 60. LOAD COMBINATIONS: ------------------ 15 - Dead+0.6Wind_Right1+0.6Wind_Suction 38 - 0.6Dead+0.6Wind_Left1+0.6Wind_Suction 43 - 1.11Dead+1.11Collateral+0.7Seismic_R 48 - 0.49Dead+0.7Seismic_L 49 - 0.49Dead+0.7Seismic_R 70 - 0.6Dead+0.6Wind_Left1 ================================================================================ 22705 Wall 3 - Wall Panel Design 2/28/23 11:40am ================================================================================ Page 138 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 PANEL DATA: ----------- Bay Rotation Panel Id Part Type Gage Yield Stiffness Height --- -------- ---- ----- ----- --------- ------ 2 HHR 26 HR 26.00 50.0 0.00 24.56 MOMENTS & DEFLECTION: --------------------- --------------Moment(ft-lb/ft)------------- Span Locate(ft) Start Midspan End Max Deflect(in) Id Start End Load Calc Limit Calc Limit Calc Limit UC Calc Limit ---- ----- ----- ---- ----- ----- ----- ----- ----- ----- ---- ----- ----- 1 0.50 7.33 WP 0.0 160.7 -43.7 145.7 53.1 160.7 0.33 -0.16 1.37 WS 0.0 145.7 47.4 160.7 -57.6 145.7 0.40 0.18 1.37 2 7.33 13.08 WP 53.1 160.7 -10.3 145.7 24.2 160.7 0.33 0.00 1.15 WS -57.6 145.7 11.2 160.7 -26.3 145.7 0.40 0.01 1.15 3 13.08 18.83 WP 24.2 160.7 -15.4 145.7 41.6 160.7 0.26 -0.03 1.15 WS -26.3 145.7 16.7 160.7 -45.1 145.7 0.31 0.03 1.15 4 18.83 24.56 WP 41.6 160.7 -28.9 145.7 0.0 160.7 0.26 -0.07 1.14 WS -45.1 145.7 31.4 160.7 0.0 160.7 0.31 0.08 1.14 WP - 0.6Wind_Pressure WS - 0.6Wind_Suction ================================================================================ 22705 Wall 3 - Liner Panel Summary 2/28/23 11:40am ================================================================================ PANEL DATA: ----------- --Bay_Id- Rotation Start End Height Part Type Gage Yield Stiffness ----- --- ------ -------- ---- ----- ----- --------- 1 3 17.00 HHR 26 HR 26.00 50.0 0.00 ================================================================================ 22705 Wall 3 - Panel Zones 2/28/23 11:40am ================================================================================ PANEL: ------ Tensile Thick Yield Strength Part (in) (ksi ) (ksi ) -------- ----- ------- -------- HHR 26 0.019 50.00 65.00 GIRT SCREWS: ------------ Dia Washer Limit Part (in) (in) (k ) Page 139 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 -------- ----- ------ ----- 1.25MW 0.25 0.50 1.00 PANEL ZONE LAYOUT: ------------------ --Girt(ft,ft,in)-- Panel Zone ----Wall(ft)--- Bay Load Min Span Id Description Offset1 Offset2 Id Locate Width Thick (ft) ---- ------------- ------- ------- --- ------ ----- ----- ----- 1 Interior 4.13 37.20 1 7.33 6.29 0.060 6.83 2 Lt Edge 0.00 4.13 1 7.33 6.29 0.060 6.83 3 Rt Edge 37.20 41.33 3 7.33 6.29 0.060 6.83 GIRT SCREW CHECK: ----------------- Screw Wind --------Limit(k )------- Zone Space Suction Load Girt Panel Screw Max Id (ft) (psf ) (k ) Pullout Pullover Tension UC ---- ----- ------- ----- ------- -------- ------- ---- 1 0.50 12.57 0.04 0.31 0.31 0.27 0.15 2 0.50 12.57 0.04 0.31 0.31 0.27 0.15 3 0.50 12.57 0.04 0.31 0.31 0.27 0.15 BASE SCREWS: ------------ Dia Washer Limit Part (in) (in) (k ) -------- ----- ------ ----- 1.25MW 0.25 0.50 1.00 BASE SCREW CHECK: ----------------- Screw Force/Screw Shear Base Space Wind Seis Limit Max Length (ft) (k ) (k ) (k ) UC ------ ----- ----- ----- ----- ---- 0.00 0.50 0.000 0.000 0.275 0.00 ================================================================================ 22705 Wall 3 - Weight Summary 2/28/23 11:40am ================================================================================ Columns = 725.64 Rafters = 435.69 Girts = 221.25 Framed Openings = 164.00 Bracing = 43.94 Clips = 36.30 -------- Total Weight = 1626.82 ================================================================================ 22705 Wall 3 - Warning Summary 2/28/23 11:40am ================================================================================ Page 140 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 .. No Warnings Page 141 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 ================================================================================ 22705 Frame 1 - Design Code 2/28/23 11:40am ================================================================================ STRUCTURAL CODE: ---------------- Design Basis : WS - Working Stress Hot Rolled Steel : AISC16 Cold Formed Steel : NAUS16 BUILDING CODE: -------------- Wind Code : IBC 18 Seismic Zone : D MODULUS OF ELASTICITY: ---------------------- Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) ================================================================================ 22705 Frame 1 - Base Plates and Anchor Bolt 2/28/23 11:40am ================================================================================ DESIGN CONSTANTS: ----------------- Base Plate Yield = 36.00 (ksi ) Concrete Bearing = 1.05 (ksi ) Bolt Type = A307 Bolt Shear Stress = 13.50 (ksi ) Bolt Tension Stress = 22.50 (ksi ) BASE PLATE & BOLT SIZE: ----------------------- Max ---Column_Base(in)--- --Plate_Size(in)-- ----Bolts(A307 )---- Req Req Bolt Id Typ Depth Elev Width Length Thick Dia Row Space Gage Thick Dia UC ----- --- ----- ----- ----- ------ ----- ----- --- ----- ---- ----- ----- ---- Left P 12.6 0.0 6.0 13.00 0.500 0.750 2 4.00 3.50 0.360 0.414 0.30 Right P 12.6 0.0 6.0 13.00 0.500 0.750 2 4.00 3.50 0.360 0.414 0.30 BASE REACTIONS: --------------- Max_Tension+Shear Max_Shear+Tension Column -Max_Comp- Tens Shear -Max_Shear Shear Tens Id Ld Fy(k ) Ld Fy(k ) Fx(k ) Ld Fx(k ) Ld Fx(k ) Fy(k ) ------ --- ------ --- ------ ------ --- ------ --- ------ ------ Left 6 21.2 61 -5.7 4.1 40 7.5 63 4.7 -3.1 Right 5 21.2 62 -5.7 4.1 37 7.5 64 4.7 -3.1 Page 142 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 WELDS: ------ Outside_Flange_To_Base Inside_Flange_To_Base -----Web_To_Base----- Base Shear(k/in ) Shear(k/in ) Shear(k/in ) Id Size Typ Calc Limit Size Typ Calc Limit Size Typ Calc Limit ----- ----- --- ----- ----- ----- --- ----- ----- ----- --- ----- ----- Left 0.125 F1 0.57 2.79 0.188 F2 0.29 4.17 0.125 F1 0.62 1.86 Right 0.125 F1 0.57 2.79 0.188 F2 0.29 4.17 0.125 F1 0.62 1.86 LOAD COMBINATIONS: ------------------ 5 - Dead+Collateral+Snow 6 - Dead+Collateral+Snow 37 - Dead+Collateral+0.75Snow+0.45Wind_Left1 40 - Dead+Collateral+0.75Snow+0.45Wind_Right1 61 - 0.6Dead+0.6Wind_Left1 62 - 0.6Dead+0.6Wind_Right1 63 - 0.6Dead+0.6Wind_Left2 64 - 0.6Dead+0.6Wind_Right2 ================================================================================ 22705 Frame 1 - Bolted-End-Plates 2/28/23 11:40am ================================================================================ DESIGN CONSTANTS: ----------------- Splice Yield = 36.00 (ksi ) Bolt Type = A325 Snug-Tightened Bolt Shear Stress = 27.00 (ksi ) Bolt Tension Stress = 45.00 (ksi ) PLATE SIZE: ----------- Splice Member Web Splice(in) -----------------Bolts(A325 )----------------- Id Typ Locate Depth Width Thick Dia Gage Gage2 RowT SpaceT RowB SpaceB RowI -- --- ------ ----- ----- ----- ----- ----- ----- ---- ------ ---- ------ ---- 1 PEE 1- 2 25.00 6.0 0.625 0.625 4.00 4.00 2 4.00 2 4.00 1 2 -SS 2- 3 12.65 6.0 0.375 0.625 4.00 4.00 2 4.00 2 4.00 0 3 PEE 3- 4 25.00 6.0 0.625 0.625 4.00 4.00 2 4.00 2 4.00 1 PLATE DESIGN: ------------- -------Max_Moment------ -------Max_Shear------ Splice Ten Load Axial Shear Moment Load Axial Shear Moment Req Req Bolt Id Typ Loc Id (k ) (k ) (f-k ) Id (k ) (k ) (f-k ) Thick Dia UC -- --- --- ---- ----- ----- ------ ---- ----- ----- ------ ----- ----- ----- 1 PEE Top 212 7.3 10.2 94.4 8 12.9 15.2 94.4 0.563 0.587 0.88 Bot 215 -0.5 -2.5 -56.6 211 5.7 5.1 -0.1 0.434 0.454 0.53 2 -SS Top 64 -0.7 1.0 2.6 62 -3.6 1.0 0.6 0.109 0.139 0.05 Bot 5 7.4 -0.4 -25.3 85 6.1 -4.2 -22.8 0.340 0.434 0.48 3 PEE Top 211 7.3 -10.2 94.4 7 12.9 -15.2 94.4 0.563 0.587 0.88 Page 143 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Bot 216 -0.5 2.5 -56.6 212 5.7 -5.1 -0.1 0.434 0.454 0.53 WELDS: ------ Outside_Flange_To_Bep Inside_Flange_To_Bep -----Web_To_Bep------ Splice Shear(k/in ) Shear(k/in ) Shear(k/in ) Id Side Size Typ Calc Limit Size Typ Calc Limit Size Typ Calc Limit -- ---- ----- --- ----- ----- ----- --- ----- ----- ----- --- ----- ----- 1 L 0.188 F2 2.97 4.17 0.188 F2 2.23 4.17 0.125 F1 0.61 1.86 1 R 0.188 F2 2.97 4.17 0.188 F2 2.23 4.17 0.125 F1 0.61 1.86 2 L 0.125 F2 0.20 2.79 0.125 F2 1.97 2.79 0.125 F1 0.33 1.86 2 R 0.125 F2 0.20 2.79 0.125 F2 1.97 2.79 0.125 F1 0.33 1.86 3 L 0.188 F2 2.97 4.17 0.188 F2 2.23 4.17 0.125 F1 0.61 1.86 3 R 0.188 F2 2.97 4.17 0.188 F2 2.23 4.17 0.125 F1 0.61 1.86 LOAD COMBINATIONS: ------------------ 5 - Dead+Collateral+Snow 7 - Dead+Collateral+Snow+Snow_Drift 8 - Dead+Collateral+Snow+Snow_Drift 62 - 0.6Dead+0.6Wind_Right1 64 - 0.6Dead+0.6Wind_Right2 85 - Dead+Collateral+F1UNB_SL_L 211 - 1.08Dead+1.08Collateral+0.75Live+1.21Seismic_L 212 - 1.08Dead+1.08Collateral+0.75Live+1.21Seismic_R 215 - 0.49Dead+1.62Seismic_L 216 - 0.49Dead+1.62Seismic_R ================================================================================ 22705 Frame 1 - Bearing Stiffeners 2/28/23 11:40am ================================================================================ Stiffener Yield = 36.0 (ksi ) STIFFENER SIZE: --------------- ----Stiffener--- --Web(in)-- ----Stiffener_Size(in)--- Location Offset Depth Thick Width Thick Length No. -------- ------ ----- ----- ----- ----- ------ --- Lt Col 0.0 30.00 0.134 2.50 0.313 30.00 1 Rt Col 41.3 30.00 0.134 2.50 0.313 30.00 1 Lt Web 0.0 30.00 0.134 2.50 0.250 33.29 1 Rt Web 41.3 30.00 0.134 2.50 0.250 33.29 1 STIFFENER DESIGN: ----------------- ----Tension(k )--- --Compression(k )- Max Location Load Calc Limit Load Calc Limit UC -------- ---- ----- ----- ---- ----- ----- ---- Lt Col 61 16.2 33.7 6 40.9 43.4 0.94 Rt Col 62 16.2 33.7 7 40.9 43.4 0.94 Lt Web 6 0.0 26.9 6 10.0 36.7 0.27 Rt Web 7 0.0 26.9 7 10.0 36.7 0.27 Page 144 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 WELDS: ------ ---Stiff_To_Flg/EP--- -----Stiff_To_Web---- Stiffener Shear(k/in ) Shear(k/in ) Location Size Typ Calc Limit Size Typ Calc Limit ---------- ----- --- ----- ----- ----- --- ----- ----- Lt Col 0.250 F1 3.23 3.71 0.125 F1 0.68 1.86 Rt Col 0.250 F1 3.23 3.71 0.125 F1 0.68 1.86 Lt Web 0.125 F1 0.00 1.86 0.125 F1 0.15 1.86 Rt Web 0.125 F1 0.00 1.86 0.125 F1 0.15 1.86 LOAD COMBINATIONS: ------------------ 6 - Dead+Collateral+Snow 7 - Dead+Collateral+Snow+Snow_Drift 61 - 0.6Dead+0.6Wind_Left1 62 - 0.6Dead+0.6Wind_Right1 ================================================================================ 22705 Frame 1 - Flange Braces 2/28/23 11:40am ================================================================================ DESIGN CONSTANTS: ----------------- Flange Brace Yield = 36.00 ksi Girt/Purlin Yield = 57.00 ksi Flange Brace Bolt = A325 (2 Washers) Bolt Shear Stress = 27.00 ksi Flange Brace Force Inside flange, max of bending compression LAYOUT: ------- Surf Seg Web Brace Angle Design -----Bolt_Dia----- --Attachment- Id Loc Side Part Id Depth Offset Deg Length Frame Purlin Clip Frame Purlin Ref ---- --- ---- -------- --- ----- ------ ----- ------ ----- ------ ----- ------ ------ ----- 1 2 1 FB2x12g 2 25.86 22.50 39.9 28.48 0.500 0.500 0.500 Clip Clip 2 1 1 FB2x12g 3 24.64 22.50 39.4 31.89 0.500 0.500 Clip Web 2 1 FB2x12g 3 21.89 22.50 42.8 29.82 0.500 0.500 Clip Web 6 1 FB2x12g 4 12.30 22.50 58.7 23.69 0.500 0.500 Clip Web 3 1 1 FB2x12g 5 12.30 22.50 58.7 23.69 0.500 0.500 Clip Web 5 1 FB2x12g 6 21.89 22.50 42.8 29.82 0.500 0.500 Clip Web 6 1 FB2x12g 6 24.64 22.50 39.4 31.89 0.500 0.500 Clip Web 4 2 1 FB2x12g 7 25.86 22.50 39.9 28.48 0.500 0.500 0.500 Clip Clip DESIGN: ------- Surf Load(f-k ) Force -Brace_UC- ---Connection_UC--- Id Loc Id Moment (k ) Comp Tens Frame Purlin Clip Page 145 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 ---- --- ---- ------ ----- ---- ---- ----- ------ ---- 1 2 6 79.1 0.93 0.22 0.31 0.31 0.17 0.31 2 1 6 86.8 1.09 0.27 0.37 0.36 0.21 2 97 45.3 0.62 0.15 0.21 0.20 0.12 6 64 3.3 0.06 0.01 0.02 0.02 0.01 3 1 63 3.3 0.06 0.01 0.02 0.02 0.01 5 85 45.3 0.62 0.15 0.21 0.20 0.12 6 7 86.8 1.09 0.27 0.37 0.36 0.21 4 2 5 79.1 0.93 0.22 0.31 0.31 0.35 0.31 LOAD COMBINATIONS: ------------------ 5 - Dead+Collateral+Snow 6 - Dead+Collateral+Snow 7 - Dead+Collateral+Snow+Snow_Drift 63 - 0.6Dead+0.6Wind_Left2 64 - 0.6Dead+0.6Wind_Right2 85 - Dead+Collateral+F1UNB_SL_L 97 - Dead+Collateral+F1UNB_SL_R ================================================================================ 22705 Frame 1 - Web To Flange Weld 2/28/23 11:40am ================================================================================ ---Web_Flange_Weld--- Surf Mem Seg Sec Load Shear Ixx Q Shear(k/in ) Id Id Id Id Id (k ) (in4) Flg (in3) Size Typ Calc Limit ---- --- --- --- ---- ----- ------ --- ----- ----- --- ----- ----- 1 1 1 1 40 6.9 125 Out 8.2 0.125 F1 0.45 1.86 In 8.9 0.188 F1 0.49 2.78 1 1 2 4 6 6.5 569 Out 16.2 0.125 F1 0.19 1.86 In 20.0 0.188 F1 0.23 2.78 2 2 3 7 8 14.8 666 Out 17.3 0.125 F1 0.38 1.86 In 21.5 0.188 F1 0.48 2.78 2 2 4 12 85 5.2 113 Out 7.7 0.125 F1 0.35 1.86 In 7.7 0.125 F1 0.35 1.86 3 3 5 13 97 5.2 113 Out 7.7 0.125 F1 0.35 1.86 In 7.7 0.125 F1 0.35 1.86 3 3 6 18 7 14.8 666 Out 17.3 0.125 F1 0.38 1.86 In 21.5 0.188 F1 0.48 2.78 4 4 7 21 5 6.5 569 Out 16.2 0.125 F1 0.19 1.86 In 20.0 0.188 F1 0.23 2.78 4 4 8 24 37 6.9 125 Out 8.2 0.125 F1 0.45 1.86 In 8.9 0.188 F1 0.49 2.78 LOAD COMBINATIONS: ------------------ 5 - Dead+Collateral+Snow 6 - Dead+Collateral+Snow 7 - Dead+Collateral+Snow+Snow_Drift 8 - Dead+Collateral+Snow+Snow_Drift 37 - Dead+Collateral+0.75Snow+0.45Wind_Left1 40 - Dead+Collateral+0.75Snow+0.45Wind_Right1 85 - Dead+Collateral+F1UNB_SL_L Page 146 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 97 - Dead+Collateral+F1UNB_SL_R ================================================================================ 22705 Frame 1 - Special Segments 2/28/23 11:40am ================================================================================ WEB PLATE: ---------- Calc ---Initial-- ------Final------ ------Actions----- Web Web Shear Web Shear Axial Moment Shear Thick Limit Thick Limit Locate Id (k ) (f-k ) (k ) (in) (k ) (in) (k ) UC Note ------ --- ----- ------ ----- ----- ----- ----- ----- ---- ------------- Lt Col 6 13.3 94.4 38.6 0.134 27.3 0.134 33.8 1.00 G2-1 Rt Col 7 13.3 94.4 38.6 0.134 27.3 0.134 33.8 1.00 G2-1 STIFFENER: ---------- Design Force Locate Type (k ) ------ --------------------- ------ Lt Col Diagonal Bearing 4.8 Rt Col Diagonal Bearing 4.8 REQUIRED WEB DESIGN: -------------------- Web Stiff Locate Depth Space ------ ----- ----- Lt Col 29.00 16.35 Rt Col 29.00 16.35 LOAD COMBINATIONS: ------------------ 6 - Dead+Collateral+Snow 7 - Dead+Collateral+Snow+Snow_Drift ================================================================================ 22705 Frame 1 - Design Summary 2/28/23 11:40am ================================================================================ FRAME: ------ Id = 1 Type = RF Line Id = 2 Load Width= 32.08 UC Limit= 1.03 KL/R Limit= 200.00 Page 147 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 MEMBERS: -------- -----Max_Axial+Moment---- Srf Mem Seg --Flange- Web_Depth -Plate_Thickness- --Max_Shear- ----O-Flg--- ----I-Flg--- Max Id Id Id Len Wid Strt End Web O-flg I-flg Id Ld Ucv Id Ld Uco Id Ld Uci KL/R --- --- --- ---- ---- ---- ---- ----- ----- ----- --- --- ---- --- --- ---- --- --- ---- ---- 1 1 1 9.9 5.0 12.0 23.3 0.134 0.250 0.313 1 40 0.39 3 40 0.60 3 6 1.00 80 1 1 2 7.2 5.0 23.3 30.0 0.134 0.250 0.375 6 6 0.38 6 6 0.70 6 6 1.01 80 2 2 3 9.2 5.0 25.0 18.6 0.134 0.250 0.375 7 6 0.85 7 6 0.95 7 6 1.00 45 2 2 4 9.9 5.0 18.6 12.0 0.134 0.250 0.250 10 8 0.38 12 7 0.76 12 7 0.62 45 3 3 5 9.9 5.0 12.0 18.6 0.134 0.250 0.250 15 7 0.38 13 6 0.76 13 6 0.62 45 3 3 6 9.2 5.0 18.6 25.0 0.134 0.250 0.375 18 7 0.85 18 7 0.95 18 7 1.00 45 4 4 7 7.2 5.0 30.0 23.3 0.134 0.250 0.375 19 5 0.38 19 5 0.70 19 5 1.01 80 4 4 8 9.9 5.0 23.3 12.0 0.134 0.250 0.313 24 37 0.39 22 39 0.60 22 5 1.00 80 No. Cycles For Plate Optimization= 7 LOAD COMBINATIONS: ------------------ #- Controlling Load Combination In Design Summary 1 - Dead+Collateral+Live 2 - Dead+Collateral+Live 3 - Dead+Collateral 4 - Dead+Collateral 5#- Dead+Collateral+Snow 6#- Dead+Collateral+Snow 7#- Dead+Collateral+Snow+Snow_Drift 8#- Dead+Collateral+Snow+Snow_Drift 9 - Dead+Collateral+Snow+Slide_Snow 10 - Dead+Collateral+Snow+Slide_Snow 11 - Dead 12 - Dead 13 - Dead+Collateral+0.75Live 14 - Dead+Collateral+0.75Live 15 - Dead+Collateral+0.75Snow 16 - Dead+Collateral+0.75Snow 17 - Dead+Collateral+0.75Snow+0.75Snow_Drift 18 - Dead+Collateral+0.75Snow+0.75Snow_Drift 19 - Dead+Collateral+0.75Snow+0.75Slide_Snow Page 148 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 20 - Dead+Collateral+0.75Snow+0.75Slide_Snow 21 - Dead+0.6Wind_Left1 22 - Dead+0.6Wind_Right1 23 - Dead+0.6Wind_Left2 24 - Dead+0.6Wind_Right2 25 - Dead+0.6Wind_Long1 26 - Dead-0.6Wind_Long1 27 - Dead+0.6Wind_Long2 28 - Dead-0.6Wind_Long2 29 - Dead+Collateral+0.75Live+0.45Wind_Left1 30 - Dead+Collateral+0.75Live+0.45Wind_Right1 31 - Dead+Collateral+0.75Live+0.45Wind_Left2 32 - Dead+Collateral+0.75Live+0.45Wind_Right2 33 - Dead+Collateral+0.75Live+0.45Wind_Long1 34 - Dead+Collateral+0.75Live-0.45Wind_Long1 35 - Dead+Collateral+0.75Live+0.45Wind_Long2 36 - Dead+Collateral+0.75Live-0.45Wind_Long2 37#- Dead+Collateral+0.75Snow+0.45Wind_Left1 38 - Dead+Collateral+0.75Snow+0.45Wind_Left1+0.75Snow_Drift 39#- Dead+Collateral+0.75Snow+0.45Wind_Left1+0.75Slide_Snow 40#- Dead+Collateral+0.75Snow+0.45Wind_Right1 41 - Dead+Collateral+0.75Snow+0.45Wind_Right1+0.75Snow_Drift 42 - Dead+Collateral+0.75Snow+0.45Wind_Right1+0.75Slide_Snow 43 - Dead+Collateral+0.75Snow+0.45Wind_Left2 44 - Dead+Collateral+0.75Snow+0.45Wind_Left2+0.75Snow_Drift 45 - Dead+Collateral+0.75Snow+0.45Wind_Left2+0.75Slide_Snow 46 - Dead+Collateral+0.75Snow+0.45Wind_Right2 47 - Dead+Collateral+0.75Snow+0.45Wind_Right2+0.75Snow_Drift 48 - Dead+Collateral+0.75Snow+0.45Wind_Right2+0.75Slide_Snow 49 - Dead+Collateral+0.75Snow+0.45Wind_Long1 50 - Dead+Collateral+0.75Snow-0.45Wind_Long1 51 - Dead+Collateral+0.75Snow+0.45Wind_Long1+0.75Snow_Drift 52 - Dead+Collateral+0.75Snow-0.45Wind_Long1+0.75Snow_Drift 53 - Dead+Collateral+0.75Snow+0.45Wind_Long1+0.75Slide_Snow 54 - Dead+Collateral+0.75Snow-0.45Wind_Long1+0.75Slide_Snow 55 - Dead+Collateral+0.75Snow+0.45Wind_Long2 56 - Dead+Collateral+0.75Snow-0.45Wind_Long2 57 - Dead+Collateral+0.75Snow+0.45Wind_Long2+0.75Snow_Drift 58 - Dead+Collateral+0.75Snow-0.45Wind_Long2+0.75Snow_Drift 59 - Dead+Collateral+0.75Snow+0.45Wind_Long2+0.75Slide_Snow 60 - Dead+Collateral+0.75Snow-0.45Wind_Long2+0.75Slide_Snow 61 - 0.6Dead+0.6Wind_Left1 62 - 0.6Dead+0.6Wind_Right1 63 - 0.6Dead+0.6Wind_Left2 64 - 0.6Dead+0.6Wind_Right2 65 - 0.6Dead+0.6Wind_Long1 66 - 0.6Dead-0.6Wind_Long1 67 - 0.6Dead+0.6Wind_Long2 68 - 0.6Dead-0.6Wind_Long2 69 - 1.11Dead+1.11Collateral+0.7Seismic_L 70 - 1.11Dead+1.11Collateral+0.7Seismic_R 71 - 1.11Dead+1.11Collateral+0.7Seismic_Long 72 - 1.11Dead+1.11Collateral-0.7Seismic_Long 73 - 1.08Dead+1.08Collateral+0.75Live+0.53Seismic_L Page 149 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 74 - 1.08Dead+1.08Collateral+0.75Live+0.53Seismic_R 75 - 1.08Dead+1.08Collateral+0.53Seismic_L 76 - 1.08Dead+1.08Collateral+0.53Seismic_R 77 - 1.08Dead+1.08Collateral+0.75Live+0.53Seismic_Long 78 - 1.08Dead+1.08Collateral+0.75Live-0.53Seismic_Long 79 - 1.08Dead+1.08Collateral+0.53Seismic_Long 80 - 1.08Dead+1.08Collateral-0.53Seismic_Long 81 - 0.49Dead+0.7Seismic_L 82 - 0.49Dead+0.7Seismic_R 83 - 0.49Dead+0.7Seismic_Long 84 - 0.49Dead-0.7Seismic_Long 85 - Dead+Collateral+F1UNB_SL_L 86 - Dead+Collateral+F1UNB_SL_L 87 - Dead+Collateral+0.75F1UNB_SL_L 88 - Dead+Collateral+0.75F1UNB_SL_L 89 - Dead+Collateral+0.45Wind_Left1+0.75F1UNB_SL_L 90 - Dead+Collateral+0.45Wind_Left2+0.75F1UNB_SL_L 91 - Dead+Collateral+0.45Wind_Right1+0.75F1UNB_SL_L 92 - Dead+Collateral+0.45Wind_Right2+0.75F1UNB_SL_L 93 - 1.08Dead+1.08Collateral+0.52Seismic_Long 94 - 1.08Dead+1.08Collateral-0.52Seismic_Long 95 - 1.08Dead+1.08Collateral+0.52Seismic_L 96 - 1.08Dead+1.08Collateral+0.52Seismic_R 97 - Dead+Collateral+F1UNB_SL_R 98 - Dead+Collateral+F1UNB_SL_R 99 - Dead+Collateral+0.75F1UNB_SL_R 100 - Dead+Collateral+0.75F1UNB_SL_R 101 - Dead+Collateral+0.45Wind_Left1+0.75F1UNB_SL_R 102 - Dead+Collateral+0.45Wind_Left2+0.75F1UNB_SL_R 103 - Dead+Collateral+0.45Wind_Right1+0.75F1UNB_SL_R 104 - Dead+Collateral+0.45Wind_Right2+0.75F1UNB_SL_R 105 - Dead+Collateral+Live 106 - Dead+Collateral+Live 107 - Dead+Collateral 108 - Dead+Collateral 109 - Dead+Collateral+Snow 110 - Dead+Collateral+Snow 111 - Dead+Collateral+Snow+Snow_Drift 112 - Dead+Collateral+Snow+Snow_Drift 113 - Dead+Collateral+Snow+Slide_Snow 114 - Dead+Collateral+Snow+Slide_Snow 115 - Dead 116 - Dead 117 - Dead+Collateral+0.75Live 118 - Dead+Collateral+0.75Live 119 - Dead+Collateral+0.75Snow 120 - Dead+Collateral+0.75Snow 121 - Dead+Collateral+0.75Snow+0.75Snow_Drift 122 - Dead+Collateral+0.75Snow+0.75Snow_Drift 123 - Dead+Collateral+0.75Snow+0.75Slide_Snow 124 - Dead+Collateral+0.75Snow+0.75Slide_Snow 125 - Dead+0.38Wind_Left1 126 - Dead+0.38Wind_Right1 127 - Dead+0.38Wind_Left2 Page 150 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 128 - Dead+0.38Wind_Right2 129 - Dead+0.38Wind_Long1 130 - Dead-0.38Wind_Long1 131 - Dead+0.38Wind_Long2 132 - Dead-0.38Wind_Long2 133 - Dead+Collateral+0.75Live+0.28Wind_Left1 134 - Dead+Collateral+0.75Live+0.28Wind_Right1 135 - Dead+Collateral+0.75Live+0.28Wind_Left2 136 - Dead+Collateral+0.75Live+0.28Wind_Right2 137 - Dead+Collateral+0.75Live+0.28Wind_Long1 138 - Dead+Collateral+0.75Live-0.28Wind_Long1 139 - Dead+Collateral+0.75Live+0.28Wind_Long2 140 - Dead+Collateral+0.75Live-0.28Wind_Long2 141 - Dead+Collateral+0.75Snow+0.28Wind_Left1 142 - Dead+Collateral+0.75Snow+0.28Wind_Left1+0.75Snow_Drift 143 - Dead+Collateral+0.75Snow+0.28Wind_Left1+0.75Slide_Snow 144 - Dead+Collateral+0.75Snow+0.28Wind_Right1 145 - Dead+Collateral+0.75Snow+0.28Wind_Right1+0.75Snow_Drift 146 - Dead+Collateral+0.75Snow+0.28Wind_Right1+0.75Slide_Snow 147 - Dead+Collateral+0.75Snow+0.28Wind_Left2 148 - Dead+Collateral+0.75Snow+0.28Wind_Left2+0.75Snow_Drift 149 - Dead+Collateral+0.75Snow+0.28Wind_Left2+0.75Slide_Snow 150 - Dead+Collateral+0.75Snow+0.28Wind_Right2 151 - Dead+Collateral+0.75Snow+0.28Wind_Right2+0.75Snow_Drift 152 - Dead+Collateral+0.75Snow+0.28Wind_Right2+0.75Slide_Snow 153 - Dead+Collateral+0.75Snow+0.28Wind_Long1 154 - Dead+Collateral+0.75Snow-0.28Wind_Long1 155 - Dead+Collateral+0.75Snow+0.28Wind_Long1+0.75Snow_Drift 156 - Dead+Collateral+0.75Snow-0.28Wind_Long1+0.75Snow_Drift 157 - Dead+Collateral+0.75Snow+0.28Wind_Long1+0.75Slide_Snow 158 - Dead+Collateral+0.75Snow-0.28Wind_Long1+0.75Slide_Snow 159 - Dead+Collateral+0.75Snow+0.28Wind_Long2 160 - Dead+Collateral+0.75Snow-0.28Wind_Long2 161 - Dead+Collateral+0.75Snow+0.28Wind_Long2+0.75Snow_Drift 162 - Dead+Collateral+0.75Snow-0.28Wind_Long2+0.75Snow_Drift 163 - Dead+Collateral+0.75Snow+0.28Wind_Long2+0.75Slide_Snow 164 - Dead+Collateral+0.75Snow-0.28Wind_Long2+0.75Slide_Snow 165 - 0.6Dead+0.38Wind_Left1 166 - 0.6Dead+0.38Wind_Right1 167 - 0.6Dead+0.38Wind_Left2 168 - 0.6Dead+0.38Wind_Right2 169 - 0.6Dead+0.38Wind_Long1 170 - 0.6Dead-0.38Wind_Long1 171 - 0.6Dead+0.38Wind_Long2 172 - 0.6Dead-0.38Wind_Long2 173 - 1.11Dead+1.11Collateral+0.7Seismic_L 174 - 1.11Dead+1.11Collateral+0.7Seismic_R 175 - 1.11Dead+1.11Collateral+0.7Seismic_Long 176 - 1.11Dead+1.11Collateral-0.7Seismic_Long 177 - 1.08Dead+1.08Collateral+0.75Live+0.53Seismic_L 178 - 1.08Dead+1.08Collateral+0.75Live+0.53Seismic_R 179 - 1.08Dead+1.08Collateral+0.53Seismic_L 180 - 1.08Dead+1.08Collateral+0.53Seismic_R 181 - 1.08Dead+1.08Collateral+0.75Live+0.53Seismic_Long Page 151 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 182 - 1.08Dead+1.08Collateral+0.75Live-0.53Seismic_Long 183 - 1.08Dead+1.08Collateral+0.53Seismic_Long 184 - 1.08Dead+1.08Collateral-0.53Seismic_Long 185 - 0.49Dead+0.7Seismic_L 186 - 0.49Dead+0.7Seismic_R 187 - 0.49Dead+0.7Seismic_Long 188 - 0.49Dead-0.7Seismic_Long 189 - Dead+Collateral+F1UNB_SL_L 190 - Dead+Collateral+F1UNB_SL_L 191 - Dead+Collateral+0.75F1UNB_SL_L 192 - Dead+Collateral+0.75F1UNB_SL_L 193 - Dead+Collateral+0.28Wind_Left1+0.75F1UNB_SL_L 194 - Dead+Collateral+0.28Wind_Left2+0.75F1UNB_SL_L 195 - Dead+Collateral+0.28Wind_Right1+0.75F1UNB_SL_L 196 - Dead+Collateral+0.28Wind_Right2+0.75F1UNB_SL_L 197 - 1.08Dead+1.08Collateral+0.52Seismic_Long 198 - 1.08Dead+1.08Collateral-0.52Seismic_Long 199 - 1.08Dead+1.08Collateral+0.52Seismic_L 200 - 1.08Dead+1.08Collateral+0.52Seismic_R 201 - Dead+Collateral+F1UNB_SL_R 202 - Dead+Collateral+F1UNB_SL_R 203 - Dead+Collateral+0.75F1UNB_SL_R 204 - Dead+Collateral+0.75F1UNB_SL_R 205 - Dead+Collateral+0.28Wind_Left1+0.75F1UNB_SL_R 206 - Dead+Collateral+0.28Wind_Left2+0.75F1UNB_SL_R 207 - Dead+Collateral+0.28Wind_Right1+0.75F1UNB_SL_R 208 - Dead+Collateral+0.28Wind_Right2+0.75F1UNB_SL_R PLATE LIMITS: ------------- -----Web---- -----Flange---- Web_Depth/ Web_Area/ Seg Depth/Thick Width/(2xThick) ---Flange--- Flange_Width Flange_Area Id Calc Limit Calc Limit Thick Min Calc Limit Calc Limit --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 170.0 260.0 10.0 0.250 4.6 2.5 10.0 2 223.0 260.0 10.0 0.250 6.0 3.2 10.0 3 185.9 260.0 10.0 0.250 5.0 2.7 10.0 4 136.7 260.0 10.0 0.250 3.7 2.0 10.0 5 136.7 260.0 10.0 0.250 3.7 2.0 10.0 6 185.9 260.0 10.0 0.250 5.0 2.7 10.0 7 223.0 260.0 10.0 0.250 6.0 3.2 10.0 8 170.0 260.0 10.0 0.250 4.6 2.5 10.0 FRAME AREA: ---------- Frame Area= 124.65 Building Area= 872.59 Ratio= 0.14 WEIGHTS: -------- Member 1 2 3 4 Page 152 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 ---------- ----- ----- ----- ----- Weight (lb) 347 341 341 347 Total Weight (lb) Frame = 1376 Splice Plate = 157 Base Plate = 22 -------- 1555 REACTIONS - Sidewall Columns: ----------------------------- Load ----------Left_Column---------- ----------Right_Column--------- Id Fx(k ) Fy(k ) Fz(k ) M(f-k ) Fx(k ) Fy(k ) Fz(k ) M(f-k ) ---- ------ ------- ------- -------- ------ ------- ------- -------- 1 4.35 12.45 0.00 0.00 -4.35 12.52 0.00 0.00 2 4.35 12.52 0.00 0.00 -4.35 12.45 0.00 0.00 3 1.51 4.52 0.00 0.00 -1.51 4.54 0.00 0.00 4 1.51 4.54 0.00 0.00 -1.51 4.52 0.00 0.00 5 7.41 21.05 0.00 0.00 -7.41 21.17 0.00 0.00 6 7.41 21.17 0.00 0.00 -7.41 21.05 0.00 0.00 7 7.41 21.05 0.00 0.00 -7.41 21.17 0.00 0.00 8 7.41 21.17 0.00 0.00 -7.41 21.05 0.00 0.00 9 7.41 21.05 0.00 0.00 -7.41 21.17 0.00 0.00 10 7.41 21.17 0.00 0.00 -7.41 21.05 0.00 0.00 11 0.76 2.43 0.00 0.00 -0.76 2.44 0.00 0.00 12 0.76 2.44 0.00 0.00 -0.76 2.43 0.00 0.00 13 3.64 10.47 0.00 0.00 -3.64 10.53 0.00 0.00 14 3.64 10.53 0.00 0.00 -3.64 10.47 0.00 0.00 15 5.94 16.92 0.00 0.00 -5.94 17.01 0.00 0.00 16 5.94 17.01 0.00 0.00 -5.94 16.92 0.00 0.00 17 5.94 16.92 0.00 0.00 -5.94 17.01 0.00 0.00 18 5.94 17.01 0.00 0.00 -5.94 16.92 0.00 0.00 19 5.94 16.92 0.00 0.00 -5.94 17.01 0.00 0.00 20 5.94 17.01 0.00 0.00 -5.94 16.92 0.00 0.00 21 -3.77 -4.77 0.00 0.00 -2.79 -1.29 0.00 0.00 22 2.79 -1.29 0.00 0.00 3.77 -4.77 0.00 0.00 23 -4.44 -2.18 0.00 0.00 -2.12 1.33 0.00 0.00 24 2.12 1.33 0.00 0.00 4.44 -2.18 0.00 0.00 25 1.63 -4.22 2.09 0.00 -0.86 -3.82 2.09 0.00 26 1.69 -1.60 0.00 0.00 -0.91 -1.20 0.00 0.00 27 0.86 -3.82 2.09 0.00 -1.63 -4.22 2.09 0.00 28 0.91 -1.20 0.00 0.00 -1.69 -1.60 0.00 0.00 29 0.25 5.06 0.00 0.00 -5.17 7.74 0.00 0.00 30 5.17 7.74 0.00 0.00 -0.25 5.06 0.00 0.00 31 -0.25 7.01 0.00 0.00 -4.67 9.70 0.00 0.00 32 4.67 9.70 0.00 0.00 0.25 7.01 0.00 0.00 33 4.30 5.52 1.57 0.00 -3.72 5.80 1.57 0.00 34 4.34 7.48 0.00 0.00 -3.76 7.76 0.00 0.00 35 3.72 5.80 1.57 0.00 -4.30 5.52 1.57 0.00 36 3.76 7.76 0.00 0.00 -4.34 7.48 0.00 0.00 Page 153 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 37 2.56 11.50 0.00 0.00 -7.48 14.23 0.00 0.00 38 2.56 11.50 0.00 0.00 -7.48 14.23 0.00 0.00 39 2.56 11.50 0.00 0.00 -7.48 14.23 0.00 0.00 40 7.48 14.23 0.00 0.00 -2.56 11.50 0.00 0.00 41 7.48 14.23 0.00 0.00 -2.56 11.50 0.00 0.00 42 7.48 14.23 0.00 0.00 -2.56 11.50 0.00 0.00 43 2.05 13.44 0.00 0.00 -6.97 16.20 0.00 0.00 44 2.05 13.44 0.00 0.00 -6.97 16.20 0.00 0.00 45 2.05 13.44 0.00 0.00 -6.97 16.20 0.00 0.00 46 6.97 16.20 0.00 0.00 -2.05 13.44 0.00 0.00 47 6.97 16.20 0.00 0.00 -2.05 13.44 0.00 0.00 48 6.97 16.20 0.00 0.00 -2.05 13.44 0.00 0.00 49 6.61 11.99 1.57 0.00 -6.03 12.26 1.57 0.00 50 6.64 13.95 0.00 0.00 -6.06 14.22 0.00 0.00 51 6.61 11.99 1.57 0.00 -6.03 12.26 1.57 0.00 52 6.64 13.95 0.00 0.00 -6.06 14.22 0.00 0.00 53 6.61 11.99 1.57 0.00 -6.03 12.26 1.57 0.00 54 6.64 13.95 0.00 0.00 -6.06 14.22 0.00 0.00 55 6.03 12.26 1.57 0.00 -6.61 11.99 1.57 0.00 56 6.06 14.22 0.00 0.00 -6.64 13.95 0.00 0.00 57 6.03 12.26 1.57 0.00 -6.61 11.99 1.57 0.00 58 6.06 14.22 0.00 0.00 -6.64 13.95 0.00 0.00 59 6.03 12.26 1.57 0.00 -6.61 11.99 1.57 0.00 60 6.06 14.22 0.00 0.00 -6.64 13.95 0.00 0.00 61 -4.07 -5.74 0.00 0.00 -2.48 -2.27 0.00 0.00 62 2.48 -2.27 0.00 0.00 4.07 -5.74 0.00 0.00 63 -4.74 -3.15 0.00 0.00 -1.82 0.35 0.00 0.00 64 1.82 0.35 0.00 0.00 4.74 -3.15 0.00 0.00 65 1.33 -5.20 2.09 0.00 -0.56 -4.79 2.09 0.00 66 1.38 -2.58 0.00 0.00 -0.61 -2.18 0.00 0.00 67 0.56 -4.79 2.09 0.00 -1.33 -5.20 2.09 0.00 68 0.61 -2.18 0.00 0.00 -1.38 -2.58 0.00 0.00 69 -0.09 3.52 0.00 0.00 -3.42 6.54 0.00 0.00 70 3.42 6.54 0.00 0.00 0.09 3.52 0.00 0.00 71 1.67 3.11 3.09 0.00 -1.67 3.11 3.09 0.00 72 1.75 6.96 0.00 0.00 -1.75 6.96 0.00 0.00 73 2.43 9.70 0.00 0.00 -5.09 12.03 0.00 0.00 74 5.09 12.03 0.00 0.00 -2.43 9.70 0.00 0.00 75 0.29 3.75 0.00 0.00 -2.95 6.04 0.00 0.00 76 2.95 6.04 0.00 0.00 -0.29 3.75 0.00 0.00 77 3.76 9.40 2.34 0.00 -3.76 9.40 2.34 0.00 78 3.82 12.32 0.00 0.00 -3.82 12.32 0.00 0.00 79 1.63 3.44 2.34 0.00 -1.63 3.44 2.34 0.00 80 1.69 6.35 0.00 0.00 -1.69 6.35 0.00 0.00 81 -1.39 -0.30 0.00 0.00 -2.12 2.68 0.00 0.00 82 2.12 2.68 0.00 0.00 1.39 -0.30 0.00 0.00 83 0.37 -0.73 3.09 0.00 -0.37 -0.73 3.09 0.00 84 0.45 3.12 0.00 0.00 -0.45 3.12 0.00 0.00 85 6.09 19.63 0.00 0.00 -6.09 13.56 0.00 0.00 86 6.07 19.72 0.00 0.00 -6.08 13.47 0.00 0.00 87 4.95 15.85 0.00 0.00 -4.95 11.30 0.00 0.00 88 4.93 15.93 0.00 0.00 -4.94 11.23 0.00 0.00 89 1.56 10.45 0.00 0.00 -6.49 8.51 0.00 0.00 90 1.06 12.39 0.00 0.00 -5.98 10.48 0.00 0.00 Page 154 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 91 6.47 13.15 0.00 0.00 -1.55 5.80 0.00 0.00 92 5.97 15.11 0.00 0.00 -1.05 7.76 0.00 0.00 93 1.63 3.46 2.30 0.00 -1.63 3.46 2.30 0.00 94 1.68 6.32 0.00 0.00 -1.68 6.32 0.00 0.00 95 0.32 3.77 0.00 0.00 -2.93 6.01 0.00 0.00 96 2.93 6.01 0.00 0.00 -0.32 3.77 0.00 0.00 97 6.09 13.56 0.00 0.00 -6.09 19.63 0.00 0.00 98 6.08 13.47 0.00 0.00 -6.07 19.72 0.00 0.00 99 4.95 11.30 0.00 0.00 -4.95 15.85 0.00 0.00 100 4.94 11.23 0.00 0.00 -4.93 15.93 0.00 0.00 101 1.55 5.80 0.00 0.00 -6.47 13.15 0.00 0.00 102 1.05 7.76 0.00 0.00 -5.97 15.11 0.00 0.00 103 6.49 8.51 0.00 0.00 -1.56 10.45 0.00 0.00 104 5.98 10.48 0.00 0.00 -1.06 12.39 0.00 0.00 DEFLECTIONS: ------------ Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan ---- ---- ----- --------- 105 -0.18 0.21 -0.55 106 -0.21 0.18 -0.55 107 -0.06 0.07 -0.19 108 -0.07 0.06 -0.19 109 -0.31 0.35 -0.95 110 -0.35 0.31 -0.95 111 -0.31 0.35 -0.95 112 -0.35 0.31 -0.95 113 -0.31 0.35 -0.95 114 -0.35 0.31 -0.95 115 -0.03 0.04 -0.10 116 -0.04 0.03 -0.10 117 -0.15 0.17 -0.46 118 -0.17 0.15 -0.46 119 -0.25 0.28 -0.76 120 -0.28 0.25 -0.76 121 -0.25 0.28 -0.76 122 -0.28 0.25 -0.76 123 -0.25 0.28 -0.76 124 -0.28 0.25 -0.76 125 0.36 0.35 0.08 126 -0.35 -0.36 0.08 127 0.36 0.36 0.07 128 -0.36 -0.36 0.07 129 -0.14 -0.09 -0.05 130 -0.13 -0.10 -0.05 131 0.09 0.14 -0.05 132 0.10 0.13 -0.05 133 0.14 0.41 -0.38 134 -0.41 -0.14 -0.38 135 0.14 0.41 -0.39 Page 155 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 136 -0.41 -0.14 -0.39 137 -0.24 0.06 -0.43 138 -0.24 0.06 -0.42 139 -0.06 0.24 -0.43 140 -0.06 0.24 -0.42 141 0.05 0.52 -0.67 142 0.05 0.52 -0.67 143 0.05 0.52 -0.67 144 -0.52 -0.05 -0.67 145 -0.52 -0.05 -0.67 146 -0.52 -0.05 -0.67 147 0.05 0.52 -0.68 148 0.05 0.52 -0.68 149 0.05 0.52 -0.68 150 -0.52 -0.05 -0.68 151 -0.52 -0.05 -0.68 152 -0.52 -0.05 -0.68 153 -0.35 0.16 -0.72 154 -0.35 0.16 -0.72 155 -0.35 0.16 -0.72 156 -0.35 0.16 -0.72 157 -0.35 0.16 -0.72 158 -0.35 0.16 -0.72 159 -0.16 0.35 -0.72 160 -0.16 0.35 -0.72 161 -0.16 0.35 -0.72 162 -0.16 0.35 -0.72 163 -0.16 0.35 -0.72 164 -0.16 0.35 -0.72 165 0.37 0.34 0.10 166 -0.34 -0.37 0.10 167 0.37 0.34 0.09 168 -0.34 -0.37 0.09 169 -0.12 -0.11 0.04 170 -0.12 -0.11 0.04 171 0.11 0.12 0.04 172 0.11 0.12 0.04 173 0.50 0.65 -0.23 174 -0.65 -0.50 -0.23 175 -0.07 0.07 -0.21 176 -0.07 0.07 -0.21 177 0.28 0.61 -0.48 178 -0.61 -0.28 -0.48 179 0.36 0.51 -0.21 180 -0.51 -0.36 -0.21 181 -0.17 0.17 -0.48 182 -0.17 0.17 -0.48 183 -0.07 0.07 -0.21 184 -0.07 0.07 -0.21 185 0.55 0.59 -0.15 186 -0.59 -0.55 -0.15 187 -0.02 0.02 -0.05 188 -0.01 0.01 -0.05 189 0.05 0.61 -0.80 Page 156 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 190 0.02 0.58 -0.80 191 0.02 0.47 -0.65 192 -0.01 0.45 -0.65 193 0.31 0.71 -0.56 194 0.31 0.71 -0.57 195 -0.25 0.15 -0.56 196 -0.25 0.15 -0.57 197 -0.07 0.07 -0.21 198 -0.07 0.07 -0.21 199 0.36 0.50 -0.21 200 -0.50 -0.36 -0.21 201 -0.61 -0.05 -0.80 202 -0.58 -0.02 -0.80 203 -0.47 -0.02 -0.65 204 -0.45 0.01 -0.65 205 -0.15 0.25 -0.56 206 -0.15 0.25 -0.57 207 -0.71 -0.31 -0.56 208 -0.71 -0.31 -0.57 DEFLECTIONS RATIO: ------------------ Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan ---- ---- ----- --------- 105 1141 998 894 106 998 1141 894 107 3337 2897 2599 108 2897 3336 2599 109 665 583 522 110 583 665 522 111 665 583 522 112 583 665 522 113 665 583 522 114 583 665 522 115 6752 5795 5220 116 5796 6752 5220 117 1366 1194 1069 118 1194 1366 1069 119 832 729 653 120 729 832 653 121 832 729 653 122 729 832 653 123 832 729 653 124 729 832 653 125 569 584 6205 126 584 569 6205 127 567 580 6971 128 580 567 6971 129 1525 2181 10418 130 1528 2160 10306 Page 157 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 131 2181 1525 10418 132 2160 1528 10306 133 1442 502 1314 134 502 1442 1314 135 1435 500 1285 136 500 1435 1285 137 856 3246 1166 138 857 3277 1167 139 3246 856 1166 140 3278 857 1167 141 4475 396 736 142 4475 396 736 143 4475 396 736 144 396 4476 736 145 396 4476 736 146 396 4476 736 147 4409 395 727 148 4409 395 727 149 4409 395 727 150 395 4410 727 151 395 4410 727 152 395 4410 727 153 596 1249 688 154 596 1253 688 155 596 1249 688 156 596 1253 688 157 596 1249 688 158 596 1253 688 159 1249 596 688 160 1253 596 688 161 1249 596 688 162 1253 596 688 163 1249 596 688 164 1253 596 688 165 551 608 5052 166 608 551 5052 167 549 604 5548 168 604 549 5548 169 1695 1919 13670 170 1699 1903 13815 171 1919 1695 13670 172 1903 1699 13815 173 409 316 2148 174 316 409 2148 175 2794 2793 2342 176 2846 2846 2354 177 738 336 1035 178 336 738 1035 179 564 405 2405 180 405 564 2405 181 1234 1234 1035 182 1241 1241 1037 183 2871 2871 2407 184 2913 2913 2416 Page 158 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 185 372 351 3327 186 351 372 3327 187 12732 12732 10655 188 13917 13916 10913 189 4022 336 618 190 12403 356 618 191 9791 434 764 192 28376 461 764 193 658 290 881 194 655 289 868 195 837 1360 881 196 835 1357 868 197 2871 2871 2407 198 2912 2912 2416 199 577 411 2405 200 411 577 2405 201 336 4022 619 202 356 12403 618 203 434 9792 764 204 461 28374 764 205 1360 837 881 206 1357 835 868 207 290 658 881 208 289 655 868 MAX DEFLECTION: --------------- Load Deflect Span/Deflect Type Id (in) Calc Limit ---------------- ---- ------- ----- ----- Live Vertical -0.76 656. 180. Horizontal Drift 173 0.65 317. 130. Horizontal Total 194 0.71 289. 60. Horizontal Spring Constant= 6.19 k/in P-DELTA - Direct Analysis: ----------------------------- CONVERGENCE CHECK: Max Deflect Column Ratio ------ ------- Left 0.0499 Right 0.0499 MAXIMUM DRIFT CHECK: Max_Drift(in) Second/ Load First Second First Id Order Order Ratio ---- ------ ------ ------- 11 0.03 0.04 1.08 Page 159 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 ================================================================================ 22705 Frame 1 - Rigid Frame Clearances 2/28/23 11:40am ================================================================================ VERTICAL CLEARANCE: ------------------- Location Span X_Coord Y_Coord ------------------------ ------- -------- -------- Left 15'09-06" 3'02-13" 15'09-06" Right 15'09-06" 38'01-03" 15'09-06" Midspan 22'08-15" 20'08-00" 22'08-15" HORIZONTAL CLEARANCE: --------------------- Location Span X_CoordL X_CoordR ------------------------ ------- -------- -------- Left - Right 34'10-09" 3'02-12" 38'01-04" ================================================================================ 22705 Frame 1 - Weight Summary 2/28/23 11:40am ================================================================================ Total Weight (lb) Frame = 1376 Splice Plate = 157 Base Plate = 22 -------- 1555 ================================================================================ 22705 Frame 1 - Warning Summary 2/28/23 11:40am ================================================================================ .. No Warnings Page 160 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 *=============================================================================== *22705 Rigid Frame Detailing Input 2/28/23 11:42am *=============================================================================== *( 1)JOBID: '22705 ' *( 2)PROGRAM OPTIONS: *Frame Frame Frame Left_Endwall Right_Endwall Raf Col Design Build * Id Quan Type Exp Offset Exp Offset Shape Shape Code Type 1 1 'RF ' 'N-:-' 0.000 'N-:-' 0.000 'T ' 'T' 'WS' 'FF-' *( 3)SURFACE SHAPE: *No. X_Coord Y_Coord Offset Opt 4 0.0000 17.6667 8.125 '-' 20.6667 24.5556 8.125 '-' 41.3333 17.6667 8.125 '-' 41.3333 0.0000 8.125 '-' *( 4)MEMBER DEPTHS: *Surf -----Depth---- --Interior_Depths-- * Id Start End No. Locate Depth 1 12.000 30.000 0 2 25.000 12.000 0 3 12.000 25.000 0 4 30.000 12.000 0 *( 5)SEGMENT PLATES: * Surf Mem Seg Seg Member Flange Plate_Thickness *No. Id Id Id Length Part Width Web OS_Flg IS_Flg 10 1 1 1 9.917 '--------' 5.00 0.1345 0.2500 0.3125 1 1 2 0.000 '--------' 5.00 0.1345 0.2500 0.3750 1 1 3 0.500 '--------' 5.00 0.1345 0.2500 0.3750 2 2 4 0.000 '--------' 5.00 0.1345 0.2500 0.3750 2 2 5 9.917 '--------' 5.00 0.1345 0.2500 0.2500 3 3 6 9.917 '--------' 5.00 0.1345 0.2500 0.2500 3 3 7 0.000 '--------' 5.00 0.1345 0.2500 0.3750 4 4 8 0.500 '--------' 5.00 0.1345 0.2500 0.3750 4 4 9 0.000 '--------' 5.00 0.1345 0.2500 0.3750 4 4 10 9.917 '--------' 5.00 0.1345 0.2500 0.3125 *( 6)INTERIOR COLUMNS: *No. Col Col Col Col Col ------Cap_Plate------ -------Cap_Bolt------ Rafter *Col Id Typ Part Rot Locate Type Opt Width Thick Dia Row Space Gage Opt 0 *( 7)TAPERED INTERIOR COLUMNS *Col Col No. Start Depth Depth Web Flange OS_Flg IS_Flg * Id Shape Mem Locate Start End Thick Width Thick Thick *( 8)SPLICES: *Surf --------Splice------- ---Plate---- ---------Bolt--------- Page 161 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 * Id No. Id Locate Type Opt Width Thick Dia Row Space Gage 1 0 2 1 1 0.0000 'PEE' '-' 6.000 0.625 0.625 2 4.000 4.000 0.625 2 4.000 4.000 3 1 2 0.0000 '-SS' '-' 6.000 0.375 0.625 2 4.000 4.000 0.625 2 4.000 4.000 4 1 3 0.0000 'PEE' '-' 6.000 0.625 0.625 2 4.000 4.000 0.625 2 4.000 4.000 *( 9)BASE PLATE: * --------------Bolts-------------- * -----------Plate----------- Row Space *Id Type Opt Width Length Thick Elev Dia In Out Flg Out Gage 1 'P ' '-' 6.0 13.00 0.5000 0.00 0.7500 2 0 4.00 0.00 3.50 2 'P ' '-' 6.0 13.00 0.5000 0.00 0.7500 2 0 4.00 0.00 3.50 *(10)SIDEWALL GIRTS: *Surf Bay No. * Id Type Offset Project Lap Id Girt Locate Project Type Rot Opt Part 1 'ZB' 0.000 0.000 1.8750 2 2 7.3333 0.000 'ZB' 'D' '-' '8X25Z16 ' 12.1667 0.000 'ZB' 'D' '-' '8X25Z16 ' 1 'ZB' 0.000 0.000 1.8750 1 2 7.3333 0.000 'ZB' 'D' '-' '8X25Z16 ' 12.1667 0.000 'ZB' 'D' '-' '8X25Z16 ' 4 'ZB' 0.000 0.000 0.8750 1 2 7.3333 0.000 'ZB' 'D' '-' '8X25Z14 ' 12.1667 0.000 'ZB' 'D' '-' '8X25Z16 ' 4 'ZB' 0.000 0.000 0.8750 2 2 7.3333 0.000 'ZB' 'D' '-' '8X25Z14 ' 12.1667 0.000 'ZB' 'D' '-' '8X25Z16 ' *(11)ENDWALL/PARTITION GIRTS: *Wall No. Bay No. * Id Type Offset Project Bay Id Girt Locate Project Type Rot Opt Part 0 '--' 0.000 0.000 0 0 '--' 0.000 0.000 0 *(12)PURLINS: *Surf * Id Type Part Offset Project Lap 2 'ZB' '8X25Z14' 0.000 0.000 1.8750 2 'ZB' '8X25Z14' 0.000 0.000 1.8750 3 'ZB' '8X25Z14' 0.000 0.000 1.8750 3 'ZB' '8X25Z14' 0.000 0.000 1.8750 *(13)PURLIN LOCATION: *Surf Peak * Id Space No. Locate 2 1.0000 6 2.9617 6.9340 10.9062 14.8784 17.8315 20.7846 2 1.0000 6 2.9617 6.9340 10.9062 14.8784 17.8315 20.7846 3 1.0000 6 1.0000 3.9531 6.9062 10.8784 14.8507 18.8229 3 1.0000 6 1.0000 3.9531 6.9062 10.8784 14.8507 18.8229 *(14)EAVE STRUT, GUTTER, PANEL: *Surf Eave Eave Bolt Bolt ---Gutter-- SSeam * Id Type Part Dia Row Type Width Roof 2 'EO' 'E085344L' 0.500 4 'Y' 0.000 'Y' Page 162 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 3 'EO' 'E085344L' 0.500 4 'Y' 0.000 'Y' *(15)PARTIAL WALL: *Surf Base Top * Id Part Part Height Use 1 '--------' '--------' 0.0000 '-' 4 '--------' '--------' 0.0000 '-' *(16)FLANGE BRACES: *Surf * Id No. Loc Type Offset Opt Ref 1 1 2 'A' 22.500 'C' '-----' 1 0 2 3 1 'A' 22.500 '-' '-----' 2 'A' 22.500 '-' '-----' 6 'A' 22.500 '-' '-----' 2 0 3 3 1 'A' 22.500 '-' '-----' 5 'A' 22.500 '-' '-----' 6 'A' 22.500 '-' '-----' 3 0 4 0 4 1 2 'A' 22.500 'C' '-----' *(17)PURLIN ANTI-ROLL: * Line Surf Roll No. * No. Id Id Opt Rot Id Purlin Purlin_Id 2 2 2 3 '-' '@004 ' 1 6 2 3 3 '-' '@004 ' 1 1 *(18)DIAGONAL BRACING ATTACHMENT POINTS: *Wall No. Attachment_Point * Id Attach Location 1 5 0.0000 10.3465 20.6667 30.9869 41.3333 *(19)ROOF DIAGONAL BRACING SIZE: *Wall Adj Max Brace Brace Conn Brace * Id Bays Bay Type Part Id Force 1 1 24.656 'R' 'RD4 ' 1 2.11 'R' 'RD4 ' 2 0.64 'R' 'RD4 ' 3 0.64 'R' 'RD4 ' 4 2.11 *(20)WALL DIAGONAL BRACING SIZE: *Wall No. Attach Adj Max No. Level Level Brace Brace Conn Brace * Id Bay Offset Bays Bay Level Type Height Type Part Id Force 2 1 0.000 1 24.656 1 'B' 17.6667 'R' 'RD5 ' 5 4.76 4 1 0.000 1 24.656 1 'B' 17.6667 'R' 'RD5 ' 6 4.76 5 0 *(21)WIND BENT: * Wall Roof Frame *No. Id Bay Side Offset Elev Height Part Page 163 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 0 *(22)WIND COLUMN: * Wall Roof Roof *No. Id Bay Side Offset Elev Height Part 0 *(23)ENDWALL/PARTITION COLUMNS & RAFTERS: * Column ----------Column----------- -------Rafter------ *No. Locate Part Rot Opt Elev Part Rot Opt 0 0 *(24)BEARING STIFFENERS: * --Locate-- Min *No. Id Use Id Offset Opt Qty Width Thick Length 4 1 'CORNER' 1 0.0000 '-' 1 2.50 0.3125 0.000 2 'CORNER' 2 41.3333 '-' 1 2.50 0.3125 0.000 3 'DIAG ' 1 0.0000 '-' 1 2.50 0.2500 0.000 4 'DIAG ' 2 41.3333 '-' 1 2.50 0.2500 0.000 *(25)TRANSVERSE STIFFENERS: * Surf No. Stiff Stiff Stiff Stiff * Id Stiff Loc Quan Width Thick 1 0 2 0 3 0 4 0 *(26)CRANES: * System Bay_Id Crane Crane Crane Crane Crane ---Rail--- * No. Id Lt Rt Type Height OffsetL Span OffsetR Type Depth 0 *(27)CRANE RUNWAY/SUPPORT COLUMN: *Sys ---------Runway--------- ------------Support_Column----------- *Id Type Depth WidthT WidthB Type Rot Depth Dia Space Gage *(28)CRANE BRACKET SIZE: *Crane Bracket -----Web---- -Top_Flange- -Bot_Flange- ---Flange_Bolts--- * Id Part Depth Thick Width Thick Width Thick Dia Space Gage *(29)CRANE BRACKET STIFFENER: *Crane ---Web_Bot-- --Web_Diag-- ---Web_Top-- --Web_Beam-- Bracket_Web Brace Bracket * Id Width Thick Width Thick Width Thick Width Thick Width Thick Type Option *(30)CRANE BRACING/SUPPORT COLUMN ANGLES: *Crane -------Bracing------ Long_Brace Lateral Column_Angle * Id Type Part Conn Type Dia Angle No. Location *(31)EXTENSION LAYOUT * Ext Wall --Bay_Id- -Edge_Extend- Page 164 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 *No. Id Id Type Opt Mount Start End Left Right 0 *(32)EXTENSION SIZE: *Ext ----Horizontal_Size--- ---------Vertical_Size--------- --Orient-- * Id Elev Width Slope Elev Height Slope Project Beam Panel *(33)EXTENSION BEAM: * Ext Frame Beam Beam --------Web-------- ------Flange------- Use Use --Connect- *No. Id Line Part Shape Depth1 Depth2 Thick Width Thick Thick Bracket Stiff Id Height 0 *(34)EXTENSION SPLICE: *Ext Frame -----Plate_Size----- -------------------Bolts------------------- --Connect- * Id Line Type Width Thick Length Dia Gage RowT RowB SpaceT SpaceB DtBolt Id Height *(35)EXTENSION PURLINS: *Ext Peak Set * Id Type Row Space Space Part *(36)WALL/ROOF STRUTS: *---Strut-- Surf Bay_Id Attach Opt ---------------End_Plate-------------- Brace *No Id Type Wall St End Locate Id Part Rot Offset Type Thick Width Dia Row Quan Gage Dt_Bolt Opt 0 *(37)STRUT BOLTS: * Bolt Strut Wall Frame Attach Option Bolt_Size *No. Id Type Surf Id Locate Id Dia Quan 2 1 'E' 2 2 41.333 0 0.500 4 2 'E' 4 2 0.000 0 0.500 4 *(38)WELDS: * -------Plate------ ---OS_Flange--- ---IS_Flange--- ------Web------ *No. Type Id Loc Size Type Note Size Type Note Size Type Note 20 'BASE ' 1 1 0.125 'F1' '--' 0.188 'F2' '--' 0.125 'F1' '--' 'BASE ' 2 1 0.125 'F1' '--' 0.188 'F2' '--' 0.125 'F1' '--' 'SPLICE ' 1 1 0.188 'F2' '--' 0.188 'F2' '--' 0.125 'F1' '--' 'SPLICE ' 1 2 0.188 'F2' '--' 0.188 'F2' '--' 0.125 'F1' '--' 'SPLICE ' 2 1 0.125 'F2' '--' 0.125 'F2' '--' 0.125 'F1' '--' 'SPLICE ' 2 2 0.125 'F2' '--' 0.125 'F2' '--' 0.125 'F1' '--' 'SPLICE ' 3 1 0.188 'F2' '--' 0.188 'F2' '--' 0.125 'F1' '--' 'SPLICE ' 3 2 0.188 'F2' '--' 0.188 'F2' '--' 0.125 'F1' '--' 'STIFF_B ' 1 1 0.250 'F1' '--' 0.250 'F1' '--' 0.125 'F1' '--' 'STIFF_B ' 2 1 0.250 'F1' '--' 0.250 'F1' '--' 0.125 'F1' '--' 'STIFF_B ' 3 1 0.125 'F1' '--' 0.125 'F1' '--' 0.125 'F1' '--' 'STIFF_B ' 4 1 0.125 'F1' '--' 0.125 'F1' '--' 0.125 'F1' '--' 'SEGMENT ' 1 1 0.125 'F1' '--' 0.188 'F1' '--' 0.000 '-1' '--' Page 165 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 'SEGMENT ' 2 1 0.125 'F1' '--' 0.188 'F1' '--' 0.000 '-1' '--' 'SEGMENT ' 4 1 0.125 'F1' '--' 0.188 'F1' '--' 0.000 '-1' '--' 'SEGMENT ' 5 1 0.125 'F1' '--' 0.125 'F1' '--' 0.000 '-1' '--' 'SEGMENT ' 6 1 0.125 'F1' '--' 0.125 'F1' '--' 0.000 '-1' '--' 'SEGMENT ' 7 1 0.125 'F1' '--' 0.188 'F1' '--' 0.000 '-1' '--' 'SEGMENT ' 9 1 0.125 'F1' '--' 0.188 'F1' '--' 0.000 '-1' '--' 'SEGMENT ' 10 1 0.125 'F1' '--' 0.188 'F1' '--' 0.000 '-1' '--' *(39)SOLDIER COLUMNS: * Wall Column ----Rafter--- ---Splice-- --------Brace------- Max *No. Id Part Part Opt Type Dia Type Part Conn Attach Opt Girt 0 *(40)SPECIAL FAB DATA * Piece Piece * No. Id Key 0 *(41)FRAME LINES: * Build Total No. Line * Length Line Line Id Offset 51.3333 3 1 2 25.6667 *(42)GIRT STRAPS: *Ew Strap Strap *Id No. Dia Location 0 0 0.000 0 0 0.000 *(43)WELDED CONNECTION PLATES: * Col Col Beam Beam ---Plate---- ---------Bolts--------- * No. Id Attach Height Offset Width Thick Dia Row SpaceV SpaceH 0 *(44)COLUMN HOLES: * Line Col ----Hole--- *No. Id Id Use Height Orn Dia Length Gage Ref Offset No. Locate 0 *(45)RAFTER HOLES: * Line ----Hole--- *No. Id Use Locate Orn Dia Length Gage Ref Offset No. Locate 0 *(46)JACK BEAMS: * Jack --Bay_Id- Beam Beam Beam * No. Id Start End Offset Height Type 0 *(47)JACK BEAM CONNECTIONS: Page 166 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 *Jack --Left_EP- -Right_EP- Stub ---L_FlgBrc-- ---R_FlgBrc-- * Id Type Conn Type Conn Conn Width Dia Width Dia *(48)ADDITIONAL COLUMNS: * Conn_Id *No. Id Type Rot Opt Part Elev Bot Top 0 *(49)ROOF OPENING LAYOUT: * Open -Location- Frame --Surface-- ----Bay---- Ref *No. Id Use Id Opt Type Id Offset Id Offset Width Length Id 0 *(50)ROOF OPENING FRAMING: * Mem Open Bay --Surface-- ---------Member-------- Frame_Opt Frame_Id Connect_Id *No. Id Id Use Id Id Offset Type Opt Rot Part Start End Start End Start End 0 *(51)ADDITIONAL PURLINS: * Surf Bay Purl ---Extension--- Frame_Opt -Frame_Id- Connect_Id *No. Id Id Id Id Offset Type Rot Opt Part Left Right Left Right Left Right Left Right 0 *(52)CONNECTIONS: * ---------Plate--------- -----Plate_Size----- ----------------------Bolts---------------------- ---Holes--- *No. Id Type Use Id Loc Width Length Thick Dia Row1 Row2 Space1 Space2 Gage Gage2 DtBolt No. Locate 8 1 '--' 'BRACE_R ' 1 1 0.000 0.000 0.0000 0.0000 0 1 0.000 0.000 0.00 0.00 0 0 2 '--' 'BRACE_R ' 1 1 0.000 0.000 0.0000 0.0000 0 1 0.000 0.000 0.00 0.00 0 0 3 '--' 'BRACE_R ' 1 1 0.000 0.000 0.0000 0.0000 0 1 0.000 0.000 0.00 0.00 0 0 4 '--' 'BRACE_R ' 1 1 0.000 0.000 0.0000 0.0000 0 1 0.000 0.000 0.00 0.00 0 0 5 '--' 'BRACE_W ' 2 1 0.000 0.000 0.0000 0.0000 0 1 0.000 0.000 0.00 0.00 0 0 6 '--' 'BRACE_W ' 4 1 0.000 0.000 0.0000 0.0000 0 1 0.000 0.000 0.00 0.00 0 0 0 '--' 'STIFF_D ' 1 1 2.500 33.293 0.2500 0.0000 0 0 0.000 0.000 0.00 0.00 0 0 0 '--' 'STIFF_D ' 2 1 2.500 33.293 0.2500 0.0000 0 0 0.000 0.000 0.00 0.00 0 0 *(53)WELDED PLATES: * Line -Locate- -------Plate------- ---------Bolts-------- Bolt_Holes *No. Id Use Id Opt Att Locate Offset Orn Rot Angle Width Thick Length Page 167 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Dia Row Space DtBolt No. Locate 0 *(54)FLANGE BRACE SIDE: * Line Surf Loc Web *No. Id Id Id Side 0 ================================================================================ 22705 Rigid Frame Column RF1-1 2/28/23 11:42am ================================================================================ Qty: 2 Mark: RF1-1 ------------------------------------------------------------------------------- PLATES: ------- Qty Mark Part Description Width Thick Length UnitWt TotalWt Opt --- ---- -------- ----------- ------- ----- -------- ------ ------- --- 2 WB1 Web 1'09-02" 0.134 7'09-06" 58.96 117.91 2 WB2 Web 2'08-11" 0.134 9'11-00" 113.05 226.10 4 WR1 Slot Stiff 3-00" 0.250 3-00" 0.64 2.55 4 BC1 FBP-1 Brace Clip 3-04" 0.188 3-04" 0.60 2.40 4 ST1 Stiffener 2-08" 0.313 2'04-12" 6.37 25.46 4 ST5 Stiffener 2-08" 0.250 2'08-09" 5.77 23.06 2 OF1 OS Flange 5-00" 0.250 17'01-06" 72.80 145.60 2 OF2 OS Flange 5-00" 0.250 2'06-10" 10.86 21.71 4 GC1 PG8 Girt Clip 6-00" 0.250 7-00" 2.98 11.92 2 GB1 Girt Clip 6-00" 0.250 6-14" 2.92 5.85 2 ES1 Eave Stiff 8-02" 0.250 4-01" 2.34 4.68 2 IF1 IS Flange 5-00" 0.313 9'07-09" 51.19 102.38 2 IF2 IS Flange 5-00" 0.375 5'09-15" 37.20 74.40 2 EP1 End Plate 6-00" 0.500 1'01-00" 11.06 22.12 2 EP2 End Plate 6-00" 0.625 2'09-04" 35.36 70.71 ------- 856.86 MEMBER CUTS: ------------ Plate Cut ---------------Left------------- -------------Right-------------- Mark Type Cut Ls Li Le Cut Rs Ri Re ----- ---- -------- ------- ------- ------- -------- ------- ------- ------- WB1 PP 1'00-00" WB2 D 1'09-02" 20-12" 27-14" 6-15"T PLATE CUTS: ----------- Plate Cut Cut Cut Mark Loc Width Length ----- --- ----- ------ ES1 1 8-02" 2-11" ES1 4 8-02" 1-06" HOLE LOCATIONS: --------------- Page 168 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Plate Slot/ Bolt Mark Dia Offset Gage Gage2 Angle Ref Locate ----- ----- ------ ----- ----- ------ ---- -------------------------------------- WB1 1-02 1-04 0-00 2-08 0.000 0 6-00" 16'07-07" WR1 1-02 1-08 0-00 2-08 0.000 0 1-08" WB2 1-00 3-00 0-00 2-08 0.000 0 1'00-00" BC1 0-09 2-04 0-00 0-00 0.000 12 1-00" GC1 0-09 0-00 4-00 0-00 0.000 9 1-00" 5-00" GB1 0-09 0-00 4-00 0-00 0.000 11 1-00" 5-00" EP1 0-15 0-00 3-08 0-00 0.000 22 2-00" 6-00" EP2 0-11 0-00 4-00 0-00 0.000 18 2-00" 6-00" 1'04-10" 2'03-04" 2'07-04" PLATE LOCATIONS: ---------------- Plate Mark Attach Offset Angle Side Rot Location ----- ------ ------ ------ ---- --- -------------------------------------- WR1 WB1 1-04 0.000 6-00" 16'07-07" BC1 WB1 0-00 0.000 F R 12'01-08" BC1 WB1 0-00 0.000 B R 12'01-08" ST1 WB1 0-00 -0.322 - - 15'08-07" ST5 WB1 0-00 -0.550 - - 17'01-07" GC1 OF1 0-00 0.000 - L 7'03-08" 12'01-08" GB1 OF2 0-00 0.000 - L 2-11" EP2 3-12 0.000 - - WELDS: ------ Plate Weld Weld Weld Weld Mark Plate2 Type Size Note Length Opt ----- ------ ---- ----- ---- ------ --- WB1 OF F1 0.188 - 93.38 WB2 OF F1 0.188 - 112.08 WB1 IF F1 0.188 - 93.83 WB2 IF F1 0.188 - 91.47 WB2 OF2 F1 0.125 - 21.88 EP1 OF1 F1 0.125 - 5.00 EP1 IF1 F2 0.188 - 5.00 EP1 WB1 F1 0.125 - 12.00 EP2 OF2 F2 0.188 - 5.00 EP2 WB2 F1 0.125 - 29.22 EP2 IF2 F1 0.188 - 5.00 WB1 WB2 B1 0.125 - 21.10 OF1 OF2 F1 0.125 - 5.00 IF1 IF2 B1 0.188 - 5.00 ST1 WB F1 0.125 - 28.74 ST1 EP F1 0.250 - 2.50 ST1 OF F1 0.250 - 2.50 ST5 WB F1 0.125 - 32.54 ST5 EP F1 0.125 - 2.50 ST5 OF F1 0.125 - 2.50 WR1 WB F1 0.125 - 12.00 BC1 WB F1 0.125 - 3.25 Page 169 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 BC1 IF F1 0.125 - 3.25 GC1 OF F1 0.125 - 6.00 GB1 OF F1 0.125 - 6.00 ES1 WB F1 0.125 - 8.13 ES1 OF F1 0.125 - 4.06 FINISH DIMENSIONS: ------------------ Outside Flange Total= 17'01-06" 2'06-10" Inside Flange Total= 15'05-08" Outside Overall = 17'02-02" Top Overall = 1'10-11" Inside Overall = 15'06-04" Left Overall = 1'00-08" Right Overall = 2'05-08" Right Extension = 7-03" CLIP DETAILING: --------------- Mark Typ Thick Ang A B C D E F G H ------ --- ----- --- ------ ------ ------ ------ ------ ------ ------ ------ WR1 z 0.250 0 1.500 0.000 1.500 1.500 1.125 0.000 0.000 0.000 ST1 w 0.313 0 2.500 28.735 0.000 0.000 0.000 0.000 0.000 0.000 ST5 w 0.250 0 2.500 32.536 0.000 0.000 0.000 0.000 0.000 0.000 GB1 y 0.000 0 1.000 4.000 1.000 4.000 1.875 0.000 0.000 0.000 ES1 w 0.000 0 8.125 4.063 2.708 1.354 0.000 0.000 0.000 0.000 EP1 z 0.500 0 1.250 3.500 2.000 4.000 7.000 0.938 0.000 0.000 EP2 z 0.625 0 1.000 4.000 2.000 4.000 10.625 10.625 4.000 0.688 ================================================================================ 22705 Rigid Frame Rafter RF1-2 2/28/23 11:42am ================================================================================ Qty: 2 Mark: RF1-2 ------------------------------------------------------------------------------- PLATES: ------- Qty Mark Part Description Width Thick Length UnitWt TotalWt Opt --- ---- -------- ----------- ------- ----- -------- ------ ------- --- 2 WB1 Web 2'01-00" 0.134 9'11-00" 97.86 195.73 2 WB2 Web 1'06-02" 0.134 9'02-01" 61.84 123.69 12 BC1 FBP-1 Brace Clip 3-04" 0.188 3-04" 0.60 7.20 2 OF1 OS Flange 5-00" 0.250 19'01-01" 81.19 162.38 2 GP1 SC89 Gusset 8-00" 0.188 7-00" 1.11 2.22 10 PC1 PG8 Purl Clip 6-00" 0.250 7-00" 2.98 29.80 2 PC6 PG8 Purl Clip 6-00" 0.188 7-00" 2.25 4.50 2 IF1 IS Flange 5-00" 0.375 9'06-04" 60.74 121.48 2 IF2 IS Flange 5-00" 0.250 9'03-02" 39.38 78.76 2 EP1 End Plate 6-00" 0.625 2'09-04" 35.36 70.71 2 EP2 End Plate 6-00" 0.375 1'09-00" 13.40 26.80 2 SS3 EP Stiffener 3-00" 0.250 4-00" 0.85 1.70 2 SS4 EP Stiffener 3-00" 0.250 3-00" 0.64 1.28 ------- 826.25 Page 170 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 MEMBER CUTS: ------------ Plate Cut -------Left------- -------Right------ Mark Type Cut Le Cut Re ----- ---- --------- -------- --------- -------- WB1 PP 1'06-02" WB2 PD 11-12" 4-00"B PLATE CUTS: ----------- Plate Cut Cut Cut Mark Loc Width Length ----- --- ----- ------ GP1 2 8-00" 7-00" SS3 3 3-00" 1-00" SS3 1 3-00" 4-00" SS4 4 3-00" 1-03" SS4 1 3-00" 1-13" HOLE LOCATIONS: --------------- Plate Slot/ Bolt Mark Dia Offset Gage Gage2 Angle Ref Locate ----- ----- ------ ----- ----- ------ ---- -------------------------------------- WB1 1-00 3-00 0-00 2-08 0.000 0 7'05-11" 9'05-11" 18'01-07" BC1 0-09 2-04 0-00 0-00 0.000 12 1-00" PC1 0-09 0-00 4-00 0-00 0.000 10 1-00" 5-00" PC6 0-09 0-00 4-00 0-00 0.000 10 1-00" 5-00" EP1 0-11 0-00 4-00 0-00 0.000 18 2-00" 6-00" 1'04-10" 2'03-04" 2'07-04" EP2 0-11 0-00 4-00 0-00 0.000 16 2-00" 6-00" 1'03-00" 1'07-00" PLATE LOCATIONS: ---------------- Plate Mark Attach Offset Angle Side Rot Location ----- ------ ------ ------ ---- --- -------------------------------------- BC1 WB1 0-00 0.000 F L 6-06" 4'06-01" 18'04-04" BC1 WB1 0-00 0.000 B L 6-06" 4'06-01" 18'04-04" PC1 OF1 0-00 0.000 - R 6-06" 4'06-01" 8'05-11" 12'05-06" 15'04-13" PC6 OF1 0-00 0.000 - R 18'04-04" GP1 OF1 0-00 0.000 - R 18'04-04" EP1 3-12 0.000 - - EP2 4-01 0.000 - - WELDS: ------ Plate Weld Weld Weld Weld Mark Plate2 Type Size Note Length Opt ----- ------ ---- ----- ---- ------ --- WB1 OF F1 0.188 - 119.00 WB2 OF F1 0.188 - 110.06 Page 171 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 WB1 IF F1 0.188 - 119.20 WB2 IF F1 0.188 - 106.24 EP1 OF1 F2 0.188 - 5.00 EP1 IF1 F2 0.188 - 5.00 EP1 WB1 F1 0.125 - 25.00 EP2 OF1 F2 0.125 - 5.00 EP2 IF2 F2 0.125 - 5.00 EP2 WB2 F1 0.125 - 12.65 WB1 WB2 B1 0.125 - 18.13 IF1 IF2 B1 0.125 - 5.00 BC1 WB F1 0.125 - 3.25 BC1 IF F1 0.125 - 3.25 GP1 OF F1 0.125 - 8.00 GP1 CL F1 0.125 - 7.00 PC1 OF F1 0.125 - 6.00 PC6 OF F1 0.125 - 6.00 SS3 EP F1 0.125 - 3.00 SS3 OF F1 0.125 - 4.00 SS4 EP F1 0.125 - 3.00 SS4 IF F1 0.125 - 3.00 FINISH DIMENSIONS: ------------------ Outside Flange Total= 19'01-01" Inside Flange Total= 18'09-05" Outside Overall = 19'02-03" Inside Overall = 18'10-06" Left Overall = 2'01-11" Right Overall = 1'01-02" Right Extension = -4-03" CLIP DETAILING: --------------- Mark Typ Thick Ang A B C D E F G H ------ --- ----- --- ------ ------ ------ ------ ------ ------ ------ ------ EP1 z 0.625 0 1.000 4.000 2.000 4.000 10.625 10.625 4.000 0.688 EP2 z 0.375 0 1.000 4.000 2.000 4.000 9.000 4.000 2.000 0.688 SS3 w 0.000 0 3.000 4.000 0.000 4.000 1.000 0.000 0.000 0.000 SS4 w 0.000 0 3.000 3.000 1.196 1.804 0.000 0.000 0.000 0.000 ================================================================================ 22705 Flange Braces 2/28/23 11:42am ================================================================================ FLANGE BRACES: -------------- Surf Web Brace --Attachment- Id Locate Depth Offset Length Qty Part Frame Purlin Ref ---- ------ ----- ------ ------ --- -------- ------ ------ ----- 1 2 26.18 22.5 30.8 1 FB2x12g Clip Clip 2 1 24.63 22.5 33.8 1 FB2x12g Clip Web 2 21.88 22.5 31.8 1 FB2x12g Clip Web 6 12.28 22.5 25.5 1 FB2x12g Clip Web 3 1 12.28 22.5 25.5 1 FB2x12g Clip Web Page 172 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 5 21.88 22.5 31.8 1 FB2x12g Clip Web 6 24.63 22.5 33.8 1 FB2x12g Clip Web 4 2 26.18 22.5 30.8 1 FB2x12g Clip Clip ================================================================================ 22705 Connection Bolts 2/28/23 11:42am ================================================================================ BOLTS: ------ Locate Plate Qty Type Dia Length Part DtBolt TotalWt ------- ----- --- ----- ----- ------ -------- ------ ------- Frame Spl-1 10 A325 0.625 2.50 H63X250 18 3.6 Frame Spl-2 8 A325 0.625 1.75 H63X175 16 2.8 Frame Spl-3 10 A325 0.625 2.50 H63X250 18 3.6 ------- 9.9 ================================================================================ 22705 Rigid Frame Clearances 2/28/23 11:42am ================================================================================ FRAME VERTICAL CLEARANCE: ------------------------- Location Span X_Coord Y_Coord ------------------------ ------- -------- -------- Left_Col 15'09-03" 3'02-06" 15'09-03" Right_Col 15'09-03" 38'01-10" 15'09-03" Midspan 22'08-13" 20'07-10" 22'08-13" FRAME HORIZONTAL CLEARANCE: --------------------------- Location Span X_Coord1 X_Coord2 ------------------------ ------- -------- -------- Left_Col - Right_Col 34'10-08" 3'02-12" 38'01-04" EAVE STRUT OFFSET: Wall Id Type Offset 4 EO 0.00 2 EO 0.00 ================================================================================ 22705 Weld Lengths 2/28/23 11:42am ================================================================================ Piece Size Web-Flange ------Hand_Weld(in)----- Qty Mark (in) Fillet(in) Fillet Groove Butt --- ----- ----- ---------- ------- ------- ------ 2 RF1-1 0.125 0.0 545.7 0.0 42.2 0.188 781.5 50.0 0.0 10.0 0.250 0.0 20.0 0.0 0.0 2 RF1-2 0.125 0.0 321.3 0.0 46.3 Page 173 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 0.188 909.0 40.0 0.0 0.0 ================================================================================ 22705 Web Slot Reinforcement Plates 2/28/23 11:42am ================================================================================ Min Backup Calc Web_With Surf --Attach_Slot-- Brace Web Plate Perpen. Web Backup Id Locate Side Ang Dia Thick Thick Force Capacity Capacity ---- ------ ---- --- ----- ----- ------ ------- -------- -------- 1 0.00 1 33 0.625 0.134 0.250 4.76 3.62 16.12 1 17.67 1 33 0.625 0.134 0.250 4.76 3.62 16.12 2 0.00 1 19 0.500 0.134 2.11 3.62 2 10.35 1 19 0.500 0.134 2.11 3.62 2 10.35 2 19 0.500 0.134 0.64 3.62 2 20.67 1 19 0.500 0.134 0.64 3.62 3 20.67 1 19 0.500 0.134 0.64 3.62 3 30.99 1 19 0.500 0.134 0.64 3.62 3 30.99 2 19 0.500 0.134 2.11 3.62 3 41.33 1 19 0.500 0.134 2.11 3.62 4 0.00 1 33 0.625 0.134 0.250 4.76 3.62 16.12 4 17.67 1 33 0.625 0.134 0.250 4.76 3.62 16.12 ================================================================================ 22705 Bracing Attachments 2/28/23 11:42am ================================================================================ WALL BRACING: ------------- Wall -------Start------ --------End------- Bay Id Level Surf Locate Offset Surf Locate Offset Gage Space Width Angle ---- ----- ---- ------ ------ ---- ------ ------ ----- ------ ------ ------ 4 1 1 6.50 9.63 1 199.96 9.63 0.00 193.46 295.87 0.5791 2 1 4 6.50 9.63 4 199.96 9.63 0.00 193.46 295.87 0.5791 ROOF BRACING: ------------- Roof -------Start------ --------End------- Bay Id Level Surf Locate Offset Surf Locate Offset Gage Space Width Angle ---- ----- ---- ------ ------ ---- ------ ------ ----- ------ ------ ------ 2 1 2 18.04 11.38 2 118.87 11.38 0.00 100.84 295.87 0.3285 2 2 2 142.87 11.38 2 246.62 11.38 0.00 103.75 295.87 0.3373 3 3 3 14.79 11.38 3 118.54 11.38 0.00 103.75 295.87 0.3373 3 4 3 142.54 11.38 3 243.38 11.38 0.00 100.84 295.87 0.3285 ================================================================================ 22705 Weight Summary 2/28/23 11:42am ================================================================================ Piece Out In End Clip Unit Total Qty Mark Web Flange Flange Plate Plate Weight Weight --- ------- ------ ------ ------ ----- ----- ------ -------- 2 RF1-1 172.0 83.7 88.4 46.4 38.0 428.43 856.86 2 RF1-2 159.7 81.2 100.1 48.8 23.3 413.12 826.25 Page 174 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 ---------------------------------------------------------------------- Total Frame Weight = 1683.11 Total Brace Weight = 33.48 Total Bolt Weight = 9.92 ---------- 1726.51 ================================================================================ 22705 Cost Summary 2/28/23 11:42am ================================================================================ Piece End Clip Stiff Surf Set Unit Total Qty Mark Flange Web Plate Plate Plate Weld Treat Up Cost Cost --- ------ ------ ----- ----- ----- ----- ---- ----- ---- ----- ------ 2 RF1-1 Matrl: 121 167 32 12 22 0 0 353 707 Labor: 172 172 46 14 24 0 0 0 428 857 ------ ----- ----- ----- ----- ---- ----- ---- ----- ------ 293 339 78 26 46 0 0 0 782 1564 2 RF1-2 Matrl: 128 155 33 20 1 0 0 336 672 Labor: 181 160 49 22 1 0 0 0 413 826 ------ ----- ----- ----- ----- ---- ----- ---- ----- ------ 309 314 82 41 3 0 0 0 749 1499 ----------------------------------------------------------------------------- Cost Per Frame: Material = 1379.35 Labor = 1683.11 -------- -------- Total = 3062.46 Total Cost Of 1 Frames = 3062.46 PLATE COST: ----------- Piece -----Plate---- Material Labor Weld Surface Mark Mark Part Qty Cost Cost Cost Treatment File Record Adjust ----- ---- -------- --- -------- ------- ------ --------- ------- -------- -------- RF1-1 WB1 1 57.07 58.96 0.00 0.00 RF_Cost WEB RF1-1 WB2 1 109.43 113.05 0.00 0.00 RF_Cost WEB RF1-1 WR1 2 1.13 1.28 0.00 0.00 RF_Cost CLP RF1-1 BC1 FBP-1 2 1.09 1.20 0.00 0.00 RF_Cost CLP RF1-1 ST1 2 11.57 12.73 0.00 0.00 RF_Cost STP RF1-1 ST5 2 10.19 11.53 0.00 0.00 RF_Cost STP RF1-1 OF1 1 51.10 72.80 0.00 0.00 RF_Cost FLG RF1-1 OF2 1 7.62 10.86 0.00 0.00 RF_Cost FLG RF1-1 GC1 PG8 2 5.27 5.96 0.00 0.00 RF_Cost CLP RF1-1 GB1 1 2.59 2.92 0.00 0.00 RF_Cost CLP RF1-1 ES1 1 2.07 2.34 0.00 0.00 RF_Cost STP RF1-1 IF1 1 36.14 51.19 0.00 0.00 RF_Cost FLG Page 175 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 RF1-1 IF2 1 26.26 37.20 0.00 0.00 RF_Cost FLG RF1-1 EP1 1 7.62 11.06 0.00 0.00 RF_Cost BEP RF1-1 EP2 1 24.29 35.36 0.00 0.00 RF_Cost BEP RF1-2 WB1 1 94.73 97.86 0.00 0.00 RF_Cost WEB RF1-2 WB2 1 59.86 61.84 0.00 0.00 RF_Cost WEB RF1-2 BC1 FBP-1 6 3.28 3.60 0.00 0.00 RF_Cost CLP RF1-2 OF1 1 57.00 81.19 0.00 0.00 RF_Cost FLG RF1-2 GP1 SC89 1 1.01 1.11 0.00 0.00 RF_Cost CLP RF1-2 PC1 PG8 5 13.17 14.90 0.00 0.00 RF_Cost CLP RF1-2 PC6 PG8 1 2.05 2.25 0.00 0.00 RF_Cost CLP RF1-2 IF1 1 42.88 60.74 0.00 0.00 RF_Cost FLG RF1-2 IF2 1 27.64 39.38 0.00 0.00 RF_Cost FLG RF1-2 EP1 1 24.29 35.36 0.00 0.00 RF_Cost BEP RF1-2 EP2 1 8.99 13.40 0.00 0.00 RF_Cost BEP RF1-2 SS3 1 0.75 0.85 0.00 0.00 RF_Cost STP RF1-2 SS4 1 0.56 0.64 0.00 0.00 RF_Cost STP ================================================================================ 22705 Framing Conflicts 2/28/23 11:42am ================================================================================ SPLICE-PURLIN/GIRT: -Splice- --Member-- ----Offset---- Surf Id Type Type Id Locate Actual Reqd ---- -- ---- ------ --- ------ ------ ------ * 2 1 PEE Purlin 1 Right 7.00 8.50 * 3 3 PEE Purlin 6 Left -7.00 8.50 *WRN(RFD-001) Purlin\Girt Near Splice ================================================================================ 22705 Warning Summary 2/28/23 11:42am ================================================================================ CONFLICT SPLICE WRN(RFD-001): Purlin\Girt Near Splice Page 176 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 ================================================================================ 22705 Design Code 2/28/23 11:40am ================================================================================ STRUCTURAL CODE: ---------------- Design Basis : WS - Working Stress Hot Rolled Steel : AISC16 Cold Formed Steel : NAUS16 BUILDING CODE: -------------- Wind Code : IBC 18 Seismic Zone : D MODULUS OF ELASTICITY: ---------------------- Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) ================================================================================ 22705 Purlin Layout(Surface 2) 2/28/23 11:40am ================================================================================ SURFACE LAYOUT: ---------------- Surface No. Peak Id Length Row Space ------- ------- --- ----- 2 21.785 6 1.000 PURLIN LOCATION: ---------------- Purlin Surf Load Dead Show ------Max_Load------ Id Offset Space Width Load Report Id UC Report Notes ------ ------ ----- ----- ----- ------ --- ---- --------- ------ 1 2.962 2.962 3.467 1.11 6 0.90 Mom,Shr 2 6.934 3.972 3.972 0.97 6 1.03 Mom,Shr 3 10.906 3.972 3.972 0.97 6 1.03 Mom,Shr 4 14.878 3.972 3.463 1.12 13 0.95 Mom,Shr 5 17.832 2.953 2.953 1.31 Y 13 1.03 Mom,Shr 6 20.785 2.953 2.477 1.56 13 0.87 Mom,Shr 21.785 1.000 ----- Average= 1.14 LAYOUT: ------- Bay Design ---Lap(ft)-- No. Unit Total Id Part Length Left Right Strap Weight Weight ---- -------- ------ ----- ----- ----- ------ ------ LExt 8X25Z14 1.01 0 3.6 21.8 1 8X25Z14 24.66 1.88 3 95.5 573.1 Page 177 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 2 8X25Z14 24.66 1.88 3 95.5 573.1 RExt 8X25Z14 1.01 0 3.6 21.8 ------ ------ Total(lb)= 198.3 1189.8 LOAD COMBINATIONS: ------------------ 6 - Dead+Collateral+0.75Snow+0.45Wind_Pressure1 13 - Dead+Collateral+UNB_SL ================================================================================ 22705 Purlin(Surface 2, Id 5) 2/28/23 11:40am ================================================================================ ------------------------------ ROOF PURLIN Surface Id = 2 Purlin Id = 5 Offset = 17.83 ------------------------------ LAYOUT (Purlin Id= 5): ----------------------- Available Design Reduction Bay Length ---Lap(ft)-- Load No. Factor ----Max_Load---- Id Part (ft) Left Right Width Strap Out In Id UC Report ---- -------- ------ ----- ----- ----- ----- ---- ---- --- ---- ------- LExt 8X25Z14 1.01 2.95 0 0.00 0.00 13 0.03 Mom+Shr 1 8X25Z14 24.66 1.88 2.95 3 0.00 0.00 13 1.03 Mom,Shr 2 8X25Z14 24.66 1.88 2.95 3 0.00 0.00 13 1.03 Mom,Shr RExt 8X25Z14 1.01 2.95 0 0.00 0.00 13 0.03 Mom+Shr LOAD ID 1 - Dead+Collateral+Live: ----------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.07 0.00 0.01 0.51 0.04 1 0.64 -0.93 -1.05 0.04 -2.92 9.28 3.34 5.19 2 1.05 0.93 -0.64 5.19 3.34 -2.92 15.38 0.03 RExt 0.07 0.00 0.03 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.07 5.02 0.01 RSup 0.04 5.81 0.01 LSup 0.00 0.13 1 RLap -0.93 5.02 0.18 RLap 3.34 5.50 0.61 RLap 0.56 -0.77 Page 178 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 2 LLap 0.93 5.02 0.18 LLap 3.34 5.50 0.61 LLap 0.56 -0.77 RExt LSup 0.07 5.02 0.01 LSup 0.03 5.81 0.01 LSup 0.00 0.13 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.69 2.65 2.50 0.28 2 0.69 2.65 2.50 0.28 LOAD ID 2 - Dead+Collateral+Snow: ----------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.08 0.00 0.01 0.51 0.04 1 0.76 -1.11 -1.26 0.04 -3.48 9.28 3.98 6.20 2 1.26 1.11 -0.76 6.20 3.98 -3.48 15.38 0.04 RExt 0.08 0.00 0.04 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.08 5.02 0.02 RSup 0.04 5.81 0.01 LSup 0.00 0.15 1 RLap -1.11 5.02 0.22 RLap 3.98 5.50 0.72 RLap 0.66 -0.92 2 LLap 1.11 5.02 0.22 LLap 3.98 5.50 0.72 LLap 0.66 -0.92 RExt LSup 0.08 5.02 0.02 LSup 0.04 5.81 0.01 LSup 0.00 0.15 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.83 2.65 2.50 0.33 2 0.83 2.65 2.50 0.33 LOAD ID 3 - Dead+Collateral+Snow+Snow_Drift: ---------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.08 0.00 0.01 0.51 0.04 1 0.76 -1.11 -1.26 0.04 -3.48 9.28 3.98 6.20 2 1.26 1.11 -0.76 6.20 3.98 -3.48 15.38 0.04 Page 179 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 RExt 0.08 0.00 0.04 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.08 5.02 0.02 RSup 0.04 5.81 0.01 LSup 0.00 0.15 1 RLap -1.11 5.02 0.22 RLap 3.98 5.50 0.72 RLap 0.66 -0.92 2 LLap 1.11 5.02 0.22 LLap 3.98 5.50 0.72 LLap 0.66 -0.92 RExt LSup 0.08 5.02 0.02 LSup 0.04 5.81 0.01 LSup 0.00 0.15 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.83 2.65 2.50 0.33 2 0.83 2.65 2.50 0.33 LOAD ID 4 - Dead+Collateral+Snow+Slide_Snow: ---------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.08 0.00 0.01 0.51 0.04 1 0.76 -1.11 -1.26 0.04 -3.48 9.28 3.98 6.20 2 1.26 1.11 -0.76 6.20 3.98 -3.48 15.38 0.04 RExt 0.08 0.00 0.04 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.08 5.02 0.02 RSup 0.04 5.81 0.01 LSup 0.00 0.15 1 RLap -1.11 5.02 0.22 RLap 3.98 5.50 0.72 RLap 0.66 -0.92 2 LLap 1.11 5.02 0.22 LLap 3.98 5.50 0.72 LLap 0.66 -0.92 RExt LSup 0.08 5.02 0.02 LSup 0.04 5.81 0.01 LSup 0.00 0.15 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.83 2.65 2.50 0.33 2 0.83 2.65 2.50 0.33 LOAD ID 5 - Dead+Collateral+0.75Live+0.45Wind_Pressure1: ---------------------------------------------------------- Page 180 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.08 0.00 0.01 0.51 0.04 1 0.71 -1.03 -1.18 0.04 -3.25 9.28 3.72 5.80 2 1.18 1.03 -0.71 5.80 3.72 -3.25 15.38 0.04 RExt 0.08 0.00 0.04 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.08 5.02 0.02 RSup 0.04 5.81 0.01 LSup 0.00 0.14 1 RLap -1.03 5.02 0.21 RLap 3.72 5.50 0.68 RLap 0.62 -0.86 2 LLap 1.03 5.02 0.21 LLap 3.72 5.50 0.68 LLap 0.62 -0.86 RExt LSup 0.08 5.02 0.02 LSup 0.04 5.81 0.01 LSup 0.00 0.14 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.77 2.65 2.50 0.31 2 0.77 2.65 2.50 0.31 LOAD ID 6 - Dead+Collateral+0.75Snow+0.45Wind_Pressure1: ---------------------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.09 0.00 0.01 0.51 0.04 1 0.80 -1.17 -1.33 0.04 -3.68 9.28 4.21 6.55 2 1.33 1.17 -0.80 6.55 4.21 -3.68 15.38 0.04 RExt 0.09 0.00 0.04 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.09 5.02 0.02 RSup 0.04 5.81 0.01 LSup 0.00 0.16 1 RLap -1.17 5.02 0.23 RLap 4.21 5.50 0.76 RLap 0.70 -0.97 2 LLap 1.17 5.02 0.23 LLap 4.21 5.50 0.76 LLap 0.70 -0.97 RExt LSup 0.09 5.02 0.02 LSup 0.04 5.81 0.01 LSup 0.00 0.16 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Page 181 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.87 2.65 2.50 0.35 2 0.87 2.65 2.50 0.35 LOAD ID 7 - Dead+Collateral+0.75Snow+0.45Wind_Pressure1+0.75Snow_Drift: ------------------------------------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.09 0.00 0.01 0.51 0.04 1 0.80 -1.17 -1.33 0.04 -3.68 9.28 4.21 6.55 2 1.33 1.17 -0.80 6.55 4.21 -3.68 15.38 0.04 RExt 0.09 0.00 0.04 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.09 5.02 0.02 RSup 0.04 5.81 0.01 LSup 0.00 0.16 1 RLap -1.17 5.02 0.23 RLap 4.21 5.50 0.76 RLap 0.70 -0.97 2 LLap 1.17 5.02 0.23 LLap 4.21 5.50 0.76 LLap 0.70 -0.97 RExt LSup 0.09 5.02 0.02 LSup 0.04 5.81 0.01 LSup 0.00 0.16 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.87 2.65 2.50 0.35 2 0.87 2.65 2.50 0.35 LOAD ID 8 - Dead+Collateral+0.75Snow+0.45Wind_Pressure1+0.75Slide_Snow: ------------------------------------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.09 0.00 0.01 0.51 0.04 1 0.80 -1.17 -1.33 0.04 -3.68 9.28 4.21 6.55 2 1.33 1.17 -0.80 6.55 4.21 -3.68 15.38 0.04 RExt 0.09 0.00 0.04 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.09 5.02 0.02 RSup 0.04 5.81 0.01 LSup 0.00 0.16 Page 182 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 1 RLap -1.17 5.02 0.23 RLap 4.21 5.50 0.76 RLap 0.70 -0.97 2 LLap 1.17 5.02 0.23 LLap 4.21 5.50 0.76 LLap 0.70 -0.97 RExt LSup 0.09 5.02 0.02 LSup 0.04 5.81 0.01 LSup 0.00 0.16 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.87 2.65 2.50 0.35 2 0.87 2.65 2.50 0.35 LOAD ID 9 - 0.6Dead+0.6Wind_Suction1: --------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 0.05 0.00 -0.01 0.51 -0.03 1 -0.35 0.44 0.50 -0.03 1.40 9.28 -1.59 -2.47 2 -0.50 -0.44 0.35 -2.47 -1.59 1.40 15.38 -0.03 RExt -0.05 0.00 -0.03 -0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup 0.05 5.02 0.01 RSup -0.03 5.81 0.00 LSup 0.00 -0.06 1 RLap 0.44 5.02 0.09 RLap -1.59 5.50 0.29 RLap 0.26 0.37 2 LLap -0.44 5.02 0.09 LLap -1.59 5.50 0.29 LLap 0.26 0.37 RExt LSup -0.05 5.02 0.01 LSup -0.03 5.81 0.00 LSup 0.00 -0.06 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.33 2.65 2.50 0.13 2 0.33 2.65 2.50 0.13 LOAD ID 10 - Dead+Collateral+Snow/2+PAT_SL_3: ---------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.08 0.00 0.01 0.51 0.04 1 0.76 -1.11 -1.26 0.04 -3.48 9.28 3.98 6.20 Page 183 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 2 1.26 1.11 -0.76 6.20 3.98 -3.48 15.38 0.04 RExt 0.08 0.00 0.04 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.08 5.02 0.02 RSup 0.04 5.81 0.01 LSup 0.00 0.15 1 RLap -1.11 5.02 0.22 RLap 3.98 5.50 0.72 RLap 0.66 -0.92 2 LLap 1.11 5.02 0.22 LLap 3.98 5.50 0.72 LLap 0.66 -0.92 RExt LSup 0.08 5.02 0.02 LSup 0.04 5.81 0.01 LSup 0.00 0.15 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.83 2.65 2.50 0.33 2 0.83 2.65 2.50 0.33 LOAD ID 11 - Dead+Collateral+Snow/2+PAT_SL_1: ---------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.08 0.00 0.01 0.51 0.04 1 0.81 -1.05 -1.21 0.04 -3.97 9.90 2.82 4.94 2 0.80 0.71 -0.40 4.94 3.53 -1.62 16.43 0.02 RExt 0.05 0.00 0.02 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.08 5.02 0.02 RSup 0.04 5.81 0.01 LSup 0.00 0.18 1 RLap -1.05 5.02 0.21 MidS -3.97 5.19 0.76 RLap 0.49 -1.20 2 LLap 0.71 5.02 0.14 LLap 3.53 5.44 0.65 LLap 0.57 -0.27 RExt LSup 0.05 5.02 0.01 LSup 0.02 5.81 0.00 LSup 0.00 0.06 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.66 2.65 2.50 0.26 2 0.66 2.65 2.50 0.26 LOAD ID 12 - Dead+Collateral+Snow/2+PAT_SL_2: ---------------------------------------------- Page 184 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.05 0.00 0.01 0.51 0.02 1 0.40 -0.71 -0.80 0.02 -1.62 8.23 3.53 4.94 2 1.21 1.05 -0.81 4.94 2.82 -3.97 14.76 0.04 RExt 0.08 0.00 0.04 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.05 5.02 0.01 RSup 0.02 5.81 0.00 LSup 0.00 0.06 1 RLap -0.71 5.02 0.14 RLap 3.53 5.44 0.65 RLap 0.57 -0.27 2 LLap 1.05 5.02 0.21 MidS -3.97 5.19 0.76 LLap 0.49 -1.20 RExt LSup 0.08 5.02 0.02 LSup 0.04 5.81 0.01 LSup 0.00 0.18 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.66 2.65 2.50 0.26 2 0.66 2.65 2.50 0.26 LOAD ID 13 - Dead+Collateral+UNB_SL: ------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.12 0.00 0.01 0.51 0.06 1 1.09 -1.58 -1.80 0.06 -4.98 9.28 5.70 8.87 2 1.80 1.58 -1.09 8.87 5.70 -4.98 15.38 0.06 RExt 0.12 0.00 0.06 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.12 5.02 0.02 RSup 0.06 5.81 0.01 RSup 0.03 0.21 1 RLap -1.58 5.02 0.31 RLap 5.70 5.50 1.03 RLap 0.95 -1.32 2 LLap 1.58 5.02 0.31 LLap 5.70 5.50 1.03 LLap 0.95 -1.32 RExt LSup 0.12 5.02 0.02 LSup 0.06 5.81 0.01 LSup 0.03 0.21 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Page 185 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 1.18 2.65 2.50 0.47 2 1.18 2.65 2.50 0.47 DEFLECTION: ----------- LOAD ID 14 - Dead+Collateral+Live: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.13 1 12.33 -0.77 1.64 0.47 2 12.33 -0.77 1.64 0.47 RExt 1.01 0.13 LOAD ID 15 - Dead+Collateral+Snow: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.15 1 12.33 -0.92 1.64 0.56 2 12.33 -0.92 1.64 0.56 RExt 1.01 0.15 LOAD ID 16 - Dead+Collateral+Snow+Snow_Drift: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.15 1 12.33 -0.92 1.64 0.56 2 12.33 -0.92 1.64 0.56 RExt 1.01 0.15 LOAD ID 17 - Dead+Collateral+Snow+Slide_Snow: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.15 1 12.33 -0.92 1.64 0.56 2 12.33 -0.92 1.64 0.56 RExt 1.01 0.15 LOAD ID 18 - Dead+Collateral+0.75Live+0.28Wind_Pressure1: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.13 1 12.33 -0.77 1.97 0.39 2 12.33 -0.77 1.97 0.39 RExt 1.01 0.13 Page 186 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 LOAD ID 19 - Dead+Collateral+0.75Snow+0.28Wind_Pressure1: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.14 1 12.33 -0.88 1.97 0.45 2 12.33 -0.88 1.97 0.45 RExt 1.01 0.14 LOAD ID 20 - Dead+Collateral+0.75Snow+0.28Wind_Pressure1+0.75Snow_Drift: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.14 1 12.33 -0.88 1.97 0.45 2 12.33 -0.88 1.97 0.45 RExt 1.01 0.14 LOAD ID 21 - Dead+Collateral+0.75Snow+0.28Wind_Pressure1+0.75Slide_Snow: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.14 1 12.33 -0.88 1.97 0.45 2 12.33 -0.88 1.97 0.45 RExt 1.01 0.14 LOAD ID 22 - 0.6Dead+0.38Wind_Suction1: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 -0.04 1 12.33 0.22 1.97 0.11 W 2 12.33 0.22 1.97 0.11 W RExt 1.01 -0.04 LOAD ID 23 - Dead+Collateral+Snow/2+PAT_SL_3: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.15 1 12.33 -0.92 1.64 0.56 2 12.33 -0.92 1.64 0.56 RExt 1.01 0.15 LOAD ID 24 - Dead+Collateral+Snow/2+PAT_SL_1: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.18 1 12.33 -1.20 1.64 0.73 2 12.33 -0.27 1.64 0.16 RExt 1.01 0.06 Page 187 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 LOAD ID 25 - Dead+Collateral+Snow/2+PAT_SL_2: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.06 1 12.33 -0.27 1.64 0.16 2 12.33 -1.20 1.64 0.73 RExt 1.01 0.18 LOAD ID 26 - Dead+Collateral+UNB_SL: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.21 1 12.33 -1.32 1.64 0.80 2 12.33 -1.32 1.64 0.80 RExt 1.01 0.21 ================================================================================ 22705 Purlin Layout(Surface 3) 2/28/23 11:40am ================================================================================ SURFACE LAYOUT: ---------------- Surface No. Peak Id Length Row Space ------- ------- --- ----- 3 21.785 6 1.000 PURLIN LOCATION: ---------------- Purlin Surf Load Dead Show ------Max_Load------ Id Offset Space Width Load Report Id UC Report Notes ------ ------ ----- ----- ----- ------ --- ---- --------- ------ 1 1.000 1.000 2.477 1.56 13 0.87 Mom,Shr 2 3.953 2.953 2.953 1.31 Y 13 1.03 Mom,Shr 3 6.906 2.953 3.463 1.12 13 0.95 Mom,Shr 4 10.878 3.972 3.972 0.97 6 1.03 Mom,Shr 5 14.851 3.972 3.972 0.97 6 1.03 Mom,Shr 6 18.823 3.972 3.467 1.11 6 0.90 Mom,Shr 21.785 2.962 ----- Average= 1.14 LAYOUT: ------- Bay Design ---Lap(ft)-- No. Unit Total Id Part Length Left Right Strap Weight Weight ---- -------- ------ ----- ----- ----- ------ ------ LExt 8X25Z14 1.01 0 3.6 21.8 1 8X25Z14 24.66 1.88 3 95.5 573.1 2 8X25Z14 24.66 1.88 3 95.5 573.1 RExt 8X25Z14 1.01 0 3.6 21.8 ------ ------ Total(lb)= 198.3 1189.8 Page 188 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 LOAD COMBINATIONS: ------------------ 6 - Dead+Collateral+0.75Snow+0.45Wind_Pressure1 13 - Dead+Collateral+UNB_SL ================================================================================ 22705 Purlin(Surface 3, Id 2) 2/28/23 11:40am ================================================================================ ------------------------------ ROOF PURLIN Surface Id = 3 Purlin Id = 2 Offset = 3.95 ------------------------------ LAYOUT (Purlin Id= 2): ----------------------- Available Design Reduction Bay Length ---Lap(ft)-- Load No. Factor ----Max_Load---- Id Part (ft) Left Right Width Strap Out In Id UC Report ---- -------- ------ ----- ----- ----- ----- ---- ---- --- ---- ------- LExt 8X25Z14 1.01 2.95 0 0.00 0.00 13 0.03 Mom+Shr 1 8X25Z14 24.66 1.88 2.95 3 0.00 0.00 13 1.03 Mom,Shr 2 8X25Z14 24.66 1.88 2.95 3 0.00 0.00 13 1.03 Mom,Shr RExt 8X25Z14 1.01 2.95 0 0.00 0.00 13 0.03 Mom+Shr LOAD ID 1 - Dead+Collateral+Live: ----------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.07 0.00 0.01 0.51 0.04 1 0.64 -0.93 -1.05 0.04 -2.92 9.28 3.34 5.19 2 1.05 0.93 -0.64 5.19 3.34 -2.92 15.38 0.03 RExt 0.07 0.00 0.03 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.07 5.02 0.01 RSup 0.04 5.81 0.01 LSup 0.00 0.13 1 RLap -0.93 5.02 0.18 RLap 3.34 5.50 0.61 RLap 0.56 -0.77 2 LLap 0.93 5.02 0.18 LLap 3.34 5.50 0.61 LLap 0.56 -0.77 RExt LSup 0.07 5.02 0.01 LSup 0.03 5.81 0.01 LSup 0.00 0.13 LAP BOLT SHEAR/BEARING: Page 189 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.69 2.65 2.50 0.28 2 0.69 2.65 2.50 0.28 LOAD ID 2 - Dead+Collateral+Snow: ----------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.08 0.00 0.01 0.51 0.04 1 0.76 -1.11 -1.26 0.04 -3.48 9.28 3.98 6.20 2 1.26 1.11 -0.76 6.20 3.98 -3.48 15.38 0.04 RExt 0.08 0.00 0.04 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.08 5.02 0.02 RSup 0.04 5.81 0.01 LSup 0.00 0.15 1 RLap -1.11 5.02 0.22 RLap 3.98 5.50 0.72 RLap 0.66 -0.92 2 LLap 1.11 5.02 0.22 LLap 3.98 5.50 0.72 LLap 0.66 -0.92 RExt LSup 0.08 5.02 0.02 LSup 0.04 5.81 0.01 LSup 0.00 0.15 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.83 2.65 2.50 0.33 2 0.83 2.65 2.50 0.33 LOAD ID 3 - Dead+Collateral+Snow+Snow_Drift: ---------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.08 0.00 0.01 0.51 0.04 1 0.76 -1.11 -1.26 0.04 -3.48 9.28 3.98 6.20 2 1.26 1.11 -0.76 6.20 3.98 -3.48 15.38 0.04 RExt 0.08 0.00 0.04 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Page 190 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.08 5.02 0.02 RSup 0.04 5.81 0.01 LSup 0.00 0.15 1 RLap -1.11 5.02 0.22 RLap 3.98 5.50 0.72 RLap 0.66 -0.92 2 LLap 1.11 5.02 0.22 LLap 3.98 5.50 0.72 LLap 0.66 -0.92 RExt LSup 0.08 5.02 0.02 LSup 0.04 5.81 0.01 LSup 0.00 0.15 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.83 2.65 2.50 0.33 2 0.83 2.65 2.50 0.33 LOAD ID 4 - Dead+Collateral+Snow+Slide_Snow: ---------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.08 0.00 0.01 0.51 0.04 1 0.76 -1.11 -1.26 0.04 -3.48 9.28 3.98 6.20 2 1.26 1.11 -0.76 6.20 3.98 -3.48 15.38 0.04 RExt 0.08 0.00 0.04 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.08 5.02 0.02 RSup 0.04 5.81 0.01 LSup 0.00 0.15 1 RLap -1.11 5.02 0.22 RLap 3.98 5.50 0.72 RLap 0.66 -0.92 2 LLap 1.11 5.02 0.22 LLap 3.98 5.50 0.72 LLap 0.66 -0.92 RExt LSup 0.08 5.02 0.02 LSup 0.04 5.81 0.01 LSup 0.00 0.15 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.83 2.65 2.50 0.33 2 0.83 2.65 2.50 0.33 LOAD ID 5 - Dead+Collateral+0.75Live+0.45Wind_Pressure1: ---------------------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup Page 191 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.08 0.00 0.01 0.51 0.04 1 0.71 -1.03 -1.18 0.04 -3.25 9.28 3.72 5.80 2 1.18 1.03 -0.71 5.80 3.72 -3.25 15.38 0.04 RExt 0.08 0.00 0.04 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.08 5.02 0.02 RSup 0.04 5.81 0.01 LSup 0.00 0.14 1 RLap -1.03 5.02 0.21 RLap 3.72 5.50 0.68 RLap 0.62 -0.86 2 LLap 1.03 5.02 0.21 LLap 3.72 5.50 0.68 LLap 0.62 -0.86 RExt LSup 0.08 5.02 0.02 LSup 0.04 5.81 0.01 LSup 0.00 0.14 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.77 2.65 2.50 0.31 2 0.77 2.65 2.50 0.31 LOAD ID 6 - Dead+Collateral+0.75Snow+0.45Wind_Pressure1: ---------------------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.09 0.00 0.01 0.51 0.04 1 0.80 -1.17 -1.33 0.04 -3.68 9.28 4.21 6.55 2 1.33 1.17 -0.80 6.55 4.21 -3.68 15.38 0.04 RExt 0.09 0.00 0.04 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.09 5.02 0.02 RSup 0.04 5.81 0.01 LSup 0.00 0.16 1 RLap -1.17 5.02 0.23 RLap 4.21 5.50 0.76 RLap 0.70 -0.97 2 LLap 1.17 5.02 0.23 LLap 4.21 5.50 0.76 LLap 0.70 -0.97 RExt LSup 0.09 5.02 0.02 LSup 0.04 5.81 0.01 LSup 0.00 0.16 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.87 2.65 2.50 0.35 2 0.87 2.65 2.50 0.35 Page 192 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 LOAD ID 7 - Dead+Collateral+0.75Snow+0.45Wind_Pressure1+0.75Snow_Drift: ------------------------------------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.09 0.00 0.01 0.51 0.04 1 0.80 -1.17 -1.33 0.04 -3.68 9.28 4.21 6.55 2 1.33 1.17 -0.80 6.55 4.21 -3.68 15.38 0.04 RExt 0.09 0.00 0.04 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.09 5.02 0.02 RSup 0.04 5.81 0.01 LSup 0.00 0.16 1 RLap -1.17 5.02 0.23 RLap 4.21 5.50 0.76 RLap 0.70 -0.97 2 LLap 1.17 5.02 0.23 LLap 4.21 5.50 0.76 LLap 0.70 -0.97 RExt LSup 0.09 5.02 0.02 LSup 0.04 5.81 0.01 LSup 0.00 0.16 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.87 2.65 2.50 0.35 2 0.87 2.65 2.50 0.35 LOAD ID 8 - Dead+Collateral+0.75Snow+0.45Wind_Pressure1+0.75Slide_Snow: ------------------------------------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.09 0.00 0.01 0.51 0.04 1 0.80 -1.17 -1.33 0.04 -3.68 9.28 4.21 6.55 2 1.33 1.17 -0.80 6.55 4.21 -3.68 15.38 0.04 RExt 0.09 0.00 0.04 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.09 5.02 0.02 RSup 0.04 5.81 0.01 LSup 0.00 0.16 1 RLap -1.17 5.02 0.23 RLap 4.21 5.50 0.76 RLap 0.70 -0.97 2 LLap 1.17 5.02 0.23 LLap 4.21 5.50 0.76 LLap 0.70 -0.97 RExt LSup 0.09 5.02 0.02 LSup 0.04 5.81 0.01 LSup 0.00 0.16 Page 193 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.87 2.65 2.50 0.35 2 0.87 2.65 2.50 0.35 LOAD ID 9 - 0.6Dead+0.6Wind_Suction1: --------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 0.05 0.00 -0.01 0.51 -0.03 1 -0.35 0.44 0.50 -0.03 1.40 9.28 -1.59 -2.47 2 -0.50 -0.44 0.35 -2.47 -1.59 1.40 15.38 -0.03 RExt -0.05 0.00 -0.03 -0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup 0.05 5.02 0.01 RSup -0.03 5.81 0.00 LSup 0.00 -0.06 1 RLap 0.44 5.02 0.09 RLap -1.59 5.50 0.29 RLap 0.26 0.37 2 LLap -0.44 5.02 0.09 LLap -1.59 5.50 0.29 LLap 0.26 0.37 RExt LSup -0.05 5.02 0.01 LSup -0.03 5.81 0.00 LSup 0.00 -0.06 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.33 2.65 2.50 0.13 2 0.33 2.65 2.50 0.13 LOAD ID 10 - Dead+Collateral+Snow/2+PAT_SL_3: ---------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.08 0.00 0.01 0.51 0.04 1 0.76 -1.11 -1.26 0.04 -3.48 9.28 3.98 6.20 2 1.26 1.11 -0.76 6.20 3.98 -3.48 15.38 0.04 RExt 0.08 0.00 0.04 0.01 0.51 0.00 STRENGTH/DEFLECTION: Page 194 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.08 5.02 0.02 RSup 0.04 5.81 0.01 LSup 0.00 0.15 1 RLap -1.11 5.02 0.22 RLap 3.98 5.50 0.72 RLap 0.66 -0.92 2 LLap 1.11 5.02 0.22 LLap 3.98 5.50 0.72 LLap 0.66 -0.92 RExt LSup 0.08 5.02 0.02 LSup 0.04 5.81 0.01 LSup 0.00 0.15 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.83 2.65 2.50 0.33 2 0.83 2.65 2.50 0.33 LOAD ID 11 - Dead+Collateral+Snow/2+PAT_SL_1: ---------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.08 0.00 0.01 0.51 0.04 1 0.81 -1.05 -1.21 0.04 -3.97 9.90 2.82 4.94 2 0.80 0.71 -0.40 4.94 3.53 -1.62 16.43 0.02 RExt 0.05 0.00 0.02 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.08 5.02 0.02 RSup 0.04 5.81 0.01 LSup 0.00 0.18 1 RLap -1.05 5.02 0.21 MidS -3.97 5.19 0.76 RLap 0.49 -1.20 2 LLap 0.71 5.02 0.14 LLap 3.53 5.44 0.65 LLap 0.57 -0.27 RExt LSup 0.05 5.02 0.01 LSup 0.02 5.81 0.00 LSup 0.00 0.06 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.66 2.65 2.50 0.26 2 0.66 2.65 2.50 0.26 LOAD ID 12 - Dead+Collateral+Snow/2+PAT_SL_2: ---------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Page 195 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.05 0.00 0.01 0.51 0.02 1 0.40 -0.71 -0.80 0.02 -1.62 8.23 3.53 4.94 2 1.21 1.05 -0.81 4.94 2.82 -3.97 14.76 0.04 RExt 0.08 0.00 0.04 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.05 5.02 0.01 RSup 0.02 5.81 0.00 LSup 0.00 0.06 1 RLap -0.71 5.02 0.14 RLap 3.53 5.44 0.65 RLap 0.57 -0.27 2 LLap 1.05 5.02 0.21 MidS -3.97 5.19 0.76 LLap 0.49 -1.20 RExt LSup 0.08 5.02 0.02 LSup 0.04 5.81 0.01 LSup 0.00 0.18 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.66 2.65 2.50 0.26 2 0.66 2.65 2.50 0.26 LOAD ID 13 - Dead+Collateral+UNB_SL: ------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.12 0.00 0.01 0.51 0.06 1 1.09 -1.58 -1.80 0.06 -4.98 9.28 5.70 8.87 2 1.80 1.58 -1.09 8.87 5.70 -4.98 15.38 0.06 RExt 0.12 0.00 0.06 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.12 5.02 0.02 RSup 0.06 5.81 0.01 RSup 0.03 0.21 1 RLap -1.58 5.02 0.31 RLap 5.70 5.50 1.03 RLap 0.95 -1.32 2 LLap 1.58 5.02 0.31 LLap 5.70 5.50 1.03 LLap 0.95 -1.32 RExt LSup 0.12 5.02 0.02 LSup 0.06 5.81 0.01 LSup 0.03 0.21 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 1.18 2.65 2.50 0.47 Page 196 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 2 1.18 2.65 2.50 0.47 DEFLECTION: ----------- LOAD ID 14 - Dead+Collateral+Live: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.13 1 12.33 -0.77 1.64 0.47 2 12.33 -0.77 1.64 0.47 RExt 1.01 0.13 LOAD ID 15 - Dead+Collateral+Snow: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.15 1 12.33 -0.92 1.64 0.56 2 12.33 -0.92 1.64 0.56 RExt 1.01 0.15 LOAD ID 16 - Dead+Collateral+Snow+Snow_Drift: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.15 1 12.33 -0.92 1.64 0.56 2 12.33 -0.92 1.64 0.56 RExt 1.01 0.15 LOAD ID 17 - Dead+Collateral+Snow+Slide_Snow: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.15 1 12.33 -0.92 1.64 0.56 2 12.33 -0.92 1.64 0.56 RExt 1.01 0.15 LOAD ID 18 - Dead+Collateral+0.75Live+0.28Wind_Pressure1: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.13 1 12.33 -0.77 1.97 0.39 2 12.33 -0.77 1.97 0.39 RExt 1.01 0.13 LOAD ID 19 - Dead+Collateral+0.75Snow+0.28Wind_Pressure1: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- Page 197 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 LExt 0.00 0.14 1 12.33 -0.88 1.97 0.45 2 12.33 -0.88 1.97 0.45 RExt 1.01 0.14 LOAD ID 20 - Dead+Collateral+0.75Snow+0.28Wind_Pressure1+0.75Snow_Drift: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.14 1 12.33 -0.88 1.97 0.45 2 12.33 -0.88 1.97 0.45 RExt 1.01 0.14 LOAD ID 21 - Dead+Collateral+0.75Snow+0.28Wind_Pressure1+0.75Slide_Snow: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.14 1 12.33 -0.88 1.97 0.45 2 12.33 -0.88 1.97 0.45 RExt 1.01 0.14 LOAD ID 22 - 0.6Dead+0.38Wind_Suction1: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 -0.04 1 12.33 0.22 1.97 0.11 W 2 12.33 0.22 1.97 0.11 W RExt 1.01 -0.04 LOAD ID 23 - Dead+Collateral+Snow/2+PAT_SL_3: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.15 1 12.33 -0.92 1.64 0.56 2 12.33 -0.92 1.64 0.56 RExt 1.01 0.15 LOAD ID 24 - Dead+Collateral+Snow/2+PAT_SL_1: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.18 1 12.33 -1.20 1.64 0.73 2 12.33 -0.27 1.64 0.16 RExt 1.01 0.06 LOAD ID 25 - Dead+Collateral+Snow/2+PAT_SL_2: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- Page 198 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 LExt 0.00 0.06 1 12.33 -0.27 1.64 0.16 2 12.33 -1.20 1.64 0.73 RExt 1.01 0.18 LOAD ID 26 - Dead+Collateral+UNB_SL: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.21 1 12.33 -1.32 1.64 0.80 2 12.33 -1.32 1.64 0.80 RExt 1.01 0.21 ================================================================================ 22705 In-Plane Roof Force 2/28/23 11:40am ================================================================================ Win (k )= Design load in the plane of the purlin web Wout(k )= Design load in the plane of the purlin flange Pl (k )= Force in plane of roof per anti-roll clip PURLIN ANTI-ROLL FORCES: Surf Line Load --Roof_Load-- Id Id Id Win Wout Pl ---- ---- ---- ------ ------ ------ 2 1 13 9.13 3.04 -1.54 2 2 13 16.89 5.63 -2.54 2 3 13 9.13 3.04 -1.54 3 1 13 9.13 -3.04 -1.54 3 2 13 16.89 -5.63 -2.54 3 3 13 9.13 -3.04 -1.54 STANDARD CONNECTION: Surf Line Roll Force/Connection Stiff Deflection Id Id No. Attachment Id Thick Calc Limit UC Calc Calc Limit ---- ---- --- ------------- ------ ----- ----- ----- ---- ----- ----- ----- 2 L_EW 6 Weld clip 0.000 0.00 0.00 0.00 0.00 0.00 0.00 2 RF 6 Weld clip 0.000 0.00 0.00 0.00 0.00 0.00 0.00 2 R_EW 6 Weld clip 0.000 0.00 0.00 0.00 0.00 0.00 0.00 3 L_EW 6 Weld clip 0.000 0.00 0.00 0.00 0.00 0.00 0.00 3 RF 6 Weld clip 0.000 0.00 0.00 0.00 0.00 0.00 0.00 3 R_EW 6 Weld clip 0.000 0.00 0.00 0.00 0.00 0.00 0.00 REQUIRED ANTI-ROLL CONNECTION: Surf Line Roll Force/Connection Stiff Deflection Id Id No. Attachment Id Thick Calc Limit UC Calc Calc Limit ---- ---- --- ------------- ------ ----- ----- ----- ---- ----- ----- ----- 2 L_EW 1 Gusset clip @004 0.188 -1.54 4.82 0.32 7.64 0.21 0.20 2 RF 1 Gusset clip @004 0.188 -2.54 4.82 0.53 15.10 0.17 0.20 2 R_EW 1 Gusset clip @004 0.188 -1.54 4.82 0.32 7.64 0.21 0.20 3 L_EW 1 Gusset clip @004 0.188 -1.54 4.82 0.32 7.64 0.21 0.20 3 RF 1 Gusset clip @004 0.188 -2.54 4.82 0.53 15.10 0.17 0.20 3 R_EW 1 Gusset clip @004 0.188 -1.54 4.82 0.32 7.64 0.21 0.20 Page 199 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 PURLIN ANTI-ROLL LOCATION: Surf Line No. Id Id Purlin Purlin Location ---- ---- ------ ------------------------- 2 L_EW 1 6 2 RF 1 6 2 R_EW 1 6 3 L_EW 1 1 3 RF 1 1 3 R_EW 1 1 PANEL SHEAR/DIAPHRAGM: Surf Line Panel_Shear -Deflection- Id Id Calc Limit Calc Limit ---- ---- ----- ----- ----- ----- 2 L_EW 70.7 100.0 -1.22 0.86 2 RF 58.4 100.0 -1.22 0.86 2 R_EW 70.7 100.0 -1.22 0.86 3 L_EW 70.7 100.0 -1.22 0.86 3 RF 58.4 100.0 -1.22 0.86 3 R_EW 70.7 100.0 -1.22 0.86 ================================================================================ 22705 Roof Panel Design 2/28/23 11:40am ================================================================================ PANEL LAYOUT: ------------- Surf Surface No. Max ---Stiffness--- Id Part Type Gage Yield Length Purlin Space Rotation Shear ---- -------- ---- ----- ----- ------- ------ ----- -------- ------ 2 RSS 18 SS 24.00 50.0 21.78 6 3.972 0.00 0.10 3 RSS 18 SS 24.00 50.0 21.78 6 3.972 0.00 0.10 PANEL STRENGTH: --------------- --------Support-------- ---------Midspan-------- Surf Load Moment(ft-lb/ft) Moment(ft-lb/ft) Id Area Id Offset Calc Limit Ratio Offset Calc Limit Ratio ---- -------- ---- ------ ----- ----- ----- ------ ----- ----- ----- 2 Left 1 10.9 28.1 116.0 0.24 13.0 -15.5 100.6 0.15 2 10.9 34.3 116.0 0.30 13.0 -18.9 100.6 0.19 3 10.9 34.3 116.0 0.30 13.0 -18.9 100.6 0.19 4 10.9 34.3 116.0 0.30 13.0 -18.9 100.6 0.19 5 10.9 31.8 116.0 0.27 13.0 -17.6 100.6 0.17 6 10.9 36.5 116.0 0.31 13.0 -20.1 100.6 0.20 7 10.9 -41.3 100.6 0.41 13.0 22.9 116.0 0.20 8 10.9 33.5 116.0 0.29 12.9 -17.8 100.6 0.18 2 Center 1 10.9 28.1 116.0 0.24 13.0 -15.5 100.6 0.15 2 10.9 34.3 116.0 0.30 13.0 -18.9 100.6 0.19 3 10.9 34.3 116.0 0.30 13.0 -18.9 100.6 0.19 4 10.9 34.3 116.0 0.30 13.0 -18.9 100.6 0.19 Page 200 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 5 10.9 31.8 116.0 0.27 13.0 -17.6 100.6 0.17 6 10.9 36.5 116.0 0.31 13.0 -20.1 100.6 0.20 7 10.9 -27.8 100.6 0.28 19.3 15.8 116.0 0.14 8 10.9 33.5 116.0 0.29 12.9 -17.8 100.6 0.18 2 Right 1 10.9 28.1 116.0 0.24 13.0 -15.5 100.6 0.15 2 10.9 34.3 116.0 0.30 13.0 -18.9 100.6 0.19 3 10.9 34.3 116.0 0.30 13.0 -18.9 100.6 0.19 4 10.9 34.3 116.0 0.30 13.0 -18.9 100.6 0.19 5 10.9 31.8 116.0 0.27 13.0 -17.6 100.6 0.17 6 10.9 36.5 116.0 0.31 13.0 -20.1 100.6 0.20 7 10.9 -41.3 100.6 0.41 13.0 22.9 116.0 0.20 8 10.9 33.5 116.0 0.29 12.9 -17.8 100.6 0.18 ---- -------- ---- ------ ----- ----- ----- ------ ----- ----- ----- 3 Left 1 10.9 28.1 116.0 0.24 8.8 -15.5 100.6 0.15 2 10.9 34.3 116.0 0.30 8.8 -18.9 100.6 0.19 3 10.9 34.3 116.0 0.30 8.8 -18.9 100.6 0.19 4 10.9 34.3 116.0 0.30 8.8 -18.9 100.6 0.19 5 10.9 31.8 116.0 0.27 8.8 -17.6 100.6 0.17 6 10.9 36.5 116.0 0.31 8.8 -20.1 100.6 0.20 7 10.9 -41.3 100.6 0.41 8.8 22.9 116.0 0.20 8 10.9 33.5 116.0 0.29 8.8 -17.8 100.6 0.18 3 Center 1 10.9 28.1 116.0 0.24 8.8 -15.5 100.6 0.15 2 10.9 34.3 116.0 0.30 8.8 -18.9 100.6 0.19 3 10.9 34.3 116.0 0.30 8.8 -18.9 100.6 0.19 4 10.9 34.3 116.0 0.30 8.8 -18.9 100.6 0.19 5 10.9 31.8 116.0 0.27 8.8 -17.6 100.6 0.17 6 10.9 36.5 116.0 0.31 8.8 -20.1 100.6 0.20 7 10.9 -27.8 100.6 0.28 2.4 15.8 116.0 0.14 8 10.9 33.5 116.0 0.29 8.8 -17.8 100.6 0.18 3 Right 1 10.9 28.1 116.0 0.24 8.8 -15.5 100.6 0.15 2 10.9 34.3 116.0 0.30 8.8 -18.9 100.6 0.19 3 10.9 34.3 116.0 0.30 8.8 -18.9 100.6 0.19 4 10.9 34.3 116.0 0.30 8.8 -18.9 100.6 0.19 5 10.9 31.8 116.0 0.27 8.8 -17.6 100.6 0.17 6 10.9 36.5 116.0 0.31 8.8 -20.1 100.6 0.20 7 10.9 -41.3 100.6 0.41 8.8 22.9 116.0 0.20 8 10.9 33.5 116.0 0.29 8.8 -17.8 100.6 0.18 PANEL DEFLECTION: ----------------- Surf Load -----Deflection(in)----- Id Area Id Offset Calc Limit Ratio ---- -------- ---- ------ ----- ----- ----- 2 Left 9 12.9 -0.03 0.79 0.04 10 12.9 -0.04 0.79 0.04 11 12.9 -0.04 0.79 0.04 12 12.9 -0.04 0.79 0.04 13 12.9 -0.03 0.79 0.03 14 12.9 0.07 0.79 0.08 15 12.9 -0.04 0.79 0.04 2 Center 9 12.9 -0.03 0.79 0.04 10 12.9 -0.04 0.79 0.04 11 12.9 -0.04 0.79 0.04 12 12.9 -0.04 0.79 0.04 Page 201 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 13 12.9 -0.03 0.79 0.03 14 12.9 0.06 0.79 0.07 15 12.9 -0.04 0.79 0.04 2 Right 9 12.9 -0.03 0.79 0.04 10 12.9 -0.04 0.79 0.04 11 12.9 -0.04 0.79 0.04 12 12.9 -0.04 0.79 0.04 13 12.9 -0.03 0.79 0.03 14 12.9 0.07 0.79 0.08 15 12.9 -0.04 0.79 0.04 ---- -------- ---- ------ ----- ----- ----- 3 Left 9 8.9 -0.03 0.79 0.04 10 8.9 -0.04 0.79 0.04 11 8.9 -0.04 0.79 0.04 12 8.9 -0.04 0.79 0.04 13 8.9 -0.03 0.79 0.03 14 8.9 0.07 0.79 0.08 15 8.9 -0.04 0.79 0.04 3 Center 9 8.9 -0.03 0.79 0.04 10 8.9 -0.04 0.79 0.04 11 8.9 -0.04 0.79 0.04 12 8.9 -0.04 0.79 0.04 13 8.9 -0.03 0.79 0.03 14 8.9 0.06 0.79 0.07 15 8.9 -0.04 0.79 0.04 3 Right 9 8.9 -0.03 0.79 0.04 10 8.9 -0.04 0.79 0.04 11 8.9 -0.04 0.79 0.04 12 8.9 -0.04 0.79 0.04 13 8.9 -0.03 0.79 0.03 14 8.9 0.07 0.79 0.08 15 8.9 -0.04 0.79 0.04 LOAD COMBINATION: ----------------- Load Id Description ---- ----------- 1 Dead+Live 2 Dead+Snow 3 Dead+Snow+Snow_Drift 4 Dead+Snow+Slide_Snow 5 Dead+0.75Live+0.45Wind_Pressure1 6 Dead+0.75Snow+0.45Wind_Pressure1 7 0.6Dead+0.6Wind_Suction1 8 Dead+UNB_SL 9 Live 10 Snow 11 Snow+Snow_Drift 12 Snow+Slide_Snow 13 Wind_Pressure1 14 Wind_Suction1 15 Dead+UNB_SL ================================================================================ Page 202 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 22705 Roof Diagonal Bracing 2/28/23 11:40am ================================================================================ PANEL SHEAR: ------------ Wind Seismic Length Calc Calc Limit ------ ------ ------- ------ 51.33 29.0 47.4 0.0 DIAGONAL BRACING: ----------------- Brace_Tension(k ) Bay Brace_Locate ------Diag_Brace----- ----Wind---- ---Seismic-- Max Id Start End Type Size Part Calc Limit Calc Limit UC KL/R --- ------- ------- ---- ------ -------- ----- ----- ----- ----- ---- ---- 2 0.00 10.35 R 0.500 RD4 1.62 5.03 2.29 5.03 0.46 10.35 20.67 R 0.500 RD4 0.05 5.03 0.69 5.03 0.14 20.67 30.99 R 0.500 RD4 0.05 5.03 0.69 5.03 0.14 30.99 41.33 R 0.500 RD4 1.62 5.03 2.29 5.03 0.46 ================================================================================ 22705 Sidewall Diagonal Bracing 2/28/23 11:40am ================================================================================ PANEL SHEAR: ------------ Wall Base Wind Seismic Id Length Calc Calc Limit ---- ------ ----- ------- ----- 2 0.0 1000.0 1000.0 100.0 4 0.0 1000.0 1000.0 100.0 DIAGONAL BRACING: ----------------- Brace_Tension(k ) Wall Bay Brace_Locate ------Diag_Brace---- ----Wind--- --Seismic-- Max Id Id Bot Top Type Size Part Calc Limit Calc Limit UC KL/R ---- ----- ----- ----- ---- ------ -------- ----- ----- ----- ----- ---- ---- 2 2 0.0 17.7 R 0.625 RD5 2.47 7.87 5.61 7.87 0.71 4 1 0.0 17.7 R 0.625 RD5 2.47 7.87 5.61 7.87 0.71 BOTTOM DIAGONAL BRACE REACTIONS: -------------------------------- Wall Bay Col --Wind_Max(k )-- Seismic_Max(k ) Id Id Id Horz Vert(+/-) Horz Vert(+/-) ---- --- --- ----- --------- ----- --------- 2 2 2 -2.09 1.31 -3.09 1.93 2 2 3 2.09 1.31 3.09 1.93 Page 203 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 4 1 1 -2.09 1.31 -3.09 1.93 4 1 2 2.09 1.31 3.09 1.93 LOAD COMBINATIONS: ------------------ 1(Wind ) - Dead+Collateral+Snow+0.6Wind_Long1 9(Seismic) - 1.11Dead+1.11Collateral+0.7Seismic_Long ================================================================================ 22705 Bracing Deflection 2/28/23 11:40am ================================================================================ ROOF ATTACHMENT DEFLECTION: --------------------------- Span/Deflect Wall Attach Deflection(in) ----Wind--- --Seismic-- Id Locate Wind Seismic Calc Limit Calc Limit ---- ------ ----- ------- ----- ----- ----- ----- 1 0.0 0.05 0.19 3918 60 1092 130 1 10.3 0.11 0.32 2315 60 796 130 1 20.7 0.11 0.36 2650 60 828 130 1 31.0 0.11 0.32 2315 60 796 130 1 41.3 0.05 0.19 3918 60 1092 130 WALL DEFLECTION AT EAVE: ------------------------ Span/Deflect Wall Wall Deflection(in) ----Wind--- --Seismic-- Id Height Wind Seismic Calc Limit Calc Limit ---- ------ ----- ------- ----- ----- ----- ----- 2 17.7 0.05 0.19 3918 60 1092 130 4 17.7 0.05 0.19 3918 60 1092 130 ================================================================================ 22705 Purlin Strut, Longitudinal Load 2/28/23 11:40am ================================================================================ Surf Brace Purl Bay Purlin Load -Axial(k )- Moment(f-k ) -Axl+Mom- Max Max Unbrace Id Locate Id Id Part Id Calc Limit Calc Limit Loc UC UC KL/R Minor ---- ------ ---- --- -------- ---- ----- ----- ----- ----- ---- ---- ---- ---- ------- 2 10.3 3 1 8X25Z14 1 0.75 12.03 3.90 5.50 RLap 0.77 0.77 95 6.2 2 -0.55 36.15 3.90 5.50 RLap 0.69 0.71 95 6.2 3 0.75 12.03 3.90 5.50 RLap 0.77 0.77 95 6.2 4 -0.55 36.15 3.90 5.50 RLap 0.69 0.71 95 6.2 Page 204 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 5 0.75 12.03 3.90 5.50 RLap 0.77 0.77 95 6.2 6 -0.55 36.15 3.90 5.50 RLap 0.69 0.71 95 6.2 7 0.75 12.03 -1.18 5.50 RLap 0.28 0.28 95 6.2 8 -0.55 36.15 -1.18 5.50 RLap 0.20 0.21 95 6.2 9 0.66 12.03 1.12 5.50 RLap 0.26 0.26 95 6.2 10 0.49 12.03 3.70 5.50 RLap 0.71 0.71 95 6.2 11 0.49 12.03 1.09 5.50 RLap 0.24 0.24 95 6.2 12 0.66 12.03 0.22 5.50 RLap 0.10 0.10 95 6.2 2 10.3 3 2 8X25Z14 1 0.79 12.03 3.90 5.50 LLap 0.77 0.77 95 6.2 2 0.79 12.03 3.90 5.50 LLap 0.77 0.77 95 6.2 3 0.79 12.03 3.90 5.50 LLap 0.77 0.77 95 6.2 4 0.79 12.03 3.90 5.50 LLap 0.77 0.77 95 6.2 5 0.79 12.03 3.90 5.50 LLap 0.77 0.77 95 6.2 6 0.79 12.03 3.90 5.50 LLap 0.77 0.77 95 6.2 7 0.79 12.03 -1.18 5.50 LLap 0.28 0.28 95 6.2 8 0.79 12.03 -1.18 5.50 LLap 0.28 0.28 95 6.2 9 1.80 12.03 1.12 5.50 LLap 0.35 0.35 95 6.2 10 1.34 12.03 3.70 5.50 LLap 0.78 0.78 95 6.2 11 1.34 12.03 1.09 5.50 LLap 0.31 0.31 95 6.2 12 1.80 12.03 0.22 5.50 LLap 0.19 0.19 95 6.2 2 20.7 6 1 8X25Z14 1 0.02 12.03 2.43 5.50 RLap 0.44 0.44 95 6.2 2 -0.02 36.15 2.43 5.50 RLap 0.44 0.44 95 6.2 3 0.02 12.03 2.43 5.50 RLap 0.44 0.44 95 6.2 4 -0.02 36.15 2.43 5.50 RLap 0.44 0.44 95 6.2 5 0.02 12.03 2.43 5.50 RLap 0.44 0.44 95 6.2 6 -0.02 36.15 2.43 5.50 RLap 0.44 0.44 95 6.2 7 0.02 12.03 -0.74 5.50 RLap 0.14 0.14 95 6.2 Page 205 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 8 -0.02 36.15 -0.74 5.50 RLap 0.13 0.13 95 6.2 9 0.29 12.03 0.70 5.50 RLap 0.15 0.15 95 6.2 10 0.21 12.03 2.31 5.50 RLap 0.44 0.44 95 6.2 11 0.21 12.03 0.68 5.50 RLap 0.14 0.14 95 6.2 12 0.29 12.03 0.14 5.50 RLap 0.05 0.05 95 6.2 2 20.7 6 2 8X25Z14 1 0.02 12.03 2.43 5.50 LLap 0.44 0.44 95 6.2 2 0.02 12.03 2.43 5.50 LLap 0.44 0.44 95 6.2 3 0.02 12.03 2.43 5.50 LLap 0.44 0.44 95 6.2 4 0.02 12.03 2.43 5.50 LLap 0.44 0.44 95 6.2 5 0.02 12.03 2.43 5.50 LLap 0.44 0.44 95 6.2 6 0.02 12.03 2.43 5.50 LLap 0.44 0.44 95 6.2 7 0.02 12.03 -0.74 5.50 LLap 0.14 0.14 95 6.2 8 0.02 12.03 -0.74 5.50 LLap 0.14 0.14 95 6.2 9 0.57 12.03 0.70 5.50 LLap 0.17 0.17 95 6.2 10 0.42 12.03 2.31 5.50 LLap 0.45 0.45 95 6.2 11 0.42 12.03 0.68 5.50 LLap 0.16 0.16 95 6.2 12 0.57 12.03 0.14 5.50 LLap 0.07 0.07 95 6.2 Surf Brace Purl Bay Purlin Load -Axial(k )- Moment(f-k ) -Axl+Mom- Max Max Unbrace Id Locate Id Id Part Id Calc Limit Calc Limit Loc UC UC KL/R Minor ---- ------ ---- --- -------- ---- ----- ----- ----- ----- ---- ---- ---- ---- ------- 3 20.7 1 1 8X25Z14 1 0.02 12.03 2.43 5.50 RLap 0.44 0.44 95 6.2 2 -0.02 36.15 2.43 5.50 RLap 0.44 0.44 95 6.2 3 0.02 12.03 2.43 5.50 RLap 0.44 0.44 95 6.2 4 -0.02 36.15 2.43 5.50 RLap 0.44 0.44 95 6.2 5 0.02 12.03 2.43 5.50 RLap 0.44 0.44 95 6.2 6 -0.02 36.15 2.43 5.50 RLap 0.44 0.44 95 6.2 7 0.02 12.03 -0.74 5.50 RLap 0.14 0.14 95 Page 206 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 6.2 8 -0.02 36.15 -0.74 5.50 RLap 0.13 0.13 95 6.2 9 0.29 12.03 0.70 5.50 RLap 0.15 0.15 95 6.2 10 0.21 12.03 2.31 5.50 RLap 0.44 0.44 95 6.2 11 0.21 12.03 0.68 5.50 RLap 0.14 0.14 95 6.2 12 0.29 12.03 0.14 5.50 RLap 0.05 0.05 95 6.2 3 20.7 1 2 8X25Z14 1 0.02 12.03 2.43 5.50 LLap 0.44 0.44 95 6.2 2 0.02 12.03 2.43 5.50 LLap 0.44 0.44 95 6.2 3 0.02 12.03 2.43 5.50 LLap 0.44 0.44 95 6.2 4 0.02 12.03 2.43 5.50 LLap 0.44 0.44 95 6.2 5 0.02 12.03 2.43 5.50 LLap 0.44 0.44 95 6.2 6 0.02 12.03 2.43 5.50 LLap 0.44 0.44 95 6.2 7 0.02 12.03 -0.74 5.50 LLap 0.14 0.14 95 6.2 8 0.02 12.03 -0.74 5.50 LLap 0.14 0.14 95 6.2 9 0.57 12.03 0.70 5.50 LLap 0.17 0.17 95 6.2 10 0.42 12.03 2.31 5.50 LLap 0.45 0.45 95 6.2 11 0.42 12.03 0.68 5.50 LLap 0.16 0.16 95 6.2 12 0.57 12.03 0.14 5.50 LLap 0.07 0.07 95 6.2 3 31.0 4 1 8X25Z14 1 0.75 12.03 3.90 5.50 RLap 0.77 0.77 95 6.2 2 -0.55 36.15 3.90 5.50 RLap 0.69 0.71 95 6.2 3 0.75 12.03 3.90 5.50 RLap 0.77 0.77 95 6.2 4 -0.55 36.15 3.90 5.50 RLap 0.69 0.71 95 6.2 5 0.75 12.03 3.90 5.50 RLap 0.77 0.77 95 6.2 6 -0.55 36.15 3.90 5.50 RLap 0.69 0.71 95 6.2 7 0.75 12.03 -1.18 5.50 RLap 0.28 0.28 95 6.2 8 -0.55 36.15 -1.18 5.50 RLap 0.20 0.21 95 6.2 9 0.66 12.03 1.12 5.50 RLap 0.26 0.26 95 6.2 10 0.49 12.03 3.70 5.50 RLap 0.71 0.71 95 Page 207 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 6.2 11 0.49 12.03 1.09 5.50 RLap 0.24 0.24 95 6.2 12 0.66 12.03 0.22 5.50 RLap 0.10 0.10 95 6.2 3 31.0 4 2 8X25Z14 1 0.79 12.03 3.90 5.50 LLap 0.77 0.77 95 6.2 2 0.79 12.03 3.90 5.50 LLap 0.77 0.77 95 6.2 3 0.79 12.03 3.90 5.50 LLap 0.77 0.77 95 6.2 4 0.79 12.03 3.90 5.50 LLap 0.77 0.77 95 6.2 5 0.79 12.03 3.90 5.50 LLap 0.77 0.77 95 6.2 6 0.79 12.03 3.90 5.50 LLap 0.77 0.77 95 6.2 7 0.79 12.03 -1.18 5.50 LLap 0.28 0.28 95 6.2 8 0.79 12.03 -1.18 5.50 LLap 0.28 0.28 95 6.2 9 1.80 12.03 1.12 5.50 LLap 0.35 0.35 95 6.2 10 1.34 12.03 3.70 5.50 LLap 0.78 0.78 95 6.2 11 1.34 12.03 1.09 5.50 LLap 0.31 0.31 95 6.2 12 1.80 12.03 0.22 5.50 LLap 0.19 0.19 95 6.2 ================================================================================ 22705 Eave Strut, Longitudinal Load(Wall 2) 2/28/23 11:40am ================================================================================ Wall Bay Eave Load ----Axial(k )---- --Moment(f-k )-- Axl+Mom Max Unbrace_Len Id Id Part Id Calc Limit UC Calc Limit UC UC KL/r Major Minor ---- --- ----------- ---- ----- ----- ---- ----- ----- ---- ------- ---- ----- ----- 2 1 E085344L 1 0.36 12.49 0.03 -2.23 5.82 0.38 0.41 96 24.5 6.2 2 -0.25 42.26 0.01 -2.23 5.82 0.38 0.38 96 24.5 6.2 3 0.36 12.49 0.03 -2.23 5.82 0.38 0.41 96 24.5 6.2 4 -0.25 42.26 0.01 -2.23 5.82 0.38 0.38 96 24.5 6.2 5 0.36 12.49 0.03 -2.23 5.82 0.38 0.41 96 24.5 6.2 6 -0.25 42.26 0.01 -2.23 5.82 0.38 0.38 96 24.5 6.2 7 0.36 12.49 0.03 0.68 5.79 0.12 0.15 96 24.5 6.2 8 -0.25 42.26 0.01 0.68 5.79 0.12 0.11 96 24.5 Page 208 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 6.2 9 0.76 12.49 0.06 -0.64 5.82 0.11 0.17 96 24.5 6.2 10 0.56 12.49 0.04 -2.12 5.82 0.36 0.41 96 24.5 6.2 11 0.56 12.49 0.04 -0.62 5.82 0.11 0.15 96 24.5 6.2 12 0.76 12.49 0.06 -0.13 5.82 0.02 0.08 96 24.5 6.2 2 2 E085344L 1 1.84 12.49 0.15 -2.23 5.82 0.38 0.53 96 24.5 6.2 2 1.84 12.49 0.15 -2.23 5.82 0.38 0.53 96 24.5 6.2 3 1.84 12.49 0.15 -2.23 5.82 0.38 0.53 96 24.5 6.2 4 1.84 12.49 0.15 -2.23 5.82 0.38 0.53 96 24.5 6.2 5 1.84 12.49 0.15 -2.23 5.82 0.38 0.53 96 24.5 6.2 6 1.84 12.49 0.15 -2.23 5.82 0.38 0.53 96 24.5 6.2 7 1.84 12.49 0.15 0.68 5.80 0.12 0.26 96 24.5 6.2 8 1.84 12.49 0.15 0.68 5.80 0.12 0.26 96 24.5 6.2 9 4.71 12.49 0.38 -0.64 5.82 0.11 0.49 96 24.5 6.2 10 3.50 12.49 0.28 -2.12 5.82 0.36 0.64 96 24.5 6.2 11 3.50 12.49 0.28 -0.62 5.82 0.11 0.39 96 24.5 6.2 12 4.71 12.49 0.38 -0.13 5.82 0.02 0.40 96 24.5 6.2 ================================================================================ 22705 Eave(Wall 2) 2/28/23 11:40am ================================================================================ ------------------------------ EAVE STRUT Wall Id = 2 ------------------------------ LAYOUT: ------- Available Design Reduction Bay Length --Lap(ft)-- Load No. No. Unit Total Factor Id Part (ft) Left Right Width Strap Row Weight Weight Out In ---- -------- ------ ---- ----- ----- ----- --- ------ ------ ---- ---- LExt E085344L 1.01 1.48 0 1 4.3 4.3 0.00 0.00 1 E085344L 24.49 1.48 3 1 103.1 103.1 0.00 0.00 2 E085344L 24.49 1.48 3 1 103.1 103.1 0.00 0.00 RExt E085344L 1.01 1.48 0 1 4.3 4.3 0.00 0.00 ------ Total(lb)= 214.7 Page 209 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Purlin DL= 2.84 (psf ) LOAD ID 1 - Dead+Collateral+Live: ----------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.03 0.00 0.00 0.51 0.02 1 0.42 -0.42 0.02 -2.57 12.27 0.00 2 0.42 -0.42 0.00 -2.57 12.22 0.02 RExt 0.03 0.00 0.02 0.00 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.03 3.69 0.01 RSup 0.02 6.33 0.00 LSup 0.00 0.11 1 LSup 0.42 3.69 0.11 MidS -2.57 5.82 0.44 LSup 0.00 -0.84 2 RSup -0.42 3.69 0.11 MidS -2.57 5.82 0.44 LSup 0.00 -0.84 RExt LSup 0.03 3.69 0.01 LSup 0.02 6.33 0.00 LSup 0.00 0.11 LOAD ID 2 - Dead+Collateral+Snow: ----------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.04 0.00 0.01 0.51 0.02 1 0.50 -0.50 0.02 -3.07 12.27 0.00 2 0.50 -0.50 0.00 -3.07 12.22 0.02 RExt 0.04 0.00 0.02 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.04 3.69 0.01 RSup 0.02 6.33 0.00 LSup 0.00 0.13 1 LSup 0.50 3.69 0.14 MidS -3.07 5.82 0.53 LSup 0.00 -1.00 2 RSup -0.50 3.69 0.14 MidS -3.07 5.82 0.53 LSup 0.00 -1.00 RExt LSup 0.04 3.69 0.01 LSup 0.02 6.33 0.00 LSup 0.00 0.13 LOAD ID 3 - Dead+Collateral+Snow+Snow_Drift: ---------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup Page 210 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.04 0.00 0.01 0.51 0.02 1 0.50 -0.50 0.02 -3.07 12.27 0.00 2 0.50 -0.50 0.00 -3.07 12.22 0.02 RExt 0.04 0.00 0.02 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.04 3.69 0.01 RSup 0.02 6.33 0.00 LSup 0.00 0.13 1 LSup 0.50 3.69 0.14 MidS -3.07 5.82 0.53 LSup 0.00 -1.00 2 RSup -0.50 3.69 0.14 MidS -3.07 5.82 0.53 LSup 0.00 -1.00 RExt LSup 0.04 3.69 0.01 LSup 0.02 6.33 0.00 LSup 0.00 0.13 LOAD ID 4 - Dead+Collateral+Snow+Slide_Snow: ---------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.04 0.00 0.01 0.51 0.02 1 0.50 -0.50 0.02 -3.07 12.27 0.00 2 0.50 -0.50 0.00 -3.07 12.22 0.02 RExt 0.04 0.00 0.02 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.04 3.69 0.01 RSup 0.02 6.33 0.00 LSup 0.00 0.13 1 LSup 0.50 3.69 0.14 MidS -3.07 5.82 0.53 LSup 0.00 -1.00 2 RSup -0.50 3.69 0.14 MidS -3.07 5.82 0.53 LSup 0.00 -1.00 RExt LSup 0.04 3.69 0.01 LSup 0.02 6.33 0.00 LSup 0.00 0.13 LOAD ID 5 - Dead+Collateral+0.75Live+0.45Wind_Pressure1: ---------------------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.04 0.00 0.00 0.51 0.02 1 0.47 -0.47 0.02 -2.87 12.27 0.00 2 0.47 -0.47 0.00 -2.87 12.22 0.02 RExt 0.04 0.00 0.02 0.00 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- Page 211 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 LExt RSup -0.04 3.69 0.01 RSup 0.02 6.33 0.00 LSup 0.00 0.12 1 LSup 0.47 3.69 0.13 MidS -2.87 5.82 0.49 LSup 0.00 -0.94 2 RSup -0.47 3.69 0.13 MidS -2.87 5.82 0.49 LSup 0.00 -0.94 RExt LSup 0.04 3.69 0.01 LSup 0.02 6.33 0.00 LSup 0.00 0.12 LOAD ID 6 - Dead+Collateral+0.75Snow+0.45Wind_Pressure1: ---------------------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.04 0.00 0.01 0.51 0.02 1 0.53 -0.53 0.02 -3.24 12.27 0.00 2 0.53 -0.53 0.00 -3.24 12.22 0.02 RExt 0.04 0.00 0.02 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.04 3.69 0.01 RSup 0.02 6.33 0.00 LSup 0.00 0.14 1 LSup 0.53 3.69 0.14 MidS -3.24 5.82 0.56 LSup 0.00 -1.06 2 RSup -0.53 3.69 0.14 MidS -3.24 5.82 0.56 LSup 0.00 -1.06 RExt LSup 0.04 3.69 0.01 LSup 0.02 6.33 0.00 LSup 0.00 0.14 LOAD ID 7 - Dead+Collateral+0.75Snow+0.45Wind_Pressure1+0.75Snow_Drift: ------------------------------------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.04 0.00 0.01 0.51 0.02 1 0.53 -0.53 0.02 -3.24 12.27 0.00 2 0.53 -0.53 0.00 -3.24 12.22 0.02 RExt 0.04 0.00 0.02 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.04 3.69 0.01 RSup 0.02 6.33 0.00 LSup 0.00 0.14 1 LSup 0.53 3.69 0.14 MidS -3.24 5.82 0.56 LSup 0.00 -1.06 2 RSup -0.53 3.69 0.14 MidS -3.24 5.82 0.56 LSup 0.00 -1.06 RExt LSup 0.04 3.69 0.01 LSup 0.02 6.33 0.00 LSup 0.00 0.14 LOAD ID 8 - Dead+Collateral+0.75Snow+0.45Wind_Pressure1+0.75Slide_Snow: ------------------------------------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Page 212 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.04 0.00 0.01 0.51 0.02 1 0.53 -0.53 0.02 -3.24 12.27 0.00 2 0.53 -0.53 0.00 -3.24 12.22 0.02 RExt 0.04 0.00 0.02 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.04 3.69 0.01 RSup 0.02 6.33 0.00 LSup 0.00 0.14 1 LSup 0.53 3.69 0.14 MidS -3.24 5.82 0.56 LSup 0.00 -1.06 2 RSup -0.53 3.69 0.14 MidS -3.24 5.82 0.56 LSup 0.00 -1.06 RExt LSup 0.04 3.69 0.01 LSup 0.02 6.33 0.00 LSup 0.00 0.14 LOAD ID 9 - 0.6Dead+0.6Wind_Suction1: --------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 0.02 0.00 0.00 0.51 -0.01 1 -0.17 0.15 -0.01 0.92 12.27 0.00 2 -0.15 0.17 0.00 0.92 12.22 -0.01 RExt -0.02 0.00 -0.01 0.00 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup 0.02 3.69 0.01 RSup -0.01 6.33 0.00 LSup 0.00 -0.04 1 LSup -0.17 3.69 0.05 MidS 0.92 5.78 0.16 LSup 0.00 0.30 2 RSup 0.17 3.69 0.05 MidS 0.92 5.80 0.16 LSup 0.00 0.30 RExt LSup -0.02 3.69 0.01 LSup -0.01 6.33 0.00 LSup 0.00 -0.04 LOAD ID 10 - Dead+Collateral+Snow/2+PAT_SL_3: ---------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.04 0.00 0.01 0.51 0.02 1 0.50 -0.50 0.02 -3.07 12.27 0.00 2 0.50 -0.50 0.00 -3.07 12.22 0.02 RExt 0.04 0.00 0.02 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Page 213 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.04 3.69 0.01 RSup 0.02 6.33 0.00 LSup 0.00 0.13 1 LSup 0.50 3.69 0.14 MidS -3.07 5.82 0.53 LSup 0.00 -1.00 2 RSup -0.50 3.69 0.14 MidS -3.07 5.82 0.53 LSup 0.00 -1.00 RExt LSup 0.04 3.69 0.01 LSup 0.02 6.33 0.00 LSup 0.00 0.13 LOAD ID 11 - Dead+Collateral+Snow/2+PAT_SL_1: ---------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.04 0.00 0.01 0.51 0.02 1 0.50 -0.50 0.02 -3.07 12.27 0.00 2 0.30 -0.30 0.00 -1.82 12.22 0.01 RExt 0.02 0.00 0.01 0.00 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.04 3.69 0.01 RSup 0.02 6.33 0.00 LSup 0.00 0.13 1 LSup 0.50 3.69 0.14 MidS -3.07 5.82 0.53 LSup 0.00 -1.00 2 RSup -0.30 3.69 0.08 MidS -1.82 5.82 0.31 LSup 0.00 -0.60 RExt LSup 0.02 3.69 0.01 LSup 0.01 6.33 0.00 LSup 0.00 0.08 LOAD ID 12 - Dead+Collateral+Snow/2+PAT_SL_2: ---------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.02 0.00 0.00 0.51 0.01 1 0.30 -0.30 0.01 -1.82 12.27 0.00 2 0.50 -0.50 0.00 -3.07 12.22 0.02 RExt 0.04 0.00 0.02 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.02 3.69 0.01 RSup 0.01 6.33 0.00 LSup 0.00 0.08 1 LSup 0.30 3.69 0.08 MidS -1.82 5.82 0.31 LSup 0.00 -0.60 2 RSup -0.50 3.69 0.14 MidS -3.07 5.82 0.53 LSup 0.00 -1.00 RExt LSup 0.04 3.69 0.01 LSup 0.02 6.33 0.00 LSup 0.00 0.13 LOAD ID 13 - Dead+Collateral+UNB_SL: ------------------------------------- Page 214 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.04 0.00 0.01 0.51 0.02 1 0.50 -0.50 0.02 -3.07 12.27 0.00 2 0.50 -0.50 0.00 -3.07 12.22 0.02 RExt 0.04 0.00 0.02 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.04 3.69 0.01 RSup 0.02 6.33 0.00 LSup 0.00 0.13 1 LSup 0.50 3.69 0.14 MidS -3.07 5.82 0.53 LSup 0.00 -1.00 2 RSup -0.50 3.69 0.14 MidS -3.07 5.82 0.53 LSup 0.00 -1.00 RExt LSup 0.04 3.69 0.01 LSup 0.02 6.33 0.00 LSup 0.00 0.13 DEFLECTION: ----------- LOAD ID 14 - Dead+Collateral+Live: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.11 1 12.24 -0.84 1.63 0.51 2 12.24 -0.84 1.63 0.51 RExt 1.01 0.11 LOAD ID 15 - Dead+Collateral+Snow: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.13 1 12.24 -1.00 1.63 0.61 2 12.24 -1.00 1.63 0.61 RExt 1.01 0.13 LOAD ID 16 - Dead+Collateral+Snow+Snow_Drift: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.13 1 12.24 -1.00 1.63 0.61 2 12.24 -1.00 1.63 0.61 RExt 1.01 0.13 LOAD ID 17 - Dead+Collateral+Snow+Slide_Snow: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.13 Page 215 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 1 12.24 -1.00 1.63 0.61 2 12.24 -1.00 1.63 0.61 RExt 1.01 0.13 LOAD ID 18 - Dead+Collateral+0.75Live+0.28Wind_Pressure1: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.11 1 12.24 -0.84 1.96 0.43 2 12.24 -0.84 1.96 0.43 RExt 1.01 0.11 LOAD ID 19 - Dead+Collateral+0.75Snow+0.28Wind_Pressure1: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.13 1 12.24 -0.96 1.96 0.49 2 12.24 -0.96 1.96 0.49 RExt 1.01 0.13 LOAD ID 20 - Dead+Collateral+0.75Snow+0.28Wind_Pressure1+0.75Snow_Drift: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.13 1 12.24 -0.96 1.96 0.49 2 12.24 -0.96 1.96 0.49 RExt 1.01 0.13 LOAD ID 21 - Dead+Collateral+0.75Snow+0.28Wind_Pressure1+0.75Slide_Snow: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.13 1 12.24 -0.96 1.96 0.49 2 12.24 -0.96 1.96 0.49 RExt 1.01 0.13 LOAD ID 22 - 0.6Dead+0.38Wind_Suction1: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 -0.02 1 12.24 0.17 1.96 0.09 W 2 12.24 0.17 1.96 0.09 W RExt 1.01 -0.02 LOAD ID 23 - Dead+Collateral+Snow/2+PAT_SL_3: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.13 Page 216 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 1 12.24 -1.00 1.63 0.61 2 12.24 -1.00 1.63 0.61 RExt 1.01 0.13 LOAD ID 24 - Dead+Collateral+Snow/2+PAT_SL_1: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.13 1 12.24 -1.00 1.63 0.61 2 12.24 -0.60 1.63 0.37 RExt 1.01 0.08 LOAD ID 25 - Dead+Collateral+Snow/2+PAT_SL_2: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.08 1 12.24 -0.60 1.63 0.37 2 12.24 -1.00 1.63 0.61 RExt 1.01 0.13 LOAD ID 26 - Dead+Collateral+UNB_SL: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.13 1 12.24 -1.00 1.63 0.61 2 12.24 -1.00 1.63 0.61 RExt 1.01 0.13 ================================================================================ 22705 Eave Strut, Longitudinal Load(Wall 4) 2/28/23 11:40am ================================================================================ Wall Bay Eave Load ----Axial(k )---- --Moment(f-k )-- Axl+Mom Max Unbrace_Len Id Id Part Id Calc Limit UC Calc Limit UC UC KL/r Major Minor ---- --- ----------- ---- ----- ----- ---- ----- ----- ---- ------- ---- ----- ----- 4 2 E085344L 1 0.36 12.49 0.03 -2.23 5.82 0.38 0.41 96 24.5 6.2 2 -0.25 42.26 0.01 -2.23 5.82 0.38 0.38 96 24.5 6.2 3 0.36 12.49 0.03 -2.23 5.82 0.38 0.41 96 24.5 6.2 4 -0.25 42.26 0.01 -2.23 5.82 0.38 0.38 96 24.5 6.2 5 0.36 12.49 0.03 -2.23 5.82 0.38 0.41 96 24.5 6.2 6 -0.25 42.26 0.01 -2.23 5.82 0.38 0.38 96 24.5 6.2 7 0.36 12.49 0.03 0.68 5.79 0.12 0.15 96 24.5 6.2 Page 217 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 8 -0.25 42.26 0.01 0.68 5.79 0.12 0.11 96 24.5 6.2 9 0.76 12.49 0.06 -0.64 5.82 0.11 0.17 96 24.5 6.2 10 0.56 12.49 0.04 -2.12 5.82 0.36 0.41 96 24.5 6.2 11 0.56 12.49 0.04 -0.62 5.82 0.11 0.15 96 24.5 6.2 12 0.76 12.49 0.06 -0.13 5.82 0.02 0.08 96 24.5 6.2 4 1 E085344L 1 1.84 12.49 0.15 -2.23 5.82 0.38 0.53 96 24.5 6.2 2 1.84 12.49 0.15 -2.23 5.82 0.38 0.53 96 24.5 6.2 3 1.84 12.49 0.15 -2.23 5.82 0.38 0.53 96 24.5 6.2 4 1.84 12.49 0.15 -2.23 5.82 0.38 0.53 96 24.5 6.2 5 1.84 12.49 0.15 -2.23 5.82 0.38 0.53 96 24.5 6.2 6 1.84 12.49 0.15 -2.23 5.82 0.38 0.53 96 24.5 6.2 7 1.84 12.49 0.15 0.68 5.80 0.12 0.26 96 24.5 6.2 8 1.84 12.49 0.15 0.68 5.80 0.12 0.26 96 24.5 6.2 9 4.71 12.49 0.38 -0.64 5.82 0.11 0.49 96 24.5 6.2 10 3.50 12.49 0.28 -2.12 5.82 0.36 0.64 96 24.5 6.2 11 3.50 12.49 0.28 -0.62 5.82 0.11 0.39 96 24.5 6.2 12 4.71 12.49 0.38 -0.13 5.82 0.02 0.40 96 24.5 6.2 ================================================================================ 22705 Eave(Wall 4) 2/28/23 11:40am ================================================================================ ------------------------------ EAVE STRUT Wall Id = 4 ------------------------------ LAYOUT: ------- Available Design Reduction Bay Length --Lap(ft)-- Load No. No. Unit Total Factor Id Part (ft) Left Right Width Strap Row Weight Weight Out In ---- -------- ------ ---- ----- ----- ----- --- ------ ------ ---- ---- LExt E085344L 1.01 1.48 0 1 4.3 4.3 0.00 0.00 2 E085344L 24.49 1.48 3 1 103.1 103.1 0.00 0.00 1 E085344L 24.49 1.48 3 1 103.1 103.1 0.00 0.00 RExt E085344L 1.01 1.48 0 1 4.3 4.3 0.00 0.00 ------ Page 218 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Total(lb)= 214.7 Purlin DL= 2.84 (psf ) LOAD ID 1 - Dead+Collateral+Live: ----------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.03 0.00 0.00 0.51 0.02 2 0.42 -0.42 0.02 -2.57 12.27 0.00 1 0.42 -0.42 0.00 -2.57 12.22 0.02 RExt 0.03 0.00 0.02 0.00 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.03 3.69 0.01 RSup 0.02 6.33 0.00 LSup 0.00 0.11 2 LSup 0.42 3.69 0.11 MidS -2.57 5.82 0.44 LSup 0.00 -0.84 1 RSup -0.42 3.69 0.11 MidS -2.57 5.82 0.44 LSup 0.00 -0.84 RExt LSup 0.03 3.69 0.01 LSup 0.02 6.33 0.00 LSup 0.00 0.11 LOAD ID 2 - Dead+Collateral+Snow: ----------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.04 0.00 0.01 0.51 0.02 2 0.50 -0.50 0.02 -3.07 12.27 0.00 1 0.50 -0.50 0.00 -3.07 12.22 0.02 RExt 0.04 0.00 0.02 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.04 3.69 0.01 RSup 0.02 6.33 0.00 LSup 0.00 0.13 2 LSup 0.50 3.69 0.14 MidS -3.07 5.82 0.53 LSup 0.00 -1.00 1 RSup -0.50 3.69 0.14 MidS -3.07 5.82 0.53 LSup 0.00 -1.00 RExt LSup 0.04 3.69 0.01 LSup 0.02 6.33 0.00 LSup 0.00 0.13 LOAD ID 3 - Dead+Collateral+Snow+Snow_Drift: ---------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Page 219 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.04 0.00 0.01 0.51 0.02 2 0.50 -0.50 0.02 -3.07 12.27 0.00 1 0.50 -0.50 0.00 -3.07 12.22 0.02 RExt 0.04 0.00 0.02 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.04 3.69 0.01 RSup 0.02 6.33 0.00 LSup 0.00 0.13 2 LSup 0.50 3.69 0.14 MidS -3.07 5.82 0.53 LSup 0.00 -1.00 1 RSup -0.50 3.69 0.14 MidS -3.07 5.82 0.53 LSup 0.00 -1.00 RExt LSup 0.04 3.69 0.01 LSup 0.02 6.33 0.00 LSup 0.00 0.13 LOAD ID 4 - Dead+Collateral+Snow+Slide_Snow: ---------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.04 0.00 0.01 0.51 0.02 2 0.50 -0.50 0.02 -3.07 12.27 0.00 1 0.50 -0.50 0.00 -3.07 12.22 0.02 RExt 0.04 0.00 0.02 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.04 3.69 0.01 RSup 0.02 6.33 0.00 LSup 0.00 0.13 2 LSup 0.50 3.69 0.14 MidS -3.07 5.82 0.53 LSup 0.00 -1.00 1 RSup -0.50 3.69 0.14 MidS -3.07 5.82 0.53 LSup 0.00 -1.00 RExt LSup 0.04 3.69 0.01 LSup 0.02 6.33 0.00 LSup 0.00 0.13 LOAD ID 5 - Dead+Collateral+0.75Live+0.45Wind_Pressure1: ---------------------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.04 0.00 0.00 0.51 0.02 2 0.47 -0.47 0.02 -2.87 12.27 0.00 1 0.47 -0.47 0.00 -2.87 12.22 0.02 RExt 0.04 0.00 0.02 0.00 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit Page 220 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.04 3.69 0.01 RSup 0.02 6.33 0.00 LSup 0.00 0.12 2 LSup 0.47 3.69 0.13 MidS -2.87 5.82 0.49 LSup 0.00 -0.94 1 RSup -0.47 3.69 0.13 MidS -2.87 5.82 0.49 LSup 0.00 -0.94 RExt LSup 0.04 3.69 0.01 LSup 0.02 6.33 0.00 LSup 0.00 0.12 LOAD ID 6 - Dead+Collateral+0.75Snow+0.45Wind_Pressure1: ---------------------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.04 0.00 0.01 0.51 0.02 2 0.53 -0.53 0.02 -3.24 12.27 0.00 1 0.53 -0.53 0.00 -3.24 12.22 0.02 RExt 0.04 0.00 0.02 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.04 3.69 0.01 RSup 0.02 6.33 0.00 LSup 0.00 0.14 2 LSup 0.53 3.69 0.14 MidS -3.24 5.82 0.56 LSup 0.00 -1.06 1 RSup -0.53 3.69 0.14 MidS -3.24 5.82 0.56 LSup 0.00 -1.06 RExt LSup 0.04 3.69 0.01 LSup 0.02 6.33 0.00 LSup 0.00 0.14 LOAD ID 7 - Dead+Collateral+0.75Snow+0.45Wind_Pressure1+0.75Snow_Drift: ------------------------------------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.04 0.00 0.01 0.51 0.02 2 0.53 -0.53 0.02 -3.24 12.27 0.00 1 0.53 -0.53 0.00 -3.24 12.22 0.02 RExt 0.04 0.00 0.02 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.04 3.69 0.01 RSup 0.02 6.33 0.00 LSup 0.00 0.14 2 LSup 0.53 3.69 0.14 MidS -3.24 5.82 0.56 LSup 0.00 -1.06 1 RSup -0.53 3.69 0.14 MidS -3.24 5.82 0.56 LSup 0.00 -1.06 RExt LSup 0.04 3.69 0.01 LSup 0.02 6.33 0.00 LSup 0.00 0.14 LOAD ID 8 - Dead+Collateral+0.75Snow+0.45Wind_Pressure1+0.75Slide_Snow: ------------------------------------------------------------------------- REACTIONS: Page 221 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.04 0.00 0.01 0.51 0.02 2 0.53 -0.53 0.02 -3.24 12.27 0.00 1 0.53 -0.53 0.00 -3.24 12.22 0.02 RExt 0.04 0.00 0.02 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.04 3.69 0.01 RSup 0.02 6.33 0.00 LSup 0.00 0.14 2 LSup 0.53 3.69 0.14 MidS -3.24 5.82 0.56 LSup 0.00 -1.06 1 RSup -0.53 3.69 0.14 MidS -3.24 5.82 0.56 LSup 0.00 -1.06 RExt LSup 0.04 3.69 0.01 LSup 0.02 6.33 0.00 LSup 0.00 0.14 LOAD ID 9 - 0.6Dead+0.6Wind_Suction1: --------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 0.02 0.00 0.00 0.51 -0.01 2 -0.17 0.15 -0.01 0.92 12.27 0.00 1 -0.15 0.17 0.00 0.92 12.22 -0.01 RExt -0.02 0.00 -0.01 0.00 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup 0.02 3.69 0.01 RSup -0.01 6.33 0.00 LSup 0.00 -0.04 2 LSup -0.17 3.69 0.05 MidS 0.92 5.78 0.16 LSup 0.00 0.30 1 RSup 0.17 3.69 0.05 MidS 0.92 5.80 0.16 LSup 0.00 0.30 RExt LSup -0.02 3.69 0.01 LSup -0.01 6.33 0.00 LSup 0.00 -0.04 LOAD ID 10 - Dead+Collateral+Snow/2+PAT_SL_3: ---------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.04 0.00 0.01 0.51 0.02 2 0.50 -0.50 0.02 -3.07 12.27 0.00 1 0.50 -0.50 0.00 -3.07 12.22 0.02 RExt 0.04 0.00 0.02 0.01 0.51 0.00 STRENGTH/DEFLECTION: Page 222 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.04 3.69 0.01 RSup 0.02 6.33 0.00 LSup 0.00 0.13 2 LSup 0.50 3.69 0.14 MidS -3.07 5.82 0.53 LSup 0.00 -1.00 1 RSup -0.50 3.69 0.14 MidS -3.07 5.82 0.53 LSup 0.00 -1.00 RExt LSup 0.04 3.69 0.01 LSup 0.02 6.33 0.00 LSup 0.00 0.13 LOAD ID 11 - Dead+Collateral+Snow/2+PAT_SL_1: ---------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.04 0.00 0.01 0.51 0.02 2 0.50 -0.50 0.02 -3.07 12.27 0.00 1 0.30 -0.30 0.00 -1.82 12.22 0.01 RExt 0.02 0.00 0.01 0.00 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.04 3.69 0.01 RSup 0.02 6.33 0.00 LSup 0.00 0.13 2 LSup 0.50 3.69 0.14 MidS -3.07 5.82 0.53 LSup 0.00 -1.00 1 RSup -0.30 3.69 0.08 MidS -1.82 5.82 0.31 LSup 0.00 -0.60 RExt LSup 0.02 3.69 0.01 LSup 0.01 6.33 0.00 LSup 0.00 0.08 LOAD ID 12 - Dead+Collateral+Snow/2+PAT_SL_2: ---------------------------------------------- REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.02 0.00 0.00 0.51 0.01 2 0.30 -0.30 0.01 -1.82 12.27 0.00 1 0.50 -0.50 0.00 -3.07 12.22 0.02 RExt 0.04 0.00 0.02 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.02 3.69 0.01 RSup 0.01 6.33 0.00 LSup 0.00 0.08 2 LSup 0.30 3.69 0.08 MidS -1.82 5.82 0.31 LSup 0.00 -0.60 1 RSup -0.50 3.69 0.14 MidS -3.07 5.82 0.53 LSup 0.00 -1.00 RExt LSup 0.04 3.69 0.01 LSup 0.02 6.33 0.00 LSup 0.00 0.13 LOAD ID 13 - Dead+Collateral+UNB_SL: ------------------------------------- Page 223 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.04 0.00 0.01 0.51 0.02 2 0.50 -0.50 0.02 -3.07 12.27 0.00 1 0.50 -0.50 0.00 -3.07 12.22 0.02 RExt 0.04 0.00 0.02 0.01 0.51 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt RSup -0.04 3.69 0.01 RSup 0.02 6.33 0.00 LSup 0.00 0.13 2 LSup 0.50 3.69 0.14 MidS -3.07 5.82 0.53 LSup 0.00 -1.00 1 RSup -0.50 3.69 0.14 MidS -3.07 5.82 0.53 LSup 0.00 -1.00 RExt LSup 0.04 3.69 0.01 LSup 0.02 6.33 0.00 LSup 0.00 0.13 DEFLECTION: ----------- LOAD ID 14 - Dead+Collateral+Live: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.11 2 12.24 -0.84 1.63 0.51 1 12.24 -0.84 1.63 0.51 RExt 1.01 0.11 LOAD ID 15 - Dead+Collateral+Snow: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.13 2 12.24 -1.00 1.63 0.61 1 12.24 -1.00 1.63 0.61 RExt 1.01 0.13 LOAD ID 16 - Dead+Collateral+Snow+Snow_Drift: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.13 2 12.24 -1.00 1.63 0.61 1 12.24 -1.00 1.63 0.61 RExt 1.01 0.13 LOAD ID 17 - Dead+Collateral+Snow+Slide_Snow: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- Page 224 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 LExt 0.00 0.13 2 12.24 -1.00 1.63 0.61 1 12.24 -1.00 1.63 0.61 RExt 1.01 0.13 LOAD ID 18 - Dead+Collateral+0.75Live+0.28Wind_Pressure1: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.11 2 12.24 -0.84 1.96 0.43 1 12.24 -0.84 1.96 0.43 RExt 1.01 0.11 LOAD ID 19 - Dead+Collateral+0.75Snow+0.28Wind_Pressure1: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.13 2 12.24 -0.96 1.96 0.49 1 12.24 -0.96 1.96 0.49 RExt 1.01 0.13 LOAD ID 20 - Dead+Collateral+0.75Snow+0.28Wind_Pressure1+0.75Snow_Drift: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.13 2 12.24 -0.96 1.96 0.49 1 12.24 -0.96 1.96 0.49 RExt 1.01 0.13 LOAD ID 21 - Dead+Collateral+0.75Snow+0.28Wind_Pressure1+0.75Slide_Snow: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.13 2 12.24 -0.96 1.96 0.49 1 12.24 -0.96 1.96 0.49 RExt 1.01 0.13 LOAD ID 22 - 0.6Dead+0.38Wind_Suction1: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 -0.02 2 12.24 0.17 1.96 0.09 W 1 12.24 0.17 1.96 0.09 W RExt 1.01 -0.02 LOAD ID 23 - Dead+Collateral+Snow/2+PAT_SL_3: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- Page 225 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 LExt 0.00 0.13 2 12.24 -1.00 1.63 0.61 1 12.24 -1.00 1.63 0.61 RExt 1.01 0.13 LOAD ID 24 - Dead+Collateral+Snow/2+PAT_SL_1: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.13 2 12.24 -1.00 1.63 0.61 1 12.24 -0.60 1.63 0.37 RExt 1.01 0.08 LOAD ID 25 - Dead+Collateral+Snow/2+PAT_SL_2: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.08 2 12.24 -0.60 1.63 0.37 1 12.24 -1.00 1.63 0.61 RExt 1.01 0.13 LOAD ID 26 - Dead+Collateral+UNB_SL: Bay Offset Deflect(in) Id (ft) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.13 2 12.24 -1.00 1.63 0.61 1 12.24 -1.00 1.63 0.61 RExt 1.01 0.13 ================================================================================ 22705 Strut Bolts 2/28/23 11:40am ================================================================================ RAFTER CONNECTION: ------------------ Back_SW Front_SW Location Purlin Eave Strut Eave Strut -------- ----------- ----------- ----------- Left EW Welded Clip Welded Clip Welded Clip RF Welded Clip Welded Clip Welded Clip Right EW Welded Clip Welded Clip Welded Clip EAVE STRUTS: ------------ Wall Frm_Line ----Bolt_Selected--- ---Bolt_Capacity(k )--- Dt_Bolt Id Id Type No. Type Dia Wshr Calc Shear Bear Ratio Id ---- --- ---- --- ----- ----- ---- ----- ----- ----- ----- ------- 2 1 EW 2 A307 0.500 0 0.76 5.30 4.60 0.16 77 2 2 RF 4 A307 0.500 0 4.71 10.60 9.20 0.51 77 Page 226 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 2 3 EW 2 A307 0.500 0 4.71 5.30 4.60 1.02 77 4 1 EW 2 A307 0.500 0 0.76 5.30 4.60 0.16 77 4 2 RF 4 A307 0.500 0 4.71 10.60 9.20 0.51 77 4 3 EW 2 A307 0.500 0 4.71 5.30 4.60 1.02 77 PURLINS: -------- ------Bolt_Capacity(k )------ Surf Frm_Line Brace ----Bolt_Selected--- ---Shear--- --Bearing-- Dt_Bolt Id Id Type Loc No. Type Dia Wshr Calc Limit Calc Limit Ratio Id ---- --- ---- ----- --- ----- ----- ---- ----- ----- ----- ----- ----- ------- 2 1 EW 10.35 2 A307 0.500 0 0.75 5.30 0.75 5.00 0.15 71 2 2 RF 10.35 2 A307 0.500 0 1.90 5.30 1.24 5.00 0.36 71 2 3 EW 10.35 2 A307 0.500 0 1.90 5.30 1.80 5.00 0.36 71 2 1 EW 20.67 2 A307 0.500 0 0.02 5.30 0.02 5.00 0.00 71 2 2 RF 20.67 2 A307 0.500 0 0.57 5.30 0.29 5.00 0.11 71 2 3 EW 20.67 2 A307 0.500 0 0.57 5.30 0.57 5.00 0.11 71 3 1 EW 20.67 2 A307 0.500 0 0.02 5.30 0.02 5.00 0.00 71 3 2 RF 20.67 2 A307 0.500 0 0.57 5.30 0.29 5.00 0.11 71 3 3 EW 20.67 2 A307 0.500 0 0.57 5.30 0.57 5.00 0.11 71 3 1 EW 30.99 2 A307 0.500 0 0.75 5.30 0.75 5.00 0.15 71 3 2 RF 30.99 2 A307 0.500 0 1.90 5.30 1.24 5.00 0.36 71 3 3 EW 30.99 2 A307 0.500 0 1.90 5.30 1.80 5.00 0.36 71 ================================================================================ 22705 Roof Panel Zones 2/28/23 11:40am ================================================================================ PANEL: ------ Tensile Thick Yield Strength Part (in) (ksi ) (ksi ) -------- ----- ------- -------- RSS 18 0.024 50.00 65.00 PURLIN SCREWS: ------------ Dia Washer Limit Part (in) (in) (k ) -------- ----- ------ ----- PANEL ZONE LAYOUT: ------------------ -Purlin(ft,in)- Panel Surf ------Zone------ ---Locate(ft)-- --Surface(ft)-- Bay Load Min Zone Id Id Description Start End Offset1 Offset2 Id Id Width Thick (ft) ---- -- ------------- ------- ------- ------- ------- --- --- ----- ----- ----- 2 1 Interior 0.00 51.33 0.00 21.78 2 2 3.97 0.075 3.97 2 3 Lt edge 0.00 4.13 0.00 17.65 1 2 3.97 0.075 3.97 2 5 Rt edge 47.20 51.33 0.00 17.65 2 2 3.97 0.075 3.97 2 6 Bot edge 4.13 47.20 17.65 21.78 2 5 2.95 0.075 2.95 2 9 Rt bot corner 47.20 51.33 17.65 21.78 2 5 2.95 0.075 2.95 2 10 Lt bot corner 0.00 4.13 17.65 21.78 1 5 2.95 0.075 2.95 Page 227 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 ---- -- ------------- ------- ------- ------- ------- --- --- ----- ----- ----- 3 1 Interior 0.00 51.33 0.00 21.78 2 4 3.97 0.075 3.97 3 3 Lt edge 0.00 4.13 4.13 21.78 1 4 3.97 0.075 3.97 3 4 Top edge 4.13 47.20 0.00 4.13 2 2 2.95 0.075 2.95 3 5 Rt edge 47.20 51.33 4.13 21.78 2 4 3.97 0.075 3.97 3 7 Lt top corner 0.00 4.13 0.00 4.13 1 2 2.95 0.075 2.95 3 8 Rt top corner 47.20 51.33 0.00 4.13 2 2 2.95 0.075 2.95 PURLIN SCREW CHECK: ------------------- Screw Wind --------Limit(k )------- Surf Zone Space Suction Load Purlin Panel Screw Max Id Id (ft) (psf ) (k ) Pullout Pullover Tension UC ---- ---- ----- ------- ----- ------- -------- ------- ---- 2 1 0.00 21.41 0.00 2 3 0.00 31.26 0.00 2 5 0.00 31.26 0.00 2 6 0.00 31.26 0.00 2 9 0.00 37.04 0.00 2 10 0.00 37.04 0.00 ---- ---- ----- ------- ----- ------- -------- ------- ---- 3 1 0.00 21.41 0.00 3 3 0.00 31.26 0.00 3 4 0.00 31.26 0.00 3 5 0.00 31.26 0.00 3 7 0.00 37.04 0.00 3 8 0.00 37.04 0.00 BASE SCREWS: ------------ Dia Washer Limit Part (in) (in) (k ) -------- ----- ------ ----- 1.25MW 0.25 0.50 1.00 BASE SCREW CHECK: ----------------- Base Screw Force/Screw Shear Wall Length Space Wind Seis Limit Max Id (ft) (ft) (k ) (k ) (k ) UC ---- ------ ----- ----- ----- ----- ---- 2 0.00 Base Shear Not Available 4 0.00 Base Shear Not Available ================================================================================ 22705 Weight Summary 2/28/23 11:40am ================================================================================ Weight Description (psf ) ----------- ------- Roof Purlins = 2379.60 Eave Struts = 429.42 Roof Bracing = 155.92 Page 228 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Wall Bracing = 126.30 ---------- Total = 3091.25 ================================================================================ 22705 Warning Summary 2/28/23 11:40am ================================================================================ .. No Warnings Page 229 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 ================================================================================ 22705 Wall 4 - Design Code 2/28/23 11:40am ================================================================================ STRUCTURAL CODE: ---------------- Design Basis : WS - Working Stress Hot Rolled Steel : AISC16 Cold Formed Steel : NAUS16 BUILDING CODE: -------------- Wind Code : IBC 18 Seismic Zone : D MODULUS OF ELASTICITY: ---------------------- Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) ================================================================================ 22705 Wall 4 - Bypass Girt Layout 2/28/23 11:40am ================================================================================ GIRT LAYOUT: ------------ Des Bay Bay_Offset Design ---Extend-- ----Max_Load--- Locate Id Id Part Start End Length Left Right Weight Id UC Report Rot ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 7.33 1 1 8X25Z16 0.00 25.67 25.33 0.00 1.88 78.4 WS 0.86 Moment D 2 8X25Z16 0.00 25.67 25.33 1.88 0.00 78.4 WS 0.85 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 12.17 2 1 8X25Z16 0.00 25.67 25.33 0.00 1.88 78.4 WS 0.71 Moment D 2 8X25Z16 0.00 25.67 25.33 1.88 0.00 78.4 WS 0.72 Moment D WS - 0.6Wind_Suction GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 2 --- --- 0 0 ================================================================================ 22705 Wall 4 - Girt Design 1 (Locate 7.33) 2/28/23 11:40am ================================================================================ GIRT LAYOUT: ------------ Page 230 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Available Reduction Bay Design --Lap(ft)-- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- 1 8X25Z16 7.3333 25.33 1.88 5.83 0 78.4 0.70 0.70 2 8X25Z16 7.3333 25.33 1.88 5.83 0 78.4 0.70 0.70 ------ 156.7 LOAD ID - 0.6Wind_Pressure: ---------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.53 -0.78 -0.89 0.00 -2.52 9.49 2.94 4.51 2 0.90 0.79 -0.53 4.51 2.92 -2.54 15.89 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RLap -0.78 2.56 0.31 RLap 2.94 3.70 0.80 RLap 0.68 -0.87 2 LLap 0.79 2.56 0.31 LLap 2.92 3.70 0.79 LLap 0.68 -0.89 LAP BOLT SHEAR/BEARING: Bolt Size =0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC --- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.60 2.65 2.00 0.30 2 0.60 2.65 2.00 0.30 LOAD ID - 0.6Wind_Suction: ---------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.59 0.84 0.96 0.00 2.72 9.62 -3.18 -4.86 2 -0.97 -0.85 0.59 -4.86 -3.16 2.74 15.75 0.00 STRENGTH/DEFLECTION: Page 231 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RLap 0.84 2.56 0.33 RLap -3.18 3.70 0.86 RLap 0.73 0.94 2 LLap -0.85 2.56 0.33 LLap -3.16 3.70 0.85 LLap 0.73 0.96 LAP BOLT SHEAR/BEARING: Bolt Size =0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC --- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.65 2.65 2.00 0.32 2 0.65 2.65 2.00 0.32 DEFLECTION (Working Load): -------------------------- Span Wind_Pressure Wind_Suction Id Calc Limit Calc Limit ---- ------ ----- ------ ----- 1 -0.55 3.38 0.60 3.38 2 -0.56 3.38 0.61 3.38 ================================================================================ 22705 Wall 4 - Girt Design 2 (Locate 12.17) 2/28/23 11:40am ================================================================================ GIRT LAYOUT: ------------ Available Reduction Bay Design --Lap(ft)-- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- 1 8X25Z16 12.1667 25.33 1.88 4.81 0 78.4 0.70 0.70 2 8X25Z16 12.1667 25.33 1.88 4.81 0 78.4 0.70 0.70 ------ 156.7 LOAD ID - 0.6Wind_Pressure: ---------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.44 -0.66 -0.74 0.00 -2.14 9.48 2.43 3.75 2 0.73 0.65 -0.44 3.75 2.45 -2.07 15.87 0.00 Page 232 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RLap -0.66 2.56 0.26 RLap 2.43 3.70 0.66 RLap 0.56 -0.75 2 LLap 0.65 2.56 0.25 LLap 2.45 3.70 0.66 LLap 0.57 -0.71 LAP BOLT SHEAR/BEARING: Bolt Size =0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC --- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.50 2.65 2.00 0.25 2 0.50 2.65 2.00 0.25 LOAD ID - 0.6Wind_Suction: ---------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.49 0.71 0.80 0.00 2.31 9.61 -2.63 -4.04 2 -0.79 -0.70 0.48 -4.04 -2.65 2.23 15.73 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RLap 0.71 2.56 0.28 RLap -2.63 3.70 0.71 RLap 0.61 0.81 2 LLap -0.70 2.56 0.27 LLap -2.65 3.70 0.72 LLap 0.61 0.77 LAP BOLT SHEAR/BEARING: Bolt Size =0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC --- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.54 2.65 2.00 0.27 2 0.54 2.65 2.00 0.27 DEFLECTION (Working Load): -------------------------- Span Wind_Pressure Wind_Suction Page 233 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Id Calc Limit Calc Limit ---- ------ ----- ------ ----- 1 -0.48 3.38 0.51 3.38 2 -0.45 3.38 0.49 3.38 ================================================================================ 22705 Wall 4 - Door Jamb & Header Design 2/28/23 11:40am ================================================================================ LAYOUT: ------- Open Bay Load Id Id Locate Part Length Width Weight ---- --- ------ -------- ------ ----- ------ 7 1 JambL 8X25C16 4.79 1.00 13.8 JambR 8X25C16 4.79 1.00 13.8 Header 8X25C16 2.00 1.48 5.8 Sill 8X25C16 2.00 1.92 5.8 STRENGTH/DEFLECTION: -------------------- Open Load --Shear(k )- --Moment(ft,f-k )- Mom+ Max Deflect(in) Id Member Id Calc Limit Loc Calc Limit Shear UC Calc Limit ---- ------ ---- ------ ----- ----- ------ ----- ----- ---- ----- ----- 7 JambL WP 0.02 2.5 2.39 -0.03 4.2 0.00 0.01 0.00 0.64 WS -0.02 2.5 2.39 0.03 4.2 0.00 0.01 0.00 0.64 JambR WP 0.02 2.5 2.39 -0.03 4.2 0.00 0.01 0.00 0.64 WS -0.02 2.5 2.39 0.03 4.2 0.00 0.01 0.00 0.64 Header WP 0.01 2.5 1.00 -0.01 4.2 0.00 0.01 0.00 0.27 WS -0.02 2.5 1.00 0.01 4.2 0.00 0.01 0.00 0.27 Sill WP 0.02 2.5 1.00 -0.01 4.2 0.00 0.01 0.00 0.27 WS -0.02 2.5 1.00 0.01 4.2 0.00 0.01 0.00 0.27 WP - 0.6Wind_Pressure WS - 0.6Wind_Suction ================================================================================ 22705 Wall 4 - Panel Design (Bay 1) 2/28/23 11:40am ================================================================================ PANEL DATA: ----------- Bay Rotation Panel Id Part Rot Type Gage Yield Stiffness Height --- -------- --- ---- ----- ----- --------- ------ 1 HHR 26 N HR 26.00 50.0 0.00 16.95 MOMENTS & DEFLECTION: --------------------- --------------Moment(ft-lb/ft)------------- Span Locate(ft) Start Midspan End Max Deflect(in) Id Start End Load Calc Limit Calc Limit Calc Limit UC Calc Limit Page 234 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 ---- ----- ----- ---- ----- ----- ----- ----- ----- ----- ---- ----- ----- 1 0.50 7.33 WP 0.0 145.7 -45.2 145.7 49.2 160.7 0.31 -0.17 1.37 WS 0.0 160.7 49.2 160.7 -53.6 145.7 0.37 0.19 1.37 2 7.33 12.17 WP 49.2 160.7 -0.1 145.7 21.1 160.7 0.31 0.02 0.97 WS -53.6 145.7 0.1 160.7 -23.0 145.7 0.37 -0.02 0.97 3 12.17 16.95 WP 21.1 160.7 -23.4 145.7 0.0 145.7 0.16 -0.05 0.96 WS -23.0 145.7 25.5 160.7 0.0 160.7 0.16 0.05 0.96 WP - 0.6Wind_Pressure WS - 0.6Wind_Suction ================================================================================ 22705 Wall 4 - Liner Panel 2/28/23 11:40am ================================================================================ PANEL DATA: ----------- --Bay_Id- Rotation Start End Height Part Type Gage Yield Stiffness ----- --- ------ -------- ---- ----- ----- --------- 1 2 17.00 HHR 26 HR 26.00 50.0 0.00 ================================================================================ 22705 Wall 4 - Panel Zones 2/28/23 11:40am ================================================================================ PANEL: ------ Tensile Thick Yield Strength Part (in) (ksi ) (ksi ) -------- ----- ------- -------- HHR 26 0.019 50.00 65.00 GIRT SCREWS: ------------ Dia Washer Limit Part (in) (in) (k ) -------- ----- ------ ----- 1.25MW 0.25 0.50 1.00 PANEL ZONE LAYOUT: ------------------ --Girt(ft,ft,in)-- Panel Zone ----Wall(ft)--- Bay Load Min Span Id Description Offset1 Offset2 Id Locate Width Thick (ft) ---- ------------- ------- ------- --- ------ ----- ----- ----- 1 Interior 4.13 47.20 1 7.33 5.83 0.060 6.83 2 Lt Edge 0.00 4.13 1 7.33 5.83 0.060 6.83 3 Rt Edge 47.20 51.33 2 7.33 5.83 0.060 6.83 GIRT SCREW CHECK: ----------------- Page 235 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Screw Wind --------Limit(k )------- Zone Space Suction Load Girt Panel Screw Max Id (ft) (psf ) (k ) Pullout Pullover Tension UC ---- ----- ------- ----- ------- -------- ------- ---- 1 0.50 12.60 0.04 0.31 0.31 0.27 0.14 2 0.50 12.60 0.04 0.31 0.31 0.27 0.14 3 0.50 12.60 0.04 0.31 0.31 0.27 0.14 ================================================================================ 22705 Wall 4 - Weight Summary 2/28/23 11:40am ================================================================================ Girts = 313.44 Jambs/Headers = 39.09 -------- 352.53 ================================================================================ 22705 Wall 4 - Warning Summary 2/28/23 11:40am ================================================================================ .. No Warnings Page 236 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 ================================================================================ 22705 Wall 2 - Design Code 2/28/23 11:40am ================================================================================ STRUCTURAL CODE: ---------------- Design Basis : WS - Working Stress Hot Rolled Steel : AISC16 Cold Formed Steel : NAUS16 BUILDING CODE: -------------- Wind Code : IBC 18 Seismic Zone : D MODULUS OF ELASTICITY: ---------------------- Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) ================================================================================ 22705 Wall 2 - Bypass Girt Layout 2/28/23 11:40am ================================================================================ GIRT LAYOUT: ------------ Des Bay Bay_Offset Design ---Extend-- ----Max_Load--- Locate Id Id Part Start End Length Left Right Weight Id UC Report Rot ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 7.33 1 1 8X25Z14 0.00 25.67 25.33 0.00 0.88 94.4 WS 0.81 Moment D 2 8X25Z14 0.00 25.67 25.33 0.88 0.00 94.4 WS 0.81 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 12.17 2 1 8X25Z16 0.00 25.67 25.33 0.00 0.88 75.5 WS 0.90 Moment D 2 8X25Z16 0.00 25.67 25.33 0.88 0.00 75.5 WS 0.90 Moment D WS - 0.6Wind_Suction GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 2 --- --- 0 0 ================================================================================ 22705 Wall 2 - Girt Design 1 (Locate 7.33) 2/28/23 11:40am ================================================================================ GIRT LAYOUT: ------------ Page 237 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Available Reduction Bay Design --Lap(ft)-- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- 1 8X25Z14 7.3333 25.33 0.88 5.83 0 94.4 0.65 0.65 2 8X25Z14 7.3333 25.33 0.88 5.83 0 94.4 0.65 0.65 ------ 188.7 LOAD ID - 0.6Wind_Pressure: ---------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.56 -0.86 -0.91 0.00 -2.73 9.61 3.85 4.63 2 0.90 0.85 -0.53 4.63 3.86 -2.53 15.90 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RLap -0.86 5.02 0.17 RLap 3.85 5.14 0.75 RLap 0.63 -0.77 2 LLap 0.85 5.02 0.17 LLap 3.86 5.14 0.75 LLap 0.63 -0.69 LAP BOLT SHEAR/BEARING: Bolt Size =0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC --- ----- ----- ----- ---- ----- ----- ----- ---- 1 1.32 2.65 2.50 0.53 2 1.32 2.65 2.50 0.53 LOAD ID - 0.6Wind_Suction: ---------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.62 0.93 0.98 0.00 2.95 9.74 -4.15 -4.99 2 -0.97 -0.91 0.59 -4.99 -4.17 2.74 15.76 0.00 STRENGTH/DEFLECTION: Page 238 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RLap 0.93 5.02 0.19 RLap -4.15 5.14 0.81 RLap 0.68 0.83 2 LLap -0.91 5.02 0.18 LLap -4.17 5.14 0.81 LLap 0.68 0.75 LAP BOLT SHEAR/BEARING: Bolt Size =0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC --- ----- ----- ----- ---- ----- ----- ----- ---- 1 1.43 2.65 2.50 0.57 2 1.43 2.65 2.50 0.57 DEFLECTION (Working Load): -------------------------- Span Wind_Pressure Wind_Suction Id Calc Limit Calc Limit ---- ------ ----- ------ ----- 1 -0.49 3.38 0.52 3.38 2 -0.44 3.38 0.47 3.38 ================================================================================ 22705 Wall 2 - Girt Design 2 (Locate 12.17) 2/28/23 11:40am ================================================================================ GIRT LAYOUT: ------------ Available Reduction Bay Design --Lap(ft)-- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In --- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---- 1 8X25Z16 12.1667 25.33 0.88 4.81 0 75.5 0.65 0.65 2 8X25Z16 12.1667 25.33 0.88 4.81 0 75.5 0.65 0.65 ------ 151.0 LOAD ID - 0.6Wind_Pressure: ---------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.44 -0.69 -0.73 0.00 -2.08 9.50 3.08 3.70 2 0.73 0.69 -0.44 3.70 3.08 -2.08 15.83 0.00 Page 239 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RLap -0.69 2.56 0.27 RLap 3.08 3.70 0.83 RLap 0.69 -0.72 2 LLap 0.69 2.56 0.27 LLap 3.08 3.70 0.83 LLap 0.69 -0.72 LAP BOLT SHEAR/BEARING: Bolt Size =0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC --- ----- ----- ----- ---- ----- ----- ----- ---- 1 1.06 2.65 2.00 0.53 2 1.06 2.65 2.00 0.53 LOAD ID - 0.6Wind_Suction: ---------------------------- GIRT ACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.48 0.74 0.79 0.00 2.25 9.63 -3.32 -3.99 2 -0.79 -0.74 0.48 -3.99 -3.32 2.25 15.70 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RLap 0.74 2.56 0.29 RLap -3.32 3.70 0.90 RLap 0.75 0.78 2 LLap -0.74 2.56 0.29 LLap -3.32 3.70 0.90 LLap 0.75 0.78 LAP BOLT SHEAR/BEARING: Bolt Size =0.500 (A307 ) Bay -----Left_Lap(k )----- -----Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC --- ----- ----- ----- ---- ----- ----- ----- ---- 1 1.14 2.65 2.00 0.57 2 1.14 2.65 2.00 0.57 DEFLECTION (Working Load): -------------------------- Span Wind_Pressure Wind_Suction Page 240 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Id Calc Limit Calc Limit ---- ------ ----- ------ ----- 1 -0.46 3.38 0.49 3.38 2 -0.46 3.38 0.49 3.38 ================================================================================ 22705 Wall 2 - Door Jamb & Header Design 2/28/23 11:40am ================================================================================ LAYOUT: ------- Open Bay Load Id Id Locate Part Length Width Weight ---- --- ------ -------- ------ ----- ------ 3 1 JambL 8X25C16 7.33 1.00 21.1 JambR 8X25C16 7.33 1.00 21.1 Header 8X25C16 2.00 1.92 5.8 Sill 8X25C16 2.00 0.75 5.8 STRENGTH/DEFLECTION: -------------------- Open Load --Shear(k )- --Moment(ft,f-k )- Mom+ Max Deflect(in) Id Member Id Calc Limit Loc Calc Limit Shear UC Calc Limit ---- ------ ---- ------ ----- ----- ------ ----- ----- ---- ----- ----- 3 JambL WP 0.04 2.5 3.67 -0.06 4.2 0.00 0.02 0.00 0.98 WS -0.04 2.5 3.67 0.07 4.2 0.00 0.02 0.00 0.98 JambR WP 0.04 2.5 3.67 -0.06 4.2 0.00 0.02 0.00 0.98 WS -0.04 2.5 3.67 0.07 4.2 0.00 0.02 0.00 0.98 Header WP 0.02 2.5 1.00 -0.01 4.2 0.00 0.01 0.00 0.27 WS -0.02 2.5 1.00 0.01 4.2 0.00 0.01 0.00 0.27 Sill WP 0.01 2.5 1.00 0.00 4.2 0.00 0.00 0.00 0.27 WS -0.01 2.5 1.00 0.00 4.2 0.00 0.00 0.00 0.27 WP - 0.6Wind_Pressure WS - 0.6Wind_Suction ================================================================================ 22705 Wall 2 - Panel Design (Bay 1) 2/28/23 11:40am ================================================================================ PANEL DATA: ----------- Bay Rotation Panel Id Part Rot Type Gage Yield Stiffness Height --- -------- --- ---- ----- ----- --------- ------ 1 HHR 26 N HR 26.00 50.0 0.00 16.95 MOMENTS & DEFLECTION: --------------------- --------------Moment(ft-lb/ft)------------- Span Locate(ft) Start Midspan End Max Deflect(in) Id Start End Load Calc Limit Calc Limit Calc Limit UC Calc Limit Page 241 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 ---- ----- ----- ---- ----- ----- ----- ----- ----- ----- ---- ----- ----- 1 0.50 7.33 WP 0.0 145.7 -45.2 145.7 49.2 160.7 0.31 -0.17 1.37 WS 0.0 160.7 49.2 160.7 -53.6 145.7 0.37 0.19 1.37 2 7.33 12.17 WP 49.2 160.7 -0.1 145.7 21.1 160.7 0.31 0.02 0.97 WS -53.6 145.7 0.1 160.7 -23.0 145.7 0.37 -0.02 0.97 3 12.17 16.95 WP 21.1 160.7 -23.4 145.7 0.0 145.7 0.16 -0.05 0.96 WS -23.0 145.7 25.5 160.7 0.0 160.7 0.16 0.05 0.96 WP - 0.6Wind_Pressure WS - 0.6Wind_Suction ================================================================================ 22705 Wall 2 - Liner Panel 2/28/23 11:40am ================================================================================ PANEL DATA: ----------- --Bay_Id- Rotation Start End Height Part Type Gage Yield Stiffness ----- --- ------ -------- ---- ----- ----- --------- 1 2 17.00 SR 26 SR 26.00 50.0 0.00 ================================================================================ 22705 Wall 2 - Panel Zones 2/28/23 11:40am ================================================================================ PANEL: ------ Tensile Thick Yield Strength Part (in) (ksi ) (ksi ) -------- ----- ------- -------- HHR 26 0.019 50.00 65.00 GIRT SCREWS: ------------ Dia Washer Limit Part (in) (in) (k ) -------- ----- ------ ----- 1.25MW 0.25 0.50 1.00 PANEL ZONE LAYOUT: ------------------ --Girt(ft,ft,in)-- Panel Zone ----Wall(ft)--- Bay Load Min Span Id Description Offset1 Offset2 Id Locate Width Thick (ft) ---- ------------- ------- ------- --- ------ ----- ----- ----- 1 Interior 4.13 47.20 1 7.33 5.83 0.060 6.83 2 Lt Edge 0.00 4.13 1 7.33 5.83 0.060 6.83 3 Rt Edge 47.20 51.33 2 7.33 5.83 0.060 6.83 GIRT SCREW CHECK: ----------------- Page 242 Of 242 Mfr: HCI Steel Buildings LLC Customer: Faber Phone: 360-403-4900 Proj. Name: SNOHOMISH COUNTY Address: 6310 188th St. NE Date: 3/22/2023 Arlington, WA 98223 Job: 22705 Screw Wind --------Limit(k )------- Zone Space Suction Load Girt Panel Screw Max Id (ft) (psf ) (k ) Pullout Pullover Tension UC ---- ----- ------- ----- ------- -------- ------- ---- 1 0.50 12.60 0.04 0.31 0.31 0.27 0.14 2 0.50 12.60 0.04 0.31 0.31 0.27 0.14 3 0.50 12.60 0.04 0.31 0.31 0.27 0.14 ================================================================================ 22705 Wall 2 - Weight Summary 2/28/23 11:40am ================================================================================ Girts = 339.66 Jambs/Headers = 53.76 -------- 393.42 ================================================================================ 22705 Wall 2 - Warning Summary 2/28/23 11:40am ================================================================================ .. No Warnings APPLICATION STATUS â–¡ Revisions Required â€“ Hold Lou Tyler â˜’ Initial Review â˜ 2nd Review â˜ 3rd Review Sr. Plans Examiner â–¡ Approved With Conditions Phone: 206-503-5948 1621 114th Ave SE, Ste 219 â–¡ APPROVED Bellevue WA 98004 DATE: 3/18/22 ltyler@safebuilt.com Safebuiltbellevue@safebuilt.com IMPORTANT REVISION SUBMITTAL INFORMATION To Whom It May Concern: A review for City of Arlington regarding the PUD HEATED GARAGE BLD-4482 requires additional information that is necessary or further clarifications that will be required prior to approval of your project. Please review the comments listed below and make corrections to the drawings as necessary. Instructions for submitting Revisions â€¢ Identify revised/added information by circling, noting, or otherwise consistently marking changes on the plans. â€¢ Please respond in writing to each comment by marking the attached list or creating a response letter. Remember to indicate which plan sheet, detail, specification, or calculation shows the requested information. Please send revisions to the attention of the plans examiner with the building permit application number noted. â€¢ Submit your new set of revised plan corrections c/o: Lou Tyler- Safebuilt at the City of Arlington with a copy of this letter. PLEASE NOTE: Further review and correction may be necessary as a result of submitting this additional information. If you have questions concerning the review of this project of the information contained in this letter, you may contact SAFEbuilt as shown above. Sincerely, Lou Tyler Senior Plans Examiner 1 | P a g e COMMENTS ARE AS FOLLOWS; 1. SHEET MISSING P2.01 â€¢ No information was provided for a Sand Interceptor for the trench drains shown in the heated garage. â€¢ Please provide a schedule that shows abbreviations and symbols for ease of review. 2 | P a g e City of Arlington APPLICATION STATUS â˜ Revisions Required â€“ Hold â˜ Initial Review â˜ 2nd Review â˜ 3rd Review â˜ Approved With Conditions â˜’ APPROVED APPLICANT: PUD HEATED GARAGE EMAIL: kathi@rolludaarchitects.com PHONE # 425-783-8293 PERMIT #: BLD 4482 FROM: Lou Tyler PROJECT: PUD HEATED GARAGE EMAIL: ltyler@safebuilt.com ADDRESS: 17601 59TH AVE NE PHONE # 206-503-5948 DATE: 4/4/22 OCCUPANCY GROUP: S-1 CODES REVIEWED: TYPE OF CONSTRUCTION: II-B â˜ 2018 IRC â˜’ 2018 IBC â˜’ 2018 IMC NUMBER OF STORIES: 1 â˜’ 2018 UPC â˜’ 2018 IFGC â˜’ 2018 WSEC PUD HEATED GARAGE APPROVAL SAFEbuilt Inc. has reviewed the above project documents for conformance to the provisions of the 2018 International Building Code, Uniform Plumbing Code, International Fuel Gas Code, International Mechanical Code, and International Energy Conservation Code as adopted and amended by the State of Washington and the City of Arlington. The permit referenced above is recommended for release of the reviewed construction documents for this project. All outstanding comments have been addressed in an adequate fashion and no comments remain. Please do not hesitate to contact me if any assistance is needed with this process. Sincerely, Lou Tyler Senior Plans Examiner SAFEbuilt 1621 114th Ave SE, Ste 219 Safebuiltbellevue@safebuilt.com ltyler@safebuilt.com 206-503-5948 1 | P a g e IN THE NW1/4, SE1/4 AND NE1/4, SE1/4, SEC. 22, T 31 N, R 5 E, W.M. EX. 20' SEWER ADJUST EX. SSMH RIM TO EASEMENT NEW PROPOSED GRADE W W W W EX. SSMH#11, 48" MONITORING MH PER COA PLN SS-130 RIM: 133.61 EX VCL30 OIL/SILT SEPARATOR ADJUST RIM TO GRADE W RIM: 133.93 ADJUST RIM TO GRADE (1) 2" CAP MARKED WITH 2x4 EX. SS STUB W AND DEPTH NOTE IE: 130.50 MARKED WITH 2x4 SS AND DEPTH NOTE INSTALL ROMAC FJ-FLEXIBLE (1) 2" CAP BALL JOINT RESTRAINT OR W (2) 6" CAP EQUIVALENT AT FACE OF MARKED WITH 2x4 FOOTING TO COMPENSATE FOR SS AND DEPTH NOTE DIFFERENTIAL SETTLEMENTEX. 20' SEWER 03/14/2022 EASEMENT W W W W W W W W W W W W W W W W W W W W ADJUST EX. SSMH RIM TO W W W W NEW PROPOSED GRADE W W PEDESTRIAN PATH EX. 20' WATER EASEMENT, TYP. W W W W W MATCHLINE W EX. 20' WATER EASEMENT, TYP. W W W W REVISION W DATE W NO. EX. 20' WATER EASEMENT, TYP. W W W W W W W W W W W W W W W W W W W W W W W W W W HOG FUEL PEDESTRIAN PATH EX. 20' WATER EASEMENT, TYP. NORTH COUNTY COMMUNITY OFFICE 17601 59TH AVE NE ARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: W W W SITE SCALE W 20 0 10 20 40 SHEET TITLE: W ( FEET ) 1 INCH = 20 FT. WATER AND W SEWER PLAN AND DETAILS LEAD: APDC DRAFTER: JPC CALL BY: DATE: 03/22/2022 2 BUSINESS DAYS CITY ENGINEER, CITY OF ARLINGTON SHEET: BEFORE YOU DIG DATE: FOR UTILITY LOCATE THIS APPROVAL VALID FOR 19 MONTHS C5.1 811 SHEET OF15 15 Permit #: 4482 Permit Date: 03/08/22 Permit Type: COMMERCIAL BUILDING Project Name: PUD NCCO II - Heated Garage Applicant Name: Snohomish County PUD Applicant Address: 2320 California St Applicant, City, State, Everett, WA 98223 Zip: Contact: Jessica Raab Holmren Phone: 4255122708 Email: jeraabholmgren@snopud.com Scope of Work: Vehicle storage (not parking garage), equipment, sign and miscellaneous storage (not high pile) Valuation: 197172.00 Square Feet: 2184 Number of Stories: 1 Construction Type: llB Occupancy Group: S-1; Storage Mod Hazard ID Code: CIC Permit Issued: 09/27/2022 Permit Expires: 07/23/2022 Form Permit Type: Status: ISSUED Assigned To: Ameresia Lawlis Property Parcel # Address Legal Description Owner Name Owner Phone Zoning PUBLIC UTILITY 230 COMMERCIAL 31052200400200 17601 59TH AVE NE DISTRICT NO 1 / SERVICES Contractors Contractor Primary Contact Phone Address Contractor Type License License # Faber Construction, 6951 Hannegan CONSTRUCTION Ben Faber 360-354-3500 UBI 601 268 821 Corporation Rd CONTRACTOR Faber Construction, 6951 Hannegan CONSTRUCTION Labor & Ben Faber 360-354-3500 FABERCC887B8 Corporation Rd CONTRACTOR Industries Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status C20. BUILDING Not 01/24/2025 01/30/2025 BUILDING FINAL Completed 08/22/2024 Inspection TCO 08/26/2024 08/29/2024 BUILDING Approved Plan Reviews Date Review Type Description Assigned To Review Status COMMERCIAL No Comment 03/08/2022 SafeBuilt BUILDING Received Fees Fee Description Notes Amount Building Permit Table 4-1 $2,321.92 State Surcharge - Commercial Commercial Only $25.00 Building Plan Review Table 4-2 $1,509.25 Processing/Technology $25.00 Total $3,881.17 Attached Letters Date Letter Description 08/29/2022 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 06/07/2022 8068897 Ameresia Lawlis $3,881.17 Outstanding Balance $0.00 Uploaded Files Date File Name 09/18/2024 22443737-20240917_BLD4482_Temp C of O IBC 2018.pdf 04/07/2023 14980290-20230406_4482_DeferredSubmittal.pdf 03/21/2022 11062207-BLD 4482 Snohomish County PUD Heated Garage.pdf 03/08/2022 10906908-4482_Drawing Set_Part2.pdf 03/08/2022 10906909-4482_Drawing Set_Part1.pdf 03/08/2022 10906850-4482_HP PEMB Foundation Calculations.pdf 03/08/2022 10906844-4482_GeotechnicalDesignReport_F.pdf 03/08/2022 10906845-4482_HP Lighting Compliance Checklist.pdf 03/08/2022 10906846-4482_HP Lighting Compliance Forms.pdf 03/08/2022 10906847-4482_HP Mechanical Compliance Summary.pdf 03/08/2022 10906848-4482_HP Mechanical Load Calculations.pdf 03/08/2022 10906849-4482_HP Mechanical Requirements List.pdf 03/08/2022 10906836-4482_Metal Building Systems_draft.pdf 03/08/2022 10906837-4482_SPECIAL INSPECTIONS.pdf 03/08/2022 10906838-4482_WSEC 2018 Heated Parking prescriptive.pdf 03/08/2022 10906839-4482_WSEC_Proj_Env_Reqs_List.pdf 03/08/2022 10906840-4482_Application.pdf 03/08/2022 10906841-4482_Commercial Bldg Design Req.pdf 03/08/2022 10906842-4482_DEFERRED SUBMITTAL.pdf SNOHOMISH COUNTY PUD NORTH COUNTY OFFICE ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 HEATED PARKING - BID ALTERNATE #3 FAX (206)624-4226 VICINITY MAP N PROJECT TEAM DRAWING INDEX NTS OWNER SNOHOMISH COUNTY PUBLIC UTILITIES DISTRICT GENERAL 2320 CALIFORNIA STREET G0.01 COVER SHEET EVERETT, WA 98201 CONTACT: DOUG WILSON G0.02 GENERAL NOTES & SYMBOLS drwilson@snopud.com G1.01 BUILDING CODE SUMMARY & PLAN TEL: (425) 783-8078 G1.02 ENERGY CODE - BUILDING ENVELOPE REQUIREMENTS ARCHITECT ROLLUDA ARCHITECTS GEOTECHNICAL 105 S MAIN ST, SUITE 323 GI0.01 FOUNDATION GROUND IMPROVEMENT SEATTLE WA, 98104 CONTACT: KATHI WILLIAMS ARCHITECTURAL kathi@rolludaarchitects.com A1.01 OVERALL SITE PLAN TEL: (206) 624-4222 FAX: (206) 624-4226 A1.02 ENLARGED SITE PLAN - WEST A1.03 ENLARGED SITE PLAN - MIDDLE A2.01 PLANS STRUCTURAL REID MIDDLETON A2.02 PLANS 728 134TH STREET SW, SUITE 200 EVERETT, WA 98204 A3.01 ELEVATIONS CONTACT: PAUL CROCKER A4.01 BUILDING & WALL SECTIONS pcrocker@reidmiddleton.com A6.01 SCHEDULES - ROOM, DOOR, & DOOR HARDWARE TEL: (425) 741-3800 A7.01 DETAILS - WALL ASSEMBLIES A8.01 INTERIOR ELEVATIONS MECHANICAL HARGIS 1201 3RD AVENUE, SUITE 600 STRUCTURAL SEATTLE, WA 98101 S0.01 GENERAL STRUCTURAL NOTES CONTACT: BRIAN CANNON S0.02 GENERAL STRUCTURAL NOTES brian.cannon@hargis.biz TEL: (206)448-3376 S0.03 SPECIAL INSPECTION SCHEDULES S0.04 ABBREVIATIONS AND SYMBOLS S2.01 FRAMING PLANS ELECTRICAL HARGIS PROJECT S7.00 TYPICAL CONCRETE DETAILS 1201 3RD AVENUE, SUITE 600 SITE S7.01 TYPICAL CONCRETE DETAILS SEATTLE, WA 98101 CONTACT: DOUG FORSLUND doug.forslund@hargis.biz MECHANICAL / PLUMBING TEL: (206)448-3376 M0.01 MECHANICAL LEGEND M0.02 MECHANICAL GENERAL NOTES AND ABBREVIATIONS TELECOM/ HARGIS M0.03 MECHANICAL ENERGY CODE NOTES SECURITY 1201 3RD AVENUE, SUITE 600 M2.01 MECHANICAL FLOOR AND ROOF PLAN SEATTLE, WA 98101 M6.01 MECHANICAL SCHEDULES CONTACT - TELECOM: BEN HELMS M7.01 MECHANICAL DETAILS ben.helms@hargis.biz TEL: (206)448-3376 M9.01 MECHANICAL CONTROLS AND SEQUENCES M9.02 MECHANICAL CONTROLS AND SEQUENCES TRUE PROJECT SITE CONTACT - SECURITY: SUJE ANTON M9.03 MECHANICAL CONTROLS AND SEQUENCES suje.anton@hargis.biz P6.11 PLUMBING RISER DIAGRAM N TEL: (206)859-5374 REVISION P7.01 PLUMBING DETAILS NTS CIVIL DAVID EVANS & ASSOCIATES ELECTRICAL 1620 W MARINE VIEW DR, SUITE 200 E0.01 ELECTRICAL LEGEND, ABBREVIATIONS, AND GENERAL NOTES EVERETT, WA 98201 E5.01 ELECTRICAL ENLARGED PLANS DATE CONTACT: John Smith JNS@deainc.com E6.01 ELECTRICAL SCHEDULES NO. TEL: (425)259-4099 TELECOMMUNICATIONS PROPERTY LINE T0.01 TELECOM LEGEND LANDSCAPE NAKANO ASSOCIATES T2.01 TELECOM WIRELESS DEVICE PLAN - LEVEL 1 OFFICE BUILDING 853 HIAWATHA PL S SEATTLE, WA 98144 T7.01 TELECOM DETAILS CONTACT:JIM YAMAGUCHI T7.02 TELECOM DETAILS WAREHOUSE jy@nakanoassociates.com TEL: (206)292-9392 SECURITY SE0.01 SECURITY LEGEND AND GENERAL NOTES AUDIO/VISUAL THE GREENBUSCH GROUP SE2.01 SECURITY DEVICE PLAN - LEVEL 1 1900 W NICKERSON ST, SUITE 201 SE7.01 ACCESS CONTROL DETAILS SEATTLE, WA 98119 SE7.02 ACCESS CONTROL DETAILS CONTACT: ADAM JENKINS adamj@greenbusch.com SE7.03 ACCESS CONTROL PANEL ELEVATION AND DETAILS TEL: (206)378-0569 FIRE PROTECTION HEATED PARKING FP0.01 FIRE SPRINKLER COVER SHEET COST PRODIMS FP0.02 FIRE SPRINKLER SITE PLAN 1 FUEL ISLAND ESTIMATOR 520 KIRKLAND WAY, SUITE 301 KIRKLAND, WA 98033 FP0.03 FIRE SPRINKLER SITE PLAN 2 CONTACT: DENNIS TESCHLOG FP1.01 LEVEL 1 FIRE SPRINKLER PLAN dteschlog@prodims.com FP2.01 SWAY BRACE AND HANGER DETAILS TEL: (425)828-0500 FA1.00 FIRE ALARM COVER SHEET FA2.01 FIRE ALARM PLANS FA3.01 FIRE ALARM DETAILS SCOPE OF WORK LEGAL DESCRIPTION HEATED PARKING SCOPE (BUILDING C.2): ALL OF LOTS 1 AND 2 OF PUBLIC UTILITY DISTRICT NO. 1 OF SNOHOMISH COUNTY ARLINGTON BINDING SITE PLAN, RECORDED IN AUDITOR'S FILE CONSTRUCTION OF A SINGLE STORY 2,160 SF HEATED NUMBER 202105145008. PARKING BUILDING. SITUATED IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. ARCHITECTURAL WORK CONSISTS OF CONSTRUCTION OF EXTERIOR METAL STUD WALL SYSTEMS WITH METAL SIDING; TYPE OF CONSTRUCTION: IIB BATT AND RIGID INSULATION; SBS MODIFIED ROOF SYSTEM; SHEET METAL FLASHING AND TRIM; INTERIOR METAL STUD OCCUPANCY: S WALLS WITH GYPSUM BOARD WITH PAINT FINISH AND CEMENT BOARD WITH HIGH PERFORMANCE REINFORCED TOTAL ENCLOSED BUILDING AREA: 2,080 SF EPOXY COATING, SWING DOORS; SECTIONAL DOORS; AND SPECIALTY EQUIPMENT AND FURNISHINGS AS NOTED ON REFERENCE G1.01-G1.02 FOR ADDITIONAL CODE INFORMATION PLAN. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: STRUCTURAL WORK CONSISTS OF CONCRETE FOOTINGS BUILDING IDENTIFIER: AND FOUNDATIONS; CONCRETE SLAB-ON GRADE; STRUCTURAL METAL ROOF DECK WITH LIGHT WEIGHT CONCRETE TOPPING; STEEL FRAMING WITH STEEL COLUMNS, BEAMS, JOISTS, AND BRACED FRAMES. C.2 MECHANICAL WORK CONSISTS OF HOSE BIBBS, VENTILATION SYSTEM WITH SENSORS, FIRE SPRINKLER SYSTEM, AND SHEET TITLE: UTILITIES. COVER SHEET ELECTRICAL WORK CONSISTS OF POWER AND LIGHTING. ADDITIONAL WORK INCLUDES TELECOM AND SECURITY SYSTEMS AS NOTED IN DRAWINGS. NE CORNER SE CORNER A B LEAD: KW/RM NTS NTS DRAFTER: AM/ES DATE: 03/22/22 SHEET: G0.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 GENERAL NOTES REFERENCE SYMBOLS TRUE 1. THE DRAWINGS ARE INTENDED TO DESCRIBE THE XX XX XX N N AX.XX AX.XX AX.XX OVERALL SCOPE OF WORK. CONTRACTORS SHALL FIELD VERIFY EXISTING CONDITIONS AND ALERT THE ARCHITECT TO ANY CONFLICTS BEFORE BEGINNING BUILDING SECTION INDICATOR WALL SECTION INDICATOR NORTH ARROW WORK. 2. (E) OR 'EXIST. INDICATES EXISTING CONDITION, XX DIMENSION OR DATUM. VERIFY ALL EXISTING AX.XX XX CONDITIONS AND DIMENSIONS ON PROJECT PRIOR TO AX.XX XX COMMENCEMENT OF WORK. 3. DO NOT SCALE DRAWINGS. THE CONTRACTOR SHALL USE DIMENSIONS SHOWN ON THE DRAWINGS AND ENLARGED DETAIL INDICATOR SECTION DETAIL INDICATOR WINDOW INDICATOR ACTUAL FIELD MEASUREMENTS. NOTIFY THE ARCHITECT OF ANY DISCREPANCIES WITH DRAWINGS. XX XX 4. TYPICAL WALL SECTIONS, FINISHES, AND DETAILS ARE NOT INDICATED EVERYWHERE THEY OCCUR ON XX PLANS, ELEVATIONS, AND SECTIONS. REFER TO AX.XX AX.XX XX AX.XX XX DETAILED DRAWINGS. CONTRACTOR TO PROVIDE AS IF DRAWN IN FULL. 5. NOTHING IN THE DRAWINGS SHALL BE CONSTRUED TO XX PERMIT AN INSTALLATION IN VIOLATION OF EXTERIOR ELEVATION INDICATOR INTERIOR ELEVATION INDICATOR APPLICABLE CODES. ALL WORK PERFORMED UNDER THIS CONTRACT SHALL BE IN FULL ACCORDANCE WITH THE LATEST RULES, REGULATIONS, RESTRICTIONS, REQUIREMENTS, AND CODES OF THE GOVERNING MATCH LINE X JURISDICTIONS. SEE XX/AX.XX AX.X.X 6. ALL WORK SHALL CONFORM TO APPLICABLE BUILDING AND ENERGY CODES. MATCH LINE INDICATOR DRAWING REVISION INDICATOR WALL TYPE INDICATOR (REFER TO A6.0 FOR LEGEND) 7. GENERALLY PLAN DIMENSIONS SHOWN ARE TO FACE OF CONCRETE, FACE OF CMU, AND FACE OF STUD, X.X X.X UNLESS NOTED OTHERWISE. X.X 8. ADHESIVES, CAULKING AND SEALANTS. USE PRIMERS AS REQUIRED BY MANUFACTURER. BACKING RODS OR X.X TAPE AS RECOMMENDED BY MANUFACTURER AND PER SPECIFICATIONS. 9. CONTRACTOR SHALL VERIFY LOCATION OF ALL COLUMN GRIDLINE INDICATOR KEYNOTE & FLAGNOTE EXISTING UTILITIES AND PROTECT AS REQUIRED MATERIAL PRIOR TO COMMENCEMENT OF WORK. 10. CONTRACTOR TO VERIFY ALL DIMENSIONS, XX'-XX" EL XXX.XX EL. XXX'-XX" MEASUREMENTS AND CONDITIONS BEFORE XXXXXXX MAT BEGINNING WORK. ANY DISCREPANCIES, ERRORS OR X'-X" OMISSIONS TO BE BROUGHT TO THE ATTENTION OF HEIGHT THE ARCHITECT/ DISTRICT IMMEDIATELY. DATUM INDICATOR/WORK POINT SPOT ELEVATION INDICATOR CEILING HEIGHT/MATERIAL INDICATOR 11. UNLESS OTHERWISE NOTED, ALL ANGLES TO BE RIGHT ANGLES, ALL LINES WHICH APPEAR PARALLEL ARE TO EXXXX EQUIPMENT INDICATOR BE PARALLEL, AND ALL ITEMS WHICH APPEAR ROOM X XXXX FIXTURE INDICATOR (NON-RATED PARTITION) CENTERED ARE TO BE CENTERED. CONTRACTOR TO NAME FXXXX FURNITURE INDICATOR (1-HOUR RATED PARTITION) BE RESPONSIBLE FOR MAINTAINING ALL LINES TRUE, XXXX LEVEL, PLUMB, AND SQUARE. G XXXX GRAPHIC/SIGNAGE INDICATOR (2-HOUR RATED PARTITION) 12. CONTRACTOR SHALL MAINTAIN CURRENT RECORD ROOM INDICATOR MISCELLANEOUS INDICATORS DRAWINGS FOR ARCHITECT'S PERIODIC REVIEW. 13. SHOP DRAWINGS. PROVIDE SHOP DRAWINGS FOR THE ARCHITECT/DISTRICT APPROVAL AND AS REQUIRED BY THE SPECIFICATIONS AND LOCAL JURISDICTION PRIOR XX TO CONSTRUCTION. 14. SEE DIVISION 1 SPECIFICATIONS FOR PHASING AND REVISION ACCESS REQUIREMENTS. (DOOR) OPENING INDICATOR PARTITIONS (AS NOTED ON CODE PLAN) 15. CONTRACTOR TO COORDINATE ALL OPERATIONS WITH DISTRICT, INCLUDING: SITE ACCESS, MATERIALS STORAGE, AND STAGING, INTERRUPTION OF PLAN SYMBOLS ELECTRICAL AND MECHANICAL SERVICES AND TIMING DATE OF NOISY AND DISRUPTIVE OPERATIONS. CONTRACTOR TO VERIFY SEQUENCE OF WORK WITH NO. DISTRICT. FE MOUNTED TO WALL WITH NEW BRACKET FE IN WALL-MOUNTED FUTURE (AS NOTED ON PLANS) CABINET TYPE OF WORK FIRE EXTINGUISHERS RCP SYMBOLS STANDARD LIGHT FIXTURES CEILING HEIGHT/ CEILING-MOUNTED MISC ITEMS MATERIAL INDICATOR HVAC DIFFUSERS CEILING-MOUNTED MATERIAL (SIZE AND TYPE PER 2'X2' LIGHT FIXTURE MECHANICAL DRAWINGS) CEILING-MOUNTED MAT HVAC RETURNS/EXHAUSTS 2'X4' LIGHT FIXTURE X'-X" (SIZE AND TYPE PER HEIGHT MECHANICAL DRAWINGS) CEILING-MOUNTED 1'X4' LIGHT FIXTURE CEILING-MOUNTED ACCESS PANEL 12x12 UNO PENDANT -MOUNTED LIGHT FIXTURE CEILING FINISHES M OCCUPANCY SENSOR WALL-MOUNTED OTS P PHOTO SENSOR STRIP LIGHT FIXTURE GYP BD SOUND CANCELATION DEVICE DOWNLIGHT ACP SD SMOKE DETECTOR SCONCE-TYPE (WALL-MOUNTED) WD CLNG S SPEAKER LIGHT MTL C SECURITY CAMERA SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 CEILING-MOUNTED EXIT LIGHT PROJECT: FIRE SPRINKLER BUILDING IDENTIFIER: WALL-MOUNTED EXIT LIGHT FIRE ALARM WIFI C.2 SHEET TITLE: GENERAL NOTES & SYMBOLS LEAD: KW/RM DRAFTER: ES DATE: 03/22/22 SHEET: G0.02 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 A B C PHONE (206)624-4222 FAX (206)624-4226 99 SF 300 1 32" ELEC ROOM 3 34" 102 1 FE 34" 32" 1 49'-3" FE FIRE EXTINGUISHER - OFCI, 4 PLACES 1888 SF 300 7 HEATED PARKING 101 31'-4" FE FE 2 2 TOP OF STORED PRODUCT 32" 2 TO BE LESS THAN 12 FT AFF. 32" (NO HIGH PILED STORAGE) 34" 34" TRUE LEGEND CODE PLAN N 1 SCALE:1/8" = 1'-0" FLOOR AREA XX SF FLOOR AREA PER OCCUPANT OCCUPANT XX TOTAL OCCUPANTS OCCUPANT LOAD LOAD TAG XX ROOM NAME ROOM OCCUPANCY NET AREA PER OCCUPANT TWO EXITS TEXT ROOM NUMBER NUMBER ROOM NAME CLASSIFICATION AREA OCCUPANT LOAD REQUIRED XX 101 HEATED PARKING STORAGE 1888 SF 300 SF 7 NO REQUIRED CAPACITY WIDTH (BASED ON 102 ELEC ROOM ELECTRICAL/STORAGE 99 SF 300 SF 1 NO EGRESS CAPACITY FACTOR (0.15" X Total 1987 SF 8 OCCUPANT, WITH SPRINKLER SYSTEM) PER REQUIRED IBC SECTION 1005.3.2, EXCEPTION 1, BUT REVISION CAPACITY NOT LESS THAN 32" PER IBC SECTION WIDTH AT XX" XX" XX 1010.1.1 NON-STAIR MEANS OF EGRESS REQUIREMENTS NUMBER OF OCCUPANTS USING EXIT/PATH LOCATIONS PROVIDED CLEAR WIDTH (REFER TO DOOR DATE SCHEDULE FOR PANEL SIZE) TABLE 1006.2.1 MAXIMUM COMMON PATH OF EGRESS TRAVEL: NO. OCCUPANT OCCUPANTS LOAD AT XX ALLOWED PROVIDED EGRESS OCCUPANCY S-1 100' (SPRINKLERED) N/A TRAVEL DISTANCE PATH OF XX' EGRESS TABLE 1017.2 EXIT ACCESS TRAVEL DISTANCE, NOT TO EXCEED: ALLOWED PROVIDED EMERGENCY E OCCUPANCY S-1 250' (SPRINKLERED) 48'-10" LIGHT ILLUMINATED EXIT SIGN FIRE EXTINGUISHER CABINET FEC FIRE EXTINGUISHER FE FIRE ALARM F PULL STATION 1 HOUR RATED WALL SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: BUILDING CODE SUMMARY & PLAN LEAD: KW/RM DRAFTER: AM/ES DATE: 03/22/22 SHEET: G1.01 SHEET OF AIR BARRIER / ENVELOPE PERFORMANCE REQUIREMENTS ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 1. INSTALL A CONTINUOUS BUILDING AIR BARRIER SYSTEM OVER THE ENTIRE EXTERIOR ENVELOPE (ROOF, WALLS, AND FLOOR) SEPARATING THE INTERIOR CONDITIONED AIR FROM THE EXTERIOR UNCONDITIONED AIR. THE CONTINUOUS AIR BARRIER SYSTEM INCLUDES AIR TIGHT CONNECTIONS TO ANY PENETRATIONS, WINDOWS, DOORS, LOUVERS, AND BETWEEN ADJACENT DIFFERENT TYPES OF AIR BARRIER SYSTEMS. 2. THE PROJECT SHALL COMPLY WITH THE 2018 WASHINGTON STATE ENERGY CODE FOR COMMERCIAL BUILDINGS SECTION C402.5 AIR LEAKAGE -THERMAL ENVELOPE (MANDATORY). 3. THE AIR BARRIER SHALL BE TESTED IN ACCORDANCE WITH ASTM E 779 AND SHALL NOT EXCEED 0.25 CFM/FT2 (ALTERNATE) AT 0.3 IN WATER GAUGE. 4. A REPORT THAT INCLUDES THE TESTED SURFACE AREA, FLOOR AREA, AIR BY VOLUME, STORIES ABOVE GRADE, AND LEAKAGE RATES SHALL BE SUBMITTED TO THE BUILDING OWNER AND THE CODE OFFICIAL. 5. IF THE TESTED RATE EXCEEDS THAT DEFINED HERE BY UP TO 0.15 CFM/FT2, A VISUAL INSPECTION OF THE AIR BARRIER SHALL BE CONDUCTED AND ANY LEAKS NOTED SHALL BE SEALED TO THE EXTENT PRACTICABLE. AN ADDITIONAL REPORT IDENTIFYING THE CORRECTIVE ACTIONS TAKEN TO SEAL AIR LEAKS SHALL BE SUBMITTED TO THE BUILDING OWNER AND THE CODE OFFICIAL AND ANY FURTHER REQUIREMENT TO MEET THE LEAKAGE AIR RATE WILL BE WAIVED. 6. IF THE TESTED RATE EXCEEDS 0.40 CFM/FT2, CORRECTIVE ACTIONS MUST BE MADE AND THE TEST COMPLETED AGAIN. A TEST ABOVE 0.40 CFM/FT2 WILL NOT BE ACCEPTED. (6.0 - IF NO RENEWABLE ENERGY) 2018 WASHINGTON STATE ENERGY CODE - SECTION C402 BUILDING ENVELOPE REQUIREMENTS 1. NEW BUILDING UNDER 2018 WSEC, COMMERCIAL PROVISIONS, TO ADHERE TO COMPONENT PERFORMANCE AIR BARRIER KEYNOTES ALTERNATIVE MEASURES FOR INSULATIVE VALUES (WSEC C402.1.5) CLIMATE ZONE: SNOHOMISH COUNTY MARINE 4C TABLES C402.1.3 & C402.1.4 1 EXTERIOR WALL - APPLIED AIR / WRB SYSTEM ENVELOPE / INSULATION PRESCRIPTIVE PATH: MINIMUM R VALUE MAXIMUM U FACTOR 2 ROOF - SELF-ADHERED AIR / VAPOR BARRIER SYSTEM ROOFS: METAL BUILDINGS R-25 + R-11 LS + U-0.031 MIN. 1/2", R-3.5 3 FLOOR - CONCRETE SLAB AIR / VAPOR BARRIER SYSTEM THERMAL SPACER BLOCK WALLS: METAL BUILDINGS R-19ci OR R-13 + R-13ci U-0.052 SLAB ON GRADE FLOORS - UNHEATED R-10 FOR 24" VERTICAL F-0.54 OPAQUE DOORS - NON-SWINGING R-4.75 U-0.34 LEGEND OPAQUE DOORS - SWINGING N/A U-0.37 OPAQUE DOORS - GARAGE < 14% N/A U-0.31 (U=0.057 SPECIFIED) BUILDING AIR BARRIER TABLE C402.4 ENVELOPE FENESTRATION: N/A - NO FENESTRATION IN PROJECT PRESSURE BOUNDARY C402.4 MAX VERTICAL FENESTRATION AREA: N/A - NO FENESTRATION IN PROJECT SEE WSEC COMPLIANCE FORMS FOR ADDITIONAL INFORMATION. FULLY CONDITIONEDHEATED ONLY SEE SHEET A6.01 FOR DOORS. SEE SHEET A7.01 FOR ASSEMBLIES AND ROOF. GENERAL NOTES 1. THESE PLANS AND SECTIONS ARE DIAGRAMMATIC AND INTENDED ONLY TO SHOW WHOLE BUILDING AIR BARRIER SYSTEM PRESSURE BOUNDARY TO BE TESTED. REFER TO BUILDING PLANS, ASSEMBLIES, SECTIONS AND DETAILS FOR ACTUAL AIR BARRIER SYSTEM LOCATIONS AND EXTENTS. 2 1 C B A 1 REVISION 2 A4.01 DATE NO. 2 2 1 1 TOP OF WALL TOP OF WALL 17' - 0" 17' - 0" 1 1 ELEC ROOM 102 HEATED PARKING HEATED 101 PARKING 10' - 0" 101 LEVEL ONE LEVEL ONE 0' - 0" 0' - 0" 3 3 CROSS SECTION - BUILDING ENVELOPE LONGITUDINAL SECTION - BUILDNG ENVELOPE 1 2 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: ENERGY CODE - BUILDING ENVELOPE REQUIREMENTS LEAD: KW/RM DRAFTER: AM/ES DATE: 03/22/22 SHEET: G1.02 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 HALEY & ALDRICH, INC. 3131 ELLIOTT AVENUE, #600 SEATTLE, WA 98121 PHONE (206)324-9530 WWW.HALEYALDRICH.COM 1/20/2022 NOTES: A B C 1. ALL FOOTINGS SHOULD BEAR UPON 2 FEET OF COMPACTED CRUSHED SURFACING BASE COURSE [WSDOT SECTION 9-0.3.9(3)] ABOVE APPROVED SUBGRADE. IF SUITABLE SOILS EXIST AT THE FOUNDATION LOCATIONS, AS DETERMINED BY THE PROJECT GEOTECHNICAL ENGINEER, THE LOWER 6 INCHES OF BASE COURSE MAY BE REPLACED BY IN-PLACE SOILS COMPACTED TO A FIRM AND NONYIELDING CONDITION. 2. ALL BASE COURSE AND GRAVEL BORROW SHOULD BE COMPACTED TO 95 PERCENT RELATIVE COMPACTION (ASTM D1557). 3. THE 2 FEET OF COMPACTED BASE COURSE SHOULD EXTEND A MINIMUM OF 1 FOOT OUTWARDS FROM THE EDGE OF ALL FOOTINGS, IN EACH DIRECTION. 1 SEE NOTES 1 THROUGH 3 FOR SUBGRADE PREPARATION RE4UIREMENTS FOR ALL FOOTINGS 1 GI0.01 REVISION 2 DATE NO. FLOOR SLAB (SEE STRUCTURAL) EXAMPLE FOOTING (SEE STRUCTURAL) 15 MIL VAPOR RETARDER COMPACTED GRAVEL BORROW 4-IN CAPILLARY BREAK MIN. FOUNDATION AND FIRST FLOOR PLAN 1/8" = 1'-0"1 1-FT MIN. 1-FT MIN. COMPACT SUBGRADE BELOW CAPILLARY BREAK TO A FIRM AND NONYIELDING CONDITION 18-IN 6-IN CRUSHED SURFACING BASE COURSE [WSDOT SECTION 9-03.9(3)A] NATIVE SUBGRADE LOWER SIX INCHES MAY CONSISTS OF COMPACTED NATIVE SUBGRADE AT ENGINEER'S DISCRETION (SEE NOTE 1) BUILDING C.2 FOUNDATION SUBGRADE PREPARATION 1 SCALE: NOT TO SCALE GI0.01 SNOHOMISH COUNTY PUD NORTH COUNTY COMMUNITY OFFICE HEATED PARKING 17601 59TH AVE NE ARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: FOUNDATION GROUND IMPROVEMENT LEAD: PNC DRAFTER: RLC DATE: 1/18/2022 SHEET: GI0.01 SHEET OF A B C A B C ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 2 1 1 2 1 1 SEATTLE, WA 98104 A4.01 A3.01 A4.01 A4.01 A3.01 A4.01 PHONE (206)624-4222 4" CONCRETE PAD FAX (206)624-4226 50' - 0" INSIDE FACE 51' - 9" OF GIRT 25' - 0" 25' - 0" MECH UNIT, SEE 0' - 10 1/2" 25' - 0" 25' - 0" 0' - 10 1/2" MECH DRAWINGS 3' - 5 1/2" PRE-FINISHED METAL PRE-FINISHED METAL GUTTER ELR DOWNSPOUT A15.0.8 A17.0.8 PRE-FINISHED METAL 101A DOWNSPOUT 2' - 8 1/2" S S 1 1 ACP FA FACP M S 5 S 0' - 10 1/2" 4' - 3" 102A 8 A8.01 6 10' - 4" ELR 8' - 9" SERVICE SINK 7 WITH EYE WASH. A1.0.6 A1.0.6 ELEC ROOM A15.0.8 SEE PLUMBING 4" VTR 102 SEE MECHANICAL LATERAL BRACING 99 SF A17.0.8 A17.0.8 EQ. 12' - 6" J J 4 4 S RIDGE TRENCH DRAIN,TYP. S A3.01 A3.01 METAL SEE PLUMBING 0' - 0" AFF ROOFING 2 TRENCH DRAIN 2 4" / 1'-0" PANEL 2 A3.01 -0' - 2" BELOW FF A3.01 TRENCH DRAIN -0' - 2" BELOW FF 2 41' - 9" 101E HEATED 101B 40' - 0" 1 A8.01 3 PARKING 14' - 0" 3 3 101 A4.01 A4.01 CENTERED ON 1888 SF 4 SECTIONAL DOOR, TYP. PRE-FINISHED METAL S S RIDGE CAP J J 4" / 1'-0" EQ. METAL 6' - 0" ROOFING TYP. PANEL 2 LATERAL BRACING 12' - 0" 12' - 0" 2 2 M S S REVISION S S 101D 101C " . 0 P BOLLARD, TYP. - Y PERIMETER A17.0.8 INSIDE PRE-FINISHED METAL ELR ' 5 T ELR DOWNSPOUT 0' - 0" AFF FACE DATE 0' - 10 1/2" 3 3 OF GIRT A3.01 A3.01 NO. PRE-FINISHED METAL PRE-FINISHED METAL 3' - 6" 4' - 6" PAINT STRIPING AT 11' - 0" DOWNSPOUT GUTTER TYP. DOORS, SEE DETAIL 3/A2.01, TYP. TRUE TRUE ROOF PLAN N FLOOR PLAN N 1 2 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" 4' - 6" 4" WIDE YELLOW " 0 PAINT LINES - ' 5 1 ' - 0 " 4 5 Â° STRIPING DETAIL 3 SCALE:1/2" = 1'-0" SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 KEYPLAN SHEET TITLE: PLANS LEAD: KW/RM DRAFTER: AM/ES DATE: 03/22/22 SHEET: A2.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 A B C A B C 1 2 1 2 A3.01 1 A4.01 A4.01 A4.01 A4.01 50' - 0" 51' - 9" 25' - 0" 25' - 0" LIGHT FIXTURE PER ELEC 0' - 10 1/2" 25' - 0" 25' - 0" 0' - 10 1/2" 0' - 10 1/2" 1 1 101A M M GYP 10' - 0" ELEC ROOM CABINET 102A 102 STORAGE WORK BENCHES (OFOI) (OFOI) ELEC ROOM 102 CROSS-ARM STORAGE (OFOI) M BRACED BAY TIE-RODS, TYP. M 4 A3.01 2 2 HOT-STICK A3.01 RACKS (OFOI) 101E 101B 40' - 0" TRUCK 40' - 0" (OFOI) HEATED 3 3 PARKING A4.01 A4.01 101 RIDGE LINE HEATED PARKING 101 FLAGGER STORAGE (OFOI) HOT-STICK M OPEN TO M RACKS SHELF STORAGE (OFOI) STRUCTURE (OFOI) RACK STORAGE, 2 NOT TO EXCEED 12' HIGH (OFOI) REVISION 101C DATE 101D 2 2 M NO. 0' - 10 1/2" 3 A3.01 TRUE TRUE REFLECTED CEILING PLAN FFE FLOOR PLAN 1 N 2 N SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 KEYPLAN SHEET TITLE: PLANS LEAD: KW / RM DRAFTER: AM / ES DATE: 03/22/22 SHEET: A2.02 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 C 1 B 2 A 2 3 1 A4.01 A4.01 A4.01 PRE-FINISHED PRE-FINISHED METAL METAL EAVE FLASHING ROOF RIDGE RIDGE CAP ROOF RIDGE METAL ROOFING 24' - 10 1/2" 24' - 10 1/2" PRE-FINISHED METAL ROOF TRIM PANEL PRE-FINISHED METAL DOOR PRE-FINISHED TRIM CONTINUOUS METAL PRE- SECTIONAL DOOR BAR STYLE ROOF TRIM, TYP. FINISHED SNOW GUARD 9' - 4" PRE-FINISHED METAL PRE-FINISHED METAL METAL GUTTER GUTTER GUTTER TOP OF WALL TOP OF WALL 17' - 0" 17' - 0" PRE-FINISHED METAL PRE-FINISHED METAL PRE-FINISHED DOWNSPOUT DOWNSPOUT METAL PRE- DOWNSPOUT WALL MOUNTED LIGHT FINISHED FIXTURE, SEE ELECTRICAL PRE-FINISHED METAL METAL CORNER TRIM, TYP. LOUVER, SEE DOWNSPOUT PRE-FINISHED METAL MECHANICAL PANEL SIDING METAL SIDING WALL ASSEMBLY (FROM INTERIOR TO EXTERIOR): ELECTRICAL EQUIPMENT. PEMB FRAME SEE ELECTRICAL. PRE-FINISHED METAL LINER PANEL MECH UNIT, SEE PRE-FINISHED VAPOR RETARDER 14' - 0" R-30 BATT INSULATION IN GIRT CAVITY MECHANICAL METAL 8" WIND GIRTS DRAWINGS CORNER TRIM, TYP. R-0.75 MIN. THERMAL SPACER BLOCK / 10' - 0" BREAK STRIP 4" CONCRETE PRE-FINISHED METAL PANEL SIDING PAD LEVEL ONE LEVEL ONE 0' - 0" 0' - 0" POWER OUTLET NORTH ELEVATION EAST ELEVATION 1 2 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" REVISION DATE A B C 1 2 NO. 2 1 3 A4.01 A4.01 A4.01 PRE-FINISHED METAL BUILDING ID SIGN PRE-FINISHED EAVE FLASHING METAL ROOF RIDGE RIDGE CAP ROOF RIDGE PRE-FINISHED METAL ROOF TRIM METAL ROOFING 24' - 10 1/2" 24' - 10 1/2" PANEL PRE-FINISHED METAL DOOR TRIM CONTINUOUS PRE-FINISHED BAR STYLE METAL ROOF TRIM, PRE- SECTIONAL DOOR SNOW GUARD TYP. FINISHED METAL PRE-FINISHED METAL PRE-FINISHED METAL GUTTER GUTTER GUTTER TOP OF WALL TOP OF WALL 17' - 0" 17' - 0" PRE-FINISHED METAL PRE-FINISHED METAL PRE- DOWNSPOUT DOWNSPOUT FINISHED METAL WALL MOUNTED PRE- PRE-FINISHED DOWNSPOUT LIGHT FIXTURE, FINISHED METAL CORNER WALL MOUNTED SEE ELECTRICAL METAL TRIM TYP. LIGHT FIXTURE, DOWNSPOUT PRE-FINISHED METAL SEE ELECTRICAL PANEL SIDING PRE-FINISHED WALL MOUNTED METAL PANEL LIGHT FIXTURE, SIDING SEE ELECTRICAL 12' - 3" PRE-FINISHED METAL CORNER TYP. TRIM, TYP. 10' - 0" 10' - 0" 1' - 5" LEVEL ONE LEVEL ONE 0' - 0" 0' - 0" POWER OUTLET LOUVER, POWER OUTLET SEE MECHANICAL SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: SOUTH ELEVATION WEST ELEVATION BUILDING IDENTIFIER: 3 4 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" C.2 SHEET TITLE: ELEVATIONS LEAD: KW/RM DRAFTER: AM/ES DATE: 03/22/22 SHEET: A3.01 SHEET OF 2 1 2 1 40' - 0" 40' - 0" ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 INSIDE FACE 3 INSIDE FACE INSIDE FACE 3 INSIDE FACE PHONE (206)624-4222 OF GIRT A4.01 OF GIRT OF GIRT A4.01 OF GIRT FAX (206)624-4226 SUPPORT 1'-0" 1'-0" 6 SECTIONAL DOOR TRACK BACK TO 4" 4" A4.01 STRUCTURE TOP OF WALL 17' - 0" TOP OF WALL 16' - 0" 17' - 0" MAINTAIN CLEAR OF ALL EXHAUST FAN ELEC, MECH, & SPRINKLER STENCIL NOTE ON PLYWOOD DECK : WORK "DO NOT USE FOR STORAGE 3' - 6" MAINTENANCE ACCESS ONLY" MANUAL DOOR OPERATOR ELEC ROOM PEMB MANUFACTURER TO PROVIDE (TYP. OF 2) 102 SUPPORT FOR CEILING AT EXTERIOR HEATED WALL HEATED PARKING PARKING 101 101 11' - 10 1/2" 10' - 0" LEVEL ONE LEVEL ONE 0' - 0" 0' - 0" TRENCH DRAIN -0' - 2" BELOW FF CROSS SECTION - GRID B CROSS SECTION 1 2 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" C B A 25' - 0" 25' - 0" TYPICAL ROOF ASSEMBLY 1 A (FROM INTERIOR TO EXTERIOR): INSIDE FACE SUPPORT SECTIONAL INSIDE FACE OF GIRT DOOR TRACK BACK 1 2 OF GIRT BANDING, LONGITUDINAL & TRANSVERSE TO STRUCTURE A4.01 A4.01 VAPOR RETARDER PRE-FINISHED METAL RIGID FRAME-1 R-25 UNFACED BATT INSULATION ROOF TRIM, TYP. 5 R-11 UNFACED BATT INSULATION A4.01 PURLIN R-3.5 THERMAL SPACER BLOCK PRE-FINISHED METAL ROOFING PANEL REVISION SPRINKLER PIPING TO FOLLOW SLOPE OF ROOF, PRE-FINISHED METAL ROOF TRIM TYP. TOP OF WALL DATE 17' - 0" METAL SIDING WALL ASSEMBLY 16' - 0" CONTINUOUS (FROM INTERIOR TO EXTERIOR): NO. BAR STYLE MAINTAIN CLEAR OF ALL SNOW GUARD PEMB FRAME EXPOSED ELEC, MECH, & PRE-FINISHED METAL LINER PANEL LATERAL BRACING SPRINKLER VAPOR RETARDER WORK R-30 BATT INSULATION IN GIRT CAVITY 8" WIND GIRTS THERMAL SPACER BLOCK OR BREAK STRIP PRE-FINISHED TOP OF WALL PRE-FINISHED METAL PANEL SIDING METAL INTERIOR 17' - 0" LINER PANEL PEMB MFR TO ADJUST HEATED CABLE ANCHOR POINTS AS REQUIRED PARKING TO PROVIDE 101 CLEARANCE FOR DOOR AT CENTER OF BAY LEVEL ONE SECTIONAL 0' - 0" DOOR WIND GIRTS PER PEMB MANUFACTURER LONGITUDINAL SECTION PEMB RIGID FRAME, 1 3 BEYOND SCALE:1/4" = 1'-0" METAL WALL PANEL WALL ASSEMBLY CONC CURB HEATED PER PLAN METAL LINER PANEL SS HEMMED COVER HEATED (EXTERIOR) PARKING (EXTERIOR) LAP CURB 1 1/2" FLASHING W/ (+) SLOPE PARKING 101 & SOLDERED END 101 DAMS AT ENDS 0' - 8" PAVEMENT 0' - 6" 0' - 4" LEVEL ONE VAPOR BARRIER 0' - 0" BELOW SLAB XPS INSUL (R-15) 4 SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 0' - 6" 6" HIGH CONCRETE TAP-CON ANCHOR, A4.01 PROJECT: CURB VAPOR BARRIER BELOW SLAB SPACED 4' O.C. BUILDING IDENTIFIER: SELF ADHERED FOOTING PER FOOTING PER STRUCTURAL FLASHING STRUCTURAL LEVEL ONE LEVEL ONE C.2 SUBGRADE 0' - 0" 0' - 0" DAMPPROOFING SHEET TITLE: BUILDING & WALL SECTIONS LEAD: KW/RM DRAFTER: AM/ES FOOTING DETAIL WALL SECTION WALL SECTION 2 DATE: 03/22/22 4 6 5 SHEET: SCALE:1 1/2" = 1'-0" SCALE:1/2" = 1'-0" SCALE:1/2" = 1'-0" A4.01 SHEET OF ROLLUDA ARCHITECTS, INC. ROOM FINISH SCHEDULE 105 S MAIN ST, #323 SEATTLE, WA 98104 FLOOR WALL CEILING PHONE (206)624-4222 FAX (206)624-4226 N E S W NUMBER NAME MATL FINISH BASE MATL FINISH MATL FINISH MATL FINISH MATL FINISH MATL FINISH COMMENTS 101 HEATED PARKING CONC SEALED - MLP PF MLP PF MLP PF MLP PF OTS PRIME & PAINT EXPOSED STRUCTURE 102 ELEC ROOM CONC SEALED RB GWB PT GWB PT GWB PT GWB PT GWB PT PRIME & PAINT EXPOSED STRUCTURE ROOM FINISH LEGEND MLP = METAL LINER PANEL, PF = PRE-FINISHED DOOR SCHEDULE DOOR FRAME DETAILS FIRE HARDWARE MARK WIDTH HEIGHT THICKNESS TYPE MATL FINISH RATING GLAZING U VALUE TYPE MATL FINISH RELITE HEAD JAMB SILL SET COMMENTS 101A 3' - 0" 7' - 0" 1 3/4" B HM PT IG 0.37 MAX 1 HM PT - 17 ELECTRIC LOCK - FAIL SECURE; CARD READER 101B 16' - 0" 16' - 0" 2" C STL PT - - 0.057 2 STL PT - 20 DOOR OPERATOR 101C 3' - 0" 7' - 0" 1 3/4" B HM PT IG 0.37 MAX 1 HM PT - 17 ELECTRIC LOCK - FAIL SECURE; CARD READER 101D 3' - 0" 7' - 0" 1 3/4" B HM PT IG 0.37 MAX 1 HM PT 17 ELECTRIC LOCK - FAIL SECURE; CARD READER 101E 16' - 0" 16' - 0" 2" C STL PT - - 0.057 2 STL PT - 20 DOOR OPERATOR 102A 3' - 0" 7' - 0" 1 3/4" A HM PT - - 0.37 MAX 1 HM PT - 17 ELECTRIC LOCK - FAIL SECURE; CARD READER DOOR LEGEND: DOOR SCHEDULE - NOTES DOOR HARDWARE SCHEDULE FF: FACTORY FINISH HM: HOLLOW METAL Hardware Group #17 1. VERIFY ALL ROUGH OPENINGS AND JAMB DEPTHS PRIOR TO ORDERING. PT: PAINT SG: SAFETY GLASS STL: STEEL 2 ea. Hinges FBB199NRP 4.5 x 4.5 US32D STANLEY 2. U VALUE OF ALL EXTERIOR HM DOORS TO BE .37 OR BETTER. 1 ea. Electrified Hinge CC8-FBB199 4.5 x 4.5 US32D STANLEY IG: INSULATED GLAZING 1 ea. Electrified Lockset 45HW7DEU 15M w/ 630 BEST 3. LOCATE DOOR 4" FROM ADJACENT WALL AT HINGE SIDE TYPICAL UNO. Brass Construction Core 1 ea. Final Core 1C72 - BEST 4. COORDINATE / PROVIDE SECURITY & LOW VOLTAGE WIRING / KEY CARD 1 ea. Closer/Stop Arm QDC113 689 STANLEY ACCESS AT CARD READERS SEE ELECTRICAL. 1 ea. Threshold 172A FHSL14 - PEMKO 1 ea. Door Bottom 315CN - PEMKO 1 ea. Weather Strip S88D (Head & Jambs) - PEMKO 1 ea. Rain Guard 346C - PEMKO 1 ea. Power Supply By Access Control Contractor - - 1 ea. Door Position Switch By Access Control Contractor - - 1 ea. Card Access Reader By Access Control Contractor - - Hardware Group #20 All Hardware By Door Manufacturer REVISION DATE 0' - 2" 0' - 2" WIDTH NO. HEIGHT 0' - 2" FINISHED FLOOR TYPE 1 TYPE 2 SINGLE DOOR SECTIONAL DOOR FRAME TYPES SCALE:1/4" = 1'-0" WIDTH WIDTH WIDTH 0' - 6" 0' - 6" HEIGHT 0' - 6" IMPACT RESISTANT BOTTOM SECTION HEIGHT HEIGHT 3' - 6" 3' - 0" FINISHED FLOOR A B C SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: DOOR TYPES BUILDING IDENTIFIER: SCALE:1/4" = 1'-0" C.2 SHEET TITLE: SCHEDULES - ROOM, DOOR, & DOOR HARDWARE LEAD: KW/RM DRAFTER: AM/ES DATE: 03/22/22 SHEET: A6.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 WALL LEGEND TYPICAL PARTITION CONFIGURATION NOTES SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 WALL TYPE FIRE RATING CORE THICKNESS STRUCTURE 1. THE PARTITION TYPE DESIGNATION IS A 4 DIGIT 3. ALSO SEE EXTERIOR WALL SECTIONS AND 6. ALL GYPSUM BOARD IS TO BE 5/8" THICK, TYPE 10. SEE STRUCTURAL FOR SIZE, GAUGE AND/OR CORE MATERIAL ASSEMBLY # CODE THAT INCLUDES THE CORE TYPE & DETAILS FOR ADDITIONAL WALL/PARTITION "X", UNO. REINFORCEMENT. ASSEMBLY CONFIGURATION, FIRE RATING FRAMING NOT SPECIFICALLY IDENTIFIED ON A MTL STUD # (SEQUENTIAL 0 NOT RATED 1 1 1/2" FRAMING STUDS AND GWB, WHERE OCCURS, (WHERE APPLICABLE), & CORE THICKNESS. AN 'S' THE FLOOR PLANS. 7. SEE PROJECT SPECIFICATIONS FOR LIGHT # FOR WALL CONTINUOUS TO UNDERSIDE OF AT THE END OF THE CODE INDICATES AN GAGE METAL SUPPORT FRAMING AND B CMU ASSEMBLY) 1 1 HOUR 2 2 1/2" FRAMING STRUCTURE ACOUSTICAL WALL ASSEMBLY 4. ALL FIRE RATED ASSEMBLIES ARE BASED ATTACHMENT, GYPSUM BOARD, THERMAL BRACE WHERE REQUIRED. BRACING UPON IBC/ICC, UL, US GYPSUM AND CURRENT INSULATION, ACOUSTIC TREATMENT, TRIM, 3 3 5/8" FRAMING NOT ALLOWED WHEN STRUCTURE IS CORE TYPE & ASSEMBLY EDITION OF GYPSUM ASSOCIATION FIRE AND ACCESSORIES. OPEN TO VIEW IN PUBLIC AREAS UNO. FIRE RATING RESISTANCE DESIGN MANUAL GA-600. FIRE 4 4" FRAMING CORE THICKNESS RATED PARTITIONS ARE TO BE CONSTRUCTED 8. BLOCKING / BACKING IS REQUIRED AT THE CEILING AS SCHEDULED IN ACCORDANCE WITH THE REQUIREMENTS FOLLOWING LOCATIONS: 6 6" FRAMING 'S' INDICATES OF THE TESTING AGENCY(IES) LISTED. REFER A. WALL MOUNTED CABINETS ACOUSTICAL INSULATION TO SPECIFIC TEST REPORTS FOR REQUIRED B. WALL MOUNTED ACCESSORIES AND 8 8" FRAMING SEE PARTITION CONSTRUCTION TYPES WALL TYPE TAG: A#.#.#S COMPONENTS AND ASSEMBLY. EQUIPMENT C. WALL MOUNTED DOORSTOPS # OR AS NOTED, SEE 5. ALL NON-STRUCTURAL PARTITIONS ARE TO BE D. WALL MOUNTED DOOR HOLD-OPEN DETAIL FLOOR 2. PARTITION TYPE INDICATORS ARE NOTED ON CONSTRUCTED IN ACCORDANCE WITH THE DEVICES AND OR CLOSERS FLOOR PLANS. SEE CODE PLANS FOR REQUIREMENTS OF THE SPECIFICATIONS, E. OTHER LOCATIONS AS REQUIRED BY LOCATION AND EXTENT OR LIMITS OF RATED MATERIALS MANUFACTURER, AND INDUSTRY THE ARCHITECT AND INDUSTRY PARTITIONS. STANDARDS. STANDARDS. F. HANDRAILS CORE CORE METAL PANEL PER ELEVATIONS CORE METAL PANEL PER ELEVATIONS R-30 BATT INSULATION R-30 BATT INSULATION HEATED ELECTRICAL CONTINUOUS MEMBRANE OR CONTINUOUS MEMBRANE OR PARKING ROOM FACING (INSTALLED SEPARATELY FACING (INSTALLED SEPARATELY OR ADHERED TO INSUL) OR ADHERED TO INSUL) PRE-FINISHED METAL LINER PANEL FRP PANEL WIND GIRTS PER PEMB WIND GIRTS PER PEMB 5/8" GYPSUM SHEATHING 5/8" GYPSUM SHEATHING MANUFACTURER MANUFACTURER MTL STUDS (HOT DIPPED MTL STUDS (HOT DIPPED R-0.75 MIN. THERMAL SPACER R-0.75 MIN. THERMAL SPACER GALVANIZED, MIN. G90) GALVANIZED, MIN. G90) BLOCK OR BREAK STRIP BLOCK OR BREAK STRIP 5/8" GWB 5/8 GYPSUM PRE-FINISHED METAL LINER PANEL WALL TYPE A1 WALL TYPE A4 WALL TYPE A15 WALL TYPE A17 SCALE:1" = 1'-0" SCALE:1" = 1'-0" SCALE:1" = 1'-0" SCALE:1" = 1'-0" STANDING SEAM R-11 UNFACED ROOF PANEL BATT INSULATION EXTERIOR PANEL CLIP R-25 UNFACED REVISION TOP 3/4" F.T. PLYWOOD BATT INSULATION THERMAL SPACER BLOCK, MIN. 1/2" CONTINUOUS MEMBRANE FRAMING PER STRUCTURAL (6" JOISTS THICK AND MIN. R-3.5 AND VAPOR RETARDER AT 16" O.C. WHERE NONE INDICATED) (CONCEALS PURLIN) DATE PURLIN PER PEMB MANUFACTURER METAL BANDING, NO. LONGITUDINAL AND TRANSVERSE 5/8" GYP BD CEILING FINISH PER ROOM SCHEDULE INTERIOR BOTTOM ROOF ASSEMBLY GYP BD CEILING SCALE:1" = 1'-0" SCALE:1" = 1'-0" SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: DETAILS -WALL ASSEMBLIES LEAD: KW/RM DRAFTER: AM/ES DATE: 03/22/22 SHEET: A7.01 SHEET OF 2 1 A B C ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 INSIDE FACE INSIDE FACE OF INSIDE FACE RIGID FRAME-1 INSIDE FACE OF GIRT OF GIRT GIRT OF GIRT SPRINKLER LINES TO FOLLOW LINE SPRINKLER PIPING EXPOSED OF ROOF, TYP. TO FOLLOW SLOPE LATERAL BRACING OF ROOF, TYP. 16' - 0" MAINTAIN CLEAR OF ALL ELEC, MECH, & EXPOSED SPRINKLER 1' - 6" VENT PIPING WORK PRE-FINISHED METAL LINER GRILLE REGISTER FRP PANELS AND PANEL SEE MECHANICAL CHASE WALL AT 8'-0" AFF SERVICE SINK AND EYEWASH STATION PRE-FINISHED 4" EXPOSED CONCRETE BASE METAL LINER PANEL 8' - 6" 4" EXPOSED 8' - 3 1/2" CONCRETE BASE 101 HEATED PARKING - WEST 1 101 HEATED PARKING - NORTH SCALE:1/4" = 1'-0" 2 SCALE:1/4" = 1'-0" 1 2 C B A INSIDE FACE INSIDE FACE OF GIRT OF GIRT INSIDE FACE OF GIRT RIGID FRAME-1 INSIDE FACE OF GIRT SPRINKLER LINES TO FOLLOW LINE OF ROOF, TYP. SPRINKLER PIPING TO FOLLOW 16' - 0" 16' - 0" SLOPE OF ROOF, MAINTAIN MAINTAIN CLEAR OF TYP. CLEAR OF ALL ELEC, MECH, & ALL ELEC, SPRINKLER WORK REVISION MECH, & SPRINKLER WORK PRE-FINISHED METAL LINER EXPOSED PANEL TYP. DATE LATERAL BRACING PRE-FINISHED NO. METAL LINER LIGHT SWITCH, TYP. PANEL PEMB MFR TO ADJUST CABLE ANCHOR POINTS AS REQUIRED TO PROVIDE CLEARANCE FOR DOOR 4" EXPOSED AT CENTER OF BAY 8' - 3 1/2" TYP. CONCRETE BASE 4" EXPOSED CONCRETE BASE POWER OUTLET, TYP. 101 HEATED PARKING - EAST 101 HEATED PARKING - SOUTH 3 4 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" A A AIR INTAKE LOUVER 1' - 3" FUEL ISLAND EQUIPMENT, SEE FUEL ISLAND ELECTRICAL GWB / PT-1 DRAWINGS GWB / PT-1 GWB / PT-1 ELECTRICAL E SPOUT OUTLET R L EQUIPMENT, SEE E X GWB / PT-1 "8 T A D ELECTRICAL - N M AN X ' E " A 8' - 6" 3 C R 84 H @ O E O M" N T T 6 U N 3 ," E 8 C FINISHED FLR 1 @ LIGHT SWITCH POWER OUTLET FIRE EXTINGUISHER EYE WASH (EW) (FE) SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: 102 ELEC ROOM - NORTH 102 ELEC ROOM - EAST 102 ELEC ROOM - SOUTH 102 ELEC ROOM - WEST MOUNTING HEIGHTS BUILDING IDENTIFIER: 5 6 7 8 9 SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE:1/4" = 1'-0" SCALE:1/2" = 1'-0" C.2 SHEET TITLE: INTERIOR ELEVATIONS GENERAL NOTES: 1. CONDUITS AND DEVICE BOXES TO BE SURFACE MOUNTED ON METAL WALL PANELS WITHIN THE HEATED PARKING AREA. LEAD: KW/RM DRAFTER: AM/ES DATE: 03/22/22 SHEET: A8.01 SHEET OF GENERAL: WIND DESIGN DATA: SUBMITTALS: SLUMP REQUIRED FOR PROPER PLACEMENT SHALL BE DETERMINED BY CONTRACTOR AND SUPPLIER, AND INCLUDED IN MIX DESIGN SUBMITTALS. FIELD MEASURED SLUMP SHALL CONFORM TO SUBMITTED CONCRETE MIX STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS AND ALL SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT FOR REVIEW PRIOR TO FABRICATION OR DESIGN. SLUMP SHALL CONFORM TO ASTM C94. WIND BASE SHEAR VW (N-S) = 75 KIPS ROLLUDA ARCHITECTS, INC. OTHER CONTRACT DOCUMENTS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS V CONSTRUCTION OF THESE ITEMS: 105 S MAIN ST, #323 W (E-W) = 50 KIPS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY THE ARCHITECT OF ALL DISCREPANCIES PRIOR TO SEATTLE, WA 98104 TOPPING SLABS ON METAL DECK: AT SLABS ON METAL DECK, ACCOUNT FOR DEFLECTION OF BEAMS AND METAL PHONE (206)624-4222 CONSTRUCTION. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE BUILDING LAYOUT DIMENSIONS ANALYTICAL PROCEDURE DIRECTIONAL PROCEDURE, ASCE 7 CHAPTER 27 CONCRETE MIX DESIGN STRUCTURAL STEEL DECK DURING PLACEMENT OF WET CONCRETE SUCH THAT TOP OF SLAB ELEVATION IS SCREEDED OFF LEVEL. FAX (206)624-4226 (GRID LAYOUTS, SITE COORDINATES, ETC). AMONGST ALL TRADES, INCLUDING SHOP FABRICATED ITEMS. TYPE OF STRUCTURE RIGID (ASCE 7 SECTION 26.9.2) CONCRETE REINFORCING STEEL DECK ADDITIONAL SLAB THICKNESS MAY VARY FROM - 0" TO + 1" TO ACCOMMODATE DEFLECTIONS. REFER TO DECK MANUFACTURER'S LITERATURE FOR APPROXIMATE DECK DEFLECTION VALUES. NOTIFY STRUCTURAL ENGINEER IF DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT BASIC WIND SPEED V = 110 MPH, ULTIMATE 3 SECOND GUST (ASCE 7 FIG 26.5-1A - 26.5-1D) EMBEDDED ITEMS IN CONCRETE TOTAL DEFLECTION EXCEEDS 1". CAMBERED BEAMS ARE DESIGNED TO BE APPROXIMATELY FLAT WHEN RISK CATEGORY IV SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF SUPPORTING THE WEIGHT OF WET CONCRETE. NOT ALL BEAMS ARE DESIGNED WITH CAMBER. 728 134th Street SW Suite 200 CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND ENGINEER. EXPOSURE CATEGORY B (ASCE 7 SECTION 26.7.3) CONTRACTOR SHALL REVIEW AND STAMP SUBMITTALS PRIOR TO SUBMISSION. DIMENSIONS AND QUANTITIES Everett, Washington 98204 ARE CONTRACTOR'S RESPONSIBILITY AND WILL NOT BE REVIEWED. CONTRACTOR SHALL BE RESPONSIBLE Ph: 425.741.3800 INTERNAL PRESSURE COEFFICIENT 0.18 (ASCE 7 FIGURE 26.11-1) FOR ALL MATERIALS PLACED PRIOR TO RECEIPT OF REVIEWED SHOP DRAWINGS. CONTRACTOR SHALL ALLOW MASS CONCRETE: CONCRETE PLACED IN MONOLITHIC PLACEMENTS WHERE THE MINIMUM OF ALL THREE www.reidmiddleton.com ALL TYPICAL DETAILS AND NOTES SHOWN ON THESE DRAWINGS ARE PART OF THE CONSTRUCTION A MINIMUM OF 10 WORKING DAYS FOR REVIEW. DIMENSIONS EXCEEDS 2'-6" SHALL BE CONSIDERED MASS CONCRETE AND SHALL BE SUBJECT TO THE APPLICABLE Â©Copyright 2022 Reid Middleton, Inc. CONTRACT AND SHALL BE PROVIDED BY THE CONTRACTOR. TYPICAL DETAILS MAY NOT NECESSARILY BE ENCLOSURE CLASSIFICATION ENCLOSED (ASCE 7 SECTION 26.10.1) REQUIREMENTS OF ACI 301, CHAPTER 8. INDICATED ON THE PLANS, BUT SHALL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. DIRECTIONALITY FACTOR Kd = 0.85 : MWFRS (ASCE 7 TABLE 26.6-1) SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF HAN CR AT O SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE ASTM C150 TYPE III CEMENT IS PROHIBITED. UNLESS OTHERWISE SPECIFIED, USE MODERATE OR LOW HEAT OF N F WASH C TOPOGRAPHIC FACTOR Kzt = 1.0 (ASCE 7 SECTION 26.8) L O IN K CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT BY INDICATING WHICH MATERIAL IS INTENDED TO BE HYDRATION CEMENT, BLENDED HYDRAULIC CEMENT WITH MODERATE OR LOW HEAT OF HYDRATION PROPERTIES, U E G E T T R A CONTRACTOR-INITIATED CHANGES: SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT FOR A O P FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS OR PORTLAND CEMENT WITH FLY ASH, POZZOLAN, OR GROUND-GRANULATED BLAST-FURNACE SLAG. ADDITIVES T N APPROVAL AT LEAST 10 WORKING DAYS PRIOR TO FABRICATION AND CONSTRUCTION. CHANGES SHOWN GUST EFFECT FACTOR G = 0.85 (ASCE 7 SECTION 26.9.1) CONTAINING CALCIUM CHLORIDE ARE PROHIBITED. APPROVED RETARDING, RETARDING HIGH-RANGE WATER S SPECIAL CONCENTRICALLY IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT S ON SHOP DRAWINGS OR SUBMITTALS ONLY WILL NOT SATISFY THIS REQUIREMENT. P T R DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY REDUCING, OR RETARDING PLASTICIZING ADMIXTURE SHALL BE USED. R R E R U E O C 37358 N E F T GI E THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. ES URAL EN IN SIO ENG CONTRACTOR RESPONSIBILITIES: DRAWINGS REPRESENT DESIGN OF STRUCTURE IN COMPLETED FORM. COMPONENTS AND CLADDING WIND PRESSURES NAL 8/22 THE TEMPERATURE OF CONCRETE AT TIME OF PLACEMENT SHALL NOT EXCEED 90 DEGREES FAHRENHEIT PER 2/2 CONTRACTOR SHALL BE RESPONSIBLE FOR METHODS, SEQUENCES, AND SAFETY PRECAUTIONS DEFERRED SUBMITTALS: DRAWINGS AND CALCULATIONS FOR BIDDER-DESIGNED COMPONENTS, SEALED BY ASTM C94. THE AMBIENT TEMPERATURE AT TIME OF PLACEMENT SHALL NOT EXCEED 90 DEGREES FAHRENHEIT REQUIRED TO PERFORM WORK. COMPONENTS AND CLADDING PRESSURE VALUES NOTED BELOW ARE BASED ON A 10 SQUARE-FOOT AREA. ACTUAL THE WASHINGTON STATE REGISTERED PROFESSIONAL STRUCTURAL ENGINEER RESPONSIBLE FOR THE OR BE LESS THAT 35 DEGREES FAHRENHEIT. THE MAXIMUM INTERNAL TEMPERATURE DURING CURING SHALL NOT DESIGN ELEMENTS MAY VARY AND SHOULD BE VERIFIED BASED ON SUPPLIER REQUIREMENTS. SEE DEFERRED DESIGN, SHALL BE SUBMITTED TO THE ARCHITECT FOR REVIEW OF GENERAL CONFORMANCE WITH THE EXCEED 160 DEGREES FAHRENHEIT. CONFORM TO THE REQUIREMENTS OF ACI 305.1 AND ACI 306.1 FOR HOT-WEATHER AND COLD-WEATHER CONCRETING, RESPECTIVELY. IF COOLING METHODS ARE EMPLOYED, THEY CONTRACTOR SHALL DESIGN AND PROVIDE TEMPORARY SHORING AND BRACING OF ALL STRUCTURAL SUBMITTAL REQUIREMENTS FOR ADDITIONAL INFORMATION. DESIGN OF THE BUILDING. DEFERRED SUBMITTALS INCLUDE: SHALL NOT INCREASE THE WATER-CEMENT RATIO OR SLUMP BEYOND ALLOWABLE LIMITS. THE CONCRETE SHALL MEMBERS, EXISTING CONSTRUCTION, AND SOIL EXCAVATION AS REQUIRED. SHORING AND BRACING SHALL BE COOLED GRADUALLY SO THAT THE SURFACE TEMPERATURE DROP DOES NOT EXCEED 20 DEGREES NOT BE REMOVED UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE CURTAIN WALL AND STOREFRONT SYSTEMS ROOF ZONE 1: 16/-43 PSF (ASCE 7 FIGURE 30.5-1) FAHRENHEIT IN ANY 24-HOUR PERIOD AFTER PLACEMENT. DRAWINGS, AND MATERIALS HAVE ACHIEVED DESIGN STRENGTH. SEISMIC BRACING AND ANCHORAGE OF MECHANICAL UNITS AND FIXTURES ROOF ZONE 1': 16/-28 PSF (ASCE 7 FIGURE 30.5-1) FALL ARREST STRUCTURE AND ANCHORAGE ROOF ZONE 2: 16/-54 PSF (ASCE 7 FIGURE 30.5-1) PRE-ENGINEERED METAL BUILDING SYSTEM SUBMIT DETAILED PROCEDURES, MATERIALS, MIX DESIGNS, AND THE TEST RESULTS INCLUDING HEAT OF ALL STRUCTURAL SYSTEMS COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY ROOF ZONE 3: 16/-71 PSF (ASCE 7 FIGURE 30.5-1) HYDRATION TEST DATA PER ASTM C186 TO THE ENGINEER BEFORE CONSTRUCTION OF MASS CONCRETE. THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE HORIZONTAL ZONE 4: 28/-29 PSF (ASCE 7 FIGURE 30.5-1) SUBMITTALS OF BIDDER-DESIGNED COMPONENTS SHALL INCLUDE LOCATIONS, MAGNITUDES, AND WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. DIRECTIONS OF ALL FORCES TRANSFERRED TO THE STRUCTURE. CALCULATIONS SUBMITTED FOR SHOTCRETE WHERE SHOWN ON THE DRAWINGS, SHALL BE INSTALLED IN ACCORDANCE WITH IBC SECTION 1908. HORIZONTAL ZONE 5: 28/-34 PSF (ASCE 7 FIGURE 30.5-1) BIDDER-DESIGNED COMPONENTS ARE FOR INFORMATION ONLY AND WILL NOT BE REVIEWED. REINFORCING LAP SPLICES SHALL BE DETAILED ON SHOP DRAWINGS AS NON-CONTACT LAP SPLICES WITH A DISCREPANCIES: IN CASE OF DISCREPANCIES BETWEEN DRAWINGS, SPECIFICATIONS, REFERENCE MINIMUM OF 2 INCHES CLEARANCE BETWEEN BARS. STANDARDS, OR GOVERNING CODE, THE MORE STRINGENT REQUIREMENTS SHALL GOVERN. CONTRACTOR EARTHQUAKE DESIGN DATA: SEISMIC BRACING AND ANCHORAGE OF MECHANICAL UNITS AND OTHER MECHANICAL AND ELECTRICAL SHALL NOTIFY THE ARCHITECT AND ENGINEER OF DISCREPANCIES AND OBTAIN DIRECTION PRIOR TO FIXTURES NOT SPECIFICALLY SHOWN ON THE PROJECT DRAWINGS SHALL BE DESIGNED BY A REGISTERED SHOTCRETE MAY BE USED IN LIEU OF OTHER CAST-IN-PLACE CONCRETE WALLS NOT SPECIFICALLY CALLED OUT AS SHOTCRETE WALLS, WHERE APPROVED. SHOTCRETE WILL NOT BE PERMITTED ON PILASTERS OR COLUMNS. PROCEEDING. NOTES ON INDIVIDUAL STRUCTURAL DRAWINGS SHALL TAKE PRIORITY OVER GENERAL THE SEISMIC-FORCE-RESISTING SYSTEM, ANALYTICAL PROCEDURE, AND SEISMIC BASE STRUCTURAL ENGINEER IN THE STATE WHERE THE PROJECT IS LOCATED. THE MECHANICAL AND ELECTRICAL STRUCTURAL NOTES. NOTED DIMENSIONS TAKE PRECEDENCE OVER SCALED DIMENSIONS. DO NOT SCALE DRAWINGS. SHEAR ARE PROVIDED BY THE PRE-ENGINEERED METAL BUILDING (PEMB) DESIGNER IN CONTRACTORS MUST RETAIN THE SERVICES OF A STRUCTURAL ENGINEER AND IS RESPONSIBLE FOR ALL COSTS SHOTCRETE WILL NOT BE PERMITTED AT OTHER HEAVILY REINFORCED CONCRETE UNLESS TEST PANELS ARE APPROVED. CONTRACTOR SHALL SUBMIT PROPOSED LOCATIONS OF SHOTCRETE WALLS FOR REVIEW. ACCORDANCE WITH 2018 IBC, AND WASHINGTON STATE AMENDMENTS. RELATED TO THE PURCHASE AND INSTALLATION OF SEISMIC BRACING AND ANCHORAGE OF THEIR SYSTEMS. SPECIFICATIONS: REFER TO SPECIFICATIONS FOR INFORMATION IN ADDITION TO THESE NOTES AND DRAWINGS. SEISMIC-FORCE-RESISTING SYSTEM: TO BE DETERMINED BY PRE-ENGINEERED METAL BUILDING SUPPLIER EMBEDDED ITEMS: CONDUIT AND SLEEVES SHALL NOT BE EMBEDDED IN OR PASS THROUGH CONCRETE CONCRETE: WITHOUT APPROVAL. ALUMINUM ITEMS SHALL NOT BE EMBEDDED IN CONCRETE. SUBMIT CONDUIT LAYOUT AND ANALYTICAL PROCEDURE: MODAL RESPONSE ANALYSIS ARCHITECTURAL: REFER TO ARCHITECTURAL DRAWINGS FOR ELEVATIONS, SLOPES, DEPRESSIONS, EMBEDDED ITEM PLANS TO THE ARCHITECT FOR REVIEW BY ENGINEER PRIOR TO PLACING CONCRETE. NON-BEARING WALLS, FASCIA, ELEVATORS, STAIRS, CURBS, DRAINS, RAILINGS, WATERPROOFING, FINISHES, ETC. SEISMIC BASE SHEAR: VE(N-S) = 395 KIPS (STRENGTH LEVEL) REFERENCE STANDARDS: CONCRETE SHALL CONFORM TO ALL REQUIREMENTS OF THE FOLLOWING (ASCE 7 SECTION 12.8.1) VE(E-W) = 395 KIPS (STRENGTH LEVEL) BONDING AGENT SHALL BE EPOXY RESIN BASED CONFORMING TO ASTM C881, TYPE V, GRADE 2. USE WHERE DOCUMENTS, EXCEPT AS MODIFIED BELOW: NEW CONCRETE IS PLACED AGAINST PREVIOUSLY PLACED OR EXISTING CONCRETE. PLACE IN STRICT SPECIAL INSPECTION PER IBC SECTION 1704, SHALL BE PERFORMED BY AN AGENCY APPROVED BY THE BUILDING SEISMIC RESPONSE COEFFICIENT: CS(N-S) = 0.225 ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS, INCLUDING PREPARATION OF EXISTING SURFACES. OFFICIAL AND AS OUTLINED IN THE STRUCTURAL INSPECTION SCHEDULES. ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE " (ASCE 7 SECTION 12.8.1.1) Cs (E-W) = 0.225 ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" NON-SHRINK GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 6,000 PSI AT 28 DAYS, BUT NOT STRUCTURAL OBSERVATION SHALL BE PERFORMED PER IBC SECTION 1704.6. SEISMIC IMPORTANCE FACTOR Ie 1.5 (OCCUPANCY CATEGORY IV, ASCE 7 TABLE 1.5-2) LESS THAN THE MATERIAL ON WHICH IT IS PLACED UPON. ACI 304 "GUIDE FOR MEASURING, MIXING, TRANSPORTING, AND PLACING CONCRETE" SITE CLASS D (ASCE 7 SECTION 11.4.2) ACI 311 "GUIDE FOR CONCRETE INSPECTION" FORM CAMBER: CONCRETE FORMWORK SHALL HAVE BUILT-IN CAMBER TO COMPENSATE FOR FORM CODES: RISK CATEGORY IV (ASCE TABLE 1.5-1) SAG UNDER WET CONCRETE LOAD. IN ADDITION TO STRUCTURAL CAMBER NOTED ON DRAWINGS, SS = 1.05 (ASCE 7 SECTION 11.4.1) ACI SP-15 * "FIELD REFERENCE MANUAL" ONE-WAY SLABS SHALL BE CAMBERED 1/1000 OF THE SPAN, UNLESS NOTED OTHERWISE. BUILDING CODE: ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE S1 = 0.38 (ASCE 7 SECTION 11.4.1) DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2018 EDITION, AS AMENDED BY SDS= 0.60 (ASCE 7 SECTION 21.4) * A COPY SHALL BE KEPT IN THE CONTRACTOR'S FIELD OFFICE AT ALL TIMES. CONSTRUCTION JOINTS IN WALLS SHALL BE KEYED IN ACCORDANCE WITH TYPICAL CONSTRUCTION THE STATE OF WASHINGTON. SD1= 0.72 (ASCE 7 SECTION 21.4) JOINT DETAILS SHOWN ON DRAWINGS OR, AT CONTRACTOR'S OPTION, SHALL BE AN INTENTIONALLY MATERIALS: ROUGHENED CONSTRUCTION JOINT DEFINED BY THE FOLLOWING: SEISMIC DESIGN CATEGORY D (ASCE 7 SECTION 11.6) STANDARDS: REFERENCE TO ASTM AND OTHER STANDARDS SHALL MEAN THE LATEST EDITION REFERENCED IN THE 2018 IBC, UNLESS NOTED IN THESE DOCUMENTS OR DESIGNATED BY THE GOVERNING CODE. RESPONSE MODIFICATION COEFFICIENT, TO BE DETERMINED BY PRE-ENGINEERED METAL BUILDING SUPPLIER CEMENT ASTM C150, C595 SURFACE OF JOINT SHALL BE SAND BLASTED OR ROUGHENED WITH A CHIPPING HAMMER TO EXPOSE AGGREGATE EMBEDDED IN PREVIOUS POUR. SYSTEM OVERSTRENGTH FACTOR, AND * AGGREGATES ASTM C33 REVISION DEFLECTION AMPLIFICATION FACTOR ADMIXTURES ASTM C260, C494, C1017 DESIGN CRITERIA REDUNDANCY FACTOR * * FLY ASH ASTM C618, CLASS F OR C EXPOSED AGGREGATE SHALL PROTRUDE LST2 1/4" MINIMUM. FLOOR AND ROOF DESIGN DATA : THE LFRS WILL CONSISTS OF PRE-ENGINEERED METAL BUILDING MOMENT FRAMES AND ROD-BRACED FRAMES. * AGGREGATES THAT EXHIBIT DELETERIOUS ACTIVITY WHEN EVALUATED IN ACCORDANCE WITH ASTM C33 APPENDIX XI SHALL NOT BE USED. 'SAND EQUIVALENT' FOR FINE AGGREGATE SHALL NOT BE LESS THAN 75. JOINT SURFACE SHALL BE CLEANED AND LST3 DATE LAITANCE REMOVED. IN ADDITION TO THE SELF WEIGHT, THE FOLLOWING LOADS ARE USED FOR DESIGN: GEOTECHNICAL * * MAXIMUM LOSS ON IGNITION SHALL BE 1%. NO. JOINT SHALL BE WETTED AND STANDING LST4 SOIL BEARING SURFACES AND FILL SHALL BE PREPARED IN ACCORDANCE WITH THE GEOTECHNICAL REPORT WATER REMOVED IMMEDIATELY BEFORE CONCENTRATED SUPERIMPOSED AND INSPECTED BY THE OWNER APPOINTED GEOTECHNICAL ENGINEER. CONCRETE MIXES SHALL BE PROPORTIONED TO ACHIEVE A WORKABLE MIX THAT CAN BE PLACED WITHOUT NEW CONCRETE IS PLACED. UNIFORM LIVE LIVE LOAD DEAD LOAD REDUCIBLE SEGREGATION OR EXCESS FREE SURFACE WATER. MIX DESIGNS SHALL BE SUBMITTED [ TO THE ARCHITECT ] LOAD (PSF) (LBS) (PSF) (SEE NOTE) FOR REVIEW BY ENGINEER PRIOR TO USE. COMPLY WITH IBC SECTION 1904. MIXES SHALL MEET OR EXCEED SUBMIT CONSTRUCTION JOINT LAYOUT LST5 GEOTECHNICAL REPORT REFERENCE: GEOTECHNICAL ENGINEERING DESIGN STUDY, THE FOLLOWING CRITERIA : PLAN TO THE ARCHITECT FOR REVIEW BY ADMINISTRATIVE SPACES 80 2,000 5 YES NORTH COUNTY DEVELOPMENT, ARLINGTON, WASHINGTON, PROJECT 19583-00, BY HART CROWSER, ENGINEER PRIOR TO PLACING CONCRETE. DATED JANUARY 15, 2021 SPECIFIED OFFICE PARTITIONS 15 - - NO COMPRESSIVE MAXIMUM EXPOSURE CLASS PARKING AND MAINTENANCE 100 3,000 5 NO STRENGTH (f'c) WATER/CEMENT (ACI 318-14 TABLES COORDINATION: SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS AND DIMENSIONS OF DOOR AND FOOTINGS SHALL BE FOUNDED AT LEAST 18 INCHES BELOW LOWEST ADJACENT EXTERIOR FINISHED GRADE. 19.3.1.1 AND 19.3.2.1) WINDOW OPENINGS IN CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF TYPE OF CONSTRUCTION AT 28 DAYS, UNO RATIO THE OWNER APPOINTED GEOTECHNICAL ENGINEER SHALL APPROVE FOOTING EXCAVATION / PREPARATION MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE CONSTRUCTION. SEE ARCHITECTURAL PRIOR TO PLACEMENT OF ALL FOOTINGS. FOOTING DEPTHS AND ELEVATIONS SHOWN ON DRAWINGS ARE DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER MINIMUM AND FOR GUIDANCE ONLY; CONTRACTOR SHALL ESTABLISH ACTUAL ELEVATIONS IN FIELD. BACKFILL FINISH DETAILS AT EXPOSED CONCRETE SURFACES. WHERE APPLICABLE, LIVE LOADS HAVE BEEN REDUCED PER IBC SECTION 1607.10.2 BEHIND ALL WALLS AND PROVIDE FOR SUBSURFACE DRAINAGE AS RECOMMENDED IN THE GEOTECHNICAL REPORT. CONCRETE EXPOSED TO WEATHER 4,500 PSI 0.45 F2, S0, W0, C1 (EXTERIOR FOUNDATION WALLS, EXTERIOR SNOW DESIGN DATA: FOOTINGS WITHIN 1'-6" OF FINISHED GRADE), SOIL PROFILE TYPE SITE CLASS "D" EXTERIOR SLABS-ON-GRADE ALLOWABLE VERTICAL DESIGN PRESSURE 3,000 PSF GROUND SNOW LOAD Pg = 20 PSF (ASCE 7 FIGURE 7-1) BELOW-GRADE CONCRETE (INTERIOR 4,000 PSI 0.55 F1, S0, W0, C1 FOUNDATIONS AND EXTERIOR FOOTINGS FLAT - ROOF SNOW LOAD Pf = 25 PSF MINIMUM UNIFORM SNOW (MINIMUM SNOW LATERAL EARTH PRESSURE, LEVEL BACKFILL: BELOW 1'-6" FROM FINISHED GRADE) IN ACCORDANCE WITH SEAW WHITE PAPER 8-2010) UNRESTRAINED (ACTIVE) 35 PCF MISCELLANEOUS EXTERIOR CONCRETE 4500 PSI 0.45 F2, S0, W0, C1 SNOW EXPOSURE FACTOR Ce = 0.9 (ASCE 7 TABLE 7-2) (SLABS, SIDEWALKS AND SITE WALLS) RESTRAINED (AT-REST) 55 PCF SNOW LOAD IMPORTANCE FACTOR Is = 1.2 (RISK CATEGORY IV, ASCE 7 SECTION 7.3.3) INTERIOR SLABS-ON-GRADE 4,000 PSI 0.40 * * F0, S0, W0, C1 THERMAL FACTOR Ct = 1.0 (ASCE 7 TABLE 7-3) SEISMIC SURCHARGE 6H (PSF) * * WATER-CEMENTITIOUS MATERIAL RATIO FOR INTERIOR SLABS SHALL BE 0.40 UNLESS OTHERWISE NOTED. ALLOWABLE PASSIVE PRESSURE 325 PCF, FS = 1.5 RAIN LOAD DATA: ALLOWABLE FRICTION COEFFICIENT 0.40, FS = 1.5 CONCRETE MIXES SHALL MEET OR EXCEED THE REQUIREMENTS SPECIFIED ABOVE. MIXES SHALL BE RAIN INTENSITY 1 IN/HR (IBC FIGURE 1611.1) SUBMITTED TO THE ENGINEER AND BUILDING OFFICIAL FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE AND SHALL INCLUDE THE AMOUNTS OF CEMENT, CEMENTITIOUS MATERIAL, FINE AND COARSE RAIN LOAD 18 PSF (IBC FIGURE 1611.1) AGGREGATE, WATER AND ADMIXTURES, AS WELL AS THE WATER-CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 318, CHAPTER 26. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT IN FORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. ADMIXTURES: ALL CONCRETE, INCLUDING SLABS ON GRADE, SHALL HAVE A WATER-REDUCING ADMIXTURE COMPLYING WITH ASTM C494 ADDED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. CALCIUM CHLORIDE OR OTHER CHLORIDE ADMIXTURES SHALL NOT BE USED. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 ALL HORIZONTAL SURFACES EXPOSED TO WEATHER SHALL CONTAIN AN AIR-ENTRAINING AGENT COMPLYING PROJECT: WITH ASTM C260. THE AMOUNT OF ENTRAINED AIR SHALL BE IN ACCORDANCE WITH ACI 318-14 TABLE 19.3.3.1. TESTS FOR AIR CONTENT SHALL BE MADE AT THE DISCHARGE END OF THE TRUCK'S PLACING HOSE IN BUILDING IDENTIFIER: ACCORDANCE WITH ASTM C173. WATER / CEMENT RATIO SHALL BE MEASURED BY WEIGHT AND BE BASED ON TOTAL CEMENTITIOUS C.2 MATERIAL, INCLUDING CEMENT AND POZZOLANS SUCH AS FLY ASH AND SILICA FUME. SHEET TITLE: MAXIMUM AGGREGATE SIZE SHALL BE 1 INCH NOMINAL MAX, BUT NOT MORE THAN 3/4 TIMES THE CLEAR GENERAL DISTANCE BETWEEN REINFORCING BARS NOR 1/5 TIMES THE NARROWEST DIMENSION BETWEEN SIDES OF STRUCTURAL FORMS. MAXIMUM AGGREGATE SIZE FOR SLABS ON GRADE SHALL BE 1/3 TIMES THE SLAB THICKNESS. NOTES LEAD: PNC DRAFTER: RLC DATE: 2/28/2022 SHEET: S0.01 SHEET OF CONCRETE REINFORCEMENT: REFERENCE STANDARDS: CONCRETE REINFORCEMENT SHALL CONFORM TO ALL REQUIREMENTS ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 OF THE FOLLOWING CODES, SPECIFICATIONS, AND STANDARDS, EXCEPT AS MODIFIED BELOW: SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE" ACI SP-66 "ACI DETAILING MANUAL" ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" CRSI "PLACING REINFORCING BARS" CRSI "MANUAL OF STANDARD PRACTICE" 728 134th Street SW Suite 200 Everett, Washington 98204 MSP-1 WRI "WELDED WIRE FABRIC MANUAL OF STANDARD PRACTICE" Ph: 425.741.3800 www.reidmiddleton.com Â©Copyright 2022 Reid Middleton, Inc. MATERIALS: DEFORMED BARS ASTM A615, GRADE 60 HAN CR AT O SEISMIC DEFORMED BARS * ASTM A706, GRADE 60 LOW ALLOY N F WASH C L O IN K SMOOTH WELDED WIRE ASTM A185, Fy = 56KSI (W1.2 AND SMALLER) U E G E T T R A A O P (65 KSI FOR W1.4 AND LARGER) T N S DEFORMED WELDED WIRE ASTM A497, 70 KSI YIELD S P T R R R E R U E DEFORMED BAR ANCHORS ASTM A496, 75 KSI YIELD O C 37358 N E F T GI E BAR SUPPORTS CONFORM TO CHAPTER 3, CRSI MSP-1 ES URAL EN IN SIO ENG NAL 22 WELDED HEADED STUDS ASTM A108 2/28/ * SEISMIC DEFORMED BARS SHALL BE USED FOR LONGITUDINAL REINFORCEMENT IN COLUMNS, PILES, STRUT MEMBERS, COUPLING BEAMS, VERTICAL REINFORCEMENT IN SHEAR WALLS, AND MOMENT FRAMES. ASTM A615, GRADE 60 BARS MAY BE USED IF: ACTUAL YIELD STRENGTH BASED ON MILL TESTS DOES NOT EXCEED THE SPECIFIED STRENGTH BY MORE THAN 18 KSI (RETESTS SHALL NOT EXCEED THIS VALUE BY MORE THAN AN ADDITIONAL 3 KSI) AND RATIO OF ACTUAL TENSILE STRENGTH TO ACTUAL YIELD STRENGTH IS NOT LESS THAN 1.25. IF MILL TEST REPORTS ARE NOT AVAILABLE, LST2 REINFORCEMENT SHALL BE TESTED PER THE SPECIFICATIONS AT THE CONTRACTOR S EXPENSE. REINFORCEMENT SHALL BE PLACED AND SUPPORTED IN ACCORDANCE WITH CRSI MSP-1. REINFORCEMENT SHALL BE DETAILED IN ACCORDANCE WITH ACI SP-66. NO BENDING OR STRAIGHTENING OF REINFORCEMENT WILL BE PERMITTED AFTER PARTIAL EMBEDMENT IN CONCRETE. LAP SPLICE ALL CONTINUOUS REINFORCEMENT IN ACCORDANCE WITH REINFORCEMENT SPLICE AND DEVELOPMENT LENGTH SCHEDULE, SHEET S5.02. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 1 CROSS WIRE SPACING + 2" OR 8" WHICHEVER IS GREATER. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS OTHERWISE NOTED ON THE DRAWINGS OR APPROVED BY THE ENGINEER. WELDING OR TACK WELDING OF REINFORCING BARS OUTSIDE OF PLASTIC HINGE REGIONS TO OTHER BARS OR TO PLATES, ANGLES, ETC IS PROHIBITED, EXCEPT WHERE SPECIFICALLY APPROVED. WHERE WELDING IS APPROVED, IT SHALL BE DONE BY AWS /WABO CERTIFIED WELDERS USING E9018 ELECTRODES. WELDING PROCEDURES SHALL COMPLY WITH AWS-D1.4. MECHANICAL SPLICING OF REINFORCING BARS SHALL BE THE FOLLOWING SYSTEMS AND SHALL DEVELOP A MINIMUM OF 125% OF THE SPECIFIED YIELD STRENGTH OF THE BARS: LENTON STANDARD, LENTON LOCK, LENTON FORMSAVER, DAYTON SUPERIOR BAR LOCK L-SERIES, DAYTON SUPERIOR DBDI MECHANICAL SPLICE SYSTEM. MECHANICAL SPLICES SHALL BE INSTALLED PER MANUFACTURER'S INSTRUCTIONS AND APPLICABLE ICC OR IAPMO EVALUATION REPORTS. REVISION CONCRETE COVER: UNLESS NOTED OTHERWISE, MINIMUM CONCRETE COVER FOR REINFORCEMENT SHALL BE: SLABS ON GRADE 2" BOTTOM DATE INTERIOR WALL FACES 3/4" (#11 AND SMALLER), 1 1/2" (#14 AND #18) EXPOSED FORMED WALL FACES 1 1/2" (#5 AND SMALLER), 2" (#6 AND LARGER) NO. FOOTINGS 3" (EXCEPT 2" TOP AND FORMED SIDES) CONCRETE ANCHORAGE: EXPANSION BOLTS INTO CONCRETE SHALL BE ONE OF THE FOLLOWING. INSTALL PER MANUFACTURER'S INSTRUCTIONS AND APPLICABLE IAPMO OR ICC-ES REPORTS. NOMINAL EMBEDMENT DEPTH SHALL BE AS NOTED BELOW, UNLESS NOTED OTHERWISE. HILTI KWIK BOLT TZ (ESR-1917) 3/8" EXPANSION BOLTS 2 5/16" 1/2" EXPANSION BOLTS 3 5/8" 5/8" EXPANSION BOLTS 4 7/16" 3/4" EXPANSION BOLTS 5 9/16" SIMPSON STRONG-BOLT 2 (ESR 3037) 3/8" EXPANSION BOLTS 2 7/8" 1/2" EXPANSION BOLTS 3 7/8" 5/8" EXPANSION BOLTS 5 1/8" 3/4" EXPANSION BOLTS 5 3/4" DEWALT POWER STUD+ SD2 (ESR 2502) 3/8" EXPANSION BOLTS 2 3/8" 1/2" EXPANSION BOLTS 3 3/4" 5/8" EXPANSION BOLTS 4 7/8" 3/4" EXPANSION BOLTS 5 3/4" EPOXY-GROUTED RODS OR REBAR TO CONCRETE SHALL BE GROUTED WITH ONE OF THE FOLLOWING: HILTI HIT-RE 500-V3 (ESR 3814), HILTI HIT-HY200 (ESR-3187), SIMPSON SET-XP (ESR 2508), OR DEWALT PURE110+ (ESR-3298). INSTALL PER MANUFACTURER'S INSTRUCTIONS AND APPLICABLE IAPMO OR ICC-ES REPORTS. EMBEDMENT DEPTHS SHALL BE AS NOTED BELOW, UNLESS NOTED OTHERWISE. 3/8" ROD OR #3 BAR 4" 1/2" ROD OR #4 BAR 5" 5/8" ROD OR #5 BAR 7" 3/4" ROD OR #6 BAR 9" 7/8" ROD OR #7 BAR 12" 1" ROD OR #8 BAR 15" HEAVY DUTY SCREW ANCHORS INTO CONCRETE SHALL BE SIMPSON TITEN HD (ESR-2713), DEWALT SCREW-BOLT+ (ESR-3889) OR HILTI KWIK HUS EZ (ESR-3027). DRIVE PINS AND OTHER POWDER-ACTUATED FASTENERS SHALL BE ITW RAMSET/RED HEAD (ESR-1799), HILTI XU LOW VELOCITY (ESR-2269), OR DEWALT POWER ACTUATED FASTENERS (ESR-2024). SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: UNDERCUT ANCHORS SHALL BE USP DUC (ESR-1970), HILTI HDA (ESR-1546) OR BUILDING IDENTIFIER: POWERS ATOMIC+ UNDERCUT ANCHOR (ESR-3067). POST-INSTALLED ANCHORS SHALL NOT BE USED AS SUBSTITUTES FOR CAST-IN-PLACE ANCHOR BOLTS OR C.2 REINFORCING STEEL UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. PRODUCT SUBSTITUTES PROPOSED BY THE CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH IAPMO SHEET TITLE: OR ICC-ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. GENERAL STRUCTURAL NO REINFORCING BARS SHALL BE CUT TO PLACE POST-INSTALLED ANCHORS. ALL DEFECTIVE ANCHOR HOLES NOTES SHALL BE GROUTED WITH EPOXY ADHESIVE AND A NEW HOLE DRILLED A MINIMUM OF 3 BOLT DIAMETERS AWAY. LEAD: PNC DRAFTER: RLC DATE: 2/28/2022 SHEET: S0.02 SHEET OF SEE EARTHQUAKE DESIGN DATA SECTION OF THE GENERAL STRUCTURAL NOTES ON S0.01 FOR SEISMIC-FORCE RESISTING-SYSTEMS. SEISMIC BOLTING SPECIAL INSPECTION OF CONCRETE CONSTRUCTION SEISMIC-FORCE-RESISTING SYSTEMS (INCLUDING DRAG STRUTS AND CHORDS) ARE SUBJECT TO SPECIAL INSPECTION IN ROLLUDA ARCHITECTS, INC. QC QA ACCORDANCE WITH THE FOLLOWING SEISMIC AND NON-SEISMIC TABLES. STRUCTURAL SYSTEMS NOT PART OF THE SEISMIC-FORCE- REFERENCED IBC REFERENCED IBC 105 S MAIN ST, #323 VISUAL INSPECTION TASK PRIOR TO WELDING STANDARD VERIFICATION AND INSPECTION CONTINUOUS PERIODIC 1 SEATTLE, WA 98104 RESISTING SYSTEM NEED ONLY BE INSPECTED IN ACCORDANCE WITH NON-SEISMIC TABLES. TASK DOC TASK DOC REFERENCE STANDARD REFERENCE PHONE (206)624-4222 FAX (206)624-4226 PROPER FASTENERS SELECTED FOR THE JOINT DETAIL O - O - 1. INSPECT REINFORCEMENT AND PLACEMENT ACI 318: CH. 20, 25.2, - X 1908.4 STRUCTURAL STEEL SPECIAL INSPECTION PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL O - O - 25.3, 26.6.1 - 26.6.3 CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE 2. REINFORCING BAR WELDING: SPECIAL INSPECTION FOR STRUCTURAL STEEL SHALL BE ACCORDANCE WITH AISC 341, AISC 360, AND THE FOLLOWING INFORMATION. FAYING SURFACE CONDITION AND HOLE PREPARATION, IF O - O - a. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN SPECIFIED, MEET APPLICABLE REQUIREMENTS - X 728 134th Street SW Suite 200 TASK - INDICATES WHETHER TO OBSERVE OR PERFORM (OR BOTH) THE INSPECTION TASK. AISC 341 CH. J 1705.12.1 ASTM A706 Everett, Washington 98204 DOC - THE INSPECTOR SHALL PREPARE REPORTS INDICATING THAT THE WORK HAS BEEN PERFORMED IN ACCORDANCE WITH AWS D1.4 Ph: 425.741.3800 PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION - THE CONTRACT DOCUMENTS. P D P D b. INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM 5/16" - X ACI 318: 26.6.4 www.reidmiddleton.com PERSONNEL OBSERVED FOR FASTENER ASSEMBLIES AND Â©Copyright 2022 Reid Middleton, Inc. O - THESE FUNCTIONS ON A RANDOM, DAILY BASIS, OPERATIONS NEED NOT BE DELAYED PENDING INSPECTIONS. FREQUENCY METHOD USED c. INSPECT ALL OTHER WELDS X - OF OBSERVATIONS SHALL BE ADEQUATE TO CONFIRM THAT THE WORK HAS BEEN PERFORMED INACCORDANCE WITH THE APPLICABLE DOCUMENTS. PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS 3. INSPECT ANCHORS CAST IN CONCRETE - X ACI 318: 17.8.2 - O - O - HAN CR AND OTHER FASTENER COMPONENTS AT O P - PERFORM, FOR EACH JOINT OR MEMBER PRIOR TO THE FINAL ACCEPTANCE OF THE ITEM. 4. INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE N F WASH C L O IN K QC - TASKS INDICATED AS "QC" SHALL BE EXECUTED BY THE FABRICATOR AND ERECTOR IN ACCORDANCE WITH AISC 360 CHAPTER N. QC QA 2 U E G E MEMBERS A T T R REFERENCED IBC A O P QA - TASKS INDICATED AS "QA" SHALL BE EXECUTED BY THE SPECIAL INSPECTOR IN ACCORDANCE WITH AISC 360 CHAPTER N. VISUAL INSPECTION TASK DURING BOLTING T N TASK DOC TASK DOC STANDARD REFERENCE a. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR S S UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED X - ACI 318: 17.8.2.4 - P T R R R E R U E FASTENER ASSEMBLIES PLACED IN ALL HOLES AND WASHER O C 37358 N E STEEL DETAILS O - O - TENSION LOADS F T GI E (IF REQUIRED) ARE POSITIONED AS REQUIRED ES URAL EN IN SIO ENG b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT NAL 8/22 INSPECTION TASKS QC QA REFERENCED JOINT BOUGHT TO THE SNUG TIGHT CONDITION PRIOR TO O - O - DEFINED IN 4a - X ACI 318: 17.8.2 - 2/2 STANDARD THE PRETENSIONING OPERATION AISC 341 CH. J 1705.12.1 5. VERIFY USE OF REQUIRED DESIGN MIX 1904.1, INSPECT THE FABRICATED STEEL AND ERECTED STEEL FRAME TO VERIFY COMPLIANCE WITH FASTENER COMPONENT NOT TURNED BY THE WRENCH 1904.2, THE DETAILS SHOWN ON THE CONSTRUCTION DOCUMENTS, SUCH AS BRACES, STIFFENERS, QC QA AISC 360 CH. N PREVENTED FROM ROTATING O - O - ACI 318: - X 1908.2, MEMBER LOCATIONS AND PROPER APPLICATION OF JOINT DETAILS AT EACH CONNECTION CH. 19, 26.4.3, 26.4.4 1908.3, BOLTS ARE PRETENSIONED PROGRESSING SYSTEMATICALLY O - O - 1908.10 FROM THE MOST RIGID POINT TOWARD THE FREE EDGES 6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS ASTM C 172 WELDING QC QA REFERENCED FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT X - ASTM C 31 1908.10 VISUAL INSPECTION TASK AFTER BOLTING IBC TASK DOC TASK DOC STANDARD REFERENCE TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE ACI 318: 26.4, 26.12 INSPECTION TASKS PRIOR TO WELDING REFERENCED IBC 1908.6, STANDARD REFERENCE DOCUMENT ACCEPTED AND REJECTED CONNECTIONS P D P D AISC 341 CH. J 1705.12.1 7. INSPECT CONCRETE PLACEMENT FOR PROPER APPLICATION X - ACI 318: 26.5 1908.7, TECHNIQUES INSPECTION TASKS PRIOR TO WELDING QC QA 1908.8 WELDING PROCEDURE SPECIFICATIONS (WPSS) AVAILABLE P P 8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE - X ACI 318: 26.5.3-26.5.5 1908.9 AND TECHNIQUES MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE P P COLD-FORMED STEEL DECKS 9. INSPECT PRESTRESSED CONCRETE FOR: MATERIAL IDENTIFICATION (TYPE / GRADE) O O REFERENCED IBC a. APPLICATION OF PRESTRESSING FORCES X - WELDER IDENTIFICATION SYSTEM 1 O O INSPECTION OR EXECUTION TASKS PRIOR TO DECK PLACEMENT QC QA ACI 318: 26.10 - STANDARD REFERENCE b. GROUTING OF BONDED PRESTRESSING TENDONS X - FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY), JOINT PREPARATION, AISC 360 CH. N 1705.2.1 VERIFY COMPLIANCE OF MATERIALS (DECK AND DECK ACCESSORIES) WITH CONSTRUCTION DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL), CLEANLINESS AND AWS D1.1 P P 10. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS - X ACI 318: 26.8 - O O DOCUMENTS, INCLUDING PROFILES, MATERIAL PROPERTIES, AND BASE METAL THICKNESS SDI-QA / QC-2011 1705.2.2 (CONDITION OF STEEL SURFACES), TACKING (TACK WELD QUALITY AND LOCATION), 11. VERIFY IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF BACKING TYPE AND FIT (IF APPLICABLE) DOCUMENT ACCEPTANCE OR REJECTION OF DECK AND DECK ACCESSORIES P P TENDONS IN POST-TENSIONED CONCRETE AND PRIOR TO REMOVAL - X ACI 318: 26.11.2 - CONFIGURATION AND FINISH OF ACCESS HOLES O O REFERENCED IBC OF SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS INSPECTION OR EXECUTION TASKS AFTER DECK PLACEMENT QC QA STANDARD REFERENCE FIT-UP OF FILLET WELDS, DIMENSIONS (ALIGNMENT, GAPS AT ROOT), CLEANLINESS O O 12. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF - X ACI 318: 26.11.1.2 2 - (CONDITION OF STEEL SURFACES), TACKING (TACK WELD QUALITY AND LOCATION) VERIFY COMPLIANCE OF DECK AND ALL DECK ACCESSORIES INSTALLATION WITH CONSTRUCTION THE CONCRETE MEMBER BEING FORMED P P DOCUMENTS CHECK WELDING EQUIPMENT O - 1 WHERE APPLICABLE, SEE ALSO IBC SECTION 1705.12, SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE. SPECIFIC REQUIREMENTS FOR VERIFY DECK MATERIALS ARE REPRESENTED BY THE MILL CERTIFICATIONS THAT COMPLY WITH SDI-QA / QC-2011 1705.2.2 REFERENCED IBC N/A P SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSUED BY AN APPROVED SOURCE IN INSPECTION TASKS DURING WELDING THE CONSTRUCTION DOCUMENTS STANDARD REFERENCE ACCORDANCE WITH 17.8.2 IN ACI 318, OR OTHER QUALIFICATION PROCEDURES. WHERE SPECIFIC REQUIREMENTS ARE NOT PROVIDED INSPECTION TASKS DURING WELDING QC QA DOCUMENT ACCEPTANCE OR REJECTION OF INSTALLATION OF DECK AND DECK ACCESSORIES P P 2 SPECIAL INSPECTION REQUIREMENTS SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL AND SHALL BE APPROVED USE OF QUALIFIED WELDERS O O REFERENCED IBC BY THE BUILDING OFFICIAL PRIOR TO THE COMMENCEMENT OF WORK. INSPECTION OR EXECUTION TASKS PRIOR TO WELDING QC QA STANDARD REFERENCE CONTROL AND HANDLING OF WELDING CONSUMABLES, PACKAGING, EXPOSURE CONTROL O O NO WELDING OVER CRACKED TACK WELDS O O WELDING PROCEDURE SPECIFICATIONS (WPS) AVAILABLE O O NON-STRUCTURAL COMPONENTS SEISMIC REQUIREMENTS FOR NONSTRUCTURAL COMPONENTS ENVIRONMENTAL CONDITIONS, WIND SPEED WITHIN LIMITS, PRECIPITATION AND AISC 360 CH. N MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE O O O O 1705.2.1 SDI-QA / QC-2011 1705.2.2 REFERENCED IBC TEMPERATURE AND AWS D1.1 MATERIAL IDENTIFICATION (TYPE / GRADE) O O VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC STANDARD REFERENCED WPS FOLLOWED, SETTINGS ON WELDING EQUIPMENT, TRAVEL SPEED, SELECTED CHECK WELDING EQUIPMENT O O 1. DESIGNATED SEISMIC SYSTEM 1 WELDING MATERIALS, SHIELDING GAS TYPE / FLOW RATE, PREHEAT APPLIED, INTERPASS O O TEMPERATURE MAINTAINED (MINIMUM / MAXIMUM), PROPER POSITION (F , V , H , OH) INSPECTION OR EXECUTION TASKS DURING WELDING QC QA REFERENCED IBC a. VERIFY THE LABEL, ANCHORAGE AND MOUNTING ASCE 7 STANDARD REFERENCE X 1705.12.4 WELDING TECHNIQUES, INTERPASS AND FINAL CLEANING, EACH PASS WITHIN PROFILE CONFORMS TO THE CERTIFICATE OF COMPLIANCE SECTION 13.2 O O LIMITATIONS, EACH PASS MEETS QUALITY REQUIREMENTS USE OF QUALIFIED WELDERS O O 2. ARCHITECTURAL COMPONENTS REVISION REFERENCED IBC CONTROL AND HANDLING OF WELDING CONSUMABLES O O INSPECTION TASKS AFTER WELDING SDI-QA / QC-2011 1705.2.2 a. ERECTION AND FASTENING OF STANDARD REFERENCE 2 X - 1705.12.5 ENVIRONMENTAL CONDITIONS (WIND SPEED, MOISTURE, TEMPERATURE) O O b. EXTERIOR CLADDING INSPECTION TASKS AFTER WELDING QC QA WPS FOLLOWED O O b. ERECTION AND FASTENING OF INTERIOR AND WELDS CLEANED O O EXTERIOR NON-BEARING WALLS 2 X - 1705.12.5 REFERENCED IBC SIZE, LENGTH AND LOCATION OF WELDS P P INSPECTION OR EXECUTION TASKS AFTER WELDING QC QA STANDARD REFERENCE DATE c. ERECTION AND FASTENING OF INTERIOR AND 2 X - 1705.12.5 WELDS MEET VISUAL ACCEPTANCE CRITERIA, CRACK PROHIBITION, WELD / BASE-METAL P P VERIFY SIZE AND LOCATION OF WELDS, INCLUDING SUPPORT, SIDELAP, AND PERIMETER WELDS P P EXTERIOR VENEER NO. FUSION, CRATER CROSS SECTION, WELD PROFILES, WELD SIZE, UNDERCUT, POROSITY AISC 360 CH. N d. ANCHORAGE OF ACCESS FLOORS X - 1705.12.5.1 1705.2.1 WELDS MEET VISUAL ACCEPTANCE CRITERIA P P ARC STRIKES P P AND AWS D1.1 SDI-QA / QC-2011 1705.2.2 VERIFY REPAIR ACTIVITIES P P e. ROOF COVERINGS X - 1705.12.5 2 k-AREA 2 P P DOCUMENT ACCEPTANCE OR REJECTION OF WELDS P P f. SUSPENDED CEILING SYSTEMS X - 1705.12.5 2 BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED) P P REPAIR ACTIVITIES P P INSPECTION OR EXECUTION TASKS PRIOR TO MECHANICAL FASTENING QC QA REFERENCED IBC 3. PLUMBING, MECHANICAL AND ELECTRICAL COMPONENTS STANDARD REFERENCE DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER P P a. ANCHORAGE OF ELECTRICAL EQUIPMENT FOR X - 1705.12.6 MANUFACTURER INSTALLATION INSTRUCTIONS AVAILABLE FOR MECHANICAL FASTENERS O O EMERGENCY AND STANDBY POWER SYSTEMS 1 THE FABRICATOR OR ERECTOR, AS APPLICABLE, SHALL MAINTAIN A SYSTEM BY WHICH A WELDER WHO HAS WELDED A JOINT OR PROPER TOOLS AVAILABLE FOR FASTENER INSTALLATION O O SDI-QA / QC-2011 1705.2.2 b. ANCHORAGE OF OTHER ELECTRICAL EQUIPMENT X - 1705.12.6 MEMBER CAN BE IDENTIFIED. STAMPS, IF USED, SHALL BE THE LOW-STRESS TYPE. PROPER STORAGE FOR MECHANICAL FASTENERS O O c. INSTALLATION AND ANCHORAGE OF PIPING SYSTEM 2 WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES OR STIFFENERS HAS BEEN PERFORMED IN THE k-AREA, VISUALLY INSPECT IBC DESIGNED TO CARRY HAZARDOUS MATERIALS AND X - 1705.12.6 REFERENCED THE WEB k-AREA FOR CRACKS WITHIN 3 INCHES OF WELD. INSPECTION OR EXECUTION TASKS DURING MECHANICAL FASTENING QC QA THERE ASSOCIATED MECHANICAL UNITS STANDARD REFERENCE d. INSTALLATION AND ANCHORAGE OF DUCTWORK FASTENERS ARE POSITIONED AS REQUIRED O O X - 1705.12.6 SDI-QA / QC-2011 1705.2.2 DESIGNED TO CARRY HAZARDOUS MATERIALS REQUIRED VERIFICATION AND INSPECTION OF SOILS FASTENERS ARE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS O O e. INSTALLATION AND ANCHORAGE OF VIBRATION REFERENCED IBC ISOLATION SYSTEM WHERE THE NOMINAL CLEARANCE REFERENCE IBC INSPECTION OR EXECUTION TASKS DURING MECHANICAL FASTENING QC QA X - 1705.12.6 VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC STANDARD REFERENCE BETWEEN THE EQUIPMENT SUPPORT FRAME AND STANDARD REFERENCE RESTRAIN IS 1/4 INCH OR LESS CHECK SPACING, TYPE, AND INSTALLATION OF SUPPORT FASTENERS P P 1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO - X - 1705.6 4. STORAGE RACK ACHIEVE THE DESIGN BEARING CAPACITY CHECK SPACING, TYPE, AND INSTALLATION OF SIDELAP FASTENERS P P a. ANCHORAGE OF STORAGE RACKS 8 FEET OR GREATER 2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE CHECK SPACING, TYPE, AND INSTALLATION OF PERIMETER FASTENERS P P SDI-QA / QC-2011 1705.2.2 X - 1705.12.7 - X - 1705.6 IN HEIGHT REACHED PROPER MATERIAL VERIFY REPAIR ACTIVITIES P P 1 THE LATERAL FORCE RESISTING SYSTEM SHALL INCLUDE THE BUCKLING RESTRAINED BRACES AND THEIR CONNECTIONS, 3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL - X - 1705.6 DOCUMENT ACCEPTANCE OR REJECTION OF MECHANICAL FASTENERS P P INCLUDING WELDS AND BOLTS. THE LATERAL FORCE RESISTING SYSTEM SHALL ALSO INCLUDE STRUTS AND THEIR MATERIALS CONNECTIONS. 4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES X - - 1705.6 COLD-FORMED STEEL LIGHT GAUGE CONSTRUCTION 2 THE EXCEPTION PROVIDED IN SECTION 1705.12.5 SHALL NOT BE APPLIED TO ARCHITECTURAL ELEMENTS NOTED. INSPECTION DURING PLACEMENT AND COMPACTION OF COMPACTED FILL IS REQUIRED FOR THESE ELEMENTS. 5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC REFERENCED IBC VERIFY THAT SITE HAS BEEN PREPARED PROPERLY - X - 1705.6 STANDARD REFERENCE TESTS 1. WELDING OF SEISMIC OR WIND ELEMENTS X - 1705.12.3 CONCRETE 2. SCREW ATTACHMENT, BOLTING, ANCHORING AND FASTENING OF SHEAR 1705.11.2, WALLS, BRACES, DIAPHRAGMS, COLLECTORS / DRAG STRUTS AND X - a. VERIFICATION OF SPECIFIED CONCRETE COMPRESSIVE STRENGTH, f 'c , IN ACCORDANCE WITH ACI 318-14 SECTION 26.12. 1705.12.3 HOLDOWNS b. VERIFICATION OF SPECIFIED AIR CONTENT, SLUMP, AND TEMPERATURE IN ACCORDANCE WITH ACI 318-14 SECTION 26.12 AT TIMES FRESH CONCRETE IS SAMPLED. c. VERIFICATION OF SPECIFIED SHOTCRETE COMPRESSIVE STRENGTH, f 'c, IN ACCORDANCE WITH IBC 1908.10 AT LEAST ONCE PER SHIFT, BUT NOT LESS THAN 50 CUBIC YARDS OF SHOTCRETE. GEOTECHNICAL SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 a. VERIFICATION OF SPECIFIED FILL CLASSIFICATION MOISTURE CONTENT, AND DENSITY IN ACCORDANCE WITH THE GEOTECHNICAL REPORT. PROJECT: MASONRY BUILDING IDENTIFIER: a. VERIFICATION OF SLUMP OF FLOW AND VISUAL STABILITY INDEX (VSI) AS DELIVERED TO THE PROJECT SITE IN ACCORDANCE WITH SPECIFICATION ARTICLE 1.5 B.1.b.3 FOR SELF CONSOLIDATING GROUT. C.2 b. VERIFICATION OF F'M AND F'AAC IN ACCORDANCE WITH SPECIFICATION ARTICLE 1.4 B PRIOR TO CONSTRUCTION, EXCEPT WHERE SPECIFICALLY EXEMPTED BY THIS CODE. VERIFY SPECIFIED COMPRESSIVE STRENGTH, F'M, OF MASONRY EVERY 5,000 SQUARE FEET DURING CONSTRUCTION. SHEET TITLE: SPECIAL INSPECTION SCHEDULES LEAD: PNC DRAFTER: RLC DATE: 2/28/2022 SHEET: S0.03 SHEET OF ABBREVIATIONS ROLLUDA ARCHITECTS, INC. & AND d PENNYWEIGHT (NAILS) GA GAGE, GAUGE NF NEAR FACE SCHED SCHEDULE 105 S MAIN ST, #323 @ AT (d) DROPPED BEAM GALV GALVANIZED NIC NOT IN CONTRACT SECT SECTION SEATTLE, WA 98104 AB ANCHOR BOLT DB DIVIDER BEAM GB, GR BM GRADE BEAM NLG NAILING SHT SHEET PHONE (206)624-4222 FAX (206)624-4226 ABV ABOVE D-B DESIGN-BUILD GEN GENERAL NOM NOMINAL SHTHG SHEATHING ACI AMERICAN CONCRETE INSTITUTE DBA DEFORMED BAR ANCHOR GL, GLU LAM GLUE LAMINATED WOOD NO, # NUMBER SIM SIMILAR ADDL ADDITIONAL DBL DOUBLE GLB GLUE LAMINATED BEAM N-S NORTH-SOUTH SJI STEEL JOIST INSTITUTE ADJ ADJACENT, ADJUSTABLE DEG, Â° DEGREE GRD GIRDER NS NEAR SIDE SOG SLAB ON GRADE AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION DEMO DEMOLISH, DEMOLITION GRND GROUND NTS NOT TO SCALE SPC SPACE, SPACED, SPACING 728 134th Street SW Suite 200 AISI AMERICAN IRON AND STEEL INSTITUTE DET DETAIL GSN GENERAL STRUCTURAL NOTES SPEC SPECIFICATION Everett, Washington 98204 ALT ALTERNATE DETS DETAILS SPRT SUPPORT Ph: 425.741.3800 OC ON CENTER www.reidmiddleton.com ANCH ANCHOR DF DOUGLAS FIR SQ SQUARE APA AMERICAN PLYWOOD ASSOCIATION DIA DIAMETER HD HOLDOWN OD OUTSIDE DIAMETER SST STAINLESS STEEL Â©Copyright 2022 Reid Middleton, Inc. HDR HEADER O.F. OUTSIDE FACE APPROX APPROXIMATE DIAG DIAGONAL SSH SHORT SLOTTED HOLE HGR HANGER OPNG OPENING AR ANCHOR ROD DIAPH DIAPHRAGM STAG STAGGER, STAGGERED HK HOOK OPP OPPOSITE ATHAN CR ARCH ARCHITECT, ARCHITECTURAL DICA DRILLED-IN CONCRETE ANCHOR STD STANDARD N F WASH OC HORIZ HORIZONTAL OSB ORIENTED STRAND LUMBER L O IN K ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS DIM DIMENSION STIFF STIFFENER U E G E T T R HPT HIGH POINT OSH OVERSIZED HOLE A O A ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS DIST DISTANCE STIR STIRRUP P T N AWS AMERICAN WELDING SOCIETY DL DEAD LOAD HSB HIGH STRENGTH BOLT OWJ OPEN WEB JOIST STL STEEL S HSS HOLLOW STRUCTURAL SECTION S P T R DN DOWN STRUCT STRUCTURAL R R E R U E HT HEIGHT O C 37358 N E DO DITTO PA POWDER ACTUATED SW SHEAR WALL F T GI E B/ BOTTOM OF ES URAL EN IN DP DEEP PCC PRECAST CONCRETE SWS SHEAR WALL SCHEDULE SIO ENG NAL 22 BAL BALANCE DS DRAG STRUT SYMM SYMMETRICAL, SYMMETRY 2/28/ IBC INTERNATIONAL BUILDING CODE PCF POUNDS PER CUBIC FOOT BC BOTTOM CHORD DWG DRAWING ID INSIDE DIAMETER PEN PENETRATION BF BRACED FRAME DWL DOWEL I.F. INSIDE FACE PERP PERPENDICULAR BLDG BUILDING DWLS DOWELS IJ ISOLATION JOINT PL PLATE, PROPERTY LINE T/ TOP OF BLKG BLOCKING IN, " INCH PLCS PLACES T&B TOP AND BOTTOM BM BEAM INCL INCLUDE PLF POUNDS PER LINEAR FOOT T&G TONGUE AND GROOVE BMS BEAMS (E), EXIST EXISTING EA EACH, EPOXY (ADHESIVE) ANCHOR INFO INFORMATION PLWD PLYWOOD TBD TO BE DETERMINED BOF BOTTOM OF FOOTING EE EACH END INT INTERIOR PNL PANEL TC TOP CHORD BOT BOTTOM PP, PJP PARTIAL JOINT PENETRATION TEMP TEMPERATURE BP, B PL BASE PLATE EF EACH FACE PRCST PRECAST THK THICK, THICKNESS BR BRACE EJ EXPANSION JOINT JST JOIST PREFAB PREFABRICATED THP TENDON HIGH POINT BRB BUCKLING RESTRAINED BRACED FRAMES EL ELEVATION JSTS JOISTS PS PRESTRESSED CONCRETE THRU THROUGH BRG BEARING ELEC ELECTRICAL JT JOINT ELEV ELEVATOR PSF POUNDS PER SQUARE FOOT TOC TOP OF CONCRETE BTWN BETWEEN PSI POUNDS PER SQUARE INCH TOF TOP OF FOOTING BU BUILT-UP EMBED EMBEDMENT ENGR ENGINEER K KIP (1,000 LB) PSL PARALLEL STRAND LUMBER TOS TOP OF STEEL EQ EQUAL KSF KIPS PER SQUARE FOOT P-T POINT, PRESSURE TREATED TOW TOP OF WALL C CAMBER, CHANNEL KSI KIPS PER SQUARE INCH PT POST-TENSIONED TR THREADED ROD CA CONCRETE (EXPANSION) ANCHOR EQUIP EQUIPMENT PVC POLYVINYL CHLORIDE TRANS TRANSVERSE CANTIL CANTILEVER ES EACH SIDE ETC ET CETERA L LENGTH, ANGLE TYP TYPICAL CAP CAPACITY CC CENTER-TO-CENTER E-W EAST-WEST LB, # POUND R, RAD RADIUS TWS THREADED WELDED STUD CDF CONTROL DENSITY FILL EW EACH WAY LEV LEVEL RD ROOF DRAIN CG CENTER OF GRAVITY EXP EXPANSION LF LINEAL FOOT REBAR REINFORCING STEEL BARS CIP CAST-IN-PLACE EXT EXTERIOR LL LIVE LOAD REF REFERENCE UNO UNLESS NOTED OTHERWISE CJ CONTROL JOINT, CONSTRUCTION JOINT EXT GR EXTERIOR GRADE LLBB LONG LEGS BACK TO BACK REINF REINFORCE, REINFORCING CJP, CP COMPLETE JOINT PENETRATION LLH LONG LEG HORIZONTAL REM REMAINDER CL CENTERLINE FB FLUSH BEAM LLV LONG LEG VERTICAL REQD REQUIRED VERT VERTICAL CLR CLEAR FD FLOOR DRAIN LOC LOCATION, LOCATE RM BD RIM BOARD CMU CONCRETE MASONRY UNIT FDN FOUNDATION LOCS LOCATIONS RTN RETURN W/ WITH COL COLUMN FEMA FEDERAL EMERGENCY MANAGEMENT AGENCY LONGIT LONGITUDINAL W WIDTH, WIDE FLANGE COLS COLUMNS FF FINISH FLOOR LP LOW POINT WF WIDE FLANGE CONC CONCRETE FIN FINISH LPT LOW POINT WD WOOD CONN CONNECTION FLR FLOOR LSH LONG SLOTTED HOLE WHS WELDED HEADED STUD CONST CONSTRUCTION FLG FLANGE LSL LAMINATED STRAND LUMBER WIJ WOOD I-JOIST CONT CONTINUE, CONTINUOUS FOS FACE OF STUD LVL LAMINATED VENEER LUMBER W/O WITHOUT CONTR CONTRACTOR FS FAR SIDE WP WORK POINT COORD COORDINATE FT, ' FEET MATL MATERIAL WT WEIGHT CRSI CONCRETE REINFORCED STEEL INSTITUTE FTG FOOTING MAX MAXIMUM WWR WELDED WIRE REINFORCEMENT CTR CENTER, CENTERED FTGS FOOTINGS MB MACHINE BOLT CU YD CUBIC YARD MECH MECHANICAL MF MOMENT FRAME MFR MANUFACTURER MIN MINIMUM MISC MISCELLANEOUS MPH MILES PER HOUR REVISION MTL METAL SYMBOLS DATE NO. DETAIL IDENTIFIERS CONCRETE SYMBOLS GENERAL SYMBOLS FX FOOTING TYPE SECTION / DETAIL / ELEVATION NUMBER E GRID BUBBLE (xx'-xx") FOOTING ELEVATION PER PLAN SHEET NUMBER WHERE DRAWN CONCRETE CURB / PARTIAL HEIGHT WALL GRID LINE INDICATES DIRECTION OF CUTTING PLANE CONCRETE WALL BELOW THIS LEVEL SEE X/SX.XX X/SX.XX SOIL FOR ADDL INFO CONCRETE COLUMN BELOW THIS LEVEL SHEET NUMBER WHERE TEXT NOTATION SECTION GRAVEL SECTION IS SHOWN E #5 EPOXY COATED REBAR NUMBER OF SECTION, DETAIL OR ELEVATION OPENING IN FLOOR OR WALL CONNECTORS X X SX.XX PLAN SECTION REFERENCE LINE, EXISTING OR SX.XX ARCHITECTURAL ELEMENTS SHEET NUMBER WHERE SHEET NUMBER WHERE CONCRETE ANCHOR BOLT ELEVATION DATUM ELEVATION IS SHOWN DETAIL IS SHOWN ELEVATION DETAIL DRILLED IN CONCRETE ANCHOR WP WORKPOINT SLOPE PER ARCHITECTURAL BOLT SURFACE - SLOPE UP NAIL SURFACE - SLOPE DOWN SURFACE - SLOPE TWO WAYS SURFACE - STEPPED SURFACE - STEPPED AND SLOPED RAISED SLAB CHANGE OF SLAB THICKNESS SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 DIRECTION OF FRAMING SPAN PROJECT: BUILDING IDENTIFIER: LIMIT OF SPAN C.2 CONTINUOUS EXTENT SHEET TITLE: DIRECTION OF DECK OR FLOOR ABBREVIATIONS AND SYMBOLS LIMIT OF DECK OR FLOOR CONTINUOUS DECK OR FLOOR LEAD: PNC LIMIT OF DECK OR FLOOR DRAFTER: RLC DATE: 2/28/2022 SHEET: S0.04 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com Â©Copyright 2022 Reid Middleton, Inc. HAN CR AT O N F WASH C L O IN K U E G E T T R A A O P T N S S P T R R R E R U E O C 37358 N E F T GI E ES URAL EN IN SIO ENG NAL 22 8/ 2/2 A B C 50'-0" 25'-0" 25'-0" BLOCK OUT CONC CURB AS REQD FOR BLOCK OUT CONC CURB AS REQD FOR RIGID FRAME BASE PLATES, TYP RIGID FRAME BASE PLATES, TYP REVISION 1 DATE PRE-ENGINEERED METAL BUILDING NO. FRAMING BY PRE-ENGINEERED METAL BUILDING SUPPLIER, TYP F6 F6 ELEC ROOM F8 102 1'-4"1'-4"x1'-4" DP THICKENED 97 SF SOG, TYP EACH WAY PRE-ENGINEERED METAL BUILDING NOTES: BTWN FOOTINGS F6 THE FOUNDATION DESIGN HAS BEEN BASED ON PRELIMINARY LOAD REACTIONS FROM THE BUILDING COLUMNS. THE FOUNDATION REQUIRES FURTHER COORDINATION AFTER BIDDING ONCE THE MANUFACTURER'S SUBMITTAL IS REVIEWED. COLUMN LOAD SUMMARIES SHALL BE PROVIDED, WHICH COMPILES LOAD COMBINATIONS. THE FOUNDATION SHOULD NOT BE INSTALLED PRIOR TO OUR REVIEW. BUILDING COLUMNS SHALL NOT RELY ON BASE FIXITY WITH THE FOUNDATIONS. REFER TO THE SPECIFICATIONS AND ARCHITECTURAL DRAWINGS FOR ADDITIONAL REQUIREMENTS. T/ SLAB EL = 0'-0", TYP ALONG T/ FTG EL= -1'-4" TYP, UNO GRIDS A, B, C, 1, AND 2 PLAN NOTES: F6 1. SEE ARCHITECTURAL AND PEMB (PRE-ENGINEERED METAL BUILDING) DRAWINGS FOR COLUMN AND GRID LOCATIONS AND FOR LAYOUT, DIMENSION, AND FINISH INFORMATION NOT SHOWN. T/ SLAB EL = -0'-2" AT TRENCH HEATED DRAIN, TYP (2) LOCS 2. SEE GEOTECHNICAL REPORT FOR SUB-GRADE PREPARATION, INCLUDING CAPILLARY AND PARKING VAPOR BARRIER. 40'-0" 101 3. TOP OF FOOTING ELEVATION INDICATES TOP OF FOOTINGS RELATIVE TO THE TOP OF SLAB 6" SOG W/ #4 @ 12" 1880 SF ELEVATION AT BUILDING PERIMETER. REFERENCE ELEVATION 0'-0" = 134.15' PER CIVIL. EACH WAY, MID-DEPTH 4. CONTRACTOR SHALL VERIFY FLOOR PENETRATIONS AND DIMENSIONS WITH 5 ARCHITECTURAL, MECHANICAL, AND ELECTRICAL. OPENINGS OCCUR WHERE ANY DUCT, S7.01 TYP AT DOORWAYS CONDUIT, PLUMBING, OR OTHER IMPLEMENT PASSES THROUGH THE FLOOR. SEE TYPICAL AND OPENINGS STRUCTURAL DETAILS FOR FRAMING AT THESE LOCATIONS. FOOTING SCHEDULE TOP BOTTOM MARK WIDTH LENGTH DEPTH REINFORCING REINFORCING F6 F6 F6 6'-0" 6'-0" 2'-4" (10) #7 EACH WAY (10) #7 EACH WAY 4 F8 8'-0" 8'-0" 2'-4" (10) #8 EACH WAY (10) #8 EACH WAY F8 S7.01 TYP, F6 F6 UNO SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 INDICATED INDICATED INDICATED INDICATED PROJECT: MAXIMUM MAXIMUM MAXIMUM MAXIMUM MAXIMUM MAXIMUM MAXIMUM MAXIMUM BUILDING IDENTIFIER: FOUNDATION VERTICAL UPLIFT HORIZONTAL LONGITUDINAL LENGTH WIDTH DEPTH 2 LOCATION VERTICAL UPLIFT HORIZONTAL LONGITUDINAL NUMBER LOAD FORCE LOAD LOAD (FEET) (FEET) (INCH) REACTION FORCE REACTION REACTION (K) (K) (K) (K) (K) (K) (K) (K) 2'-0" T/ SLAB EL = 0'-0", TYP ALONG 1 A-2 5.15 7.96 -8.28 -6.44 5.39 3.18 -2.06 -5.31 6.00 6.00 28 C.2 GRIDS A, B, C, 1, AND 2 2 A-1.75 10.82 11.41 -10.16 -7.67 1.29 1.28 0.00 0.00 6.00 6.00 28 3 A-1.25 10.82 11.41 -9.97 -7.67 1.29 1.28 0.00 0.00 6.00 6.00 28 SHEET TITLE: 4 A-1 5.03 7.96 -8.43 -6.44 5.32 3.18 0.00 0.00 6.00 6.00 28 FRAMING PLANS 5 B-2 30.27 20.34 -15.80 -5.22 11.53 7.14 -2.06 -5.31 8.00 8.00 28 CONC FTG AT EXT, 6 B-1 30.27 20.34 -15.80 -5.22 11.17 7.14 -2.06 -5.31 8.00 8.00 28 2'-0" W x 1'-0" DP CONTSEE 5/S7.01, TYP UNO 7 C-2 5.14 7.96 -8.28 -6.44 5.39 3.18 0.00 0.00 6.00 6.00 28 8 C-1.75 10.82 11.41 -10.17 -7.67 1.29 1.28 0.00 0.00 6.00 6.00 28 LEAD: PNC 9 C-1.25 10.82 11.41 -9.96 -7.67 1.29 1.28 0.00 0.00 6.00 6.00 28 DRAFTER: RLC 10 C-1 5.03 7.96 -8.44 -6.44 5.32 3.18 -2.06 -5.31 6.00 6.00 28 TRUE DATE: 2/28/2022 SHEET: FOUNDATION AND FIRST FLOOR PLAN N S2.01 1/4" = 1'-0" 1 SHEET OF 3" MIN5/ 16" CLEAN SURFACE PRIOR TO CONC POUR 1'-0" MAX CONC PAD f'c=3,000 PSI 9" MAX SEE ARCH, #4 @ 12" EW MECH, & ELEC ROLLUDA ARCHITECTS, INC. 5/ 16" Ld 105 S MAIN ST, #323 8" 5/ SEATTLE, WA 98104 TYP PHONE (206)624-4222 FAX (206)624-4226 LR 3/ 16" 6" C 2" YP #4x @ 18" AROUND PERIMETER OF PAD, DRILL 3'-0" DIA MAX T 3 1/2" & GROUT W/ NON-SHRINK GROUT INTO SLAB, TYP 728 134th Street SW Suite 200 EQUIPMENT PAD Everett, Washington 98204 Ph: 425.741.3800 www.reidmiddleton.com Â©Copyright 2022 Reid Middleton, Inc. 6" TO 8", SEE ARCH, 9" TO 1'-6", SEE ARCH, MECH & ELEC MECH & ELEC HAN CR AT O N F WASH C L O IN K (1) #4 CONT U E G E T T R A A O 3/ 8" 3/ 4" P T N (2) #5 BARS, TYP #4 @ 18" DRILL (2) #4 CONT S S 1'-0" MAX SEE ARCH, P T R & GROUT W/ R R E R U E O C 37358 N E NOTES: MECH, & ELEC, TYP NON-SHRINK F T GI E E URAL EN IN 1/ 2" GROUT INTO SLAB SSIO ENG NAL 22 8/ 1. HORIZONTAL AND VERTICAL WALL REINFORCING NOT SHOWN FOR CLARITY. 2/2 2. TERMINATE INTERRUPTED HORIZONTAL AND VERTICAL REINFORCEMENT WITH A 3/ 16" STANDARD HOOK. 3 1/2" TYP 3. REFER TO CIVIL AND MECHANICAL DRAWINGS FOR LOCATIONS OF PIPE PENETRATIONS. EQUIPMENT CURBS TYPICAL REINFORCING AT PIPE PENETRATION IN WALL TYPICAL CURB AND PAD ON CONCRETE SLAB DETAILS NTS 4 NTS 5 Ld 3xD OR 6" CLR TYP PIPE SLEEVES: . (WHICHEVER IS GREATER) ID OF SLEEVE SHALL BE 2" MIN LARGER MIN BTWN ADJ PIPE SLEEVES THAN OD OF PIPE FTG REINF TO BE CONT FDN WALL TRENCH MIN 3" CLR D NO PIPE SHALLPASS THRU FTG 4" MIN 2" CLRTYP 2'-0"3/ 4" MAX OPTIONAL 6" MIN 9" 1'-6" . Lb Lb 5/ 16" CONST JT MIN (1) BAR EACH SIDE, TYP (1) BAR 2LdDIAG MIN 1 AT MID-DEPTH, TYP SIZE & QUANTITY FTG PER PLAN 2 TO MATCH FTG REINF SECTION PLAN ELEVATION EXCAVATION FOR NOTES: NOTES: PIPE TRENCH PARALLEL TO FTG NOT ALLOWED 1. BAR SIZE TO MATCH SLAB REINFORCING. 1. PIPE MUST RUN PERPENDICULAR THROUGH WALL. BELOW THIS LINE 2. IF TWO LAYERS OF STEEL IN SLAB, PROVIDE OPENING REINFORCEMENT FOR EACH LAYER. 2. MAXIMUM SLEEVE DIAMETER EQUAL TO 8". REVISION TYPICAL REINFORCING AT SLAB ON GRADE OPENING TYPICAL PIPE ENCASEMENTAT FOOTING NTS 9 NTS 10 MINIMUM STRAIGHT DEVELOPMENT LENGTH (Lb) DATE I f'c = 4,000 to 5,000 PSI NO. BAR SIZE TOP BARS OTHER BARS 1/8" MIN SAWCUT OR FORMED # 3 19" 15" CJ TO BE FILLED # 4 25" 19" DEPTH W/ JOINT FILLER 1/4" SLAB # 5 31" 24" # 6 37" 29" # 7 54" 42" # 8 62" 48" # 9 70" 54" SUB BASE PER # 10 79" 61" SOIL REPORT CUT HALF OF REINF AT CJ # 11 87" 67" "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH CONTROL JOINT OF CONCRETE CAST BELOW THEM. IF CLEAR CONCRETE COVER IS LESS THAN 1x THE DIAMETER OF THE BAR OR THE CENTER-TO-CENTER SPACING IS LESS THAN (3) BAR DIAMETERS, THEN VALUES SHALL BE INCREASED BY 50%. NOTES: MINIMUM LAP SPLICE LENGTHS (Lb) (CLASS B) 1. REFER TO PLANS FOR SLAB THICKNESS AND REINFORCING. I I f'c = 4,000 to 5,000 PSI 2. CONTROL JOINTS TO BE SPACED AT 20'-0" ON CENTER MAXIMUM, EACH WAY. RATIO OF DISTANCE BETWEEN CONTROL JOINTS IN EACH DIRECTION FOR A SLAB PANEL BAR SIZE TOP BARS OTHER BARS SHALL NOT EXCEED 1.5. CONSTRUCTION JOINTS PER THIS DETAIL SHALL BE CONSIDERED AS CONTROL JOINTS FOR CONTROL JOINT SPACING REQUIREMENTS. # 3 25" 19" # 4 33" 25" # 5 40" 31" # 6 48" 37" TYPICAL SLAB ON GRADE JOINT DETAILS # 7 71" 54" NTS 14 # 8 81" 62" # 9 91" 70" # 10 103" 79" # 11 114" 87" LL bt Lbt L INTERSECTING BAR Lbt "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH W/ STD HOOK. OF CONCRETE CAST BELOW THEM. UP TO 2'-0" TO 4'-0" CORNER BAR Lbt. 2'-0" IF CLEAR CONCRETE COVER IS LESS THAN 1x THE DIAMETER OF THE BAR OR THE CENTER-TO-CENTER SPACING IS LESS THAN (3) BAR DIAMETERS, THEN VALUES SHALL BE INCREASED BY 50%. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 bt LL Lbt MINIMUM EMBEDMENT LENGTHS (Ldh) FOR STANDARD END HOOKS PROJECT: I I I L #3 @ 8" TYP WALL STL BUILDING IDENTIFIER: W/ 180Âº HOOKS W/ 180Â° HOOKS BAR SIZE f'c = 4,000 to 5,000 PSI # 3 6" # 4 7" C.2 # 5 9" UP TO 2'-0" TO 4'-0" # 6 10" 2'-0" # 7 12" SHEET TITLE: # 8 14" TYPICAL # 9 15" CONCRETE # 10 17" DETAILS # 11 19" END BAR bt NOTES: LL LEAD: PNC 1. SIDE COVER MUST BE EQUAL TO OR GREATER THAN 2 1/2". DRAFTER: RLC #3 @ 8" TYP WALL STL DATE: 2/28/2022 W/ 180Â° HOOKS 2. END COVER FOR 90 DEGREE HOOKS MUST BE EQUAL TO OR GREATER THAN 2". SHEET: S7.00 TYPICAL CONCRETE WALL PLAN DETAILS DEVELOPMENT AND SPLICE LENGTH TABLES NTS 19 NTS 20 SHEET OF GRID GRID #4 x 6'-0" @ 12" OC INTO WALKWAY PAVING, COORD W/ CIVIL ROLLUDA ARCHITECTS, INC. SOG & REINF PER PLAN, (2) #5 CONT, TOP 105 S MAIN ST, #323 (2) #4 CONT, TOP 8" HOOK AT EDGE OF SLAB SEATTLE, WA 98104 #4 VERT x 2'-0" @ 12" EXT GRADE OR PAVING PHONE (206)624-4222 WATERSTOP, SEE ARCH, TYP PER CIVIL / LANDSCAPE FAX (206)624-4226 EL PER PLAN EXT GR OR PAVING PER CIVIL / LANDSCAPE 6" COORD CAPILLARY BREAK AND VAPOR 728 134th Street SW Suite 200 BARRIER WITH THE BACKFILL CONCURRENTLY Everett, Washington 98204 EACH SIDE OF STEM WALL Ph: 425.741.3800 GEOTECHNICAL www.reidmiddleton.com REPORT & ARCH RIGID INSULATION Â©Copyright 2022 Reid Middleton, Inc. PER ARCH 1'-6" MIN #5 @ 12" HORIZ EL PER PLAN (10) #4 x @ 6" AT EACH HAN CR STEM WALL & FTG PER NAT O FTG, #4 x @ 12", UNO F WASH C L O IN K ADJACENT DETAILS U E G E T T R A A O P T N SEE PLAN S S P T R R R E R FOOTING PER PLAN U E O C 37358 N E F T GI E WHERE OCCURS FTG PER PLAN BEYOND ES URAL EN IN SIO ENG NAL 22 (4) #5 CONT EQ 12" EQ 2/28/ 8" #4 @ 12" HORIZ MIN SEE PLAN NOTE: NOTE: 1. FOR ADDITIONAL INFORMATION AND REINFORCING NOT NOTED SEE 5/S7.01. 1. SEE 4/S7.01 AT CURB LOCATIONS. COORDINATE WITH ARCHITECTURAL. EXTERIOR STEM WALL AT CONCRETE CURB EXTERIOR STEM WALL AT DOORWAYS NTS 4 NTS 5 (11) #4 x @ 3" AT FACE OF EACH FTG, #4 x @ 6", UNO SOG & REINF PER PLAN 1 1 SEE PLAN (5) #6 CONT, LAP 3'-0" AS REQD, HOOK AT ENDS ALIGNMENT OF HOOKED ANCHORS AT FTG BEYOND, SEE 15/S7.01 NOTE: 1. SEE 15/S7.01 FOR END CONNECTIONS AT FOOTINGS. REVISION TIE BEAM SECTION NTS 10 DATE NO. CL COL & FTG TRENCH DRAIN PER MECH, COORD DEPTH W/ STL COL PER PLAN BASE PL & ANCHOR 6" 6" TRENCH DRAIN MFR, COORD REBAR LOC IN ROD PER 20/S7.01 TIE BEAM AT SOME LOC, TRENCH DRAIN SINCE TRENCH DEPTH VARIES SEE PLAN & 10/S7.01 #4 x @ 12" BECAUSE OF SLOPE OF DRAIN CONC CURB 6" HT x 8" W FOR ADDL INFO APPARATUS BAY SOG 2" CLR 1/8" MIN SAWCUT OR FORMED EXT GRADE OR PAVING 1'-0" PER CIVIL / LANDSCAPE THREE ROWS OF (3) #6 x & REINF PER PLAN CONST JT TO BE FILLED W/ (9 TOTAL) TYP JT FILLER, TYP N A L 't' P E E S T / FTG EL PER PLAN E E 10" S, EQ EQ D ROUGHEN TOP E H PLAN OF FTG TO 1/4" C (4) #5 CONT 1'-4" LONG SMOOTH DWL BAR @ 12" W/ DEPTH PERS AMPLITUDE AT TIE BEAM, TYP 6" 6" DIA = t/8, INSTALL FLUSH AGAINST UNDERSIDE OR PERP SLAB REINF, TYP REINF PER FTG PER MFR SCHED, SEE PLAN 3" CLR (8" MAX) (2) #5 x 36" 3" CLR, TYP FTG SIZE PER SCHED SEE PLAN SLAB AT TRENCH DRAIN SPREAD FOOTING DETAIL NTS 14 NTS 15 60" WALL PER DETAILS #5 x CTRD IN SLAB AT EA EXT COL COL BY PEMB DESIGNER 20A PLAN #4 TIES @ 4" OC #5 "HAIR PIN" x PER PLAN AT EA COL (8) #6 VERTS SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 CONC CURB 6" HT x 8" W SOG PER PLAN 2" CLR PROJECT: PLACE FIRST TIE 3" CLR ANCH PATTERN, SIZE, AND BUILDING IDENTIFIER: 1'-0" 3" FROM T/ OF SLAB MATERIAL INFORMATION BY CL OF COL PEMB DESIGNER RE C.2 H 1'-0" S A W SHEET TITLE: F CONTINUE SLAB EDGE P O OR STEM WALL REINF TYPICAL O THRU PIER CONCRETE T 9" O DETAILS EMBED ANCHORS 3'-2"T MIN STEM WALL OR DOWN TURNED SLAB EDGE LEAD: PNC PER DETAILS DRAFTER: RLC DATE: 2/28/2022 PROVIDE DOUBLE HEAVY-HEX NUTS AND WASHERS 20A PLAN SHEET: FTG PER PLAN ON EMBEDDED ENDS OF ANCHORS, TYP S7.01 COLUMN BASE DETAIL NTS 20 SHEET OF GENERAL PIPING SPECIALTIES REFRIGERANT PIPING SYSTEM INLETS AND OUTLETS ROLLUDA ARCHITECTS, INC. GRILLE REGISTER OR 105 S MAIN ST, #323 NEW MECHANICAL WORK UNION X"RLL REFRIGERANT LIQUID LINE DIFFUSER TYPE SEATTLE, WA 98104 PHONE (206)624-4222 MATCHLINE OR PROPERTY 24x24 RUNOUT SIZE (INCHES) FLANGE X"RSL REFRIGERANT SUCTION LINE A FAX (206)624-4226 LINE 500 AIR QUANTITY (CFM) ENLARGED PLAN BOUNDARY FLEX CONNECTOR CEILING DIFFUSER 1 DUCTWORK DETAIL/PLAN IDENTIFIER STRAINER M1.01 BDD 1-WAY DIRECTION FLOW STRAINER WITH BLOW OFF VALVE BACKDRAFT DAMPER 2-WAY DIRECTION FLOW 1 SECTION IDENTIFIER THERMOMETER M1.01 VOLUME DAMPER 3-WAY DIRECTION FLOW PRESSURE GAGE FLEXIBLE CONNECTION TO REVISION DEFINITION AREA, MECHANICAL EQUIPMENT AREA ENCIRCLED CONTAINS CHANGES MADE TRANSITION - FROM SUBSEQUENT TO PREVIOUS RECTANGULAR TO ROUND RETURN/RELIEF AIR GRILLE ISSUE SOIL AND WASTE WATER PIPING SYSTEM TRANSITION - FROM ROUND 1201 third avenue, ste 600 TO RECTANGULAR seattle, wa 98101 1 REVISION CALLOUT EXHAUST AIR GRILLE SANITARY SEWER/WASTE RISE IN DUCT 206.448.3376 UNDERGROUND (D=DROP IN DUCT) 1 FLAG NOTE CALLOUT R SANITARY SEWER/WASTE www.hargis.biz DUCT SIZE (CLEAR INSIDE LINEAR DIFFUSER/GRILLE ABOVE GROUND 16x8 AHU-01 MECHANICAL EQUIPMENT TAG DIMENSION) 16x8 SUPPLY GRILLE VENT PIPING RECTANGULAR DUCT UP X"VTR NORTH ARROW RETURN/EXHAUST GRILLE RECTANGULAR DUCT DN FLOOR DRAIN/FUNNEL FLOOR TRANSFER GRILLE DRAIN INVERT ELEVATION OR POC ROUND DUCT UP RETURN/EXHAUST AIRFLOW TRENCH DRAIN XX-1 PLUMBING FIXTURE TAG ROUND DUCT DN ("XX" INDICATES TYPE) SUPPLY AIR FLOW CO CLEANOUT FLEXIBLE DUCTWORK CLEANOUT - FLUSH WITH FCO TRANSITION OR REDUCER FLOOR PIPING (FOT=FLAT ON TOP, FOB=FLAT CONTROLS (PLAN VIEW) ON BOTTOM) TRANSITION - ECCENTRIC 1"CW PIPE SIZE AND SYSTEM TYPE DOMESTIC WATER PIPING SYSTEM T THERMOSTAT OR TEMPERATURE TU-XX SENSOR 45Â° ELBOW, SENSOR: SHOWN WITH GUARD 1"CW R/D OR R/W=1.5 S DOMESTIC COLD WATER (TYPICAL ALL SENSORS) PIPE ELBOW UP OR PIPE TEE 90Â° ELBOW, CO CARBON MONOXIDE SENSOR UP AND DOWN HOSE BIBB/WALL HYDRANT R/D OR R/W=1.5 PIPE ELBOW DOWN NO2 CARBON DIOXIDE SENSOR TRAP PRIMER BOX SQUARE CORNER ELBOW WITH PIPE TEE UP TURNING VANES M MOTORIZED DAMPER PIPE TEE DOWN 90Â° TAKE-OFF WITH 45Â° TAPER DDC DIRECT DIGITAL CONTROL PANEL PIPE RISE 45Â° TAKE-OFF S SWITCH BY MECHANICAL PIPE CAP X PIPE PLUG WYE FITTING FLOW DIRECTION RADIUS TEE PIPE BREAK PIPE CONNECTION SQUARE TEE WITH TURNING VANES VALVES BULLHEAD TEE VALVE: GATE, BALL, BUTTERFLY (REFER TO SECTION THRU RECTANGULAR SPECIFICATIONS) SUPPLY AIR DUCT PRESSURE RELIEF VALVE SECTION THRU RECTANGULAR REVISION TEMPERATURE AND PRESSURE RETURN OR OUTSIDE AIR DUCT SAFETY RELIEF VALVE SAFETY RELIEF VALVE SECTION THRU RECTANGULAR EXHAUST AIR DUCT SECTION THRU ROUND SUPPLY AIR DUCT DATE SECTION THRU ROUND RETURN OR OUTSIDE AIR DUCT NO. SECTION THRU ROUND EXHAUST AIR DUCT NOT ALL SYMBOLS MAY APPEAR ON THE DRAWINGS SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: MECHANICAL LEGEND LEAD: BC DRAFTER: SF/JS DATE: 03/22/22 SHEET: M0.01 SHEET OF ABBREVIATIONS GENERAL NOTES - MECHANICAL SHEET METAL NOTES NON-STRUCTURAL MECHANICAL COMPONENT NOTES ROLLUDA ARCHITECTS, INC. Ã¸ DIAMETER, PHASE MERV MINIMUM EFFICIENCY REPORTING VALVE 1. COORDINATE MECHANICAL WORK WITH THAT OF OTHER 1. VOLUME DAMPERS: PROVIDE A MANUAL VOLUME 1. THE COMPONENT IMPORTANCE FACTOR (Ip) FOR ALL NON- 105 S MAIN ST, #323 MIN MINIMUM TRADES (ELECTRICAL, ARCHITECTURAL, STRUCTURAL, DAMPER FOR EACH SUPPLY, RETURN, AND EXHAUST STRUCTURAL COMPONENTS SHALL BE: SEATTLE, WA 98104 CIVIL, AND LANDSCAPE). REFER TO ELECTRICAL, OPENING, LOCATED AS FAR UPSTREAM AS POSSIBLE PHONE (206)624-4222 A AIR, AMPS MOCP MAXIMUM OVERCURRENT PROTECTION FAX (206)624-4226 ARCHITECTURAL, STRUCTURAL, CIVIL, AND LANDSCAPE FROM THE OPENING. PROVIDE A MANUAL VOLUME Ip = 1.5 ABV ABOVE MOD MOTOR OPERATED DAMPER DRAWINGS AND SPECIFICATIONS. COORDINATION DAMPER FOR BRANCH MAINS SERVING MORE THAN ONE AC AIR CONDITIONER SHALL OCCUR PRIOR TO FABRICATION, PURCHASE, OPENING. ADA AMERICANS WITH DISABILITIES ACT NA NOT APPLICABLE AND/OR INSTALLATION OF ALL WORK. 2. THE FOLLOWING ITEMS ARE TAKEN DIRECTLY FROM THE AFF ABOVE FINISHED FLOOR NC NORMALLY CLOSED, NOISE CRITERIA 2. BACKDRAFT DAMPERS: PROVIDE ADJACENT TO 2018 INTERNATIONAL BUILDING CODE AND FROM THE 2. COORDINATE PLUMBING AND HVAC SYSTEMS ROUTING LOUVERS UNLESS MOTOR OPERATED DAMPERS AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE) AG ABOVE GROUND NIC NOT IN CONTRACT PRIOR TO INSTALLATION. DURING LAYOUT PROVIDED. STANDARD 7. THE CONTRACTOR SHALL REFER TO THE AHJ AUTHORITY HAVING JURISDICTION NO NORMALLY OPEN, NITROUS OXIDE COORDINATION, DUCTWORK TAKES PRECEDENCE OVER ABOVE FOR ADDITIONAL INFORMATION, EXCEPTIONS, AND AMB AMBIENT NO. NUMBER PLUMBING, INCLUDING FIRE PROTECTION SYSTEMS. 3. ACCESS DOORS: PROVIDE AT DUCT SMOKE FURTHER DESCRIPTIONS. THE CONTRACTOR SHALL APD AIR PRESSURE DROP NTS NOT TO SCALE DETECTORS, BACKDRAFT DAMPERS, MOTOR OPERATED ADHERE TO REQUIREMENTS AND AS SUCH, SHALL BE ARCH ARCHITECT UNLESS OTHERWISE SPECIFIED, THE GENERAL DAMPERS, BOTH SIDES OF DUCT MOUNTED COILS, AND INCLUDED WITHIN BID. ALSO REFER TO SPECIFICATION ASHRA AMERICAN SOCIETY OF HEATING, REFRIGERATION OA OUTDOOR AIR 3. CONTRACTOR (GC) SHALL BE RESPONSIBLE FOR PLENUMS. SECTION 230550. E AND AIR-CONDITIONING ENGINEERS, INC. OBD OPPOSED BLADE DAMPER PAINTING, CUTTING, AND PATCHING OF EXISTING FLOORS, WALLS, AND PARTITIONS IN THE EXISTING 4. PROVIDE 12" LONG, Â½" WIDE FLUORESCENT ORANGE 3. 2018 IBC, 1613.1, SCOPE: ARCHITECTURAL, MECHANICAL, ASSY ASSEMBLY OC ON CENTER BUILDING. TAPE AT CONCEALED VOLUME DAMPER LOCATIONS. ELECTRICAL, AND NON-STRUCTURAL COMPONENTS THAT OD OUTSIDE DIMENSION OR DIAMETER ARE PERMANENTLY ATTACHED TO STRUCTURES AND 1201 third avenue, ste 600 BF BELOW FLOOR OSA OUTDOOR SUPPLY AIR REFER TO STRUCTURAL DRAWINGS FOR ALLOWABLE THEIR SUPPORTS AND ATTACHMENTS SHALL BE seattle, wa 98101 BHP BRAKE HORSE POWER 4. METHODS/LOADS FOR HANGING PIPING/DUCTS FROM ENERGY CODE NOTES DESIGNED AND CONSTRUCTED TO RESIST THE EFFECTS 206.448.3376 BLW BELOW PD PRESSURE DROP STRUCTURAL MEMBERS. OF EARTHQUAKE MOTIONS IN ACCORDANCE WITH ASCE 7, EXCLUDING CHAPTER 14 AND APPENDIX 11A. www.hargis.biz BOD BOTTOM OF DUCT PH PHASE 1. MOTORS: COMPLY WITH MINIMUM FULL LOAD THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE BOP BOTTOM OF PIPE POC POINT OF CONNECTION EFFICIENCIES LISTED IN ENERGY CODE ENFORCED BY 5. SAFE KEEPING OF HIS OWN PROPERTY ON THE JOB 4. 2018 IBC, 1704.4, CONTRACTOR RESPONSIBILITY: THE AHJ. BOT BOTTOM PSIG POUNDS PER SQUARE INCH GAGE SITE. OWNER ASSUMES NO RESPONSIBILITY FOR CONTRACTOR SHALL BE RESPONSIBLE FOR THE BTUH BRITISH THERMAL UNIT PER HOUR PROTECTION OF PROPERTIES AGAINST FIRE, THEFT, CONSTRUCTION OF A SEISMIC-FORCE-RESISTING SYSTEM, 2. PIPING AND DUCT INSULATION: COMPLY WITH BV BALL VALVE QTY QUANTITY AND ENVIRONMENTAL CONDITIONS. THICKNESSES AND TYPES LISTED IN ENERGY CODE DESIGNATED SEISMIC SYSTEM, OR SEISMIC-RESISTING COMPONENT LISTED IN THE STATEMENT OF SPECIAL ENFORCED BY AHJ UNLESS MORE STRINGENT INSPECTIONS AND SHALL SUBMIT A WRITTEN STATEMENT C CONDENSATE PIPING RA RETURN AIR, RELIEF AIR REQUIREMENTS ARE SPECIFIED. OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE CAP CAPACITY REF REFERENCE, RETURN/EXHAUST FAN MECHANICAL EQUIPMENT INSTALLATION NOTES 3. DUCT SEALING: SEAL DUCT TRANSVERSE JOINTS AND OWNER PRIOR TO THE COMMENCEMENT OF WORK ON CFM CUBIC FEET PER MINUTE REG REGISTER LONGITUDINAL SEAMS PER ENERGY CODE ENFORCED THE SYSTEM OR COMPONENT. THE CONTRACTOR'S CG CEILING GRILLE RLA RATED LOAD AMPS 1. ACCESS CLEARANCES FOR MAINTENANCE AND BY AHJ UNLESS MORE STRINGENT REQUIREMENTS ARE STATEMENT OF RESPONSIBILITY SHALL INCLUDE THE FOLLOWING: CKV CHECK VALVE RO ROUGH IN AND CONNECT REPLACEMENT: VERIFY PHYSICAL DIMENSIONS OF SPECIFIED. CLG CEILING, COOLING RPM REVOLUTIONS PER MINUTE EQUIPMENT TO ENSURE THAT ACCESS CLEARANCES A. ACKNOWLEDGEMENT OF AWARENESS OF THE CAN BE MET. COORDINATE LOCATIONS OF MECHANICAL 4. RECORD DRAWINGS: SUBMIT TO THE BUILDING OWNER CO CLEANOUT, CO SENSOR RV SAFETY RELIEF VALVE SPECIAL REQUIREMENTS CONTAINED IN THE WORK AND WORK OF OTHER TRADES TO PROVIDE PER ENERGY CODE ENFORCED BY THE LOCAL AHJ. COND CONDENSER, CONDENSATE STATEMENT OF SPECIAL INSPECTIONS; ACCESS CLEARANCES FOR SERVICE AND MAINTENANCE. CONN CONNECTOR S SENSOR 5. OPERATION AND MAINTENANCE MANUALS: SUBMIT TO B. ACKNOWLEDGEMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE WITH THE CONT CONTINUE, CONTROL SA SUPPLY AIR THE BUILDING OWNER PER ENERGY CODE ENFORCED CONSTRUCTION DOCUMENTS APPROVED BY THE COP COEFFICIENT OF PERFORMANCE SAT SUPPLY AIR TEMPERATURE PIPING NOTES BY THE LOCAL AHJ. BUILDING OFFICIAL; CU CONDENSING UNIT, CUBIC SENS SENSIBLE C. PROCEDURES FOR EXERCISING CONTROL WITHIN 6. SYSTEM BALANCING: BALANCE HVAC SYSTEMS PER CV CONSTANT VOLUME SG SUPPLY GRILLE, SIGHT GLASS WITH MOISTURE 1. DISASSEMBLY PROVISIONS: PROVIDE UNIONS OR ENERGY CODE ENFORCED BY THE LOCAL AHJ AND THE CONTRACTOR'S ORGANIZATION, THE METHOD CW COLD WATER PIPING INDICATOR FLANGES AT PIPING CONNECTIONS TO EQUIPMENT, SUBMIT A WRITTEN REPORT TO THE BUILDING OWNER. AND FREQUENCY OF REPORTING AND THE COILS, TRAPS, CONTROL VALVES, AND OTHER DISTRIBUTION OF THE REPORTS; SIM SIMILAR REFER TO SPECIFICATIONS FOR ADDITIONAL TESTING, COMPONENTS TO ALLOW DISASSEMBLY FOR D. IDENTIFICATION AND QUALIFICATIONS OF THE D DRAIN SO SCREENED OPENING ADJUSTING, AND BALANCING (TAB) REQUIREMENTS. MAINTENANCE. PERSON(S) EXERCISING SUCH CONTROL AND THEIR DB DRY BULB (TEMPERATURE) SOV SHUTOFF VALVE POSITION(S) IN THE ORGANIZATION. 7. MECHANICAL SYSTEMS COMMISSIONING AND dB DECIBEL SP STATIC PRESSURE 2. REFRIGERANT PIPING: PROVIDE SIZING AND COMPLETION REQUIREMENTS: TEST SYSTEMS TO DEG DEGREE SS STAINLESS STEEL, SANITARY SEWER INSTALLATION IN STRICT ACCORDANCE WITH ENSURE THAT BUILDING SYSTEMS HAVE BEEN 5. DIVISION 22, 23 RESPONSIBILITIES: MANUFACTURER'S INSTRUCTIONS AND IN SUCH A WAY DFU DRAINAGE FIXTURE UNIT DESIGNED, INSTALLED, AND FUNCTION PROPERLY, AS TO BE INCONSPICUOUS AND FREE FROM ANY A. HANGERS AND SEISMIC BRACING FOR MECHANICAL DIA DIAMETER TD TRENCH DRAIN, TEMPERATURE DIFFERENCE EFFICIENTLY, AND CAN BE MAINTAINED IN ACCORDANCE POSSIBLE CONDENSATION. PIPE SIZES NOTED ARE FOR SYSTEMS SHALL BE DESIGNED AND SPECIFIED BY WITH THE CONTRACT DOCUMENTS IN ORDER TO DIM DIMENSION TEMP TEMPERATURE REFERENCE AND SHALL BE INSTALLED PER DIVISION 22, 23. DIVISION 22, 23 SHALL REFER TO SATISFY THE BUILDING OWNER'S DESIGN INTENT AND DISC LOCATION OF STARTER, DISCONNECT AND TOD TOP OF DUCT MANUFACTURERS RECOMMENDATIONS. CONTRACTOR THE MECHANICAL DRAWINGS FOR LOCATIONS OF OPERATIONAL REQUIREMENTS PER ENERGY CODE CONTROLS TOF TOP OF PIPE SHALL PROVIDE CONTROL WIRING BETWEEN ENFORCED BY THE LOCAL AHJ. REFER TO EQUIPMENT AND HUNG MECHANICAL SYSTEMS AS DISCH DISCHARGE TSP TOTAL STATIC PRESSURE EQUIPMENT FOR AN OPERATIONAL SYSTEM. SPECIFICATIONS FOR ADDITIONAL COMMISSIONING STRUCTURAL DRAWINGS DO NOT SHOW THE LOCATIONS OF MECHANICAL EQUIPMENT, DN DOWN TSTAT THERMOSTAT REQUIREMENTS 3. PRESSURE/TEMPERATURE TEST PORTS: PROVIDE AT DUCTWORK, PIPING, AND OTHER COMPONENTS. DV DRAIN VALVE TYP TYPICAL SUPPLY AND RETURN PIPING CONNECTIONS TO B. DIVISION 22, 23 SHALL COORDINATE THE SUPPORT 8. THIS BUILDING AND ITS ENERGY SYSTEMS HAVE BEEN DWGS DRAWINGS EQUIPMENT. SYSTEMS AND DESIGN LOADS FOR HUNG PIPING DESIGNED TO COMPLY WITH ENERGY CODE ENFORCED UG UNDERGROUND BY THE LOCAL AHJ. CONTRACTOR IS RESPONSIBLE FOR AND OTHER MECHANICAL SYSTEMS (INCLUDING EA EXHAUST AIR UNO UNLESS NOTED OTHERWISE 4. PROVIDE AN INSULATED COPPER TRACER WIRE OR CORRECT INSTALLATION OF ENERGY CONSERVATION COMBINED MULTIPLE PIPE RUNS) WITH THE EER ENERGY EFFICIENCY RATIO OTHER APPROVED CONDUCTOR ADJACENT TO MEASURES. GENERAL CONTRACTOR AND THE STEEL AND UNDERGROUND NONMETALLIC (PLASTIC) PIPING. WOOD JOIST MANUFACTURERS IN ADDITION TO EF EXHAUST FAN V VENT PIPING, VOLT ACCESS SHALL BE PROVIDED TO THE TRACER WIRE OR OTHER TRADES THAT MAY BE IMPACTED. EFF EFFICIENCY VA VALVE THE TRACER WIRE SHALL TERMINATE ABOVE GROUND EG EXHAUST GRILL VD VOLUME DAMPER AT EACH END OF THE PIPING. THE TRACER WIRE SHALL EL ELEVATION VEL VELOCITY NOT BE LESS THAN NO. 18 AWG AND THE INSULATION ELEC ELECTRIC VENT VENTILATION TYPE SHALL BE SUITABLE FOR BURIAL. EMCS EMERGENCY MANAGEMENT AND CONTROL SYSTEM VOLT VOLTAGE 5. PROVIDE 12" LONG, Â½" WIDE FLUORESCENT ORANGE EQUIV EQUIVALENT VTR VENT THRU ROOF TAPE AT CONCEALED VALVE LOCATIONS. ESP EXTERNAL STATIC PRESSURE REVISION EXH EXHAUST W WASTE, WATT, WIDE, WATER EXT EXTERIOR, EXTERNAL W/ WITH PLUMBING NOTES WB WET BULB (TEMPERATURE) F FAHRENHEIT WC WATER CLOSET, WATER COLUMN 1. REDUCED PRESSURE BACKFLOW PREVENTERS (RPBP): PROVIDE INDIRECT DRAIN PIPING FROM RPBP TO FCO FLOOR CLEANOUT WCO WALL CLEANOUT DATE NEAREST DRAIN. INSTALL FUNNEL AT RPBP IF FD FLOOR DRAIN WG WATER GAGE REQUIRED. FF FINISHED FLOOR WH WATER HEATER, WALL HYDRANT NO. FLA FULL LOAD AMPS WHA WATER HAMMER ARRESTOR 2. ACCESS PANELS: PROVIDE IN NON ACCESSIBLE FLEX FLEXIBLE WSEC WASHINGTON STATE ENERGY CODE CEILINGS AND WALLS FOR VALVES, WATER HAMMER ARRESTERS, CLEANOUTS, AND OTHER ITEMS THAT FLR FLOOR WSFU WATER SUPPLY FIXTURE UNIT REQUIRE ACCESS TO PROPERLY MAINTAIN OR SERVICE FPM FEET PER MINUTE WT WEIGHT THE BUILDING. REFER TO SPECIFICATIONS. FT FEET 3. CLEANOUTS: PROVIDE AT THE BASE OF SANITARY GA GAGE DRAINAGE, PROCESS WASTE, AND RAINLEADER CONDUCTORS. GPM GALLONS PER MINUTE GRD GRILLES, REGISTERS, AND DIFFUSERS GWB GYPSUM WALLBOARD H HUMIDISTAT HB HOSE BIBB HD HEAD, HUB DRAIN HORIZ HORIZONTAL HP HORSEPOWER, HEAT PUMP HTG HEATING HVAC HEATING, VENTILATING, AND AIR CONDITIONING HW HOT WATER PIPING HWC HOT WATER CIRCULATING PIPING HZ HERTZ IAQ INDOOR AIR QUALITY ID INDIRECT DRAIN IE INVERT ELEVATION IN. INCH IN. WG INCHES WATER COLUMN kW KILOWATT L LENGTH LBS POUND LRA LOCKED ROTOR AMPS LVR LOUVER MAV MANUAL AIR VENT MAX MAXIMUM MBH THOUSAND BTU PER HOUR MC MECHANICAL CONTRACTOR MCA MINIMUM CIRCUIT AMPACITY MECH MECHANICAL SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: MECHANICAL GENERAL NOTES AND ABBREVIATIONS LEAD: BC DRAFTER: SF/JS DATE: 03/22/22 SHEET: M0.02 SHEET OF ENERGY CODE NOTES: FAN EFFICIENCY GRADE (FEG) 1 MOTORS: COMPLY WITH MINIMUM FULL LOAD EFFICIENCIES LISTED IN THE ENERGY CODE ENFORCED BY AHJ. IMPELLER MINIMUM PEAK TOTAL MINIMUM PEAK TOTAL ROLLUDA ARCHITECTS, INC. DIAMETER (IN) EFFICIENCY (%) EFFICIENCY (%) 105 S MAIN ST, #323 (NOTE 1) (NOTE 2) 2 PIPING AND DUCT INSULATION: COMPLY WITH THICKNESS AND TYPES LISTED IN THE ENERGY CODE ENFORCED SEATTLE, WA 98104 BY AHJ UNLESS MORE STRINGENT REQUIREMENTS ARE SPECIFIED. 8 49 52 PHONE (206)624-4222 3 DUCT SEALING: SEAL DUCT TRANSVERSE JOINTS AND LONGITUDINAL SEAMS PER THE ENERGY CODE ENFORCED FAX (206)624-4226 BY AHJ UNLESS MORE STRINGENT REQUIREMENTS ARE SPECIFIED. 10 52 57 4 RECORD DRAWINGS: SUBMIT TO THE BUILDING OWNER PER THE ENERGY CODE ENFORCED BY AHJ. 5 OPERATION AND MAINTENANCE MANUALS: SUBMIT TO THE BUILDING OWNER PER THE ENERGY CODE ENFORCED 12 56 60 BY AHJ. 6 SYSTEM BALANCING: BALANCE HVAC SYSTEMS PER THE ENERGY CODE ENFORCED BY AHJ AND SUBMIT 14 58 62 WRITTEN REPORT TO THE BUILDING OWNER. REFER TO SPECIFICATIONS FOR ADDITIONAL TESTING, ADJUSTING, AND BALANCING (TAB) REQUIREMENTS. 16 60 63 7 MECHANICAL SYSTEMS COMMISSIONING AND COMPLETION REQUIREMENTS: TEST SYSTEMS TO ENSURE THAT BUILDING SYSTEMS HAVE BEEN DESIGNED, INSTALLED, AND FUNCTION PROPERLY, EFFICIENTLY, AND CAN BE 18 61 64 MAINTAINED IN ACCORDANCE WITH CONTRACT DOCUMENTS IN ORDER TO SATISFY THE BUILDING OWNER'S DESIGN INTENT AND OPERATIONAL REQUIREMENTS PER THE ENERGY CODE ENFORCED BY AHJ. REFER TO 20 62 65 SPECIFICATIONS FOR ADDITIONAL COMMISSIONING REQUIREMENTS. 22 62 65 8 ENERGY METERING: COMPLY WITH ENERGY SOURCE AND END-USE METERING REQUIREMENTS LISTED IN THE 1201 third avenue, ste 600 ENERGY CODE ENFORCED BY AHJ. 24+ 63 66 seattle, wa 98101 9 THIS BUILDING AND ITS ENERGY SYSTEMS HAVE BEEN DESIGNED TO COMPLY WITH THE ENERGY CODE 206.448.3376 ENFORCED BY AHJ. CONTRACTOR IS RESPONSIBLE FOR CORRECT INSTALLATION OF ENERGY CONSERVATION MEASURES. NOTES: www.hargis.biz 10 FANS: COMPLY WITH THE MINIMUM PEAK TOTAL EFFICIENCY REQUIREMENTS AS INDICATED ON THE FAN 1. MINIMUM PEAK TOTAL EFFICIENCY FOR FANS OPERATING WITH MOTORS EFFICIENCY GRADE (FEG) SCHEDULE. OVER 5 HP CORRESPOND TO FEG 67 PER AMCA 205 AS REQUIRED BY SECTION 11 DUCT CONSTRUCTION REQUIREMENTS: DUCT CONSTRUCTION SHALL COMPLY WITH SMACNA STANDARDS PER C403.8.3 OF THE ENERGY CODE. DESIGN FAN OPERATION MUST BE WITHIN 15% PROJECT SPECIFICATIONS, UNO. DUCTWORK SHALL MEET AIR LEAKAGE REQUIREMENTS PER PROJECT OF MAXIMUM TOTAL FAN EFFICIENCY. SEE AVAILABLE EXCEPTIONS WITHIN SPECIFICATIONS, UNO (EQUAL OR MORE STRINGENT THAN 2018 WSEC C402.5). SECTION NOTED ABOVE. 12 DUCT PRESSURE CLASSIFICATION REQUIREMENTS: CONSTRUCT DUCT TO PRESSURE CLASSIFICATION AS 2. MINIMUM PEAK TOTAL EFFICIENCY FOR FANS OPERATING WITH MOTORS INDICATED IN PROJECT SPECIFICATIONS. CONDUCT DUCT LEAKAGE TESTING AS INDICATED IN PROJECT OVER 1 HP CORRESPOND TO FEG 71 PER AMCA 205 AS REQUIRED BY SECTION SPECIFICATIONS. SUBMIT COMPLETE DUCT LEAKAGE TESTING REPORT TO A/E AS INDICATED IN PROJECT C406.2.3 OF THE ENERGY CODE. DESIGN FAN OPERATION MUST BE WITHIN 10% SPECIFICATIONS. OF MAXIMUM TOTAL FAN EFFICIENCY. SEE AVAILABLE EXCEPTIONS WITHIN 13 PIPE PROTECTION: WHERE INDICATED PROVIDE FACTORY APPLIED WEATHERABLE JACKET PER PROJECT SECTION FROM NOTE #1. SPECIFICATIONS, UNO. C404.3 EFFICIENT HEATED WATER SUPPLY PIPING DUCT SYSTEMS INSULATION SCHEDULE HEATED WATER SUPPLY PIPING SHALL BE IN ACCORDANCE WITH THE MAXIMUM ALLOWABLE PIPE LENGTH METHOD (SECTION C404.3.1) OR THE MAXIMUM ALLOWABLE PIPE VOLUME METHOD (SECTION C404.3.2). THE FLOW DUCT SYSTEM TYPE LOCATION OF DUCT DUCT CONFIGURATION INSULATION TYPE MINIMUM R-VALUE, INSULATION THICKNESS NOTES RATE THROUGH 1/4-INCH PIPING SHALL BE NO GREATER THAN 0.5 GPM. THE FLOW RATE THROUGH 5/16-INCH PIPING SHALL BE NO GREATER THAN 1 GPM. THE FLOW RATE THROUGH 3/8-INCH PIPING SHALL BE NO GREATER WITHIN CONDITIONED RIGID BOARD OR RECTANGULAR (EXPOSED) ELASTOMERIC THAN 1.5 GPM. WATER HEATERS, CIRCULATING WATER SYSTEMS, AND HEAT TRACE TEMPERATURE SPACE, UPSTREAM OF MAINTENANCE SYSTEMS SHALL BE CONSIDERED SOURCES OF HEATED WATER. AUTOMATIC SHUTOFF R-16 1,2 DAMPER, AND UNIT SUPPLY DUCT WRAP OR RECTANGULAR (CONCEALED), AIR >/= 2800 CFM ELASTOMERIC ROUND, AND OVAL NOMINAL PIPE SIZE (IN) VOLUME (LIQUID OUNCES MAXIMUM PIPING LENGTH (FEET) PER LINEAR FOOT) (NOTE 2) (NOTE 1) WITHIN CONDITIONED RIGID BOARD OR PUBLIC LAVATORY FAUCETS OTHER FIXTURES AND SPACE, DOWNSTREAM OF RECTANGULAR (EXPOSED) ELASTOMERIC APPLIANCES OUTDOOR AIR AUTOMATIC SHUTOFF R-8 [CLIMATE ZONE 4C] 1 DAMPER TO HVAC UNIT OR R-12 [CLIMATE ZONE 5B] 1/4 0.33 6 50 ROOM, AND UNIT SUPPLY AIR RECTANGULAR (CONCEALED), DUCT WRAP OR >/= 2800 CFM ROUND, AND OVAL ELASTOMERIC 5/16 0.5 4 50 RIGID BOARD OR 3/8 0.75 3 50 WITHIN CONDITIONED SPACE RECTANGULAR (EXPOSED) ELASTOMERIC AND UNIT SUPPLY AIR < 2800 R-7 1 1/2 1.5 2 43 CFM RECTANGULAR (CONCEALED), DUCT WRAP OR ROUND, AND OVAL ELASTOMERIC 5/8 2 1 32 RIGID BOARD OR RECTANGULAR (EXPOSED) ELASTOMERIC WITHIN UNCONDITIONED R-6 3 3/4 3 0.5 21 SPACE RECTANGULAR (CONCEALED), DUCT WRAP OR ROUND, AND OVAL ELASTOMERIC 7/8 4 0.5 16 RIGID BOARD OR RECTANGULAR (EXPOSED) ELASTOMERIC OUTSIDE THE BUILDING R-8 [CLIMATE ZONE 4C] 1 5 0.5 13 - ENVELOPE R-12 [CLIMATE ZONE 5B] SUPPLY AIR RECTANGULAR (CONCEALED), DUCT WRAP OR OR RETURN AIR ROUND, AND OVAL ELASTOMERIC 1 1/4 8 0.5 8 1 1/2 11 0.5 6 RIGID BOARD OR RECTANGULAR (EXPOSED) ELASTOMERIC WITHIN CONDITIONED SPACE 2 OR LARGER 18 0.5 4 FUNCTIONING AS PART OF SEE NOTES 4 BUILDING ENVELOPE DUCT WRAP OR REVISION RECTANGULAR (CONCEALED), NOTES: ROUND, AND OVAL ELASTOMERIC 1. SECTION C404.3.2: THE MAXIMUM VOLUME OF WATER, AS MEASURED FROM THE NEAREST SOURCE OF HEATED RIGID BOARD OR RECTANGULAR (EXPOSED) ELASTOMERIC WATER TO THE TERMINATION OF THE FIXTURE SUPPLY PIPE, SHALL BE AS FOLLOWS: 2 OUNCES FOR PUBLIC SUPPLY AIR WITHIN CONDITIONED SPACE R-3.3 5,6 LAVATORY FAUCET AND 0.5 GALLONS FOR OTHER PLUMBING FIXTURES OR PLUMBING APPLIANCES. RECTANGULAR (CONCEALED), DUCT WRAP OR ROUND, AND OVAL ELASTOMERIC DATE 2. SECTION C404.3.1: THE MAXIMUM ALLOWABLE PIPING LENGTH, AS MEASURED FROM THE NEAREST SOURCE OF HEATED WATER TO THE TERMINATION OF THE FIXTURE SUPPLY PIPE. WHERE PIPING CONTAINS MORE T HAN ONE NO. WITHIN CONDITIONED RIGID BOARD OR SIZE OF PIPE, THE LARGEST SIZE OF PIPE WITHIN THE PIPING SHALL BE USED FOR DETERMINING THE MAXIMUM RECTANGULAR (EXPOSED) SPACE, DOWNSTREAM OF ELASTOMERIC ALLOWABLE LENGTH. RETURN AIR AN ENERGY RECOVERY R-8 [CLIMATE ZONE 4C] - OR EXHAUST AIR MEDIA, UPSTREAM OF AN R-12 [CLIMATE ZONE 5B] AUTOMATIC SHUTOFF RECTANGULAR (CONCEALED), DUCT WRAP OR DAMPER ROUND, AND OVAL ELASTOMERIC RIGID BOARD OR WITHIN CONDITIONED SPACE RECTANGULAR (EXPOSED) ELASTOMERIC RELIEF AIR AND DOWNSTREAM OF R-16 - OR EXHAUST AIR AUTOMATIC SHUTOFF DAMPER RECTANGULAR (CONCEALED), DUCT WRAP OR ROUND, AND OVAL ELASTOMERIC NOTES: 1. WHEN THE OUTDOOR AIR DUCT IS LOCATED WITHIN UNHEATED EQUIPMENT ROOMS WITH COMBUSTION AIR LOUVERS, DUCT INSULATION IS NOT REQUIRED, PROVIDED THE DUCT IS ISOLATED FROM CONDITIONED SPACE AT SIDES, TOP AND BOTTOM OF THE ROOM WITH R-11 INSULATION. 2. DUCTS, SHAFTS, AND PLENUMS CONVEYING OUTDOOR AIR FROM THE EXTERIOR OF THE BUILDING TO THE MECHANICAL SYSTEM SHALL MEET ALL AIR LEAKAGE AND BUILDING ENVELOPE INSULATION REQUIREMENTS OF 2018 WSEC SECTION C402.5, PLUS BUILDING ENVELOPE VAPOR CONTROL REQUIREMENTS FROM THE INTERNATIONAL BUILDING CODE, EXTENDING CONTINUOUSLY FROM THE BUILDING EXTERIOR TO AN AUTOMATIC SHUTOFF DAMPER OR HEATING OR COOLING EQUIPMENT. 3. WHEN THE DESIGN TEMPERATURE DIFFERENCE BETWEEN THE INTERIOR AND EXTERIOR OF THE SUPPLY DUCT OR PLENUM DOES NOT EXCEED 15F, THE INSULATION CAN BE REDUCED TO R-3.3. 4. THE DUCT OR PLENUM SHALL BE SEPARATED FROM THE BUILDING EXTERIOR OR UNCONDITIONED OR EXEMPT SPACES BY MINIMUM INSULATION VALUE AS REQUIRED FOR EXTERIOR WALLS BY 2018 WSEC SECTION C402.1.3. 5. WHEN THE SUPPLY DUCT IS LOCATED WITHIN THE CONDITIONED SPACE THAT THE DUCT DIRECTLY SERVES, DUCT INSULATION IS NOT REQUIRED. 6. WHEN THE SUPPLY DUCT CONVEYS AIR THAT IS BETWEEN 55F AND 105F, DUCT INSULATION IS NOT REQUIRED. 7. DUCTING AND PLENUMS ASSOCIATED WITH REVERSE CORE HEAT RECOVERY UNITS THAT PROVIDES DUAL FLOW DIRECTION SHALL COMPLY AS EITHER OUTDOOR AIR OR EXHAUST AIR DUCT SYSTEM TYPES IN THIS SCHEDULE, WHICHEVER MORE STRINGENT. PIPING SYSTEMS INSULATION SCHEDULE TYPE OF PIPE INSTALLATION LOCATION INSULATION TYPE PIPE SIZE (INCHES) INSULATION THICKNESS (INCHES) NOTES INSIDE BUILDING ENVELOPE FIBERGLASS ALL SIZES 1" THICK - 1"THICK OR COLD PLUMBING PIPING OUTSIDE BUILDING ENVELOPE AND BURIED ELASTOMERIC ALL SIZES 1, 4 MULTIPLE LAYERS FOR 1-1/2" TOTAL THICKNESS IF NOTE 1 APPLIES IN TRENCHES AND UTILIDORS CELLULAR GLASS ALL SIZES 1-1/2" THICK 3 1-1/4 INCH AND SMALLER 1" THICK - INSIDE BUILDING ENVELOPE FIBERGLASS 1-1/2 INCH AND LARGER 1-1/2" THICK - HOT PLUMBING PIPING OUTSIDE BUILDING ENVELOPE AND BURIED ELASTOMERIC ALL SIZES 1-1/2" THICK OR MULTIPLE LAYERS FOR 2" TOTAL THICKNESS 1, 4 IN TRENCHES, UTILIDORS, CELLULAR GLASS ALL SIZES 1-1/2" THICK 3 OR UNDERGROUND SLEEVES 3/4 INCH AND SMALLER 1" THICK 4 REFRIGERANT SUCTION AND ALL LOCATIONS ELASTOMERIC LIQUID LINES 1-1/2" THICK OR 1 INCH AND LARGER 4 MULTIPLE LAYERS FOR 2" TOTAL THICKNESS SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: NOTES: 1. INCREASE THICKNESS OF PIPE INSULATION BY 1/2 INCH WHERE PIPING IS LOCATED OUTDOORS OR OTHERWISE EXPOSED TO AMBIENT AIR. 2. INCLUDE POLYETHYLENE TUBING. 3. INCLUDE MULTI-PLY LAMINATE JACKET. C.2 4. INCLUDE FACTORY APPLIED WEATHERABLE JACKET OR MANUFACTURER RECOMMENDED COATING. SHEET TITLE: MECHANICAL ENERGY CODE NOTES LEAD: BC DRAFTER: SF/JS DATE: 03/22/22 SHEET: M0.03 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 A B C A B C ELEC ROOM 102 24x24 EXHAUST AIR LOUVER. 1 REFER TO ARCHITECTURAL CU-01 M7.01 1201 third avenue, ste 600 FOR FURTHER DETAIL. seattle, wa 98101 18x14 206.448.3376 10x10 G 1 RLL/RSL DN RLL/RSL (TYP 2) SEF-01 www.hargis.biz 1 1 M AC-01B NO2 CO 10x10 EF-01 J EF-02 EF-02 200 T AC-01A T 10x10 EF-02 T AC-01B 10x10 DDC 14x10 18x14 4 4"VTR AC-01A 5 2 HEATED PARKING 101 REVISION 3 24x24 DATE G 2 2 M NO. 24x24 OUTSIDE AIR LOUVER 3 INSTALLED 1'-6" AFF. REFER M7.01 TO ARCHITECTURAL FOR FURTHER DETAIL. TRUE TRUE MECHANICAL ROOF PLAN LEVEL 1 - HVAC PLAN 1 N 2 N SCALE: 1/4" = 1'-0" SCALE:1/4" = 1'-0" SHEET NOTES FLAG NOTES 1. REFER TO M7.00 SERIES SHEETS FOR STANDARD DETAILS NOT REFERENCED ON PLANS. COMPLY WITH ALL REQUIREMENTS IN 1 TERMINATE LOW WALL EXHAUST WITH 1/2" HARDWIRE DETAILS. MESH 1-0" AFF. BALANCE TO 705 CFM. 2. REFER TO ARCHITECTURAL REFLECTED CEILING PLAN AND 2 FINISH DUCT OPENING WITH 1/2" HARDWIRE MESH. INTERIOR ELEVATIONS FOR FINAL LOCATION OF ALL GRILLES, BALANCE TO 705 CFM. DIFFUSERS, AND EXPOSED DUCTWORK. PROVIDE ADDITIONAL DUCTWORK AND FITTINGS TO MAKE FINAL CONNECTION. REPORT 3 PROVIDE NEMA 3R ACTUATOR ENCLOSURE. DISCREPANCIES IN QUANTITY OF AIR TERMINALS BETWEEN ARCHITECTURAL AND MECHANICAL DRAWINGS TO A/E. 4 DDC CONTROL PANEL. COORDINATE FINAL INSTALLATION LOCATION WITH DIVISION 26 & 28. 3. PROVIDE A MANUAL VOLUME DAMPER FOR EACH EXHAUST OPENING. LOCATE AS FAR UPSTREAM AS POSSIBLE FROM THE 5 FINISH DUCT OPENING WITH 1/2" HARDWIRE MESH. OPENING UNLESS OTHERWISE NOTED. NOT ALL VOLUME DAMPERS ARE SHOWN ON PLANS. 4. REFER TO ARCHITECTURAL ELEVATIONS FOR SWITCH AND SENSOR MOUNTING HEIGHTS AND EXACT LOCATIONS. LOCATIONS ON PLANS ARE APPROXIMATE. 5. PROVIDE ACCESS DOOR IN ALL OUTSIDE AIR, EXHAUST AIR, AND RETURN AIR PLENUMS, OR DUCTS LOCATED BEHIND LOUVERS FOR BACKDRAFT AND/OR MOTORIZED DAMPER ACCESS. PROVIDE 24â€x24â€ UNLESS OTHERWISE NOTED. REFER TO DETAILS. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 KEYPLAN SHEET TITLE: MECHANICAL FLOOR AND ROOF PLAN LEAD: BC DRAFTER: SF/JS DATE: SHEET: M2.01 SHEET OF PLUMBING FIXTURE AND DRAIN ROUGH-IN SCHEDULE MARK FIXTURE TYPE WASTE VENT RL ORL CW HW NOTES MARK (IN) (IN) (IN) (IN) (IN) (IN) ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 HB-1 HOSEBIBB (CW EXTERIOR) - - - - 3/4" - HB-1 PHONE (206)624-4222 FAX (206)624-4226 EW-1 EYEWASH 2" 1-1/2" - - 1/2" 1/2" 5 EW-1 SS-9 HEATED PARKING SINK 2" 1-1/2" - - 1/2" 1/2" 4 SS-9 FD-1 FLOOR DRAIN NOTE 3 NOTE 3 - - - - 1,2 FD-1 TD-1 TRENCH DRAIN NOTE 3 NOTE 3 - - - - 1,2 TD-1 GENERAL NOTES: A. MAKE FINAL CONNECTION TO ALL PLUMBING FIXTURES UNLESS NOTED OTHERWISE. B. PIPE SIZES LISTED MAY BE DIFFERENT THAN THE ACTUAL FIXTURE CONNECTION. PROVIDE BRANCH PIPE OF LISTED SIZE AND ALL PIPE FITTINGS AND OFFSETS REQUIRED FOR COMPLETE INSTALLATION. C. PROVIDE FINAL CONNECTIONS TO ALL FIXTURES. 1201 third avenue, ste 600 NOTES: seattle, wa 98101 1. CW CONNECTION VIA TRAP PRIMER. VENT 1/2 SIZE OF WASTE OR 1-1/2" WHICHEVER IS LARGER. 206.448.3376 2. SIZE AS NOTED ON DRAWINGS. WHERE APPLICABLE, VENT SIZE SHALL BE AS NOTED ON THE DRAWING, HALF SIZE OF WASTE OR 1-1/2", WHICHEVER IS LARGER. www.hargis.biz ADA COMPLIANT WHERE INDICATED ON THE ARCHITECTURAL DRAWINGS. MOUNTING HEIGHT AS INDICATED ON ARCHITECTURAL DRAWINGS. SIZE AS NOTED ON DRAWINGS. 3. SIZE AS NOTED ON DRAWINGS. 4. ADA COMPLIANT WHERE INDICATED ON THE ARCHITECTURAL DRAWINGS. MOUNTING HEIGHT AS INDICATED ON ARCHITECTURAL DRAWINGS. SIZE AS NOTED ON DRAWINGS. 5. SUPPLY HOT AND COLD WATER TO THERMOSTATIC MIXING VALVE AND EXTEND TEMPERED WATER FROM MIXING VALVE TO FIXTURE. TRAP PRIMER SCHEDULE MARK MANUFACTURER / MODEL NO. NUMBER OF PIPE CONNECTIONS V/Ã˜ REMARKS OUTLETS OUTLETS INLET ELECTRONIC TRAP PRIMER MANIFOLD. PROVIDE WITH RECESSED MOUNT INSTALLATION IN FRAMED WALLS IN ALL FINISHED SPACES INCLUDING STORAGE ROOMS AND CUSTODIAL TP PPP / PRIME-TIME 4 - 16 3/4" 1/2" 120/1 ROOMS, UNO ON PLUMBING PLANS. QUANITTY OF OUTLETS AS REQUIRED FOR PRIMED DRAINS PLUS 2 ADDITIONAL SPARES. ELECTRIC INSTANTANEOUS WATER HEATER SCHEDULE MARK LOCATION SYSTEM SERVED MANUFACTURER / MODEL NO. TYPE FLOW TEMP MIN MAX ELECTRICAL PHYSICAL MOUNTING DETAIL / NOTES MARK RATE RISE FLOW FLOW V/Ã˜ AMPS KW LxWxH WEIGHT PIPE / SUPPORT DIAGRAM (GPM) (F) (GPM) (GPM) (INxINxIN) (LBS) SIZE (IN) REFERENCE EIWH-1 WALL EMERGENCY EYEWASH CHRONOMITE / R SERIES TANKLESS 3 36 0.35 3 208/3 75.0 15.6 11x5x10 10 3/4" WALL 9/P7.01 1 EIWH-1 NOTES: 1. SET TO 120 F MINI SPLIT SYSTEM AIR CONDITIONING SCHEDULE MARK LOCATION AREA SERVED MANUFACTURER / MODEL NO. FAN HEATING WSEC SCHEDULED ELECTRICAL PHYSICAL DETAIL / CONTROL NOTES MARK FLOW CAP CODE SEER MCA MOCP V/Ã˜ LxWxH WEIGHT DIAGRAM DIAGRAM / (CFM) (MBH) MINIMUM (INxINxIN) (LBS) REFERENCE SEQUENCE SEER AC-01A HEATED PARKING 101 HEATED PARKING 101 DAIKIN / FTXS18LVJU 582 25.0 13.0 17.7 - - 208/1 42x10x14 31 - 3/M9.03 1,2,3,4,5 AC-01A AC-01B HEATED PARKING 101 HEATED PARKING 101 DAIKIN / FTXS18LVJU 582 25.0 13.0 17.7 - - 208/1 42x10x14 31 - 3/M9.03 1,2,3,4,5 AC-01B CU-01 ON GRADE HEATED PARKING 101 DAIKIN / 4MXS36RMVJU - 43.0 13.0 17.7 23.9 A 25 208/1 35x13x29 140 2/M7.01 3/M9.03 1,3,4,5 CU-01 REVISION NOTES: 1. PROVIDE POWER CONNECTION TO AC UNIT FROM CONDENSING UNIT. POWER WIRING SHALL BE PROVIDED BY DIVISION 26. 2. PROVIDE WITH REFRIGERANT PIPING SIZED PER MANUFACTURER'S RECOMMENDATIONS. PROVIDE WITH R-410A REFRIGERANT. 3. PROVIDE WITH DAIKIN DKN PLUS INTERFACE FOR INTEGRATION WITH BACNET. DATE 4. SYSTEM MEETS THE 2018 WSEC C406.2, "MORE EFFICIENT HVAC EQUIPMENT AND FAN PERFORMANCE" REQUIREMENTS. THIS SYSTEM PROVIDES 100% OF THE HVAC CAPACITY SERVING THE HEATED PARKING BUILDING IN COMPLIANCE WITH 2018 WSEC C406.2. SYSTEM COMPLIES WITH 2018 WSEC C406.2.1, AND IS LISTED IN TABLE C403.3.2(1) UNDER, "AIR CONDITIONERS, AIR COOLED." SYSTEM COMPLIES WITH 2018 WSEC C406.2.2. THE REQUIRED MINIMUM EFFICIENCY STATED IN TABLE C403.3.2(1) IS 13.0 NO. SEER. SCHEDULED SEER VALUE FOR THIS SYSTEM IS 17.7, 26.6% MORE EFFICIENT THAN THE MINIMUM REQUIRED SEER VALUE. SYSTEM COMPLIES WITH 2018 WSEC C406.3 AS ALL FANS SCHEDULE HAVE A LISTED MOTOR HOURSE POWER LESS THAN 1.0. 5. PROVIDE WITH HEATING OPERATION ONLY. FAN SCHEDULE MARK LOCATION AREA SERVED MANUFACTURER / MODEL NO. FAN TYPE AIRFLOW ESP FAN FAN MOTOR PHYSICAL SOUND MOUNTING / DETAIL / CONTROL NOTES MARK (CFM) (IN WG) RPM RPM HP / V/Ã˜ LxWxH WEIGHT INLET SUPPORT DIAGRAM DIAGRAM / WATTS (INxINxIN) (LBS) (SONES) REFERENCE SEQUENCE EF-01 HEATED PARKING 01 HEATED PARKING 01 GREENHECK / SQ-120-VG INLINE 1410 0.4 1462 1725 1/2 120/1 24x19x19 65 10.0 SUSPENDED 3/M7.01 1/M9.03 1 EF-01 EF-02 ELEC ROOM 102 ELEC ROOM 102 GREENHECK / SQ-80-VG INLINE 200 0.35 1358 1725 1/10 120/1 16x15x15 65 5.8 SUSPENDED 3/M7.01 2/M9.03 1 EF-02 NOTES: 1. MOTOR CONTROLLER SHALL BE PROVIDED WITH A VISIBLE NAMEPLATE INDICATING THE SHORT CIRCUIT CURRENT RATING (SCCR) IN ACCORDANCE WITH UL REQUIREMENTS. REFER TO ELECTRICAL DRAWINGS FOR MINIMUM RATINGS. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: MECHANICAL SCHEDULES LEAD: BC DRAFTER: SF/JS DATE: 03/22/22 SHEET: M6.01 SHEET OF INDOOR UNIT. SEE NOTE 1 SEAL DUCT PLENUM TO LOUVER EXTERIOR WALL ASSEMBLY. WATERTIGHT WITH DUCT SEALER SEE ARCH DWGS FLEXIBLE DRAIN HOSE INSULATED REFRIGERANT PLENUM ROLLUDA ARCHITECTS,INC PIPING DETAILS 105 S MAIN ST, #323 SEISMIC RESTRAINT PER ALL THREAD STEEL RODS INSULATION CAULK AND SEAL PERIMETER SEATTLE, WA 98104 SEE DUCTLESS SECTION 230548 TO TOP CHORD SECURED TO TOP CHORD OF PHONE (206) 624-4222 REFRIGERANT OF TRUSSES OR ALTERNATE TRUSSES OR ALTERNATE FAX (206) 624-4226 PIPING DETAIL BUILDING STRUCTURE (TYP) BUILDING STRUCTURE (TYP) MOTORIZED SEE ARCHITECTURAL DWGS FOR DAMPER OUTDOOR UNIT MOUNTING DETAIL SEE NOTE 2 DUCT. SEE DWGS VIBRATION ISOLATOR PER FOR SIZE AND CONT SECTION 230548 (TYP) BIRD SCREEN OUTDOOR UNIT RLL CONNECT TO AIR DISCHARGE RSL BACKDRAFT AND/OR MOTORIZED CONDENSATE PAN OUTLET DAMPER AS SHOWN ON DWGS ATTACH DUCT PLENUM TO LOUVER. AND/OR SPECIFIED COORDINATE LOUVER LOCATION WITH ARCH DWGS EXHAUST LOUVER AND SCREEN, SUPPORT BRACKET TERMINATE DRAIN OVER (INTAKE SIMILAR). SIZE AS (TYP) FLOOR RECEPTOR WITH SHOWN ON DWGS 10" TO 24" AIR GAP OR OUTDOOR ABOVE GRADE. SEE DWGS SLOPE DUCT DOWN SEE ENLARGED VIEW A FOR SIZE AND CONT AT 1/2" PER LF FROM END OF COATING TO BALL VALVE (TYP) AIR FAN HOUSING AIR EXTERIOR LOUVER FLOW FLOW 24" x FULL WIDTH BOTTOM ACCESS M DOOR WITH HINGE AND LATCH. BITUMINOUS COATING. ACCESS DOOR ON SIDE SHALL BE EXTEND TO ACCESS DOOR FULL HEIGHT OF DUCT HOUSEKEEPING PAD ON SLAB SCREEN LOUVER FRAME 1/4" WEEP HOLES FLEXIBLE CONNECTORS (6" OC) NOTES: 1. PROVIDE CLEARANCE FOR MOTOR ACCESS AND FAN MAINTENANCE PER MANUFACTURE BITUMINOUS NOTES: RECOMMENDATIONS AND AHJ REQUIREMENTS. FLASHING COATING. EXTEND 1. WALL MOUNTED INDOOR UNIT SHOWN. PIPING FOR 4-WAY, 2-WAY, AND 1-WAY CEILING CASSETTE UNITS TO ACCESS DOOR SIMILAR . 2. PROVIDE CLEARANCE TO WALLS PER MANUFACTURER'S INSTRUCTION REQUIREMENT. SEALANT ENLARGED VIEW 1 DIAGRAM - DUCTLESS SPLIT HEAT PUMP SYSTEM 2 DETAIL - IN-LINE FAN A M7.01 SCALE: NONE M7.01 SCALE: NONE NOTES: 1. PLENUM DEPTH 36" MINIMUM UNLESS OTHERWISE NOTED ON DWGS. 2. PROVIDE SECURITY BARS AS SPECIFIED AND AS SHOWN ON DWGS. 3 DETAIL - WEATHERPROOF LOUVER - ELEVATION M7.01 SCALE: NONE REVISION DATE NO. SNOHOMISH COUNTY PUD NORTH COUNTY COMMUNITY OFFICE HEATED PARKING 17601 59TH AVE NE ARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER:C.2 SHEET TITLE: MECHANICAL DETAILS LEAD:BC DRAFTER:SF DATE:03/22/22 SHEET: M7.01 SHEET OF ROLLUDA ARCHITECTS,INC 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206) 624-4222 ABBREVIATIONS CONTROL EQUIPMENT LEGEND FAX (206) 624-4226 AI ANALOG INPUT, A PHYSICAL INPUT TO THE CONTROL MODULE. DESCRIPTION SYMBOL SYMBOL WITH ASSOCIATED POINTS POINTS POINT NAME MARK AI AO BI BO ALARM COMMENTS AO ANALOG OUTPUT, A PHYSICAL OUTPUT TO THE CONTROL MODULE. MOTORIZED M D# M Air Damper D# X X # DENOTES DAMPER INDICATED ON DIAGRAM AND DESCRIBED IN SEQUENCE OF OPERATION. REFER TO SEQUENCES OF OPERATION. DAMPER Damper fail position and normal position shall be as indicated in the sequences. MODULATING AV ANALOG VALUE, AN INTERMEDIATE (SOFTWARE) POINT THAT MAY BE EDITABLE OR READ ONLY. EDITABLE AVs ARE TYPICALLY USED TO ALLOW THE POINT NAME MARK AI AO BI BO ALARM COMMENTS USER TO SET A FIXED CONTROL PARAMETER, SUCH AS A SETPOINT. READ ONLY D# Air Damper D# X X # DENOTES DAMPER INDICATED ON DIAGRAM AND DESCRIBED IN SEQUENCE OF OPERATION. REFER TO SEQUENCES OF OPERATION. MOTORIZED M M AVs ARE TYPICALLY USED TO DISPLAY THE STATUS OF A CONTROL OPERATION. DAMPER Damper fail position and normal position shall be as indicated in the sequences. 2-POSITION BI BINARY INPUT, A PHYSICAL INPUT TO THE CONTROL MODULE. POINT NAME MARK AI AO BI BO ALARM COMMENTS AIRFLOW Airflow Monitoring Station AFMS X BO BINARY OUTPUT. A PHYSICAL OUTPUT FROM THE CONTROL MODULE. AFMS MEASURING AFM AFM STATION BV BINARY VALUE, AN INTERMEDIATE (SOFTWARE) POINT THAT MAY BE EDITABLE OR READ ONLY. EDITABLE BVs ARE TYPICALLY USED TO ALLOW THE POINT NAME MARK AI AO BI BO ALARM COMMENTS USER TO SET A FIXED CONTROL PARAMETER, SUCH AS A SETPOINT. READ ONLY BUILDING Building Pressure BP X BP P P BVs ARE TYPICALLY USED TO DISPLAY THE STATUS OF A CONTROL OPERATION. PRESSURE SENSOR COV CHANGE OF VALUE OF A INPUT POINT. POINT NAME MARK AI AO BI BO ALARM COMMENTS DUCT Supply Air Temp TS X SCHED SCHEDULE, INCLUDE A USER EDITABLE SCHEDULE FOR THIS EQUIPMENT. TS TEMPERATURE T T SENSOR TREND CONFIGURE TO COLLECT AND DISPLAY A TREND LOG OF THIS OBJECT. INCLUDE A TRENDING INTERVAL WITH A MINIMUM OF ONE SAMPLE POINT NAME MARK AI AO BI BO ALARM COMMENTS EVERY 5 SECONDS. (CHANGE OF VALUE TRENDING (COV), WHERE A DUCT SPS Air Static Pressure SPS X LOCATE NEAR THE END OF THE SUPPLY AIR DISTRIBUTION DUCTWORK H L SAMPLE IS TAKEN EVERY TIME THE VALUE CHANGES BY MORE THAN A PRESSURE H L SENSOR USER-DEFINED MINIMUM, IS AN ACCEPTABLE ALTERNATIVE). ALARM CONFIGURE THE CONTROL SYSTEM TO GENERATE AN ALARM WHEN THIS OBJECT EXCEEDS USER DEFINABLE LIMITS, AS DESCRIBED IN THE POINT NAME MARK AI AO BI BO ALARM COMMENTS SEQUENCE OF CONTROLS. DUCT H L Air Static Pressure Alarm SPA X LOCATE NEAR THE SUPPLY FAN IN THE SUPPLY AIR DUCT MAIN. A PRESSURE H L Air Static Pressure Alarm Reset SPAR X A SWITCH SPAR ACTIVE WHEN A HVAC UNIT IS CALLING FOR HEATING, COOLING OR AIR FLOW. POINT NAME MARK AI AO BI BO ALARM COMMENTS NOTE: PROVIDE ALL OF THE ABOVE AS BACNET OBJECTS. MECHANICAL MSW Switch, Dial Timer, Toggle MSW X SWITCH, TIMER, M TOGGLE M POINT NAME MARK AI AO BI BO ALARM COMMENTS Door Switch DSW X DOOR SWITCH DSW DSW DSW POINT NAME MARK AI AO BI BO ALARM COMMENTS TRM FLAT Space Temp TRM X PLATE SENSOR S S DUCT MOUNT WALL MOUNT DUCT MOUNT WALL MOUNT POINT NAME MARK AI AO BI BO ALARM COMMENTS CARBON DIOXIDE Carbon Dioxide Sensor CO2 X PROVIDE CO2 SENSOR WHERE SCHEDULED AND SHOWN ON HVAC DRAWINGS. SENSOR CO2 CO2 CO2 CO2 CO2 CO2 POINT NAME MARK AI AO BI BO ALARM COMMENTS OCCUPANCY Occupancy Sensor OCC X PROVIDE SENSOR WHERE SHOWN ON HVAC DRAWINGS. OCC OCC OCC SENSOR REVISION POINT NAME MARK AI AO BI BO ALARM COMMENTS CARBON MONOXIDE / CO Carbon Monoxide Sensor CO X NITROGEN DIOXIDE CO NO2 CO NO2 NO2 Nitrogen Dioxide Sensor NO2 X SENSOR DATE POINT NAME MARK AI AO BI BO ALARM COMMENTS DISPLAY TRM Zone Temp TRM X NO. TEMPERATURE TA Zone Setpoint Adjust TA X SENSOR T T TRO Zone Override TRO X POINT NAME MARK AI AO BI BO ALARM COMMENTS IMMERSION TEMPERATURE SENSOR T T T Water Temp Sensor T X (WATER) POINT NAME MARK AI AO BI BO ALARM COMMENTS AF ZD FROM SUPPLY FROM SUPPLY Airflow (CFM from unit) AF X X VAHU M AIR VAHU M AIR Discharge Air Temp TS X SINGLE DUCT Zone Damper ZD X PRIMARY AIR VAV POINT NAME MARK AI AO BI BO ALARM COMMENTS SFS FAN WITH Fan VFD Speed SFSP X VARIABLE CT VFD M Fan VFD Failure SFF X X FREQUENCY SFE Fan Status SFS X DRIVE Fan VFD BacNet PROVIDE NETWORK CONNECTION AND MAPPING FOR VFD. SFSP VFD Fan VFD Start/Stop SFE X SFF POINT NAME MARK AI AO BI BO ALARM COMMENTS Fan Status FS X FAN WITH MOTOR R CT M Fan Start/Stop FE X STARTER/RELAY Fan Failure X FS FE Fan in Hand X POINT NAME MARK AI AO BI BO ALARM COMMENTS VARIABLE Fan Start/Stop FE X SPEED Fan Status FS X X ELECTRONICALLY M FE Fan Speed FSP X COMMUTATED MOTOR ECM FSP ECM FS CT POINT NAME MARK AI AO BI BO ALARM COMMENTS WATER METER Water Meter WM X X WM WM WM SNOHOMISH COUNTY PUD NORTH COUNTY COMMUNITY OFFICE HEATED PARKING 17601 59TH AVE NE ARLINGTON, WA 98223 POINT NAME MARK AI AO BI BO ALARM COMMENTS PROJECT: CIRCULATION PUMP Circulation Pump Status CPS X X BUILDING IDENTIFIER: WITH MOTOR M Circulation Pump Start/Stop CPE X PROVIDE WITH HOA SWITCH. STARTER/RELAY CPS M CT CPE C.2 R GENERAL NOTE: SHEET TITLE: Â· ALL INDIVIDUAL POINTS ARE HARDWIRED UNLESS NOTED OTHERWISE. BACNET AND MODBUS INTEGRATED POINTS ARE NOTED AS SOFTWARE POINTS. MECHANICAL Â· ALL POINTS SHALL BE DISPLAYED ON GRAPHIC USER INTERFACE UNLESS OTHERWISE NOTED. CONTROLS AND Â· ALL POINTS SHALL BE TRENDED UNLESS OTHERWISE NOTED. SEQUENCES LEAD:BC DRAFTER:SF DATE:03/22/22 SHEET: M9.01 SHEET OF ROLLUDA ARCHITECTS,INC 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206) 624-4222 FAX (206) 624-4226 CONTROL EQUIPMENT LEGEND CONTROL EQUIPMENT LEGEND DESCRIPTION SYMBOL SYMBOL WITH ASSOCIATED POINTS POINTS DESCRIPTION SYMBOL SYMBOL WITH ASSOCIATED POINTS POINTS POINT NAME MARK AI AO BI BO ALARM COMMENTS POINT NAME MARK AI AO BI BO ALARM COMMENTS ELECTRIC Unit Heater Enable UHE X X GENERATOR Generator Primary Voltage SOFTWARE X UNIT HEATER MONITORING Generator Secondary Voltage SOFTWARE X ROOM SUPPLY ROOM SUPPLY INTERFACE GENERATOR GENERATOR AIR AIR AIR AIR Generator Primary Current SOFTWARE X MONITORING MONITORING Generator Alarm(s) SOFTWARE X X NETWORK NETWORK INTERFACE INTERFACE Generator Pre-Alarm(s) SOFTWARE X X Phase to Phase Voltage SOFTWARE X UHE Phase Current SOFTWARE X Phase Apparent Power SOFTWARE X DDC INTEGRATION Phase Power SOFTWARE X 3-Phase Total kW-h SOFTWARE X Frequency SOFTWARE X System Configuration SOFTWARE X POINT NAME MARK AI AO BI BO ALARM COMMENTS System Status SOFTWARE X CEILING FAN Ceiling Fan Speed CFSP X NOTE: COORDINATE EXACT ALARM AND MONITORING INTERGATION POINTS TO BE DISPLAYED ON GRAPHICS WITH OWNER. Ceiling Fan Status CFS X X CFS CT POINT NAME MARK AI AO BI BO ALARM COMMENTS M M CFSP POWER Current Phase A SOFTWARE X CEILING CEILING FAN FAN MONITORING Current Phase B SOFTWARE X INTERFACE POWER POWER Current Phase C SOFTWARE X MONITORING MONITORING Current Neutral SOFTWARE X NETWORK NETWORK INTERFACE INTERFACE Voltage A-B SOFTWARE X Voltage B-C SOFTWARE X Voltage C-A SOFTWARE X Voltage A-N SOFTWARE X DDC INTEGRATION Voltage B-N SOFTWARE X POINT NAME MARK AI AO BI BO ALARM COMMENTS HEAT HEAT Voltage C-N SOFTWARE X HEAT Wheel Enable WE X RECOVERY RECOVERY Real Power -kW SOFTWARE X RECOVERY WHEEL WHEEL Wheel Status WS X X Apparent Power - kVA X WHEEL SOFTWARE HEAT Power Factor SOFTWARE X EXCHANGER Frequency SOFTWARE X Real Energy - kWh SOFTWARE X WS WE M R CT M POINT NAME MARK AI AO BI BO ALARM COMMENTS WATER Water Heater Enable/Disable WHE X PROVIDE WITH HOA SWITCH. HEATER WATER WATER HEATER(S) HEATER(S) WATER HEATER WATER HEATER INTERFACE INTERFACE REVISION WHE POINT NAME MARK AI AO BI BO ALARM COMMENTS OUTDOOR Outside Air Temp TO X SENSOR ARRAY Outside Air Humidity HO X DATE Carbon Dioxide Sensor CO X Outside Air Enthalpy EO Calculated value. NO. Sensor Failure X TO T T HO H H CO CO CO2 2 2 EXTERIOR WALL EXTERIOR WALL POINT NAME MARK AI AO BI BO ALARM COMMENTS DUCTLESS DX DX HEAT PUMP ON/OFF SOFTWARE X SPLIT SYSTEM Setpoint SOFTWARE X Room Temperature SOFTWARE X Mode SOFTWARE X Fan Speed SOFTWARE X Louver position SOFTWARE X Error code SOFTWARE X X Digital input status SOFTWARE X NOTE: COORDINATE EXACT ALARM AND MONITORING INTERGATION POINTS TO BE DISPLAYED ON GRAPHICS WITH OWNER. HEAT PUMP HEAT PUMP CONTROL PANEL CONTROL PANEL DDC INTEGRATION POINT NAME MARK AI AO BI BO ALARM COMMENTS VARIABLE REFRIGERANT ON/OFF SOFTWARE X X FLOW (VRF) VRF MANUFACTURER VRF MANUFACTURER Lock SOFTWARE X X SYSTEM CONTROL PANEL CONTROL PANEL Filter Sign SOFTWARE X X Operation Mode SOFTWARE X X Louver position SOFTWARE X X DDC INTEGRATION Fan Speed SOFTWARE X X Room Temperature SOFTWARE X Error Code SOFTWARE X X Upper Set Temp Range SOFTWARE X X Lower Set Temp Range SOFTWARE X X Lock Misc. SOFTWARE X X Cooling Set Temp SOFTWARE X X Heating Set Temp SOFTWARE X X Cooling Upper Temp SOFTWARE X X Cooling Lower Temp SOFTWARE X X SNOHOMISH COUNTY PUD NORTH COUNTY COMMUNITY OFFICE HEATED PARKING 17601 59TH AVE NE ARLINGTON, WA 98223 Heating Upper Temp SOFTWARE X X PROJECT: Heating Lower Temp SOFTWARE X X BUILDING IDENTIFIER: Deadband SOFTWARE X 2 Set Auto SOFTWARE X X Override SOFTWARE X Outdoor Unit Monitoring Points SOFTWARE X X X X C.2 NOTE: COORDINATE EXACT ALARM AND MONITORING INTERGATION POINTS TO BE DISPLAYED ON GRAPHICS WITH OWNER. SHEET TITLE: SPA POINT NAME MARK AI AO BI BO ALARM COMMENTS MECHANICAL SUMP PUMP Sump Pump Alarm Status SPA X X CONTROLS AND SUMP PUMP SUMP PUMP SEQUENCES MONITORING ALARM OUTPUT ALARM OUTPUT TERMINAL TERMINAL GENERAL NOTE: GENERAL NOTE: Â· ALL INDIVIDUAL POINTS ARE HARDWIRED UNLESS NOTED OTHERWISE. BACNET AND MODBUS INTEGRATED POINTS ARE NOTED AS SOFTWARE POINTS. Â· ALL INDIVIDUAL POINTS ARE HARDWIRED UNLESS NOTED OTHERWISE. BACNET AND MODBUS INTEGRATED POINTS ARE NOTED AS SOFTWARE POINTS. Â· ALL POINTS SHALL BE DISPLAYED ON GRAPHIC USER INTERFACE UNLESS OTHERWISE NOTED. LEAD:BC Â· ALL POINTS SHALL BE DISPLAYED ON GRAPHIC USER INTERFACE UNLESS OTHERWISE NOTED. Â· ALL POINTS SHALL BE TRENDED UNLESS OTHERWISE NOTED. DRAFTER:SF Â· ALL POINTS SHALL BE TRENDED UNLESS OTHERWISE NOTED. DATE:03/22/22 SHEET: M9.02 SHEET OF ROLLUDA ARCHITECTS,INC 105 S MAIN ST, #323 NOTE 1 NOTE 1 SEATTLE, WA 98104 PHONE (206) 624-4222 WALL MOUNTED 0-60 MINUTE WALL MOUNTED CO / NO2 FAX (206) 624-4226 ROTARY DIAL TIMER (WHERE SENSOR (WHERE INDICATED) INDICATED) CO NO2 M EXHAUST FAN Sequence of Operation: The interior lighting shall be controlled directly from the DDC system to schedule the light fixtures for time of day and day of NC NC week operation and to control lighting levels for daylight harvesting. Refer to suggested contractor responsibility matrix in Section 230900 for provision of products and for additional details and requirements. Refer to lighting zone plans and EXHAUST AIR BUILDING AIR HVAC UNITS OUTSIDE AIR schedules in the electrical drawings. Provide the number of zones of lighting control from the DDC as indicated on the electrical drawings. Provide independent scheduling capability for each zone. Refer to additional control requirements in M M Section 260923. DDC graphics shall display status of each lighting zone. The zone name/descriptor shall be listed on graphics and displayed EXHAUST AIR VFD OUTSIDE AIR using a building floor plans with zone outlines. DAMPER DAMPER Section 230900 shall provide labeled LED push button override low voltage switches at locations indicated on the electrical drawings to turn the lights on for a 2 hour (adj.) time period. Section 230900 shall provide all wiring and cabling from switches NOTE 1 PROVIDE WHERE SHOWN ON HVAC DRAWINGS. to DDC controllers Run Conditions - Gas Basis: The nitrogen dioxide and carbon monoxide sensors shall measure zone concentration levels and activate the supply fan(s) to maintain maximum CO concentrations of 25 ppm(adj.) and NO2 LIGHTING CONTROL 4 concentrations of 2 ppm(adj.). Minimum fan runtime shall be for 30 min.(adj.). M9.03 SCALE: NONE Run Conditions - Manual Basis: The exhaust fan shall run anytime the unit is commanded to run based on the manually operated switch. Exhaust Air Damper: The controller shall position the exhaust air damper 100% open when the fan is in operation. Outside Air Damper: The controller shall position the outside air damper 100% open when the fan is in operation. Alarms shall be provided as follows: Sequence of Operation: Â· High CO Concentration: If the zone air CO concentration is greater than 200 ppm(adj.) Electrical load shed shall be controlled by outputs from the DDC system. Refer to Office and Warehouse Building Load Shed Schedule in the electrical drawings for mechanical equipment, lighting and receptacle loads to shed based on power alternative Â· High NO2 Concentration: If the zone air NO2 concentration is greater than 5 ppm(adj.). energy delivery from the CETC building. Provide hardwired outputs with relays from DDC controllers to lighting and receptacle Â· Sensor Failure contactors. Refer to electrical drawings for quantities and locations. Mechanical equipment shall be shed directly through the DDC system. Fan Status: The controller shall monitor the fan status. 5 ELECTRICAL LOAD SHED Alarms shall be provided as follows: M9.03 SCALE: NONE Â· Fan Failure: Commanded on, but the status is off. Â· Fan in Hand: Commanded off, but the status is on. 1 VEHICLE EXHAUST FAN M9.03 SCALE: NONE NOTE 1 EXHAUST FAN NC EXHAUST AIR BUILDING AIR S M EXHAUST AIR ECM DAMPER REVISION Note: Exhaust Fan: 1. Where shown on drawings or scheduled. The exhaust fan shall run anytime the unit is commanded to run, unless shutdown DATE on safeties. Run Conditions - Scheduled: The unit shall run according to a user definable time schedule in the following NO. Exhaust Air Damper or Relief Air Damper: modes: The controller shall position the damper (if present) 100% open when exhaust fan The unit shall maintain runs. Provide with feedback. Â· A 80Â°F (adj.) cooling setpoint Â· Control to Â±1Â°F of setpoint. Fan Status: The controller shall monitor the fan status. Alarms shall be provided as follows: Â· Zone Temp: If the zone temperature is greater than the cooling setpoint by a Alarms shall be provided as follows: user definable amount (adj.) or lower than cooling setpoint by a user definable Â· Fan Failure: Commanded on, but the status is off. amount (adj.). Â· Fan in Hand: Commanded off, but the status is on. 2 EXHAUST FAN - SCHEDULED W/ THERMOSTAT M9.03 SCALE: NONE NOTE 1 DOOR SENSOR DSW INDOOR AC UNIT SECTION 230900 DX SF THERMOSTAT RETURN AIR DISCHARGE AIR M T OUTDOOR CU UNIT HEAT PUMP CONTROL PANEL NOTE 1 PROVIDE DOOR SENSOR FOR SECTIONAL DOORS. Run Conditions - Continuous: The unit shall be enabled continuously. The DDC system control space temperatures as follows: Â· A 60Â°F (adj.) heating setpoint (where heating operation is present). SNOHOMISH COUNTY PUD NORTH COUNTY COMMUNITY OFFICE HEATED PARKING 17601 59TH AVE NE ARLINGTON, WA 98223 PROJECT: AC Unit Interface: The DDC shall connect to the unit through the manufacturer BACnet communication interface. Allow for mapping of BUILDING IDENTIFIER: all BACnet points to the DDC for use in implementing control sequnces, monitoring alarms and general unit operating conditions. Point status shall be displayed on the main unit graphic or additional unit graphic informational pages. The points displayed on the main graphic will be coordinated with the owner/engineer and determined once a submittal has been received and manufacturer's point list can be reviewed. C.2 Alarms shall be provided as follows: Â· Low Zone Temp: If the zone temperature is less than the heating setpoint by a user definable amount (adj.). SHEET TITLE: MECHANICAL Door Switch Sequence: CONTROLS AND The DDC controller shall monitor status of the door switches. (2) sectional door in Heated Parking. The heating SEQUENCES setpoint for the AC's in these zones shall be set back to 50Â°F (adj.). To prevent short cycling of the equipment, set back when the door is open for longer than 5 minutes (adj.). 3 DUCTLESS - HEAT PUMP/AC UNIT SPLIT SYSTEM LEAD:BC M9.03 SCALE: NONE DRAFTER:SF DATE:03/22/22 SHEET: M9.03 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 A B C A B C 1201 third avenue, ste 600 seattle, wa 98101 CU-01 206.448.3376 2"V UP EIWH-1 www.hargis.biz 2"V DN 2 2"FD-1 3/4"C 1 1 HB-1 TP-1 AC-01B 3/4"C ELEC ROOM ELEC ROOM SS-9 102 102 EW-1 2"W UP 1"CW 2"W UP 2"V UP TO FD 2"V 4"V UP 2"V DN TO VTR 2"V DN HEATED AC-01A PARKING 1 101 2"V UP 4"W UP TO TD TD-1 TD-1 4"W UP TO TD FFE = 134.45 4"W UP 1 TO TRAFFIC RATED FCO 1"CW HEATED PARKING FCO 101 4"W 2"CW POC. SEE CIVIL FOR CONTINUATION. I.E. = 130.45' 4"W POC. SEE CIVIL FOR CONTINUATION. I.E. = 131.65' 2"CW UP 3 2"CW DN REVISION DATE NO. 2 2 TRUE TRUE UNDERGROUND PLUMBING PLAN LEVEL 1 - PLUMBING PLAN 1 N 2 N SCALE:1/4" = 1'-0" SCALE: 1/4" = 1'-0" SHEET NOTES FLAG NOTES 1. REFER TO M7.00 SERIES SHEETS FOR STANDARD DETAILS NOT REFERENCED ON PLANS. COMPLY WITH ALL REQUIREMENTS IN 1 ROUTE CW AND VENT TIGHT TO BOTTOM OF DETAILS. STRUCTURE. 2. SEE CIVIL DRAWINGS FOR CONTINUATION OF PLUMBING OUTSIDE 2 1"C DOWN TO WYE FITTING ON SINK TAILPIECE. OF BUILDING. PROVIDE WYE FITTING. 3. SLOPE ALL WASTE AND VENT PIPING A MINIMUM OF 1/4 INCH PER 3 PROVIDE SHUT-OFF VALVE WITH DOWNSTREAM DRAIN FOOT UNLESS OTHERWISE NOTED. AND THREADED HOSE CONNECTION FOR COLD WATER RISER. 4. PLUMBING FIXTURES AND FLOOR PLAN ABOVE ARE SHOWN ON FOUNDATION PLAN FOR REFERENCE. 5. INVERT ELEVATIONS ARE SHOWN FOR REFERENCE ONLY. CONTRACTOR SHALL COORDINATE FINAL INVERT ELEVATIONS IN THE FIELD WITH CIVIL CONTRACTOR. 6. SEE STRUCTURAL DRAWINGS FOR PIPE SLEEVE DETAILS AT FOOTINGS AND GRADE BEAMS FOR PIPE ROUTING THROUGH STRUCTURE. 7. DRAWINGS ARE DIAGRAMMATIC AND INTENDED TO SHOW GENERAL ARRANGEMENT AND CONFIGURATION OF PIPING AND LOCATION OF VALVES. ADJUST LOCATIONS OF PIPING TO ENSURE THAT ISOLATION VALVES ARE ACCESSIBLE. PROVIDE ISOLATION VALVES FOR ALL HOSE BIBBS, AND FIXTURES WITHOUT STOPS. 8. SEE PLUMBING FIXTURE AND DRAIN ROUGH-IN SCHEDULE FOR FIXTURE SERVICE CONNECTION SIZES. SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 9. DO NOT ROUTE ANY PIPING OVER ELECTRICAL OR IDF ROOMS PROJECT: UNLESS PIPING IS SERVING EQUIPMENT IN THE ROOM. BUILDING IDENTIFIER: 10. REFER TO ARCHITECTURAL INTERIOR ELEVATIONS FOR PLUMBING FIXTURES MOUNTING HEIGHTS. C.2 KEYPLAN SHEET TITLE: PLUMBING FLOOR PLANS LEAD: BC DRAFTER: SF/JS DATE: SHEET: P2.01 SHEET OF ROLLUDA ARCHITECTS,INC 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206) 624-4222 FAX (206) 624-4226 4"VTR 20 DFU ROOF 2"V 2 DFU 101 SS-9 8 DFU 2 DFU 8 DFU 101 101 101 4"TD-1 2"FD-1 4"TD-1 FCO LEVEL 1 134'-5" 4"W 20 DFU REVISION 4"W POC TO CIVIL DATE NO. 1 HEATED PARKING PLUMBING RISER DIAGRAM P6.11 SCALE: NONE SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER:C.2 SHEET TITLE: PLUMBING RISER DIAGRAM LEAD:BC DRAFTER:JS DATE:03/22/22 SHEET: P6.11 SHEET OF ROLLUDA ARCHITECTS,INC 105 S MAIN ST, #323 SEATTLE, WA 98104 VENT, SEE DWGS PHONE (206) 624-4222 FOR CONT FAX (206) 624-4226 FLOOR DRAIN FINISHED FLOOR. PIPE SLEEVE AND REFER TO SEALANT. SEE THREADED ROD, ARCHITECTURAL FOR SLOPING SLEEVE THROUGH ATTACH TO STRUCTURE HOLD PIPE ON INSIDE FACE REQUIREMENTS. FLOOR DETAIL OF BUILDING INSULATION INSULATION INSERT COMPRESS INSULATION WHERE PIPE HANGER INSULATION REQUIRED. PROVIDE FULL INSULATION THICKNESS FREEZELESS WALL WHEREVER POSSIBLE. HYDRANT WITH VACUUM BREAKER 3/4" C.W. OR NPRW SUPPLY TRAP PRIMER PIPE PIPE. SEE 5" INSULATION SHIELD BETWEEN TRAP ARM MIN HANGER AND INSULATION UP SELECT EXTENSION DEPTH DWGS FOR TO CENTERLINE OF PIPE AS TO MATCH WALL SIZE AND CONT 12" MIN SPECIFIED (TYP) TO SANITARY, SEE P-TRAP DWGS FOR CONT 24" ABOVE FLOOR NOTE: OR GRADE OR AS 1. PIPE SHALL BE WITHIN NOTED ON PLAN INSULATED SPACE 2. PROVIDE BALL VALVE AT ACCESSIBLE LOCATION TO SHUT OFF HOSE BIBB ONLY. 1 NOT USED 2 DETAIL - FLOOR DRAIN 3 DETAIL - INSULATED PIPE HANGER 4 DETAIL - FREEZE RESISTANT WALL HYDRANT P7.01 SCALE: NONE P7.01 SCALE: NONE P7.01 SCALE: NONE P7.01 SCALE: NONE POWER BY DIV 26 VACUUM CONTROL TIMER BREAKER SOLENOID VALVE WATER HAMMER ARRESTER EMERGENCY EYEWASH SLOPE PIPE DN TO EYEWASH WATER TO TRAPS CONNECTIONS WATER SUPPLY 8 (1/2") PRIMERS (VARIES) COLD WATER WITH STOP VALVE ISOLATION VALVE REVISION NOTE: INSTANTANEOUS ELECTRIC 1. PROVIDE LOCKING ACCESS PANEL TO CONCEAL ALL WATER HEATER (IWH) COMPONENTS SHOWN AT OCCUPIED SPACE LOCATIONS. DATE NO. FINISHED FLOOR 8" MIN 5 DETAIL - TRAP PRIMER PANEL 6 DETAIL- INSTANTANEOUS ELECTRIC WATER HEATER P7.01 SCALE: NONE P7.01 SCALE: NONE SNOHOMISH COUNTY PUD NORTH COUNTY COMMUNITY OFFICE HEATED PARKING 17601 59TH AVE NE ARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER:C.2 SHEET TITLE: PLUMBING DETAILS LEAD:BC DRAFTER:SF DATE:03/22/22 SHEET: P7.01 SHEET OF GENERAL NOTES ABBREVIATIONS GENERAL POWER ONE-LINE DIAGRAM ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 1. PERFORM WORK IN ACCORDANCE WITH APPLICABLE A AMPERE M METER EXISTING ELECTRICAL TO BE REMOVED SWITCHBOARD/SWITCHGEAR EQUIPMENT ENCLOSURE SEATTLE, WA 98104 NATIONAL AND STATE CODES AS AMENDED LOCALLY AC AIR CONDITIONING; ALTERNATING CURRENT; MAN METROPOLITAN AREA NETWORK PHONE (206)624-4222 AND ENFORCED BY THE AHJ. ABOVE COUNTER MAX MAXIMUM EXISTING ELECTRICAL TO REMAIN PANELBOARD, FLUSH-MOUNTED BUS FAX (206)624-4226 AF AMP FUSE; AMP FRAME MC MAIN CROSS CONNECT; METAL CLAD (CABLE) 2. OBTAIN AND PAY FOR PERMITS REQUIRED FOR AFC AVAILABLE FAULT CURRENT MCB MAIN CIRCUIT BREAKER NEW ELECTRICAL WORK PANELBOARD, SURFACE-MOUNTED WIRE INSTALLATION OF WORK. ARRANGE AND SCHEDULE AFF ABOVE FINISHED FLOOR MCC MOTOR CONTROL CENTER REQUIRED INSPECTIONS. AG ABOVE GRADE MDF MAIN DISTRIBUTION FRAME MATCHLINE OR PROPERTY LINE T (FRONT) TERMINAL / LUG TRANSFORMER AHJ AUTHORITIES HAVING JURISDICTION 3. COORDINATE WITH UTILITY COMPANIES FURNISHING MDP MAIN DISTRIBUTION PANEL AHU AIR HANDLING UNIT SERVICES TO PROJECT. INSTALLATION OF UTILITY MFR MANUFACTURER ENLARGED PLAN BOUNDARY MOTOR CONNECTION CONNECTION SERVICES SHALL BE IN ACCORDANCE WITH UTILITY AIC AMPERE INTERRUPTING CURRENT MH MANHOLE REQUIREMENTS. VERIFY APPLICABLE INSTALLATION AL ALUMINUM MIN MINIMUM DISCONNECT SWITCH, NON-FUSED DELTA STANDARDS AND REQUIREMENTS. PROVIDE AND ANSI AMERICAN NATIONAL STANDARDS INSTITUTE 1 MLO MAIN LUGS ONLY DETAIL/PLAN IDENTIFIER SUBMIT ELECTRICAL DRAWINGS TO UTILITY FOR AS AMP SWITCH E1.1 MM MULTIMODE DISCONNECT SWITCH, FUSED WYE APPROVAL PRIOR TO ROUGH-IN AND PRIOR TO AT AMP TRIP MPOE MAIN POINT OF ENTRY ORDERING EQUIPMENT. A ATM ASYNCHRONOUS TRANSFER MODE MPOP MAIN POINT OF PRESENCE SECTION IDENTIFIER B ENCLOSED CIRCUIT BREAKER CURRENT TRANSFORMER 4. COORDINATE ELECTRICAL WORK WITH THAT OF OTHER ATS AUTOMATIC TRANSFER SWITCH MTD MOUNTED E1.1 1201 third avenue, ste 600 TRADES. REFER TO MECHANICAL, ARCHITECTURAL, AV AUDIO VISUAL MTS MANUAL TRANSFER SWITCH VFD VARIABLE FREQUENCY DRIVE seattle, wa 98101 A STRUCTURAL, CIVIL, AND LANDSCAPE DRAWINGS AND AWG AMERICAN WIRE GAUGE ELEVATION IDENTIFIER TRANSFER SWITCH 206.448.3376 SPECIFICATIONS. COORDINATION SHALL OCCUR PRIOR E1.1 S MANUAL MOTOR STARTER WITH THERMAL (N) NEW M TO FABRICATION, PURCHASE, AND INSTALLATION OF BAS BUILDING AUTOMATION SYSTEM OVERLOADS N NEUTRAL REVISION DEFINITION AREA, AREA ENCIRCLED www.hargis.biz WORK. BATT BATTERIES NAC NOTIFICATION APPLIANCE CIRCUIT CONTAINS CHANGES MADE SUBSEQUENT TO COMBINATION STARTER/DISCONNECT CIRCUIT BREAKER, FIXED BIL BASIC IMPULSE INSULATION LEVEL PREVIOUS ISSUE 5. COMPLETION OF WORK SHALL BE EXECUTED IN NEC NATIONAL ELECTRICAL CODE ACCORDANCE WITH THE PROJECT SCHEDULE. BKBD BACKBOARD NATIONAL ELECTRICAL MANUFACTURERS MAGNETIC STARTER CIRCUIT BREAKER, DRAWOUT NEMA SCHEDULE INSTALLATION WITH OTHER TRADES TO BKR BREAKER ASSOCIATION 1 REVISION CALLOUT ENSURE PROJECT MILESTONES ARE MET. BLDG BUILDING NF NON-FUSED EQUIPMENT CONNECTION - CONFIRM CONNECTION DISCONNECT SWITCH NIC NOT IN CONTRACT 1 FLAG NOTE TAG WITH EQUIPMENT MANUFACTURER 6. DRAWINGS ARE DIAGRAMMATIC AND DO NOT SHOW C CONDUIT; DEGREES CELSIUS NL NIGHT LIGHT FUSED SWITCH ALL COMPONENTS REQUIRED FOR A COMPLETE CAB CABINET 1 DEMOLITION NOTE TAG J FIRE/SMOKE DAMPER INSTALLATION. PROVIDE COMPONENTS REQUIRED FOR F/S CAT CATEGORY OFC OPTICAL FIBER CABLE FUSE 2/28/2022 COMPLETE AND OPERATIONAL SYSTEMS INCLUDING RACEWAYS, CONDUCTORS, BOXES, SUPPORTS AND CATV COMMUNITY ANTENNA TELEVISION OHL OVERHEAD LINE 1 EQUIPMENT TAG PUSHBUTTON CONTROLLER SIMILAR ITEMS. CB CIRCUIT BREAKER OL OVERLOAD (SINGLE OR MULTIPLE BUTTONS) FUSED CUTOUTS CCTV CLOSED CIRCUIT TELEVISION OS OCCUPANCY SENSOR AHU-01 MECHANICAL EQUIPMENT TAG CIRCUIT BREAKER WITH GROUND FAULT 7. LOCATIONS OF RACEWAY, PATHWAY AND SIMILAR CLG CEILING OSP OUTSIDE PLANT EMERGENCY POWER OFF PUSHBUTTON GF PROTECTION ITEMS ARE SHOWN SCHEMATICALLY. COORDINATE CM CEILING-MOUNTED INSTALLATION, INCLUDING BUT NOT LIMITED TO CO CONDUIT ONLY P POLE N NORTH ARROW ST CIRCUIT BREAKER WITH SHUNT TRIP OPERATOR CABLING, TELECOMMUNICATION PATHWAYS AND COW COMPUTER ON WHEELS PBX PRIVATE BRANCH EXCHANGE SPACES, AND EXACT LOCATION OF HORIZONTAL AND RECEPTACLES CR CONTROLLED RECEPTACLE PF POWER FACTOR K CIRCUIT BREAKER WITH KIRK KEY BACKBONE CABLING WITH LOCATIONS OF FIXED LOCATION WHERE PICTURE WAS TAKEN AND CASEWORK AND BUILDING CONDITIONS AFFECTING CT CURRENT TRANSFORMER PH PHASE 1 DIRECTION P1A-12 THE WORK OF THIS CONTRACT. CU COPPER PIR PASSIVE INFRARED DEVICE SUBSCRIPTS GF PIV POST INDICATING VALVE +42" GF (CIRCUIT NUMBER) FUSED SWITCH WITH GROUND FAULT PROTECTION 8. COORDINATE TELECOMMUNICATIONS WORK WITH D DEDICATED PNL PANEL LIGHTING (AC,CR,D,EM,GB,GF,IG,SB,TP,USB,WP OR OTHER SUBSCRIPT) THAT OF OTHER TRADES. REFER TO ELECTRICAL, A (NON-STANDARD MOUNTING HEIGHT OR AC) DDC DIRECT DIGITAL CONTROL PP PATCH PANEL MECHANICAL, ARCHITECTURAL, STRUCTURAL, CIVIL, DEMARC DEMARCATION POINT PT POTENTIAL TRANSFORMER DEVICE SUBSCRIPTS SPECIAL RECEPTACLE MOTOR CONNECTION AND LANDSCAPE DRAWINGS AND SPECIFICATIONS. a (LIGHT FIXTURE TYPE) DISC DISCONNECT PVC POLYVINYL CHLORIDE 12 COORDINATION SHALL OCCUR PRIOR TO FABRICATION, (SWITCHLEG) PURCHASE, AND INSTALLATION OF WORK. DIST DISTRIBUTION (CIRCUIT NUMBER) DUPLEX RECEPTACLE G GENERATOR DSL DIGITAL SUBSCRIBER LINE RCP REFLECTED CEILING PLAN 9. PROVIDE FIRESTOPPING SYSTEMS FOR CONDUIT AND DWG DRAWING REC RECEPTACLE FOURPLEX RECEPTACLE X METERING DEVICE RACEWAY SYSTEMS AT PENETRATIONS, SLEEVES AND REF REFER TO (M = METER) LIGHTING FIXTURES (WH = WATT HOUR METER) SLOTS OF FIRE RATED CONSTRUCTION FOR (E) EXISTING REV REVISION (REFER TO LIGHTING FIXTURE SCHEDULE SPLIT WIRED DUPLEX RECEPTACLE (A = AMMETER) HORIZONTAL AND INTRABUILDING PATHWAYS AND RM ROOM FOR ADDITIONAL INFORMATION) (V = VOLTMETER) EA EACH SPACES. EF EXHAUST FAN REINFORCED THERMORESETTING RESIN SIMPLEX RECEPTACLE RTRC CONDUIT ST SHUNT TRIP 10. INTRABUILDING OPTICAL FIBER CABLING SHALL BE EIA ELECTRONIC INDUSTRIES ASSOCIATION RU RACK UNIT STRIP LIGHTING FIXTURE CORD DROP CORD RECEPTACLE CLEARLY AND VISIBLY IDENTIFIED IN PULLBOXES, ELEV ELEVATION ENTRANCE POINTS, EACH RISER ROOM, AND 5'-0" EM EMERGENCY GF GROUND FAULT PROTECTION BEFORE ENTERING A FREE STANDING RACK UTILIZING SB STANDBY WALL-MOUNTED LIGHTING FIXTURE RETRACTABLE CORD REEL RECEPTACLE EMT ELECTRICAL METALLIC TUBING AN OPTICAL FIBER CABLE MARKER TAG SYSTEM. SHT SHEET EPM ELECTRONIC POWER METER ENCL ENCLOSURE SLC SIGNALING LINE CIRCUIT EPM ELECTRONIC POWER METER 11. CATEGORY 6/6A CABLING: MAINTAIN A MINIMUM SM SINGLEMODE SPD SURGE PROTECTIVE DEVICE SPACING OF 12" FROM ELECTRICAL FEEDERS AND EPO EMERGENCY POWER OFF RACEWAYS AND BOXES SMFC SURFACE-MOUNTED OPTICAL FIBER CABINET BRANCH CIRCUIT WIRING AND 12" FROM AUXILIARY EQUIP EQUIPMENT SMR SURFACE METAL RACEWAY GROUND SYSTEM CABLING. ETR EXISTING TO REMAIN EMERGENCY LIGHTING FIXTURES SONET SYNCHRONOUS OPTICAL NETWORK J JUNCTION BOX EWC ELECTRIC WATER COOLER (REFER TO LIGHTING FIXTURE SCHEDULE 12. PRIOR TO STARTING TELECOMMUNICATIONS SP SERVICE PROVIDER FOR ADDITIONAL INFORMATION) 12,241 AVAILABLE FAULT CURRENT (SYMMETRICAL) TAG INSTALLATION, CAREFULLY INSPECT INSTALLED WORK SPD SURGE PROTECTIVE DEVICE J FURNITURE WALL FEED OUTLET BOX F FUSE; DEGREES FAHRENHEIT F OF OTHER TRADES AND VERIFY THAT SUCH WORK IS SPEC SPECIFICATIONS 225 FEEDER TAG REVISION FA FIRE ALARM PULL BOX COMPLETE TO THE POINT WHERE WORK MAY SPST SINGLE POLE SINGLE THROW PB FAAP FIRE ALARM ANNUNCIATOR PANEL (WHERE INDICATED, SUBSCRIPT INDICATES PULL BOX TYPE) PROPERLY COMMENCE. NOTIFY THE ARCHITECT AND ST SHUNT TRIP XX ENGINEER IN WRITING OF CONDITIONS DETRIMENTAL FACP FIRE ALARM CONTROL PANEL STP SHIELDED TWISTED PAIR POLE-MOUNTED LIGHTING FIXTURE, QUANTITY OF HANDHOLE PAD-MOUNT TRANSFORMER TO THE PROPER AND TIMELY COMPLETION OF THE FBO FURNISHED BY OWNER HH FURNISHED BY OWNER INSTALLED BY SVGA SUPER VIDEO GRAPHICS ARRAY HEADS AS INDICATED XX (WHERE INDICATED, SUBSCRIPT INDICATES VAULT TYPE) WORK. FOIC CONTRACTOR SW SWITCH DATE 13. DO NOT BEGIN TELECOMMUNICATIONS INSTALLATION FOIO FURNISHED BY OWNER INSTALLED BY OWNER SWBD SWITCHBOARD DOUBLE HEAD, POLE-MOUNTED, LIGHTING FIXTURE VAULT 480V (WHERE INDICATED, SUBSCRIPT INDICATES VAULT TYPE) UNTIL ALL UNSATISFACTORY CONDITIONS ARE FSD FIRE SMOKE DAMPER XX TRANSFORMER NO. RESOLVED. BEGINNING WORK CONSTITUTES TBB TELECOMMUNICATIONS BONDING BACKBONE LIGHTING TRACK WITH FIXTURES FLOORBOX (WHERE INDICATED, SUBSCRIPT INDICATES FLOOR 208Y 120V ACCEPTANCE OF CONDITIONS AS SATISFACTORY. G GROUND TEL TELEPHONE A BOX TYPE) SELF-CONTAINED BATTERY-POWERED EMERGENCY GB GROUND FAULT CIRCUIT BREAKER TELCO TELEPHONE COMPANY LIGHTING FIXTURE POKE-THRU (WHERE INDICATED, SUBSCRIPT INDICATES 14. THE ELECTRICAL CONTRACTOR SHALL PROVIDE ALL CONDUIT, OUTLET BOXES, JUNCTION BOXES, RACEWAY GF GROUND FAULT CIRCUIT INTERRUPTER TGB TELECOMMUNICATIONS GROUNDING BUSBAR A POKE-THRU TYPE) TELECOMMUNICATIONS INDUSTRY SYSTEMS, ETC. FOR A COMPLETE AND OPERATIONAL GFP GROUND FAULT PROTECTION TIA EXIT SIGN, UNIVERSAL MOUNTING PANELBOARD - MAIN LUGS ONLY ASSOCIATION POWER POLE, FLOOR TO CEILING PATHWAY SYSTEM FOR ALL TELECOMMUNICATIONS GND GROUND TELECOMMUNICATIONS MAIN GROUNDING (SHADED AREA INDICATES ILLUMINATE SIDE TMGB SYSTEMS PER THE SCOPE OF WORK INDICATED ON BUSBAR ARROW INDICATES CHEVRON DIRECTION) GRS GALVANIZED RIGID STEEL THE CONSTRUCTION DRAWINGS AND BID TP TAMPERPROOF SURFACE METAL RACEWAY EXIT SIGN, WALL-MOUNTED SPECIFICATIONS. TR TELECOMMUNICATIONS ROOM (SHADED AREA INDICATES ILLUMINATE SIDE HC HORIZONTAL CROSS CONNECT TTB TELEPHONE TERMINAL BOARD ARROW INDICATES CHEVRON DIRECTION) RACEWAY CONCEALED IN WALL OR IN CEILING (EXPOSED IN UNFINISHED AREAS)PANELBOARD - MAIN CIRCUIT BREAKER HID HIGH INTENSITY DISCHARGE TV TELEVISION HP HORSEPOWER LIGHTING CONTROL TVSS TRANSIENT VOLTAGE SURGE SUPPRESSION RACEWAY RUN BELOW FLOOR OR BELOW GRADE HTR HEATER TYP TYPICAL SWITCH, AS DEFINED BY SUBSCRIPT NON-STRUCTURAL ELECTRICAL NOTES Hz HERTZ # = SWITCH LOCATED WITHIN THE SPACE IT IS CONTROLLING FLEXIBLE RACEWAY a = SWITCH LOCATED REMOTE FROM THE SPACE IT IS CONTROLLING IBC INTERNATIONAL BUILDING CODE UG UNDERGROUND MW = LINE VOLTAGE THREE-WAY OR FOUR-WAY RACEWAY (CIRCLE DENOTES VERTICAL GROUNDING 1. THE FOLLOWING ITEMS ARE TAKEN DIRECTLY FROM UL UNDERWRITERS LABORATORIES OSD = OCCUPANCY SENSOR OR VACANCY SENSOR WITH DIMMER TRANSITION) IC INTERMEDIATE CROSS CONNECT OS = OCCUPANCY SENSOR OR VACANCY SENSOR THE 2018 INTERNATIONAL BUILDING CODE AND FROM UON UNLESS OTHERWISE NOTED K = KEYED LH = LIGHTED HANDLE IDF INTERMEDIATE DISTRIBUTION FRAME THE AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE) UPS UNINTERRUPTIBLE POWER SUPPLY P = PILOT LIGHT T = TIMER RACEWAY CONTINUATION G GROUNDING CONDUCTOR INSTITUTE OF ELECTRICAL AND ELECTRONIC STANDARD 7. THE CONTRACTOR SHALL REFER TO THE IEEE ENGINEERS USB UNIVERSAL SERIAL BUS ABOVE FOR ADDITIONAL INFORMATION, EXCEPTIONS, SEE SWITCH SCHEDULE FOR ADDITIONAL RACEWAY STUB WITH BUSHING IG ISOLATED GROUND UTP UNSHIELDED TWISTED PAIR GROUND ROD AND FURTHER DESCRIPTIONS. THE CONTRACTOR INFORMATION SHALL ADHERE TO REQUIREMENTS AND AS SUCH, IMC INTERMEDIATE METALLIC CONDUIT UV UNIT VENTILATOR ISDN INTEGRATED SERVICES DIGITAL NETWORK RACEWAY SLEEVE WITH BUSHING GROUNDING BUSBAR SHALL BE INCLUDED WITHIN BID. ALSO REFER TO REFER TO LIGHTING ZONE CONTROL PLAN FOR SPECIFICATIONS. V VOLTS OCCUPANCY SENSOR OR VACANCY SENSOR J JUNCTION VA VOLT AMPERES REQUIREMENTS. FIRE STOPPING SLEEVE EQUIPMENT GROUNDING CONNECTION 2. 2018 IBC, 1613.1, SCOPE: ARCHITECTURAL, VFD VARIABLE FREQUENCY DRIVE OCCUPANCY/VACANCY SENSOR, CEILING-MOUNTED M CABLE TRAY, 12"W x 4"H OVERHEAD, UNLESS MECHANICAL, ELECTRICAL, AND NON-STRUCTURAL WHERE INDICATED, SUBSCRIPT INDICATES TYPE GROUNDING STRAP K KIRK KEY X OTHERWISE NOTED COMPONENTS THAT ARE PERMANENTLY ATTACHED TO KCMIL THOUSAND CIRCULAR MILS W WATT; WIRE STRUCTURES AND THEIR SUPPORTS AND M OCCUPANCY/VACANCY SENSOR, WALL-MOUNTED ATTACHMENTS SHALL BE DESIGNED AND kVA KILOVOLT AMPERE W/ WITH CABLE TRAY, OVERHEAD LADDER TYPE CONSTRUCTED TO RESIST THE EFFECTS OF KVAR KILOVOLT AMPERE REACTIVE W/O WITHOUT P PHOTOSENSOR FIRE ALARM SYSTEM EARTHQUAKE MOTIONS IN ACCORDANCE WITH ASCE 7, kW KILOWATT WA WORKSTATION AREA HOMERUN TO PANEL EXCLUDING CHAPTER 14 AND APPENDIX 11A. WAN WIDE AREA NETWORK X HA-3 (INDICATES PANEL DESIGNATION AND CIRCUIT NUMBER) LIGHTING CONTROL TAG LAN LOCAL AREA NETWORK # - # FACP FIRE ALARM CONTROL PANEL WG WIRE GUARD 3. ASCE 7 CONTRACTOR RESPONSIBILITY : #10 LCP LIGHTING CONTROL PANEL WH WATT HOUR METER THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE 10 FC LIGHT LEVEL SET POINT TAG (GAUGE OF WIRE OTHER THAN AWG#12) J FIRE/SMOKE DAMPER CONSTRUCTION OF A SEISMIC-FORCE-RESISTING LEC LOCAL EXCHANGE CARRIER WP WEATHERPROOF NUMBER OF CONDUCTORS F/S LT LIGHT (GROUND CONDUCTOR) SYSTEM, DESIGNATED SEISMIC SYSTEM, OR (PHASE CONDUCTORS) LCP LIGHTING CONTROL PANEL (NEUTRAL CONDUCTOR) S DUCT SMOKE DETECTOR COMPONENT LISTED IN THE QUALITY ASSURANCE LTG LIGHTING XMFR TRANSFORMER PLAN SHALL SUBMIT A WRITTEN CONTRACTOR'S STATEMENT OF RESPONSIBILITY TO THE REGULATORY RC ROOM CONTROLLER M METER Y WYE AUTHORITY HAVING JURISDICTION AND TO THE OWNER MAN METROPOLITAN AREA NETWORK PRIOR TO THE COMMENCEMENT OF WORK ON THE Z IMPEDANCE NOT ALL SYMBOLS MAY APPEAR ON THE DRAWINGS SYSTEM OR COMPONENT. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL INCLUDE THE FOLLOWING: A. ACKNOWLEDGMENT OF AWARENESS OF THE SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 SPECIAL REQUIREMENTS CONTAINED IN THE PROJECT: QUALITY ASSURANCE PLAN; B. ACKNOWLEDGMENT THAT CONTROL WILL BE BUILDING IDENTIFIER: EXERCISED TO OBTAIN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE AUTHORITY HAVING JURISDICTION; C. PROCEDURES FOR EXERCISING CONTROL C.2 WITHIN THE CONTRACTOR'S ORGANIZATION, THE METHOD AND FREQUENCY OF REPORTING AND THE DISTRIBUTION OF THE REPORTS; AND SHEET TITLE: D. IDENTIFICATION AND QUALIFICATIONS OF THE ELECTRICAL PERSON(S) EXERCISING SUCH CONTROL AND LEGEND, THEIR POSITION(S) IN THE ORGANIZATION. ABBREVIATIONS, AND GENERAL NOTES LEAD: DF DRAFTER: TC DATE: 3/23/22 SHEET: E0.01 SHEET OF SHEET ROLLUDA ARCHITECTS, INC. 1. COORDINATE ELECTRICAL WITH ALL OTHER CONTRACT 105 S MAIN ST, #323 DOCUMENTS AND FIELD CONDITIONS TO AVOID CONFLICTS. S4A SEATTLE, WA 98104 TYP 15 INV-1 PHONE (206)624-4222 2. CIRCUITS SHALL INCLUDE A DEDICATED NEUTRAL UNLESS FAX (206)624-4226 OTHERWISE NOTED. 1 X D INV-1 3. REFER TO MECHANICAL AND PLUMBING EQUIPMENT SCHEDULE ELEC ROOM ON SHEET E6.01 FOR EQUIPMENT RACEWAY AND CONDUCTOR 5 M SIZES. 102 S4A 4. REFER TO LIGHT FIXTURE SCHEDULE ON SHEET E6.01. INV-1 L7 5. ROUTE ALL HORIZONTAL CONDUITS WITHIN CEILING AREAS TIGHT INV-1 L10D L10D INV-1 HPL1-9 TO STRUCTURE. LIGHTS AT +8'-0" AFF 6. PROVIDE CLEARANCE PER NEC FOR ALL DISCONNECT SWITCHES. COORDINATE EXACT LOCATIONS WITH FINAL MECHANICAL EQUIPMENT. WALL MOUNT DISCONNECT SWITCHES AND/OR PROVIDE UNISTRUT MOUNTING FRAME AS REQUIRED. DO NOT MOUNT DISCONNECT SWITCHES DIRECTLY TO MECHANICAL M EQUIPMENT. SUSPEND DISCONNECT SWITCHES FROM STRUCTURE AND LOCATE ADJACENT TO UNITS OUTSIDE OF 1201 third avenue, ste 600 TYP 12 M EQUIPMENT CLEAR SPACE L10D L10D seattle, wa 98101 HPL1-9 HPL1-9 7. PROVIDE ARC FLASH LABEL ON ALL NEW PANEL BOARDS, 206.448.3376 TRANSFORMERS, ETC. PROVIDE SHORT CIRCUIT CALCULATIONS. REFER TO SPECIFICATIONS. www.hargis.biz LIGHTS AT +16'-0" AFF 8. ALL ELECTRICAL EQUIPMENT SHORT CIRCUIT RATINGS SHALL EXCEED AVAILABLE FAULT CURRENTS. PROVIDE SHORT CIRCUIT CALCULATIONS TO DETERMINE AVAILABLE FAULT CURRENT BASED L10D ON FIELD CONDITIONS. HPL1-9 9. ALL CONDUITS AND JUNCTION BOXES TO BE SURFACE-MOUNTED ON METAL WALL PANEL AT INTERIOR OF SPACE. 10. ALL FIXTURES CONNECTED TO EMERGENCY CIRCUIT SHALL BE CONTROLLED THROUGH UL924 RELAYS. THE UL924 CONTROL HEATED PARKING INPUT SHALL BE THE ADJACENT NORMAL CONTROLLED CIRCUIT 2/28/2022 (LIGHTING CONTROL PANEL, RELAY OUTPUT OR MANUAL SWITCH). 101 PROVIDE ONE UL924 RELAY FOR EACH SWITCH LEG. PROVIDE 0-10V BYPASS CONTACT AS APPLICABLE. REFER TO DETAIL 2 ON SHEET E6.01 FOR FURTHER INFORMATION. 11. EMERGENCY 120V LIGHTING FED FROM LIGHTING INVERTER 'INV-1'. 12. NORMAL 120V LIGHTING FED FROM CIRCUIT PNL HPL1-9. 13. LIGHTING CONTROL SHALL BE DELTA LIGHTING CONTROL SYSTEM L10D DLS SERIES WHICH IS INTEGRAL TO THE BUILDING MANAGEMENT INV-1 SYSTEM. REFER TO DIV 26 SPECIFICATIONS. L10D L10D HPL1-9 M M HPL1-9 FLAG NOTES L10D L10D L10D INV-1 HPL1-9 INV-1 1 UTILITY CT ENCLOSURE, POWER METER, AND METER COMMUNICATION ENCLOSURE PER SNOHOMISH X X FEEDER SCHEDULE COUNTY PUD STANDARDS. INV-1 INV-1 2 D D COPPER CONDUCTORS 2 REFER TO SITE DRAWING E1.01 FOR CONTINUATION. TAG QUANTITY RACEWAY CONDUCTORS OF SETS SIZE PHASE NEUTRAL GND(NOTE 2) S4A S4A 3 PROVIDE POWER CONNECTION TO OVERHEAD 225N 1 2" 2#4/0 1#4/0 1#4(#2) TYP 15 SECTIONAL DOOR CONTROLLER. MOUNT DOOR 400N 2 2-1/2" 3#3/0 1#3/0 1#2(#1/0) INV-1 INV-1 CONTROLLER. DOOR CONTROLLER FURNISHED BY NOTES: DOOR VENDOR. MOUNT DISCONNECT ADJACENT TO DOOR CONTROLLER. PROVIDE INTERCONNECTIONS TO 1. COPPER FEEDERS ARE BASED ON COPPER CONDUCTORS A B C DOOR MOTORS, AND DOOR OPERATORS. PROVIDE WITH THWN/THHN INSULATION. CONDUCTOR DERATING CONDUIT AND CONDUCTORS FOR DOOR SYSTEM IS BASED ON THWN/THHN CONDUCTORS WITH 90 TRUE INTERCONNECTIONS. REFER TO MANUFACTURERS DEGREES C RATING. MANUAL FOR INSTALLATION REQUIREMENTS. 2. GROUND CONDUCTOR (BONDING JUMPER) SIZE SHALL BE 4 PROVIDE DUAL-LITE LIGHTING INVERTER PART NO. INCREASED FOR FEEDERS FROM THE SOURCE OF A 2 LEVEL 1 - LIGHTING PLAN N REVISION LG-375-S. SEPARATELY DERIVED SYSTEM TO THE FIRST E5.01 SCALE: 1/4" = 1'-0" DISCONNECTING MEANS PER NEC 250.30(A). SIZE AS 5 PROVIDE POWER CONNECTION TO FACP. COORDINATE INDICATED IN PARENTHESES. EXACT LOCATION OF FACP WITH DIVISION 28. SECURITY PANEL METER 6 PROVIDE HARDWIRED CONNECTION TO SECURITY CT ENCLOSURE PANEL. COORDINATE EXACT LOCATION OF PANEL WITH DATE 10 HPL1-27 DIVISION 27. 10 HPL1-17 PNL 'HPL1' CU-01 7 PROVIDE JUNCTION BOX WITH CONDUCTORS MOUNTED NO. WP,GFCI HPL1-22,24 ADJACENT TO SECURITY PANEL. COIL CONDUCTORS WALL MOUNTED TP HPL1-11 HPL1-22,24 WITHIN JUNCTION BOX FOR FUTURE USE. LABEL TELECOM RACK JUNCTION BOX COVER AS 'FUTURE 120V SECURITY HPL1-21 POWER'. 1 WP,GFCI WP,GFCI 6 J 7 HPL1-23 HPL1-23 8 PROVIDE 208/120V, 1PH, 3W, 225A FUEL ISLAND HPL1-13 HPL1-5 HPL1-13 HPL1-13 EIWH-1 WP,GFCI,+48 WP,GFCI,+48 PANELBOARD PER FUEL ISLAND DRAWINGS. REFER TO 5 TO UTILITY FACP ONE-LINE DIAGRAM FOR ADDITIONAL INFORMATION. ELEC ROOM HPL1-16 M HPL1-26,28,30 AC-01B REFER TO FUEL ISLAND ELECTRICAL DRAWINGS FOR HPL1-11,13,15,17 HPL1-1HPL1-3 HPL1-25 FUEL ISLAND SCOPE. HPL1-22,24 102 HPL1-1,3,5,7 LIGHTING INVERTER 'INV-1' 4 EF-01 M HPL1-18,19 HPL1-7 WP,GFCI,+48 9 PROVIDE CONNECTION TO DDC PANEL. COORDINATE HPL1-18 DDC PANEL 9 EXACT PANEL LOCATION WITH DIVISION 23. HPL1-39,41 HPL1-19 HPL1-25 EF-02 WP,GFCI,+48 12.5kV 2 8 10 WALL MOUNTED TELECOM RACK POWER. MOUNT UTILITY XFMR OUTLET DIRECTLY BELOW ENCLOSURE. COORDINATE PUSHBUTTON CONTROLLER EV04 TO FUEL ISLAND EXACT ENCLOSURE MOUNTING HEIGHT PRIOR TO DOOR CONTROLLER 208Y PUSHBUTTON CONTROLLER FUEL ISLAND ROUGH-IN. COORDINATE WITH DIVISION 27. 120V ELECTRICAL DOOR CONTROLLER AC-01A EQUIPMENT 3 11 PROVIDE SURGE PROTECTIVE DEVICE ADJACENT TO HPL1-2,4,6 HPL1-13 HPL1-22,24 (REFER TO PANEL. COORDINATE LOCATION TO PROVIDE MAXIMUM HPL1-8,10,12 WP,GFCI WP,GFCI REFERENCE CONDUCTOR LENGTH FROM CIRCUIT BREAKER OF 18". HPL1-11 DRAWINGS) REFER TO DETAIL 1 ON DRAWING E6.01 FOR INSTALLATION REQUIREMENTS. 3 400N 12 OCCUPANCY SENSORS ARE PENDANT MOUNTED. MOUNT OCCUPANCY SENSORS AT SAME HEIGHT AS LIGHT FIXTURES. 13 OCCUPANCY SENSORS WITHIN HEATED PARKING SPACE SHALL BE CONTROLLED AS A SINGLE ZONE. PROVIDE 50% AUTO ON/AUTO OFF CONFIGURATION. M 1 14 PROVIDE AUTO ON/AUTO OFF OCCUPANCY SENSOR CONFIGURATION. 1 CE HEATED PARKING 15 EXTERIOR FIXTURES SHALL BE TIMECLOCK 400N 101 CONTROLLED ON DUSK TO DAWN. 400/3 225/3 11 SPD #2 PANEL HPL1 225N 400A 8 WP,GFCI HPL1-15 PANEL SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 HPL1-15 F WP,GFCI 225A PROJECT: (FUEL ISLAND PANEL) BUILDING IDENTIFIER: 3 ELECTRICAL ONE-LINE DIAGRAM C.2 E5.01 WP,GFCI HPL1-15 WP,GFCI HPL1-15 WP,GFCI HPL1-15 SHEET TITLE: 2 ELECTRICAL ENLARGED HPL1-11 PLANS WP,GFCI A B C LEAD: DF TRUE DRAFTER: TC DATE: 3/23/22 LEVEL 1 - POWER PLAN SHEET: 1 N E5.01 SCALE: 1/4" = 1'-0" E5.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 LIGHT FIXTURE SCHEDULE TYPE DESCRIPTION MANUFACTURER MODEL LAMP INPUT INPUT REMARKS QTY TYPE VOLTS WATTS L7 4' LINEAR LED STRIP, FROSTED ACRYLIC DIFFUSER, WIDE DISTRIBUTION, LITHONIA ZL1D-L48-SMR-3000LM-FST-MVOLT-35K-80CRI-WH INC LED UNV 30 1 (L7D) 48" SYMMETRIC RELECTOR WITH UPLIGHT, 0-10V DIMMING DRIVER REFLECTOR: ZLR L48 SYM UPL WH 3500K ACCESSORIES: HC36 (CHAIN HANG KIT) 3000 LM L10 4' SUSPENDED LINEAR LED, FROSTED POLYCARBONATE LENS, VAPOR TIGHT, BEGHELLI BS100LED-4-HT-LO-WT35-120-277V-CH INC LED UNV 50 1 1201 third avenue, ste 600 (L10D) WET RATED, CHAIN HANG KIT SUSPENDED, 0-10V DIMMING DRIVER ILLUMINIA ACCESSORIES: CH (CHAIN HANG KIT) 3500K FIXTURE TO BE MOUNTED AT +15' AFF. 5512 LM seattle, wa 98101 206.448.3376 S4A WALL MOUNTED LED, CAST ALUMINUM HOUSING, CLEAR ACRYLIC LENS AND TEMPERED KIM LIGHTING WDS-D-24L-30-4K8-4F-UNV-SCP-20F INC LED UNV 30 - GLASS SECONDARY LENS, TYPE 4 DISTRIBUTION, VAPOR TIGHT, WET RATED, 4000K www.hargis.biz INTEGRAL OCCUPANCY SENSOR (9'-20' HEIGHT), SITESYNC WIRELESS ENABLED 3000 LM X EXIT SIGN, LED, CAST ALUMINUM HOUSING, AC ONLY DUAL LITE SE-S/D-G-W INC LED UNV 2.1 GREEN LETTERS, WHITE HOUSING AND FACE SINGLE/DOUBLE FACE GENERAL NOTES: A. COORDINATE FINISH COLOR WITH ARCHITECT FOR ALL FIXTURES. B. MANUFACTURERS LABELS SHALL NOT BE VISIBLE FROM THE FLOOR FOR ALL LIGHT FIXTURES. REMARKS: 1. VERIFY MOUNTING HEIGHT WITH ARCHITECT AND COORDINATE CORRESPONDING SUSPENDED MOUNTING HARDWARE LENGTH WITH FIXTURE MANUFACTURER 2/28/2022 2. EXIT SIGNS. PROVIDE ALL DIRECTIONAL ARROWS, DOUBLE FACEPLATES, OR BLANK FACEPLATES AS REQUIRED TO CLEARLY IDENTIFY PATH OF EGRESS. MECHANICAL AND PLUMBING EQUIPMENT SCHEDULE UNIT ELEC. CHARACTERISTICS FEEDER (COPPER) DISCONNECT SWITCH UNIT UNIT DESCRIPTION NOTES NUMBER KW HP FLA VOLT PHASE MCA MOCP DESCRIPTION SIZE FUSE NUMBER EF-01 EXHAUST FAN - 1/4 5.8 120 1 7.25 15 3/4"C, 1#12, 1#12 N, 1#12 GND 30 - 1 EF-01 EF-02 EXHAUST FAN - 1/4 5.8 120 1 7.25 15 3/4"C, 1#12, 1#12 N, 1#12 GND 30 - 1 EF-02 AC-01A MINI SPLIT SYSTEM AIR CONDITIONER - - - 208 1 1 20 3/4"C, 2#12, 1#12 GND 30 - 2,3 AC-01A AC-01B MINI SPLIT SYSTEM AIR CONDITIONER - - - 208 1 1 20 3/4"C, 2#12, 1#12 GND 30 - 2,3 AC-01B CU-01 MINI SPLIT SYSTEM AIR CONDITIONER - 14 208 1 25 30 3/4"C, 2#10, 1#10 N, 1#10 GND 30 - 2 CU-01 TP TRAP PRIMER PANEL - - 5 120 1 6.25 20 3/4"C, 1#12, 1#12 N, 1#12 GND - - 1 TP EIWH-1 ELECTRIC WATER HEATER 15.6 - 43.3 208 3 54.2 55 1-1/4"C, 3#4, 1#10 GND 60 - 2 EIWH-1 NOTES: 1. PROVIDE MOTOR RATED TOGGLE SWITCH WITH THERMAL OVERLOADS. 2. PROVIDE LOCAL DISCONNECTING SWITCH SIZED AND RATED FOR ASSOCIATED EQUIPMENT. 3. PROVIDE POWER CONNECTION TO AC UNIT FROM CONDENSING UNIT. PROVIDE CONDUIT AND CONDUCTORS REQUIRED FOR INSTALLATION. COORDINATE INTERCONNECTION WITH DIVISON 23. REVISION DATE NO. PANELBOARD SEE PLANS AND RISER DIAGRAM PROVIDE 30A/3P BREAKER FOR CONNECTION OF SPD DEVICE TO PANELBOARD INDICATED. ADJUST LOCATION AS REQUIRED FOR CLOSEST POSSIBLE PROXIMITY TO NEUTRAL BUS TELECOMMUNICATIONS MAIN GROUNDING BUSBAR (TMGB) GROUNDING BUS AT ELECTRICAL SERVICE ENTRANCE EQUIPMENT, PROVIDE SEPARATE GROUNDING INVERTER CIRCUIT NORMAL CIRCUIT ELECTRODE CONDUCTOR TO EACH SERVICE ENTRANCE NORMAL SENSING CIRCUIT LIGHTING CONTROL PANEL RELAY UL924 PROVIDE SUPPLEMENTAL GROUNDING ELECTRODES, AS NORMALLY OPEN REQUIRED, TO ACHIEVE GROUND SENSING TRANSFER RESISTANCE PER SPECIFICATION SWITCHLEG DEVICE. LVS 260526 RRU-2-227 OR EQUIVALENT. SURGE SUPPRESSION DEVICE (SPD). BUILDING STEEL PER COLD WATER PIPING PER INSTALL AS CLOSE TO BREAKER REFER TO NEC 250.52(A)(2) SERVING DEVICE AS POSSIBLE. NO NEC 250.52(A)(1) MANUFACTURERS 90 DEGREE BENDS IN CONNECTING WIRING DIAGRAM CONDUIT ALLOWED. PROVIDE NATURAL GAS PIPING SPRINKLER PIPING PER 20' LENGTH COPPER SHORTEST POSSIBLE WIRING FOR SPECIFICS CONDUCTOR IN FOOTING PER NEC 250.104(B) LENGTH FOR CONNECTION, PER NEC 250.52(A)(3) MAXIMUM OF 18". SEE 5-WIRE UL924 NEC 250.104(B) SPECIFICATIONS FOR ADDITIONAL TRANSFER 0-10V CONTROLLED REQUIREMENTS. DEVICE DIMMING PROVIDE FLUSH MOUNTING ADAPTER WHEN ADJACENT TO FLUSH DETAIL NOTES: MOUNTED PANEL. 1. ALL GROUNDING ELECTRODE CONDUCTORS SHALL BE PROTECTED WHERE SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 EXPOSED TO PHYSICAL DAMAGE PER REQUIREMENTS OF NEC 250.64(B) . DEDICATED PROJECT: RACEWAY SYSTEM 2. ALL CONDUCTORS TO BE SIZED PER NEC, UO N. BUILDING IDENTIFIER: PROVIDE SPD NEUTRAL AND GROUND CONNECTIONS DIRECTLY TO NEUTRAL AND GROUND BUS AT PANELBOARD C.2 EGRESS LIGHTING SHEET TITLE: ELECTRICAL SCHEDULES 1 SPD DEVICE INSTALLATION DETAIL 2 TYPICAL DIAGRAM - EMERGENCY LIGHTING CONTROL 3 ELECTRICAL SERVICE GROUNDING DETAIL E6.01 E6.01 E6.01 LEAD: Designer DRAFTER: Author DATE: 3/23/22 SHEET: E6.01 SHEET OF CABLING COLORS GENERAL GROUNDING ABBREVIATIONS GENERAL NOTES A AMPERE SP SERVICE PROVIDER ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 EXISTING ELECTRICAL TO BE REMOVED G GROUNDING CONDUCTOR ABV ABOVE STP SHIELDED TWISTED PAIR 1. LOCATIONS OF RACEWAY, PATHWAY AND SIMILAR SCADA A, POS ORANGE SEATTLE, WA 98104 AC AIR CONDITIONING SW SWITCH ITEMS ARE SHOWN SCHEMATICALLY. COORDINATE PHONE (206)624-4222 SCADA B BLUE INSTALLATION, INCLUDING BUT NOT LIMITED TO FAX (206)624-4226 EXISTING ELECTRICAL TO REMAIN GROUND ROD ACD ACCESS CONTROL DOOR VOICE/DATA WHITE CABLING, TELECOMMUNICATION PATHWAYS AND AFF ABOVE FINISHED FLOOR TBB TELECOMMUNICATIONS BONDING BACKBONE TRAINING GREEN SPACES, AND EXACT LOCATION OF HORIZONTAL AND NEW ELECTRICAL WORK GROUNDING BUSBAR AG ABOVE GROUND TEL TELEPHONE FIRE RED BACKBONE CABLING WITH LOCATIONS OF FIXED AHJ AUTHORITIES HAVING JURISDICTION TELCO TELEPHONE COMPANY CASEWORK AND BUILDING CONDITIONS AFFECTING THE SECURITY YELLOW MATCHLINE OR PROPERTY LINE EQUIPMENT GROUNDING CONNECTION ANSI AMERICAN NATIONAL STANDARD INSTITUTE TGB TELECOMMUNICATIONS GROUNDING BUSBAR WORK OF THIS CONTRACT. AV EQUIPMENT BLACK AV AUDIO VISUAL TELECOMMUNICATIONS INDUSTRY BUILDING CONTROLS GRAY OR LIGHT GRAY TIA 2. PERFORM WORK IN ACCORDANCE WITH APPLICABLE ENLARGED PLAN BOUNDARY AWG AMERICAN WIRE GAUGE ASSOCIATION DISPATCH RADIO PURPLE TELECOMMUNICATIONS MAIN GROUNDING NATIONAL AND STATE CODES AS AMENDED LOCALLY GROUNDING STRAP TMGB BUSBAR AND ENFORCED BY THE AHJ. BAS BUILDING AUTOMATION SYSTEM 1 TELECOMMUNICATIONS SYSTEM TR TELECOMMUNICATIONS ROOM T1.1 DETAIL/PLAN IDENTIFIER BC BONDING CONDUCTOR 3. COORDINATE TELECOMMUNICATIONS WORK WITH THAT TYP TYPICAL BLDG BUILDING OF OTHER TRADES. REFER TO ELECTRICAL, FLUSH MOUNT/FURNITURE DEVICE BKBD BACKBOARD MECHANICAL, ARCHITECTURAL, STRUCTURAL, CIVIL, A UON UNLESS OTHERWISE NOTED SECTION IDENTIFIER AND LANDSCAPE DRAWINGS AND SPECIFICATIONS. T1.1 UPS UNINTERRUPTIBLE POWER SUPPLY COORDINATION SHALL OCCUR PRIOR TO FABRICATION, 1201 third avenue, ste 600 (X = REPRESENTS THE # OF TELECOMMUNICATIONS MODULES.) C CONDUIT (W = TELECOMMUNICATIONS WALL PHONE MTD AT +54" AFF.) UTP UNSHIELDED TWISTED PAIR PURCHASE, AND INSTALLATION OF WORK. seattle, wa 98101 A (P = PAYPHONE, WALL MOUNTED AT +54" AFF.) CAB CABINET 206.448.3376 ELEVATION IDENTIFIER (B = BLANK COVER PLATE.) CAT CATEGORY 4. NEW CABLING INSTALLATIONS SHALL BE CONCEALED IN T1.1 WAN WIDE AREA NETWORK X (F = MODULAR FURNITURE DEVICE.) CATV COMMUNITY ANTENNA TELEVISION WALL, CEILINGS, AND BELOW RAISED FLOOR SPACES www.hargis.biz Y WAP WIRELESS ACCESS POINT REVISION DEFINITION AREA, AREA ENCIRCLED (POS = POINT OF SALE.) CCTV CLOSED CIRCUIT TELEVISION UNLESS OTHERWISE NOTED ON THE DRAWINGS. CONTAINS CHANGES MADE SUBSEQUENT TO (S = SURFACE MOUNT.) WP WEATHERPROOF (WAP = WALL MOUNTED WIRELESS DATA DEVICE.) CLG CEILING CABLING IN ACCESSIBLE CEILING SPACES SHALL BE PREVIOUS ISSUE INSTALLED AS OPEN CABLING NEAR STRUCTURES AND CO CONDUIT ONLY V VOLTS WALLS OR AS SPECIFICALLY NOTED ON DRAWINGS. SEE WAP CEILING MOUNTED WIRELESS DATA DEVICE SPECIFICATIONS FOR SUPPORT REQUIREMENTS. 1 REVISION CALLOUT X DEMARC DEMARCATION POINT (X = REPRESENTS THE # OF TELECOMMUNICATIONS MODULES.) DSL DIGITAL SUBSCRIBER LINE 5. PROVIDE FIRESTOPPING SYSTEMS FOR CONDUIT AND 1 FLAG NOTE TAG POKE THRU DEVICE DS INTERCOM DOOR STATION RACEWAY SYSTEMS AT PENETRATIONS, SLEEVES AND X (X = REPRESENTS THE # OF TELECOMMUNICATIONS MODULES.) SLOTS OF FIRE RATED CONSTRUCTION FOR 1 DEMOLITION NOTE TAG FIRE RESISTANT 3/4" PLYWOOD BACKBOARD (E) EXISTING HORIZONTAL AND INTRABUILDING PATHWAYS AND SPACES. EEO EMERGENCY EXIT ONLY 1 EQUIPMENT TAG TWO-POST EQUIPMENT RACK EIA ELECTRONIC INDUSTRIES ALLIANCE 6. INTRABUILDING OPTICAL FIBER CABLING SHALL BE EMT ELECTRICAL METALLIC TUBING CLEARLY AND VISIBLY IDENTIFIED IN PULLBOXES, AHU-01 EQUIPMENT TAG 6" DOUBLE-SIDED VERTICAL MANAGEMENT ENCL ENCLOSURE ENTRANCE POINTS, EACH RISER ROOM AND 5'-0" 1 EPO EMERGENCY POWER OFF BEFORE ENTERING A FREE STANDING RACK UTILIZING EQUIPMENT TAG AN OPTICAL FIBER CABLE MARKER TAG SYSTEM. AHU 6" SINGLE-SIDED VERTICAL MANAGEMENT ER EQUIPMENT ROOM 7. MAINTAIN A MINIMUM SPACING OF 12" FROM 3.65" DOUBLE-SIDED VERTICAL MANAGEMENT FACP FIRE ALARM CONTROL PANEL ELECTRICAL FEEDERS AND BRANCH CIRCUIT WIRING N NORTH ARROW FBO FURNISHED BY OWNER AND 12" FROM AUXILIARY SYSTEM CABLING. 3.65" SINGLE-SIDED VERTICAL MANAGEMENT FURNISHED BY OWNER INSTALLED BY FOIC LOCATION WHERE PICTURE WAS TAKEN AND CONTRACTOR 8. MINIMUM SPACING FROM ELECTRICAL APPARATUS 1 SUCH AS MOTOR DRIVEN EQUIPMENT AND DIRECTION FLOOR MOUNTED SERVER ENCLOSURE FOIO FURNISHED BY OWNER INSTALLED BY OWNER TRANSFORMERS SHALL BE 6'-0". SPACING REQUIREMENTS SHALL APPLY TO OPEN CABLING RACEWAYS AND BOXES WALL MOUNTED ENCLOSURE HC HORIZONTAL CROSS-CONNECT PATHWAYS WHERE EQUIPMENT IS LOCATED ON THE SAME FLOOR, FLOOR ABOVE, FLOOR BELOW OR IN 900D VOICE FRAME ROOMS ADJACENT TO SUCH EQUIPMENT AS THOUGH J JUNCTION BOX IC INTERMEDIATE CROSS-CONNECT WALLS AND FLOORS DID NOT EXIST. EXCEPTION: IG ISOLATED GROUND 110 BLOCK WITH LEGS BUILDING CONSTRUCTION THAT RESULTS IN J FURNITURE WALL FEED OUTLET BOX IMC INTERMEDIATE METALLIC CONDUIT CONTINUOUS METALLIC BARRIER BETWEEN F ISDN INTEGRATED SERVICES DIGITAL NETWORK ELECTRICAL APPARATUS AND CABLE PATHWAYS SHALL 66 BLOCK J JUNCTION BOX BE CONSIDERED AS SUITABLE SEPARATION. V TV OUTLET (RG6 COAX) J-BOX JUNCTION BOX 9. PRIOR TO STARTING TELECOMMUNICATIONS PULL BOX PB INSTALLATION, CAREFULLY INSPECT INSTALLED WORK XX (WHERE INDICATED, SUBCRIPT INDICATES PULL BOX NUMBER) KCMIL THOUSAND CIRCULAR MILS OF OTHER TRADES AND VERIFY THAT SUCH WORK IS MANHOLE COMPLETE TO THE POINT WHERE WORK MAY XX (WHERE INDICATED, SUBCRIPT INDICATES MANHOLE NUMBER) LAN LOCAL AREA NETWORK PROPERLY COMMENCE. NOTIFY THE ARCHITECT AND LCP LIGHTING CONTROL PANEL ENGINEER IN WRITING OF CONDITIONS DETRIMENTAL C# HANDHOLE TO THE PROPER AND TIMELY COMPLETION OF THE WORK. FLOORBOX (SUBSCRIPT INDICATES TYPE, WHERE NO MAN METROPOLITAN AREA NETWORK A SUBSCRIPT, SEE SPECIFICATIONS) MAX MAXIMUM 10. DO NOT BEGIN TELECOMMUNICATIONS INSTALLATION POKETHRU (SUBSCRIPT INDICATES TYPE, WHERE NO MC MAIN CROSS-CONNECT UNTIL ALL UNSATISFACTORY CONDITIONS ARE A SUBSCRIPT, SEE SPECIFICATIONS) MH MANHOLE RESOLVED. BEGINNING WORK CONSTITUTES MIN MINIMUM ACCEPTANCE OF CONDITIONS AS SATISFACTORY. POWER POLE, FLOOR TO CEILING MM MULTIMODE 11. ROUTE CATEGORY 6 CABLES TO THEIR ASSIGNED SURFACE METAL RACEWAY MPOE MAIN POINT OF ENTRANCE CROSS-CONNECT PER THE IDENTIFICATION LABEL AT MPOP MAIN POINT OF PRESENCE REVISION EACH TELECOMMUNICATIONS WORKSTATION DEVICE. RACEWAY CONCEALED IN WALL OR IN CEILING (EXPOSED IN UNFINISHED AREAS) MTD MOUNTED TERMINATE ALL CABLES ON 48-PORT PATCH PANELS ON RACKS UNLESS OTHERWISE NOTED. RACEWAY RUN BELOW FLOOR OR BELOW GRADE (N) NEW NEC NATIONAL ELECTRIC CODE 12. ROUTE COAXIAL CABLES TO THEIR ASSIGNED FLOOR NIC NOT IN CONTRACT SERVING TELECOMMUNICATIONS ROOM UNLESS NOTED DATE FLEXIBLE RACEWAY OTHERWISE. TERMINATE ALL CABLES ON WALL MOUNTED F-CONNECTOR PATCH PANELS. RACEWAY (CIRCLE DENOTES VERTICAL NO. OFC OPTICAL FIBER CABLE TRANSITION) OOBM OUT OF BAND MANAGEMENT 13. THE ELECTRICAL CONTRACTOR SHALL PROVIDE ALL RACEWAY CONTINUATION OSP OUTSIDE PLANT CONDUIT, OUTLET BOXES, JUNCTION BOXES, RACEWAY SYSTEMS, ETC. FOR A COMPLETE AND OPERATIONAL PATHWAY SYSTEM FOR ALL TELECOMMUNICATIONS RACEWAY STUB WITH BUSHING PBX PRIVATE BRANCH EXCHANGE SYSTEMS PER THE SCOPE OF WORK INDICATED ON THE PP PATCH PANEL CONSTRUCTION DRAWINGS AND BID SPECIFICATIONS. RACEWAY SLEEVE WITH BUSHINGS PVC POLYVINYL CHLORIDE 14. CABLE TRAY PATHWAYS ABOVE ACCESSIBLE CEILINGS EZ-PATH FIRE STOPPING SLEEVE REC RECEPTACLE SHALL BE PROVIDED BY THE ELECTRICAL RMFC RACK MOUNT FIBER CABINET CONTRACTOR. CABLE TRAY PATHWAYS BELOW RAISED CABLE TRAY, 12"W x 4"H OVERHEAD, UNLESS FLOOR SPACES SHALL BE PROVIDED BY THE RU RACK UNIT OTHERWISE NOTED TELECOMMUNICATIONS CONTRACTOR. SM SINGLEMODE 15. CONTRACTOR TO PROVIDE DATA DROPS AS REQUIRED CABLE TRAY, OVERHEAD LADDER TYPE SMR SURFACE METAL RACEWAY TO SERVE DOC SYSTEM, FIRE ALARM SYSTEM, UPS SONET SYNCHRONOUS OPTICAL NETWORK SYSTEMS AND GENERATOR, AND ATS SYSTEMS. HOMERUN TO PANEL CONTRACTOR SHALL FIELD COORDINATE QUANTITY HA-3 (INDICATES PANEL DESIGNATION AND CIRCUIT NUMBER) AND LOCATIONS OF DROPS. #10 16. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS (GAUGE OF WIRE OTHER THAN AWG#12) NUMBER OF CONDUCTORS INDICATING DEVICE LOCATIONS, EQUIPMENT (GROUND CONDUCTOR) CONNECTIONS, AND PATHWAYS FOR APPROVAL PRIOR (PHASE CONDUCTORS) (NEUTRAL CONDUCTOR) TO BEGINNING INSTALLATION. NOT ALL SYMBOLS MAY APPEAR ON THE DRAWINGS SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: TELECOM LEGEND LEAD: BH DRAFTER: TV DATE: 03/22/22 SHEET: T0.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz A B C WALL MOUNTED TELECOM RACK 1 1 4" CONDUIT TO VAULT ELEC ROOM 102 1" CONDUIT 2 WAP HEATED PARKING 3/4" CONDUIT 101 3/4" CONDUIT 2 WAP REVISION 2 2 DATE A B C NO. 1 TELECOM DEVICE PLAN - LEVEL 1 T2.01 SCALE: 1/8" = 1'-0" SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: TELECOM WIRELESS DEVICE PLAN - LEVEL 1 LEAD: BH DRAFTER: TV DATE: 03/22/22 SHEET: T2.01 SHEET OF INSULATED 1/0 AWG TO BUILDING STEEL INSULATED 1/0 AWG ROUTED TO EACH 10" TGB AS APPLICABLE INSULATED 3/0 AWG ROUTED THREADED ROD TO STRUCTURE (TYP) ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 ALONG OVERHEAD CABLE TRAY 250 KCMIL TO MGN GROUND SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 INSULATED 3/0 AWG 1/4"D x 2"W x 10"L COPPER ROUTED ALONG GROUND BAR WITH WALL OVERHEAD CABLE TRAY MOUNTING BRACKETS AND OVERHEAD CABLE TRAY WIREMOLD INSULATORS DOUBLE LUG, DOUBLE RACEWAY CRIMPED FITTING (TYP) 1/4"D x 4"W x 20"L COPPER GROUND BAR WITH WALL TWO HOLE COMPRESSION MOUNTING BRACKETS AND GROUND LUG (TYP) INSULATORS 1201 third avenue, ste 600 seattle, wa 98101 1/0 AWG BARE COPPER TO TMGB 206.448.3376 www.hargis.biz 1/0 AWG BARE COPPER TO BUILDING STEEL UNI-STRUT TRAPEZE SUPPORT BRACKET (TYP) PROVIDE MOUNTING BRACKETS AS NECESSARY FOR WIREMOLD INSTALLATION NOTE: NOTE: NOTES: 1. NOT ALL PARTS AND PART NUMBERS ARE SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR A 1. NOT ALL PARTS AND PART NUMBERS ARE SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR A THE DETAIL ABOVE IS FOR VISUAL PURPOSES ONLY. SEE POWER COORDINATION DETAIL x ON SHEET COMPLETE WORKING INSTALLATION INCLUDING, MISCELLANEOUS APPURTENANCES. THE COMPLETE WORKING INSTALLATION INCLUDING, MISCELLANEOUS APPURTENANCES. THE T3.x FOR EXACT RECEPTACLE TYPE, QUANTITY AND LOCATION INFORMATION. ONTRACTOR SHALL ISSUE A SUBSTITUTION REQUEST FOR CHANGES TO THIS DETAIL. CONTRACTOR SHALL ISSUE A SUBSTITUTION REQUEST FOR CHANGES TO THIS DETAIL. CONTRACTOR SHALL PROVIDE PLENUM RATED SHEATH WHERE REQUIRED. CONTRACTOR SHALL PROVIDE PLENUM RATED SHEATH WHERE REQUIRED. 2. ALL GROUNDING CONNECTORS SHOWN SHALL BE DOUBLE LUG, DOUBLE COMPRESSION 2. ALL GROUNDING CONNECTORS SHOWN SHALL BE DOUBLE LUG, DOUBLE COMPRESSION TERMINATIONS ON BOTH ENDS. TERMINATIONS ON BOTH ENDS. 1 DETAIL - TELECOMMUNICATIONS GROUND BUSBAR ASSEMBLY - 10" 2 DETAIL - TELECOMMUNICATIONS GROUND BUSBAR ASSEMBLY - 20" 3 DETAIL - CABLE TRAY MOUNTED POWER RECEPTACLE INSTALLATION T7.01 T7.01 T7.01 9 GROUNDING AND BONDING NOTES: 1 20" TMGB 2 10" TGB REVISION 3 250 KCMIL TO MGN GROUND 9 4 INSULATED 1/0 AWG ROUTED TO BUILDING STEEL. DATE 5 INSULATED 3/0 AWG ROUTED BELOW OVERHEAD CABLE TRAY IN MDF ROOM AND DISTRICT FIBER ROOM GREEN SHEATHED STRANDED #6 AWG CONDUCTORS BONDED TO IT FROM NO. CAUTION: EACH EQUIPMENT RACK POSITION AND CONDUIT SLEEVE AS NOTED ON SHEET T412. CABLE ORIGINATION AND FIBER OPTIC CABLE 6 INSULATED 1/0 AWG BETWEEN GROUND BARS DESTINATION INFORMATION COMM/FIBER ROOM 7 GREEN SHEATHED STRANDED #6 AWG BONDING CONDUCTOR FROM EACH GROUP OF CONDUIT SLEEVES WITHIN THIS ROOM TO TGB WITHIN THIS ROOM. BOND EACH CONDUIT 9 SLEEVE TO #6 AWG. TIGHT BUFFER, OFNP TYPE 12-ST 50/125 OM3 COUNT 8 GREEN SHEATHED STRANDED #6 AWG BONDING CONDUCTOR FROM TGB WITHIN THIS ROOM TO OVERHEAD CABLE TRAY WITHIN THIS ROOM. CABLE TYPE AND COUNT 6 9 GREEN SHEATHED STRANDED #6 AWG 5 2 8 7 3 4 NOTE: 1. THE PART NUMBER AND TYPE ABOVE ARE EXAMPLES ONLY. PROVIDE THE CORRECT INFORMATION IN TAG PER SPECIFICATIONS OF INSTALLED TYPE. OTHER CABLE TYPES AND CONFIGURATIONS MAY VARY. PROVIDE MANUFACTURER ACP PART NO. VCT-200. 2. REFER TO TELECOMMUNICATIONS RISER DIAGRAM AND TERMINATION SCHEDULES FOR CABLE ORIGINATION AND DESTINATION LOCATIONS, CABLE TYPES AND STRAND/PAIR COUNTS. 1 8 7 3 4 4 DETAIL - OPTICAL FIBER CABLE MARKER DETAIL 5 TELECOMMUNICATIONS GROUNDING AND BONDING DIAGRAM T7.01 T7.01 SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: TELECOM DETAILS LEAD: BH DRAFTER: TV DATE: 03/22/22 SHEET: T7.01 SHEET OF CONDUIT ELBOW, MINIMUM RADIUS PER SPECIFICATIONS EXTEND CONDUIT TO ACCESSIBLE CEILING ROLLUDA ARCHITECTS, INC. PLASTIC BUSHING SPACE 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 HORIZONTAL DEVICE CABLES NOTCH CEILING TILE (WHERE APPLICABLE) FAX (206)624-4226 TO AREA SERVING TELECOMMUNICATIONS ROOM SUSPENDED CEILING (WHERE APPLICABLE) CONDUIT (NOTES 1, 2 AND 3) 4" X 4" X 2-1/8" 1201 third avenue, ste 600 OUTLET BOX seattle, wa 98101 NOTE: 206.448.3376 1. CONDUIT SHALL BE CONTINUOUS FROM OUTLET BOX TO ACCESSIBLE CEILING SPACE OR AS INDICATED ON PLANS. www.hargis.biz 4" X 4" X 5/8" SINGLE- GANG MUD RING 2. EXISTING CONDUIT SHALL BE UTILIZED WHERE AVAILABLE PULL STRING TO CEILING AND PROVIDED WHERE NECESSARY. NEW CONDUIT SHALL SPACE OR STRUCTURE BE ROUTED TO NEAREST AVAILABLE CEILING SPACE. LOW PROFILE 3. FOR NEW INSTALLATIONS PROVIDE CONDUIT AS NOTED FACEPLATE ON PLANS AND (1) PULL STRING FROM OUTLET BOX TO NEAREST AVAILABLE CEILING SPACE. 4. NOT ALL PARTS SHOWN. CONTRACTOR SHALL ENSURE A COMPLETE WORKING INSTALLATION INCLUDING SCREW ON SINGLE GANG MISCELLANEOUS APPURTENANCES. MUD-RING LOW PROFILE FACEPLATE CATEGORY 6 MODULE OR BLANK MODULE. PROVIDE BLANKS TO FILL SPARE SPACES CATEGORY 6 MODULE OR # BLANK MODULE. PROVIDE BLANKS TO FILL SPARE SPACES DRAING SYMBOL 2 DETAIL - OUTLET MUD-RING MOUNTING T7.02 1 DETAIL - DEVICE OUTLET ASSEMBLY T7.02 TELECOMMUNICATIONS ROOM TELECOMMUNICATIONS ROOM TELECOMMUNICATIONS ROOM RACK DESIGNATION RACK DESIGNATION RACK DESIGNATION PATCH PANEL DESIGNATION PATCH PANEL DESIGNATION PATCH PANEL DESIGNATION PORT DESIGNATION PORT DESIGNATION PORT DESIGNATION OX136-2-1-01,02 OX136-2-1-01,02 OX136-2-1-01,02 REVISION DATA ICON "WHITE" PHONE ICON "WHITE" DATA ICON "WHITE" PHONE ICON "WHITE" DATA ICON "WHITE" PHONE ICON "WHITE" CATEGORY 6, 8P8C, CATEGORY 6, 8P8C, CATEGORY 6, 8P8C, MODULE "WHITE" (TYP) DATE MODULE "WHITE" (TYP) MODULE "WHITE" (TYP) NO. BLANK MODULE "WHITE" (TYP) BLANK MODULE "WHITE" (TYP) OX136-2-1-03,04 OX136-2-1-03 DRAWING SYMBOL 4 DRAWING SYMBOL 2 DRAWING SYMBOL 3 3 DETAIL - ORGANIZATION, ICON, AND LABELING T7.02 WALL-MOUNTED RACK 18 2-RU RMFC HORIZONTAL CABLE MANAGEMENT, TYP 17 16 CONSOLE SYSTXPSSTATSPEEDDUPLX MODE NETWORK ENS-POWERMASTSTACKPoE MODULE CIS CO SWITCH (OFOI) C3K-XNM-10G 15 G1 G2/TE1G3 G4/TE2 1 2 3 4 5 6 7 8 9 10 1112 131415 161718 192021222324 14 24-PORT PATCH PANEL 13 12 FIBER SERVICE LOOP 11 10 9 8 7 6 5 4 BONDING STRAP #6AWG WITH 2-HOLE 10" TMGB 3 GROUND LUG 2 1 SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: 4" OSP CONDUIT. SEE SITE PLAN FOR BUILDING IDENTIFIER: ADDITIONAL INFORMATION 4'-0" C.2 SHEET TITLE: TELECOM DETAILS FLOOR 4 DETAIL - RACK ELEVATION FIBER SERVICE LOOP LEAD: BH T7.02 DRAFTER: TV DATE: 03/22/22 SHEET: T7.02 SHEET OF GENERAL SECURITY SYSTEM SECURITY NOTES GENERAL NOTES ABBREVIATIONS EXISTING MECHANICAL TO BE REMOVED ACP ACCESS CONTROL PANEL 1. PROVIDE TAMPER SWITCH FOR SOFTWARE HOUSE 1. LOCATIONS OF RACEWAY, PATHWAY AND SIMILAR ITEMS ARE ABV ABOVE S CR ENCLOSURES AND POWER SUPPLIES WITH CONNECTION TO SHOWN SCHEMATICALLY. COORDINATE INSTALLATION, AC ACCESSIBLE CEILING MOUNTED EXISTING ELECTRICAL TO REMAIN CARD READER IN / OUT ROLLUDA ARCHITECTS, INC. TAMPER INPUT OF AN I8 INPUT MODULE. INCLUDING BUT NOT LIMITED TO CABLING, SECURITY PATHWAYS (BR - BIOMETRIC READER) ACM ACCESS CONTROL MODULE 105 S MAIN ST, #323 AND SPACES, AND EXACT LOCATION OF HORIZONTAL AND NEW ELECTRICAL WORK (CR - CARD READER) AFF ABOVE FINISHED FLOOR SEATTLE, WA 98104 (CR/M - CARD READER, MULLION MOUNT) 2. PROVIDE CONNECTION TO COMMON FIRE ALARM OUTPUT RELAY BACKBONE CABLING WITH LOCATIONS OF FIXED CASEWORK AFG ABOVE FINISHED GRADE PHONE (206)624-4222 (CR/P - CARD READER WITH PIN) (BY OTHERS) TO EACH LOCK POWER SUPPLY. AND BUILDING CONDITIONS AFFECTING THE WORK OF THIS FAX (206)624-4226 MATCHLINE OR PROPERTY LINE CONTRACT. AG ABOVE GRADE DAR DURESS ALARM RECEIVER 3. PROVIDE CONNECTIONS FROM A GENERAL ALARM OUTPUT AHJ AUTHORITIES HAVING JURISTICTION ENLARGED PLAN BOUNDARY RELAY (PROVIDED AND INSTALLED BY OTHERS) TO A SOFTWARE 2. PERFORM WORK IN ACCORDANCE WITH APPLICABLE COUNTRY ALR ALARM S DOOR POSITION SWITCH, RECESSED HOUSE INPUT. A FIRE SYSTEM ALARM NOTIFICATION SHALL BE CODES AS AMENDED LOCALLY AND ENFORCED BY THE AHJ. ANSI AMERICAN NATIONAL STANDARDS INSTITUTE GENERATED AT THE SOFTWARE HOUSE HEAD END UPON 1 DETAIL/PLAN IDENTIFIER ACTIVATION OF ANY FIRE ALARM. 3. COORDINATE SECURITY WORK WITH THAT OF OTHER TRADES. AUX AUXILIARY S J DOOR POSITION SWITCH, SURFACE MOUNTED E1.01 REFER TO ARCHITECTURAL, ELECTRICAL, AND AWG AMERICAN WIRE GAUGE 4. PROVIDE CONNECTION TO SYSTEM CONTROLLER POWER FAIL TELECOMMUNICATIONS DRAWINGS AND SPECIFICATIONS. LOCAL NOISE (SOUNDER), WALL MOUNTED SECTION IDENTIFIER S INPUT FROM POWER SUPPLIES WITH CAPABILITY TO INTITIATE COORDINATION SHALL OCCUR PRIOR TO FABRICATION, BC BONDING CONDUCTOR 1 POWER FAIL SIGNAL. AN ALARM EVENT SHALL BE GENERATED PURCHASE, AND INSTALLATION OF WORK. EL ELECTRIFIED LOCKSET / EXIT DEVICE BKBD BACKBOARD E1.01 UPON FAILURE OF ANY POWER SUPPLY. 4. NEW CABLING INSTALLATIONS SHALL BE CONCEALED IN WALL BLDG BUILDING ELR ELECTRIFIED LOCKSET / EXIT DEVICE W/ INTEGRATED 5. ALL SECURITY DEVICE CABLING SHALL BE IN CONDUIT TO 10'-0" AND CEILING SPACES UNLESS OTHERWISE NOTED ON THE BLK BLACK ELEVATION IDENTIFIER MICRO SWITCH ABOVE FINISHED FLOOR, EXCEPT WHERE CONCEALED WITHIN DRAWINGS. CABLING IN ACCESSIBLE CEILING SPACES SHALL BE BLU BLUE 1 AN ACCESSIBLE CEILING SPACE. ALL SECURITY DEVICE CABLING INSTALLED WITHIN OPEN CABLING SUPPORTS NEAR E1.01 FA FIRE ALARM CONTACT SHALL BE IN CONDUIT WHERE THE SECURITY DEVICE CABLING STRUCTURES AND WALLS OR AS SPECIFICALLY NOTED ON 1201 third avenue, ste 600 C CONDUIT / COMMON / CONDUCTOR seattle, wa 98101 TRAVELS OUTSIDE THE SECURE TENANT PERIMETER. SEE ALSO DRAWINGS. SEE SPECIFICATIONS FOR SUPPORT CAB CABINET 206.448.3376 REVISION DEFINITION AREA, AREA ENCIRCLED HUA HOLD UP ALARM GENERAL NOTES 4 AND 5. REQUIREMENTS. CONTAINS CHANGES MADE SUBSEQUENT TO CAT CATEGORY PREVIOUS ISSUE IP VIDEO SECURITY AND INTERCOM SYSTEM 6. PROVIDE SECURITY CABLE LABEL AT EACH END OF EACH CABLE 5. PROVIDE FIRESTOPPING SYSTEMS FOR CONDUIT AND RACEWAY CFCI CONTRACTOR FURNISHED, CONTRACTOR INSTALLED www.hargis.biz JACKET. LABELING SHALL BE SECURELY FASTENED TO CABLE SYSTEMS AT PENETRATIONS, SLEEVES AND SLOTS OF FIRE CFR "C" FORM RELAY X MULTI-LENS CAMERA, MOUNTED W/ BRACKET JACKET AND LOCATED WITHIN 6" OF CABLE TERMINATION. SEE RATED CONSTRUCTION FOR HORIZONTAL AND INTRABUILDING 1 REVISION CALLOUT CLG CEILING C (W - WALL BRACKET MOUNTED) SPECIFICATION FOR LABELING REQUIREMENTS. PATHWAYS AND SPACES. (PO - POLE MOUNTED) CMG COMMUNICATIONS MULTIPURPOSE CABLE, GENERAL 1 KEYNOTE TAG 7. PROVIDE 6'-6" SERVICE LOOP AT DEVICE END AND 10'-0" SERVICE 6. MAINTAIN A MINIMUM SPACING OF 12" FROM ELECTRICAL CMP COMMUNICATIONS MULTIPURPOSE CABLE, PLENUM (0# - PLAN VIEW NOTE X 360 DEGREE CAMERA, CEILING MOUNTED LOOP FOR TERMATION AT HEADEND PANEL. FEEDERS AND BRANCH CIRCUIT WIRING AND 12" FROM CO CONDUIT ONLY (A0# - DOOR ELEVATION DETAIL NOTES) C (AC - ACCESSIBLE CEILING MOUNTED) (S0# - SCOPE DELINEATION NOTES) (HC - HARD CEILING MOUNTED) AUXILIARY SYSTEM CABLING. COND CONDUCTOR (ST - STRUCTURE MOUNTED / BEAM MOUNTED) 8. PROVIDE PULL-STRING IN ALL CONDUITS TO FACILITATE CABLING 1 DEMOLITION NOTE TAG (P - PENDANT MOUNTED) INSTALLATION. 7. MINIMUM SPACING FROM ELECTRICAL APPARATUS SUCH AS CPU CENTRAL PROCESSING UNIT (T - CABLE TRAY MOUNTED) CU COPPER MOTOR DRIVEN EQUIPMENT AND TRANSFORMERS SHALL BE 1 EQUIPMENT TAG CAMERA, CEILING MOUNTED 9. PROVIDE WIRE AND CABLE INSTALLATION PER LOCAL CODES. 6'-0". SPACING REQUIREMENTS SHALL APPLY TO OPEN CABLING 2/22/2022 X PATHWAYS WHERE EQUIPMENT IS LOCATED ON THE SAME DPDT DOUBLE POLE, DOUBLE THROW C (AC - ACCESSIBLE CEILING MOUNTED) AHU-01 MECHANICAL EQUIPMENT TAG (HC - HARD CEILING MOUNTED) 10. SPLICING OF CABLING IS NOT PERMITTED. ANY LOCATION THAT FLOOR, FLOOR ABOVE, FLOOR BELOW OR IN ROOMS ADJACENT (ST - STRUCTURE MOUNTED / BEAM MOUNTED) REQUIRES WIRE CONNECTIONS PRIOR TO TERMINATION SHALL TO SUCH EQUIPMENT AS THOUGH WALLS AND FLOORS DID NOT (P - PENDANT MOUNTED) (E) EXISTING BE SOLDERED AND CRIMPED WITH AN APPROPRIATE LOW EXIST. EXCEPTION: BUILDING CONSTRUCTION THAT RESULTS IN 1 MECHANICAL EQUIPMENT TAG (T - CABLE TRAY MOUNTED) EBG EMERGENCY BREAK GLASS VOLTAGE CONNECTOR. CONTINUOUS METALLIC BARRIER BETWEEN ELECTRICAL AHU APPARATUS AND CABLE PATHWAYS SHALL BE CONSIDERED AS EMT ELECTRICAL METALLIC TUBING X CAMERA, WALL MOUNTED 11. ALL DEVICES SHALL INCLUDE LINE SUPERVISION WITH RESISTOR SUITABLE SEPARATION. EOL END OF LIFE C (IB - I-BEAM / COLUMN MOUNTED) NORTH ARROW (LPR - LICENSE PLATE READER) PACKS INSTALLED. ER EQUIPMENT ROOM (M - MULLION MOUNTED) 8. PRIOR TO STARTING SECURITY INSTALLATION, CAREFULLY (S - SURFACE MOUNTED) 12. INSTALLATION OF ALL WIRING, CABLING AND DEVICES SHALL BE INSPECT INSTALLED WORK OF OTHER TRADES AND VERIFY THAT (PO - POLE MOUNTED) GND GROUND (W - WALL BRACKET MOUNTED) PER MANUFACTURER'S RECOMMENDATIONS. SUCH WORK IS COMPLETE TO THE POINT WHERE WORK MAY 1 LOCATION WHERE PICTURE PROPERLY COMMENCE. NOTIFY THE ARCHITECT AND ENGINEER GRN GREEN WAS TAKEN AND DIRECTION DS INTERCOM DOOR STATION, WALL MOUNTED 13. EMERGENCY EXIT DOOR DEVICES SHALL TERMINATE TO IN WRITING OF CONDITIONS DETRIMENTAL TO THE PROPER AND GRY GRAY SOFTWAREHOUSE I/O MODULES AS A STANDARD OF DESIGN. TIMELY COMPLETION OF THE SECURITY INSTALLATION. RACEWAY AND BOXES MS INTERCOM MASTER STATION, DESK MOUNTED H HEIGHT 14. GLASS BREAK SENSORS SHALL BE CONFIGURED FOR 24-HOUR 9. DO NOT BEGIN SECURITY INSTALLATION UNTIL ALL INTRUSION DETECTION SYSTEM HC HARD CEILING MOUNTED COVERAGE WITH CONNECTION TO DEDICATED INPUTS OF AN I8 UNSATISFACTORY CONDITIONS ARE RESOLVED. BEGINNING J JUNCTION BOX INPUT MODULE. PIR MOTION DETECTOR SHALL BE CONFIGURED WORK CONSTITUTES ACCEPTANCE OF CONDITIONS AS G X GLASS BREAK DETECTOR FOR STANDARD BUSINESS HOURS WITH CONNECTION TO SATISFACTORY. IB I-BEAM MOUNTED / COLUMN MOUNTED / INPUT PB PULL BOX (AC - ACCESSIBLE CEILING MOUNTED) DEDICATED INPUTS OF AN I8 INPUT MODULE. MOTION SHALL BE BOARD XX (WHERE INDICATED, SUBCRYPT INDICATES PULL BOX NUMBER) (HC - HARD CEILING MOUNTED) (IB - I-BEAM / COLUMN MOUNTED) DISABLED DURING NORMAL HOURS. 10. THE ELECTRICAL CONTRACTOR SHALL PROVIDE ALL CONDUIT, IDF INTERMEDIATE DISTRIBUTION FRAME (S - SURFACE MOUNTED) OUTLET BOXES, JUNCTION BOXES, RACEWAY SYSTEMS, ETC. IDP INTRUSION DETECTION PANEL MANHOLE (ST - STRUCTURE MOUNTED / BEAM MOUNTED) 15. PROVIDE WALL MOUNT BRACKET FOR WALL MOUNTED MOTION FOR A COMPLETE AND OPERATIONAL PATHWAY SYSTEM FOR XX (WHERE INDICATED, SUBCRYPT INDICATES MANHOLE NUMBER) (P - PENDANT MOUNTED) IMC INTERMEDIATE METALLIC CONDUIT DETECTOR. ALL SECURITY SYSTEMS PER THE SCOPE OF WORK INDICATED (T - CABLE TRAY MOUNTED) ON THE CONSTRUCTION DRAWINGS AND BID SPECIFICATIONS. IP INTERNET PROTOCOL HH HANDHOLE 16. ALARM HORNS SHALL BE CONFIGURED WITH A SOLID ISC INTELLIGENT SYSTEM CONTROLLER XX (WHERE INDICATED, SUBCRYPT INDICATES MANHOLE NUMBER) CONTINUOUS ALARM TONE. 11. ALL CARD READERS SHALL BE MOUNTED TO THE ACTIVE LEAF SIDE ON BOTH SIDES OF THE DOOR. J-BOX JUNCTION BOX RACEWAY CONCEALED IN WALL OR IN CEILING (EXPOSED IN UNFINISHED AREAS) L LENGTH RACEWAY RUN BELOW FLOOR OR BELOW GRADE CABLE LEGEND LAN LOCAL AREA NETWORK LPR LISENCE PLATE READER RACEWAY (CIRCLE DENOTES VERTICAL TRANSITION) DEVICE TYPE CABLE ID MANUFACTURE PART NUMBER CABLE DESCRIPTION COND. AWG SHIELD CABLE TYPE ACD [SE-01] BELDEN 6304FE 18 AWG-6C OA SHIELDED (READER PWR) 6 18 OVERALL PLENUM MAX MAXIMUM RACEWAY TURNING DOWN [SE-02] BELDEN 9842 24AWG 2-PAIR OA SHEILDED (OSDP) 4 24 OVERALL MDF MAIN DISTRIBUTION FRAME [SE-03] BELDEN 6502FE 22AWG-4C OA SHIELDED (DOOR CONTACT) 4 22 OVERALL PLENUM MIN MINIMUM RACEWAY CONTINUATION [SE-03] BELDEN 6502FE 22AWG-4C OA SHIELDED (REQUEST TO EXIT) 4 22 OVERALL PLENUM MTD MOUNTED [SE-04] BELDEN 6300FE 18 AWG-2C OA SHIELDED (ELECTRIFIED LOCK) 2 18 NO PLENUM RACEWAY STUB WITH BUSHING DR [SE-03] BELDEN 6502FE 22AWG-4C OA SHIELDED (DURESS ALARM) 4 22 OVERALL PLENUM (N) NEW REVISION RACEWAY SLEEVE WITH BUSHINGS EO [SE-03] BELDEN 6502FE 22AWG-4C OA SHIELDED (DOOR CONTACT) 4 22 OVERALL PLENUM N/A NOT APPLICABLE [SE-03] BELDEN 6502FE 22AWG-4C OA SHIELDED (REQUEST TO EXIT) 4 22 OVERALL PLENUM NC NORMALLY CLOSED FIRE STOPPING SLEEVE EEO [SE-03] BELDEN 6502FE 22AWG-4C OA SHIELDED (DOOR CONTACT) 4 22 OVERALL PLENUM NEC NATIONAL ELECTRIC CODE [SE-04] BELDEN 6300FE 18 AWG-2C OA SHIELDED (LOCAL SOUNDER) 2 18 NO PLENUM NESC NATIONAL ELECTRICAL SAFETY CODE CABLE TRAY, OVERHEAD SIZED AS NOTED DS [SE-05] BERK-TEK CATEGORY 6 4-PAIR UTP (DOOR STATION) CABLING 8 23 NO NIC NOT IN CONTRACT DATE BY 27 11 00. COORDINATE WITH TELECOM NO NORMALLY OPEN LADDER RACK, OVERHEAD SIZED AS NOTED CONTRACTOR NO. [SE-03] BELDEN 6502FE 22AWG-4C OA SHIELDED (DOOR STATION) 4 22 OVERALL PLENUM OC ON CENTER EQUIPMENT TAGS [SE-03] BELDEN 6502FE 22AWG-4C OA SHIELDED (SPARE) 4 22 OVERALL PLENUM OFC OPTICAL FIBER CABLING [SE-03] BELDEN 6502FE 22AWG-4C OA SHIELDED (AUTO OPERATOR) 4 22 OVERALL PLENUM OFCI OWNER FURNISHED, CONTRACTOR INSTALLED CAM [SE-05] BERK-TEK CATEGORY 6 4-PAIR UTP (CAMERA) CABLING BY 27 11 8 23 NO GENERAL SECURITY DEVICE TAGS OFOI OWNER FURNISHED, OWNER INSTALLED 00. COORDINATE WITH TELECOM CONTRACTOR SECURITY DEVICE TYPE OSDP OPEN SUPERVISED DEVICE PROTOCOL --- (SEE SECURITY DEVICE LABELING ABBREVIATIONS) OSP OUTSIDE PLAN SE###.#/# ### DETAIL SHEET/NUMBER SE-## XX-##-### PCB PRINTED CIRCUIT BOARD PO POLE MOUNTED SECURITY CABLE LABELING POE POWER OVER ETHERNET DEVICE ID PP PATCH PANEL SECURITY CABLE IDENTIFICATION PVC POLYVINYL CLORIDE PWR POWER SECURITY DOOR TAGS SECURITY DEVICE LABELING ABBREVIATIONS DOOR TYPE --- (ACD - ACCESS CONTROLLED DOOR) REC RECEPTACLE SE30#.#/# (EO - EXIT ONLY) ACD ACCESS CONTROL DOOR HUA HOLD UP ALARM REX REQUEST TO EXIT #### (EEO - EMERGENCY EXIT ONLY) (MD - MONITORED DOOR) ACP ACCESS CONTROL PANEL IB INPUT BOARD RMFC RACK MOUNT FIBER CABINET (SD - SUPERVISED DOOR) ADO AUTO OPERATOR IC INTERCOM STATION AT VEHICLE BARRIER ARM / RU RACK UNIT DETAIL SHEET/NUMBER BZ BUZZER INTERCOM CONTACT DOOR NUMBER CAM CAMERA LN LOCAL NOISE (SOUNDER) S SURFACE MOUNTED (FORMATED PER ARCHITECT) CR CARD READER (FOR TEST READER SEE "TR") MS MASTER INTERCOM STATION SPD SURGE PROTECTION DEVICE SECURITY CAMERA TAGS DAR DURESS ALARM RECEIVER OB OUTPUT BOARD ST STRUCTURE MOUNTED / BEAM MOUNTED DC DOOR CONTACT / DOOR POSITION SWITCH OPR MOTORIZED DOOR OPERATOR (MOTOR OPERATIORS SW SWITCH CAM CAMERA AT COILING / ROLL UP DOORS AND MOTORIZED SLIDE DS INTERCOM DOOR STATION SE500.#/# GATES) CAM-##-### DETAIL SHEET/NUMBER EEO EMEGENCY EXIT ONLY TD TAILGATE DETECTOR RX REQUEST TO EXIT EL ELECTRONIC LOCK TGIC TRIGLYCIDYL ISOCYANURATE CAM-FLOOR-DEVICE ID SD SUPERVISED DOOR / TELCO CLOSET / MECH CLOSET ELR ELECTRONIC LOCK WITH BUILT IN MICRO-REX TP TWISTED PAIR WDR WIRELESS DURESS ALARM GB GLASS BREAK DETECTOR TR LOBBY TEST READER / TELECOMMUNICATIONS ROOM SECURITY CABLE LABELING SCHEME TYP TYPICAL IDF #### CR-01-01 U.V. ULTRA VIOLET DEVICE TERMINATION LOCATION UON UNLESS OTHERWISE NOTED DEVICE ID UPS UNINTERRUPTIBLE POWER SUPPLY FLOOR ID UTP UNSHIELDED TWISTED PAIR SECURITY DEVICE TYPE ID (SEE SECURITY DEVICE LABELING ABBREVIATIONS) V VOLT / VOLTAGE VAC ALTERNATING CURRENT VOLTAGE VDC DIRECT CURRENT VOLTAGE VR VOLTAGE REGULATOR W WIDTH WHT WHITE SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: SECURITY LEGEND AND GENERAL NOTES LEAD: SA DRAFTER: NS DATE: 03/22/22 SHEET: NOT ALL SYMBOLS MAY APPEAR ON THE DRAWINGS SE0.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 www.hargis.biz A B C ACD SE7.01/ 1 2/22/2022 101A 10 ACD 8 SE7.01/ 1 5 6 7 102A ACP-01-001 ELR S CR 1 S 1 ACP CR FA ELEC ROOM S 10 8 S 102 1 ELR SE7.03 J J S S HEATED PARKING 101 EEO SE7.01/ 2 101E EEO SE7.01/ 2 101B S S J J 2 2 S S S S CR CR ACD ELR ELR ACD SE7.01/ 1 SE7.01/ 1 101D 8 8 101C A 10 B 10 C REVISION DATE NO. 1 SECURITY DEVICE PLAN - LEVEL 1 SE2.01 SCALE: 1/8" = 1'-0" GENERAL NOTES FLOOR PLAN KEYNOTES # SHEET LEGEND SECURITY SYSTEM IP VIDEO SECURITY AND INTERCOM SYSTEM 1. ALL WORK SHOWN SHALL BE COORDINATED WITH ALL OTHER PROJECT DISCIPLINE DOCUMENTS TO AVOID 5 FIRE ALARM RELAY FOR INTEGRATION WITH ACCESS CONTROL SYSTEM. CONFLICTS. ACP ACCESS CONTROL PANEL X MULTI-LENS CAMERA, MOUNTED W/ BRACKET 6 PROVIDE (2) DETICATED 120VAC, 20 AMPS CIRCUIT AND HARDWIRED CONNECTION TO ACCESS CONTROL POWER SUPPLIES. C (W - WALL BRACKET MOUNTED) 2. COORDINATE WITH OWNER REPRESENTATIVE FOR EXACT LOCATION OF ALL WALL MOUNTED DEVICES. FINAL S CR CARD READER IN / OUT (PO - POLE MOUNTED) WALL DEVICE LOCATIONS SHALL BE REVIEWED AND ACCEPTED BY OWNER REPRESENTATIVE PRIOR TO (BR - BIOMETRIC READER) ROUGH-IN COMPLETION. 7 FIRE RATED PLYWOOD BACKBOARD FOR SECURITY ENCLOSURES ARE PROVIDED BY TELECOMMUNICATIONS CONTRACTOR. SECURITY CONTRACTOR SHALL COORDINATE WITH TELECOMMUNICATIONS CONTRACTOR (CR - CARD READER) X 360 DEGREE CAMERA, CEILING MOUNTED PRIOR TO INSTALLATION. (CR/M - CARD READER, MULLION MOUNT) C (AC - ACCESSIBLE CEILING MOUNTED) (CR/P - CARD READER WITH PIN) (HC - HARD CEILING MOUNTED) 3. CONDUIT PATHWAYS AND CORE DRILL PENETRATIONS SHALL BE PROVIDED BY ELECTRICAL (ST - STRUCTURE MOUNTED / BEAM MOUNTED) CONTRACTOR.SECURITY CONTRACTOR SHALL PROVIDE ON-SITE COORDINATION FOR CONDUIT ROUGH-IN. 8 PROVIDE UV RATED SEALANT AROUND CARD READER TO CREATE A WEATHERTIGHT SEAL. S DOOR POSITION SWITCH, RECESSED (P - PENDANT MOUNTED) (T - CABLE TRAY MOUNTED) 4. SECURITY DEVICES SHALL HAVE (1) 3/4"C FROM BACKBOX TO NEAREST ACCESSIBLE CEILING SPACE UON. 10 PROVIDE (1) 3/4" EMT CONDUIT CONTINUOUSLY FROM DEVICE BACK BOX TO NEAREST ACCESSIBLE CEILING SPACE. S J DOOR POSITION SWITCH, SURFACE MOUNTED X CAMERA, CEILING MOUNTED 5. SECURITY DEVICE CABLING SHALL BE ROUTED AT STRUCTURE VIA OPEN CABLING METHODS. PROVIDE C (AC - ACCESSIBLE CEILING MOUNTED) DEDICATED J-HOOKS SUPPORTED FROM STRUCTURE SPACED â‰¤4'-0" INTERVAL. OPEN CABLING PATHWAY LOCAL NOISE (SOUNDER), WALL MOUNTED (HC - HARD CEILING MOUNTED) S (ST - STRUCTURE MOUNTED / BEAM MOUNTED) SHALL BE A MINIMUM +10'-0" AFF AT ALL TIMES OR CABLING MUST BE ROUTED WITHIN CONDUIT. FINAL (P - PENDANT MOUNTED) SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 (T - CABLE TRAY MOUNTED) PATHWAYS SHALL BE COORDINATED WITH OTHER TRADES AND EXISTING CONDITIONS. EL ELECTRIFIED LOCKSET / EXIT DEVICE PROJECT: X CAMERA, WALL MOUNTED BUILDING IDENTIFIER: 6. ALL SECURITY NON-IP DEVICES SHALL BE INSTALLED WITH AN END OF LINE RESISTOR AT THE DEVICE END. ELR ELECTRIFIED LOCKSET / EXIT DEVICE W/ INTEGRATED C (IB - I-BEAM / COLUMN MOUNTED) MICRO SWITCH (LPR - LICENSE PLATE READER) 7. ALL ELECTRIFIED LOCKING HARDWARE ARE PROVIDED UNDER DIV 08 WITH FINAL WIRING AND CONNECTIONS (M - MULLION MOUNTED) TO THE SECURITY SYSTEM BY SECURITY CONTRACTOR. FA FIRE ALARM CONTACT (S - SURFACE MOUNTED) (PO - POLE MOUNTED) (W - WALL BRACKET MOUNTED) C.2 DS INTERCOM DOOR STATION, WALL MOUNTED SHEET TITLE: MS INTERCOM MASTER STATION, DESK MOUNTED SECURITY DEVICE PLAN - LEVEL 1 LEAD: SA DRAFTER: NS DATE: 03/22/22 SHEET: SE2.01 SHEET OF GENERAL NOTES: 1. DETAIL SHOWN IS A TYPICAL ELEVATION. REFER TO FLOOR PLANS FOR EXACT DOOR AA ORIENTATION, CARD READER TYPES AND CARD READER PLACEMENTS RELATIVE TO DOOR UNSECURE SIDE AA UNSECURE SIDE POSITION AND SWING. - ROLLUDA ARCHITECTS, INC. - 105 S MAIN ST, #323 2. CONDUIT SHALL BE 3/4" EMT UNLESS NOTED OTHERWISE. SEATTLE, WA 98104 PHONE (206)624-4222 3. DOUBLE GANG BACKBOX CONNECTED TO SINGLE GANG MUD RING MOUNTED FLUSH WITH FAX (206)624-4226 FINISHED WALL IS REQUIRED FOR SECURITY DEVICE ROUGH-IN UNLESS OTHERWISE NOTED. ELR COMONENTS: SECURITY CONTRACTOR (SC) S0# CR S S01 CABLING SHALL BE ROUTED CONTINUOUSLY TO THE DESIGNATED ACCESS CONTROL PANEL. S J S S J S03 DOOR POSITION SWITCH SHALL BE RECESSED INTO THE DOOR AND DOOR FRAME. 1201 third avenue, ste 600 S05 PROVIDE BOX CONNECTOR AND SECURE THE ARMORED CABLE TO THE SIDE OF THE seattle, wa 98101 JUNCTION BOX. 206.448.3376 S07 CARD (IN) READER WITH READER SPACER SHALL BE MOUNTED ON UNSECURED SIDE OF www.hargis.biz DOOR. SEE FLOOR PLAN FOR CARD READER TYPE. BB SECURE SIDE SECURE SIDE BB S12 DOOR CONTACT SHALL BE SURFACE MOUNTED TO THE DOOR AND FINISHED FLOOR - SURFACE. - 2/22/2022 S07 COMONENTS: GENERAL CONTRACTOR (GC) G0# G02 8" X 8" X 4" JUNCTION BOX (1 PER DOOR) SHALL BE MOUNTED FLUSH ABOVE ACCESSIBLE CEILING, WHERE NO CEILING EXISTS MOUNT AT +12" ABOVE DOOR HEADER ON THE HINGE SIDE. REVISION 6" G05 (1) 1-1/2" CONDUIT SHALL BE ROUTED TO LOW-VOLTAGE SYSTEMS CABLE TRAY, OR AS 44" INDICATED ON THE FLOOR PLAN. G06 DOOR AND DOOR FRAME SHALL BE FACTORY PREPPED TO SUPPORT RECESSED DOOR DATE CONTACT. NO. G07 DOOR SHALL BE FACTORY PREPPED (CORED) TO ACCEPT CABLING. ELEVATION - AA ELEVATION - AA G11 SURFACE MOUNTED DOUBLE GANG BACK BOX WITH FLAT COVER PLATE. UNSECURE SIDE UNSECURE SIDE G13 DOOR AND DOOR FRAME SHALL BE PREPPED TO SUPPORT ELECTRIFIED DOOR HARDWARE. G14 PROVIDE JUNCTION BOX IN THE DOOR FRAME WHERE SHOWN ON THIS DETAIL. COMONENTS: ELECTRIFIED HARDWARE (SC) E0# E01 POWER TRANSFER HINGE. E02 ELECTRIFIED LOCKSET WITH INTEGRAL REQUEST TO EXIT MICRO SWITCH. E03 PROVIDE WIRING HARNESS AND FINAL WIRING CONNECTION FROM ELECTRIFIED MORTISE LOCKSET TO ELECTRIC HINGE. G05 S01 E04 PROVIDE WIRING HARNESS FROM ELECTRIC HINGE TO SECURITY JUNCTION BOX ABOVE THE DOOR AND FINAL WIRING CONNECTIONS AT THE HINGE. G05 S01 G02 G02 SECURITY DEVICE ABBREVIATIONS -IN ACCESS/EGRESS DIRECTION MODIFIER - FROM UNSECURED SIDE "IN" TO SECURED 4" SIDE -OUT ACCESS/EGRESS DIRECTION MODIFIER - FROM SECURED SIDE "OUT" TO UNSECURED SIDE -SURFACE DC MODIFIER - SPECIFIES DOOR CONTACT / DOOR POSIITON SWITCH IS SURFACE S03 G06 MOUNTED BR BIOMETRIC READER G07 CR CARD READER IN E04 E01 G13 E02 E03 DBL DOUBLE SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 DC DOOR CONTACT / DOOR POSITION SWITCH G14 PROJECT: DD DOOR DETECTIVE (ANTI-TAILGATING) BUILDING IDENTIFIER: DR DOOR DS DOOR STATION INTERCOM DSF DOUBLE STOREFRONT EB EMERGENCY BUTTON C.2 S12 EL ELECTRONIC LOCK ELR ELECTRONIC LOCK WITH BUILT IN MICRO-REX S05 LN LOCAL NOISE SHEET TITLE: OH OVERHEAD ACCESS G11 OPR MOTORIZED ROLL UP DOOR OPERATOR OR GATE OPERATOR CONTROL PED PEDESTAL DETAILS PRE PRECAST ELEVATION - BB ELEVATION - BB RU ROLLUP SECURE SIDE SECURE SIDE SGL SINGLE SJB SECURITY JUNCTION BOX LEAD: SA SSF SINGLE STOREFRONT DRAFTER: NS WN WINDOW DATE: 03/22/22 1 DETAIL - SGL DR - CR-IN, DC, ELR 2 DETAIL - OH DR - (2)DC-SURFACE SHEET: SE7.01 SE7.01 SE7.01 SHEET OF GENERAL NOTES: 1. CONDUIT SHALL BE 3/4" EMT UNLESS NOTED OTHERWISE. 2. DOUBLE GANG BACKBOX CONNECTED TO SINGLE GANG MUD RING MOUNTED FLUSH WITH ROLLUDA ARCHITECTS, INC. FINISHED WALL IS REQUIRED FOR SECURITY DEVICE ROUGH-IN UNLESS OTHERWISE NOTED. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 GENERAL CONTRACTOR TO PROVIDE (1) 1/2" DIA OPENING CENTERED IN THE MULLION. OPENING HEIGHT TO BE 3/4"C PROVIDED BY GENERAL COORDINATED. CONTRACTOR. ROUTE CONDUIT TO SJB ABOVE DOOR OR AS INDICATED ON THE FLOOR PLAN. GENERAL CONTRACTOR SHALL ROUTE 3/4" CONDUIT TO SECURITY JUNCTION ROUTE CABLE TO SJB ABOVE DOOR OR BOX ABOVE THE DOOR. AS INDICATED ON THE FLOOR PLAN 1201 third avenue, ste 600 seattle, wa 98101 206.448.3376 COORDINATECABLE ROUTING THROUGH MULLION WITH STOREFRONT/CURTAIN www.hargis.biz WALL MANUFACTURER EMT CONDUIT GENERAL CONTRACTOR TO PROVIDE (1) 1/2" DIA OPENING CENTERED IN THE MULLION AT 44" AFF. 3/4" OPENING WITH GROMMET SIGNO CARD READER RP15 CARD READER DOUBLE GANG BACKBOX 2/22/2022 PLYWOOD ROUGH DOOR OPENING WALL GYPSUM BOARD STOREFRONT/CURTAIN WALL MULLION DOOR FRAME FLOOR FLOOR FINISH FLOOR DRAWING SYMBOL S CR DRAWING SYMBOL S CR/M DRAWING SYMBOL S CR/P DRAWING SYMBOL EL DRAWING SYMBOL ELR 1 DETAIL - CARD READER ROUGH-IN - RECESS WALL MOUNTED 2 DETAIL - CARD READER ROUGH-IN - MULLION MOUNTED 3 DETAIL - ELECTRIFIED LOCKSET ROUGH-IN - MASONRY BOX SE7.02 SE7.02 SE7.02 REVISION DATE NO. ROUTE CONDUIT TO J-BOX OR AS INDICATED ON THE FLOOR PLAN RESISTOR PACK 1Kâ„¦ BLU BLK 1Kâ„¦ BLU BLK BLU BLU BLK WHT GENERAL CONTRACTOR SHALL ROUTE TO ACP SEE DETAILS 3/4" CONDUIT TO SECURITY JUNCTION 1/SE400.6 & 2 GRY BLU BLK WHT BOX ABOVE THE DOOR. RED DOOR POSITION SWITCH BLK EMT CONDUIT SINGLE DOOR FLEX CONDUIT STUBBED INTO ROUGH OPENING OF DOOR FOR ELECTRIFIED HINGE COMBINATION CONNECTOR RESISTOR PACK FLEX CONDUIT 1Kâ„¦ BLU BLK 1Kâ„¦ BLU BLK 3/4" DIAMETER SWITCH PLYWOOD ROUGH DOOR OPENING WALL STUDS BLU BLU BLK WHT DOOR FRAME TO ACP SEE DETAILS 1/SE400.6 & 2 GRY BLU BLK WHT WHT WHT RED DOOR FRAME BLK SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 FINISH FLOOR PROJECT: BUILDING IDENTIFIER: DOOR 3/4" DIAMETER MAGNET DOUBLE DOOR DOOR POSITION C.2 SWITCH (TYP) DRAWING SYMBOL S SHEET TITLE: DRAWING SYMBOL EL ACCESS CONTROL DRAWING SYMBOL ELR DETAILS LEAD: SA DRAFTER: NS DATE: 03/22/22 4 DETAIL - ELECTRIFIED LOCKSET ROUGH-IN - FLEX TO ROUGH DOOR OPENING 5 DETAIL - DOOR POSITION SWITCH SHEET: SE7.02 SE7.02 SE7.02 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 DPDT FIRE ALARM RELAY SEATTLE, WA 98104 PROVIDED BY GENERAL PHONE (206)624-4222 FAX (206)624-4226 CONTRACTOR FOR INTEGRATION WITH ACCESS CEILING CONTROL SYSTEM CABLE TRAY 0' - 1" 6" GUTTER 2" CONDUUIT CHASE NIPPLE, TYP. 0' - 2" 1201 third avenue, ste 600 seattle, wa 98101 36" X 30" X 4.5" 206.448.3376 LIFE SAFETY POWER SUPPLY www.hargis.biz ENCLOSURES 7' - 6" 1 2 3 7" - 5" 2/22/2022 6 '- 9" FIRE RATED 8'(H) X 4'(W) PLYWOOD BACKBOARD PROVIDED BY GENERAL CONTRACTOR. 3/4" CONDUIT (1) DEDICATED 20A 120 VAC CIRCUIT HARDWIRED PROVIDED BY SECURITY CONTRACTOR. FLOOR SLAB NOTE: 1. PROVIDE MINIMUM 4-HOURS BATTERY BACKUP FOR SECONDARY POWER OF SECURITY DEVICES CONNECTED TO THE ACCESS CONTROL SYSTEM. 2. PROVIDE P-TOUCH LABEL FOR EACH BATTERY WITH THE SITE CODE AND BATTERY INSTALLATION DATE. 3. PROVIDE (1) DEDICATED 20A 120VAC HARDWIRED CONNECTION TO THE POWER SUPPLY. REVISION DATE NO. 1 DETAIL - ACCESS CONTROL PANEL - 16 CARD READERS SE7.03 SNOHOMISH COUNTY PUDNORTH COUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.2 SHEET TITLE: ACCESS CONTROL PANEL ELEVATION AND DETAILS LEAD: SA DRAFTER: NS DATE: 03/22/22 SHEET: SE7.03 SHEET OF APPLICABLE CODES/STANDARDS GENERAL NOTES SYMBOL LEGEND UNDERGROUND NOTES SPRINKLER RISER ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 â€¢ 2018 INTERNATIONAL BUILDING CODE WITH WASHINGTON STATE AND CITY OF 1. SPRINKLER CONTRACTOR IS RESPONSIBLE TO CONNECT INTO SEATTLE, WA 98104 ARLINGTON AMENDMENTS 1. NO CHANGES TO THE "FP" SHEETS BY THE SPRINKLER SUBCONTRACTOR ARE ALLOWED EXCEPT FOR 4 WAY EARTHQUAKE BRACE UNDERGROUND PIPING APPROXIMATELY 5'-0" FROM THE BUILDING. PHONE (206)624-4222 ADDING SHOP DRAWING INFORMATION. ALL REQUIRED REVISIONS TO THE "FP" SHEETS (OTHER THAN SPRINKLER CONTRACTOR SHALL TRANSITION TO DUCTILE IRON PIPE. FAX (206)624-4226 â€¢ 2018 INTERNATIONAL FIRE CODE (IFC) MINOR REVISIONS FOR THE PURPOSE OF COORDINATION) SHALL BE SUBMITTED IN WRITING AND Z LATERAL BRACE - STEEL â€¢ 2016 NFPA 13 STANDARD FOR THE INSTALLATION OF SPRINKLER SYSTEMS â€¢ 2016 NFPA 24 STANDARD FOR INSTALLATION OF PRIVATE FIRE SERVICE MAINS AND SHALL BE APPROVED BY JENSEN HUGHES. LONGITUDINAL BRACE - STEEL 2. ALL UNDERGROUND PIPE TO BE UL LISTED AND FM APPROVED PVC AND/OR Z THEIR APPURTENANCE DUCTILE IRON. PIPE & FITTINGS TO BE CLASS 150. 2. THE SPRINKLER SYSTE SHALL BE MONITORED BY A CENTRAL STATION SIGNALING SYSTEM FURNISHED HANGER AT CONCRETE OVER METAL DECK AND INSTALLED BY THE ALARM CONTRACTOR. THE TAMPER SWITCH AND WATER FLOW INDICATOR Z 3. ALL UNDERGROUND WORK TO BE IN ACCORDANCE WITH NFPA 13. SCOPE OF WORK SHALL BE INSTALLED BY THE SPRINKLER CONTRACTOR AND WIRED TO THE CENTRAL STATION OH1 ORDINARY HAZARD GROUP 1 OCCUPANCY SIGNALING SYSTEM BY THE FIRE ALARM CONTRACTOR. 4. ALL FLANGE SPIGOT PIECES TO BE RODDED TO UNDERGROUND 90Â° ELLS. OH2 ORDINARY HAZARD GROUP 2 OCCUPANCY 3. THE SPRINKLER SUBCONTRACTOR IS RESPONSIBLE FOR ALL CUTTING, SEALING, PATCHING, AND 5. ALL UNDERGROUND MAINS AND LEAD-IN CONNECTIONS SHALL BE FLUSHED INSTALLATION OF ONE WET-PIPE FIRE SPRINKLER SYSTEM IN THE SNOHOMISH COUNTY PUD PAINTING REQUIRED FOR INSTALLATION OF THE SPRINKLER SYSTEM. ALL PENETRATIONS OF RATED IN ACCORDANCE WITH NFPA 13 AND NFPA 24 UNTIL WATER IS CLEAR OF NORTH COUNTY HEATED PARKING BUILDING. THE PROJECT CONSIST OF A ONE-STORY ASSEMBLIES SHALL BE FIRE STOPPED WITH AN APPROVED MATERIAL AS PRESCRIBED IN THE FOREIGN MATERIAL. FLUSH IMMEDIATELY PRIOR TO CONNECTION TO BUILDING AND HAVE A TOTAL AREA OF 2,957 SQ.FT. INTERNATIONAL BUILDING CODE. OVERHEAD PIPING. USE THE FOLLOWING FLOW RATES OR MAXIMUM AVAILABLE: 707 WILSHIRE BLVD. 4. THE SPRINKLER SUBCONTRACTOR SHALL BE LICENSED BY THE STATE OF WASHINGTON FOR DESIGN SUITE 2600 AND INSTALLATION OF AUTOMATIC SPRINKLER SYSTEMS. 4" PIPE - 440 GPM LOS ANGELES, CA 90017 6" PIPE - 750 GPM +1 213.630.2020 WWW.JENSENHUGHES.COM 5. SYSTEM DESIGN AND INSTALLATION SHALL BE IN ACCORDANCE WITH NFPA 13. MATERIALS TO BE UL 8" PIPE - 1000 GPM JH PROJECT NO.: 1KCT00173 LISTED OR FM APPROVED. 10" PIPE - 1500 GPM DESIGN CRITERIA 6. ALL PIPE SHALL BE BLACK STEEL, MINIMUM SCHEDULE 10 FOR PIPES 2 1/2" AND LARGER AND MINIMUM 6. ALL UNDERGROUND PIPE IS SUBJECT TO A HYDROSTATIC TEST OF 200 PSI SCHEDULE 40 FOR PIPES 2" AND SMALLER. FOR 2 HOURS OR 50 PSI ABOVE STATIC PRESSURE IN EXCESS OF 150 PSI FOR 2 HOURS. NO LEAKAGE IS ALLOWED AT RUBBER GASKET JOINTS. 1. ELECTRICAL ROOM: ORDINARY HAZARD GROUP 1 WET PIPE SPRINKLER SYSTEM 7. ALL PIPE LENGTHS SHOWN ARE CENTER TO CENTER DIMENSIONS. DESIGNED TO PROVIDE 0.15 GPM/SQ.FT. OVER THE MOST REMOTE 1,500 SQ.FT. 7. DO NOT CONNECT UNTIL A HYDROSTATIC AND FLUSH TEST HAS BEEN INCLUDING A HOSE DEMAND OF 250 GPM. MAXIMUM SPACING SHALL BE 130 SQ.FT. 8. HANGER LOCATION FOR ALL PIPING SHALL BE IN ACCORDANCE WITH NFPA 13, SECTIONS 9.2 THROUGH COMPLETED. CENTER LOADING IS PERMISSIBLE. 9.2.6.2. SEE HANGER SCHEDULE AND/OR DETAILS FOR TYPES OF HANGERS USED. ALTERNATE UL AND 2. HEATED PARKING AREA: ORDINARY HAZARD GROUP 2 WET PIPE SPRINKLER SYSTEM FM HANGER METHODS ARE ACCEPTED AT NO ADDITIONAL COST TO THE OWNER. PROVIDE UL AND FM 8. A FINAL INSPECTION SHALL BE REQUIRED AND CONDUCTED ON ALL DESIGNED TO PROVIDE 0.20 GPM/SQ.FT. OVER THE MOST REMOTE 1,950 SQ.FT. LITERATURE TO DSA AND JENSEN HUGHES FOR APPROVAL PRIOR TO INSTALLATION. SYSTEMS. INCLUDING A HOSE DEMAND OF 250 GPM. MAXIMUM SPACING SHALL BE 115 SQ.FT. 9. ALL HANGERS ANS SEISMIC BRACING TO BE INSTALLED IN ACCORDANCE WITH NFPA 13 AND HANGER 9. ALL FIRE PROTECTION EQUIPMENT, WHICH IS SUSCEPTIBLE TO (MISCELLANEOUS RACK STORAGE SHALL BE LIMITED TO CLASS III COMMODITIES UP MANUFACTURER'S INSTALLATION INSTRUCTIONS. MECHANICAL DAMAGE FROM VEHICLES SHALL BE PROVIDED WITH TO 12 FT. IN HEIGHT OR CLASS IV COMMODITIES UP TO 10 FT. IN HEIGHT PROTECTED BOLLARDS, GUARD POSTS, OR CURBING. IN ACCORDANCE WITH SECTION 16.2.1.2.1 AND TABLE 13.2.1 OF NFPA 13.) 10. PROVIDE RIGID COUPLINGS THROUGHOUT, EXCEPT FLEXIBLE COUPLINGS SHALL BE INSTALLED AS FOLLOWS: 10. DUCTILE IRON OR CAST IRON PIPE AND FITTINGS SHALL BE PROVIDED WITH POLYETHYLENE ENCASEMENT IN ACCORDANCE WITH AWWA STANDARDS. FLOW TEST DATA a. WITHIN 24 IN. OF THE TOP AND BOTTOM OF ALL RISERS; 11. UNDERGROUND PIPE SHALL BE WRAPPED WITH A METAL TRACER WIRE b. ON BOTH SIDES OF CONCRETE OR MASONRY WALLS WITHIN 1 FT. OF THE WALL SURFACE; ALONG THE ENTIRE LENGTH OF PIPE. DATE: 10/26/2021 c. WITHIN 24 IN. OF BUILDING EXPANSION JOINTS; 12. DEVIATION FROM THE APPROVED PLAN SHALL REQUIRE PERMISSION OF THE AUTHORITY HAVING JURISDICTION. PERFORMED BY: RYAN MORRISON d. WITHIN 24 IN. OF THE TOP AND BOTTOM OF DROPS TO HOSE LINES, RACK SPRINKLERS, AND MEZZANINES, REGARDLESS OF PIPE SIZE; WITNESSED BY: XXXX e. WITHIN 24 IN. OF THE TOP OF DROPS EXCEEDING 15 FT. IN LENGTH TO PORTIONS OF SYSTEMS LOCATION OF FLOW TEST: AT FIRE HYDRANT SUPPLYING MORE THAN ONE SPRINKLER, REGARDLESS OF PIPE SIZE; f. ABOVE AND BELOW ANY INTERMEDIATE POINTS OF SUPPORT FOR A RISER OR OTHER ELEVATION: XXXX VERTICAL PIPE. STATIC PRESSURE: 100 PSI 11. STANDARD WALL PIPE AND THIN WALL PIPE SHALL COMPLY WITH NFPA 13 AND SPECIFICATIONS. STANDARD WALL PIPE ENDS SHALL BE WELDED, THREADED OR CUT GROOVED. THIN WALL SHALL BE RESIDUAL PRESSURE: 85 PSI SCHEDULE 10 AND THE PIPE ENDS SHALL BE ROLL GROOVED OR WELDED (NOT THREADED) IN ACCORDANCE WITH NFPA 13 AND THE SPECIFICATION. PIPE HAVING WALL THICKNESS THINNER THAN FLOW: 1,185 GPM SCHEDULE 10 SHALL NOT BE USED. EFFECTIVE POINT: AT FIRE HYDRANT 12. ALL INSPECTOR'S TEST CONNECTIONS AND LOW POINT DRAINS SHALL BE IN ACCORDANCE NFPA 13 (UNLESS NOTED OTHERWISE) AND SHALL BE DISPLAYED ON SHOP DRAWINGS. MOUNTING HEIGHTS OF CONTROL VALVES SHALL BE 5'-0" A.F.F. MOUNT CONTROL VALVES FOR INSPECTOR'S TEST CONNECTION AND LOW POINT DRAINS INSIDE BUILDING. PIPE DRAIN LINES TO EXTERIOR OF BUILDING. AUXILIARY DRAINS AND INSPECTOR'S TEST CONNECTIONS SHALL BE LOCATED TIGHT AGAINST THE PERIMETER WALLS. COORDINATE WITH THE ARCHITECT FOR ACCEPTABLE LOCATIONS. REVISION 13. THE OVERHEAD PORTION OF THIS SYSTEM SHALL BE TESTED AT 200 PSI FOR TWO HOURS. THE UNDERGROUND SYSTEM SHALL BE FLUSHED IN ACCORDANCE WITH NFPA 24 BEFORE CONNECTION WITH THE OVERHEAD SYSTEM AND BE TESTED AT 200 PSI FOR TWO HOURS. DATE 14. SPRINKLERS IN T-BAR CEILING SHALL BE WHITE RECESSED QUICK RESPONSE WITH WHITE RECESSED ESCUTCHEONS AND SHALL BE PLACED IN QUARTER POINT OR CENTER OF 2x4 TILE. NO. 15. SPRINKLER CONTRACTOR TO COORDINATE AND ADJUST SPRINKLERS TO ELECTRICAL, MECHANICAL, STRUCTURE AND ALL OTHER TRADES AT NO ADDITIONAL COST. INSTALL OFFSETS AS REQUIRED FOR COORDINATION WITH OTHER TRADES. 16. OWNER SHALL BE PROVIDED WITH TEST CERTIFICATES, CARE & MAINTENANCE BOOK, AND A SPARE HEAD CABINET WITH SPRINKLERS AND A WRENCH IN ACCORDANCE WITH NFPA 13. 17. DELIVERY OF ALL MATERIALS AND EQUIPMENT TO THE JOB SITE SHALL BE SCHEDULED TO ASSURE COMPLIANCE WITH THE PREDETERMINED CONSTRUCTION SCHEDULE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR STORAGE AND HANDLING ALL MATERIALS AND EQUIPMENT ON THE JOB SITE, INCLUDING FURNISHING OF ANY STORAGE FACILITIES OR STRUCTURE REQUIRED. 18. SIGNAGE SHALL BE PROVIDED AS REQUIRED, INCLUDING "RISER ROOM IDENTIFICATION". 19. FLOW SWITCH SHALL BE CONNECTED TO A 10-INCH OUTSIDE ALARM BELL OR OTHER AUDIBLE ALARM DEVICE AT EACH RISER. APPROVED IDENTIFICATION SIGNS SHALL BE PROVIDED ON THE OUTSIDE ALARM BELL "SPRINKLER FIRE ALARM - WHEN ALARM SOUNDS CALL 911 / FIRE DEPARTMENT". 20. SPRINKLER CONTRACTOR SHALL COMPLETE AND SIGN CONTRACTOR'S MATERIAL AND TEST CERTIFICATE FOR THE ABOVEGROUND PIPING. THIS FORM SHALL BE GIVEN TO THE PROJECT INSPECTOR WHO WILL FORWARD TO THE DISTRICT. 21. REFERENCE THE CIVIL DRAWINGS FOR ADDITIONAL FIRE WATER UNDERGROUND INFORMATION AND ACTUAL LENGTHS OF PIPE. THE LAYOUT SHOWN ON THE CIVIL DRAWINGS WILL SUPERCEDE WHAT IS SHOWN ON THE FIRE PROTECTION SITE PLAN. 22. REFER TO THE ARCHITECTURAL DRAWINGS FOR ACTUAL BUILDING DIMENSIONS AND DETAILS. DO NOT SCALE "FP" DRAWINGS FOR CONSTRUCTION PURPOSES. 23. REFER TO THE FIRE PROTECTION SPECIFICATIONS FOR ADDITIONAL INFORMATION REGARDING THE FIRE PROTECTION SYSTEM. 24. AS-BUILT DRAWINGS SHALL BE MAINTAINED ON PREMISES. 25. SPRINKLER CONTRACTOR SHALL COORDINATE MAIN LOCATIONS, HANGERS, SEISMIC BRACINGS, ETC. GENERAL NOTES 1 NTS SPRINKLER SCHEDULE & LEGEND SYMBOL SPRINKLER DESCRIPTION K-FACTOR TEMP. FINISH SIN QUANTITY TYCO SERIES TY-FRB QUICK RESPONSE, STANDARD COVERAGE UPRIGHT SPRINKLER 5.6 200Âº F BRASS TY3131 20 SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 TYCO SERIES TY-FRB QUICK RESPONSE, STANDARD COVERAGE SIDEWALL SPRINKLER 5.6 155Âº F BRASS TY3331 8 PROJECT: SHEET LIST TYCO SERIES TY-FRB QUICK RESPONSE, STANDARD COVERAGE PENDENT SPRINKLER 5.6 155Âº F CHROME TY3231 1 BUILDING IDENTIFIER: SHEET NUMBER SHEET NAME FP0.01 FIRE SPRINKLER COVER SHEET FP0.02 FIRE SPRINKLER SITE PLAN 1 C.1 FP0.03 FIRE SPRINKLER SITE PLAN 2 HEAD CAB'T & WRENCH(ES) PROVIDED TOTAL COUNT THIS BUILDING = 29 KEYPLAN FP1.01 LEVEL 1 FIRE SPRINKLER PLAN NOTE: WHERE SPRINKLERS ARE EXPOSED TO ATMOSPHERIC CONDITIONS PROVIDE CORROSION PROTECTION. SHEET TITLE: FP2.01 SWAY BRACE AND HANGER DETAILS WHERE SURFACE MOUNTED LIGHTS OCCUR, INSTALL 401 CANOPY TYPE. FIRE SPRINKLER COVER SHEET 100% CD SUBMITTAL LEAD: KCT DRAFTER: ZWA DATE: 03/22/2022 SHEET: FP0.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 707 WILSHIRE BLVD. SUITE 2600 LOS ANGELES, CA 90017 +1 213.630.2020 WWW.JENSENHUGHES.COM JH PROJECT NO.: 1KCT00173 8" 296'-2" 8" 271'-1" 8" 103'-10" REVISION DATE NO. OFFICE BUILDING WAREHOUSE 6" 2'-8" 8"- 6" 25' 8" 8" 5'-2" 27'-6" 6" 4'-6" 8" 2'-6" 8" 7 4' -4" 8" -1" FIRE FLOW TEST AT THIS POINT 97' 8" 8" 143'-11" EP 97'-9" SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: 8" BUILDING IDENTIFIER: 340'-2" C.1 SHEET TITLE: FIRE SPRINKLER SITE PLAN 1 100% CD SUBMITTAL FIRE PROTECTION SITE PLAN 1 (FOR REFERENCE ONLY) 1 1" = 20'-0" LEAD: KCT DRAFTER: ZWA DATE: 03/22/2022 SHEET: FP0.02 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 707 WILSHIRE BLVD. SUITE 2600 LOS ANGELES, CA 90017 +1 213.630.2020 WWW.JENSENHUGHES.COM JH PROJECT NO.: 1KCT00173 8" 8 " 109'-0" 3 '- 3 " HEATED PARKING BR0 " 0 " 1 6 '- 1 3 8 " 4 '-6 8" 8" " 8 226'-8" 8" 5'-1" 3 " '- 4 " UG3 114'-8" REVISION 8" 6'-4" DATE NO. OFFICE BUILDING " 7 " '- 8 5 8 1 8" 142'-0" 8" 300'-1" 8" 18'-4" SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.1 SHEET TITLE: FIRE SPRINKLER SITE PLAN 2 FIRE PROTECTION SITE PLAN 2 (FOR REFERENCE ONLY) 100% CD SUBMITTAL 1 1" = 20'-0" LEAD: KCT DRAFTER: ZWA DATE: 03/22/2022 SHEET: FP0.03 SHEET OF TO FIRE SPRINKLER SYSTEM SYMBOL LEGEND FLEXIBLE COUPLING HYDRAULIC CALCULATIONS 4-WAY BRACE AT TOP OF SPRINKLER GENERAL NOTES: 10" ALARM BELL SYSTEM RISER TYPICAL FOR ALL FLOORS THIS BUILDING IS PROTECTED BY A HYDRAULICALLY SPRINKLER RISER ROLLUDA ARCHITECTS, INC. WIRED BY OTHERS 300 lb. PRESSURE GAUGE 2-INCH DESIGNED AUTOMATIC SPRINKLER SYSTEM. REMOTE 1. SPRINKLER CONTRACTOR SHALL COORDINATE MAIN LOCATIONS, HANGERS, SEISMIC BRACINGS, ETC. 105 S MAIN ST, #323 TR21 SEATTLE, WA 98104 21/" SECTIONAL INSPECTOR'S AREA IS A TREE SYSTEM FED FROM A SMALL GRID. 4 WAY EARTHQUAKE BRACE PHONE (206)624-4222 2 LOCATION FAX (206)624-4226 TEST AND DRAIN VALVE WITH MIN. HEATED PARKING 1/2 INCH RELIEVE VALVE (TYP.) Z LATERAL BRACE - STEEL OFF IN TES T PUSH DRAIN NO. OF SPRINKLERS 19 OUT SPARE SPRINKLER CABINET Z LONGITUDINAL BRACE - STEEL WITH 3 OF EACH TYPE OF SPRINKLER 4"X21/2" REDUCER (NEVER FEWER THAN 6 SPRINKLES) BASIS OF DESIGN SPRINKLER SCHEDULE & LEGEND FLEXIBLE COUPLING 2" Z HANGER AT CONCRETE OVER METAL DECK 4" 1. DENSITY 0.20 GPM/SQ. FT. BF2 SYMBOL SPRINKLER DESCRIPTION K-FACTOR TEMP. FINISH SIN QUANTITY OH1 ORDINARY HAZARD GROUP 1 OCCUPANCY 2. DESIGNED AREA OF DISCHARGE 1,955 SQ. FT. TYCO SERIES TY-FRB QUICK RESPONSE, STANDARD COVERAGE UPRIGHT SPRINKLER 5.6 200Âº F BRASS TY3131 20 4" ZURN WILKINS 350ADA OR SIMILAR DOUBLE DETECTOR SYSTEM DEMAND AT FLANGE ON THE RISER TYCO SERIES TY-FRB QUICK RESPONSE, STANDARD COVERAGE SIDEWALL SPRINKLER 5.6 155Âº F BRASS TY3331 8 OH2 ORDINARY HAZARD GROUP 2 OCCUPANCY 78" MAX BACKFLOW PREVENTER 1. GPM DISCHARGE TYCO SERIES TY-FRB QUICK RESPONSE, STANDARD COVERAGE PENDENT SPRINKLER 5.6 155Âº F CHROME TY3231 1 4" CHECK VALVE 494.8 GPM 6"x4" REDUCER BF1 COORDINATE DRAIN LOCATION 2. RESIDUAL PRESSURE 6" FLANGE ADAPTER WITH PLUMBING ENGINEER 81.2 PSI 707 WILSHIRE BLVD. 6" D.I. U.G. TO F.D.C BR0 ORDINARY HAZARD GROUP 1 OCCUPANCY SUITE 2600 (BY OTHERS) LOS ANGELES, CA 90017 6" D.I. U.G. SUPPLY FIRE HEAD CAB'T & WRENCH(ES) PROVIDED TOTAL COUNT THIS BUILDING = 29 SERVICE (BY OTHERS) TOTAL COMBINED INSIDE AND OUTSIDE HOSE +1 213.630.2020 2" ANNULAR STREAM - GPM250 NOTE: WHERE SPRINKLERS ARE EXPOSED TO ATMOSPHERIC CONDITIONS PROVIDE CORROSION PROTECTION. WWW.JENSENHUGHES.COM CLEARENCE JH PROJECT NO.: 1KCT00173 TYP. WHERE SURFACE MOUNTED LIGHTS OCCUR, INSTALL 401 CANOPY TYPE. REQ'D FLOW AND PRESSURE OF THE SYSTEM AT RISER DETAIL THE WATER SUPPLY SOURCE: 4 NTS 1. GPM DISCHARGE 744.8 GPM 2. RESIDUAL PRESSURE 86.6 PSI QUICK-RESPONSE, UPRIGHT SPRINKLERS K=5.6 200F TY3131 GPM AT PSI REQUIRED FROM 23.0 16.9 3 HYDRAULICALLY MOST DEMANDING SPRINKLER FP1.01 PROTECTION AREA PER SPRINKLER: SQ. FT.115 A B C NFPA 13, 2016 EDITION TOP OF WALL 17' - 0" 3 FP1.01 M1 REMOTE AREA: 1,955 SQFT. REVISION 1 OH1 2Â½ Z 2Â½ Z 2Â½ 2Â½ Z M 2Â½ 2Â½ Z OH2 Z Z Z 0-8 Z 12-6 M2 5-3 9"- 9"- 5-3 1-3Â½ M3 12-6 1-3Â½ M4 4-0Â½ 1-3Â½ 1-3Â½ x x x -7 x -7 2 1/2"1' 2 1/2"1' 1Â½ -7 1Â½ -7 2 1Â½ 1Â½ 3 1Â½ 1Â½ 3 1Â½ 3 1Â½ 3 Z DATE FP1.01 Z Z 2Â½ Z Z Z 1 S3 S5 S7 1Â½ -7Â½ 2-0 LEVEL ONE NO. 0-9 0 0' - 0" ELEC ROOM 10'-0" A.F.F. GYPSUM 102 BOARD CEILING 11 11 11 1Â½ 7- 1Â½ 7- 1Â½ 7- 1Â½ -3Â½ 7 -5Â½ -5Â½ 3" x 3 3 -5Â½ -5Â½ - 1 1 x 3 3 Z 1 Z 1 1 Z 1 x 1 Z 1 x 2 1/2"20' BUILDING SECTION 1 1 -011-9 1Â½ -9Â½0 1 -01 5-3 1Â½ -9Â½0 1Â½ -9Â½0 5-3 1Â½ -9Â½ 1-9 2 1/4" = 1'-0" 0 SIDEWALL SPRINKLER S1 S2 S4 ROOF SLOPE: 4"/1'-0" 1 -01 S6 1 -01 2 BELOW OVERHEAD Z Z Z Z Z FP1.01 SECTIONAL DOOR. -4 1Â½ -42 1Â½ -42 1Â½ 2 -4 TYP. 1Â½ 2 HEATED PARKING 101 2 1 2Â½ S17 S14 S11 S8 1-0 Z Z Z Z Z 1Â½ -8Â½8 1Â½ -8Â½8 1Â½ -8Â½8 1Â½ -8Â½8 1 -01 1 -01 1 -01 S9 1 -01 S12 -5Â½ -5Â½ 3 S18 3 1Â½ -9Â½ S15 -5Â½ 1 x x 0 3 1 x Z1 Z 1 1Â½ -9Â½ 1 Z 1 1 Z 1-9 -9Â½ 5-3 0 5-3 1Â½ -9Â½ 1-9 1Â½ 0 0 TOP OF WALL -5Â½ x 3 -10Â½ 17' - 0" 1 2Â½ 18 Z Z Z Z Z 11 1Â½ 117- 1Â½ 117- 1Â½ 117- 1Â½ 7- ROOF SLOPE: 4"/1'-0" S19 S16 S13 S10 Z M9 Z 2Â½ Z1Â½ -01 2Â½ 1Â½ -01 Z 2Â½ 2Â½ 1Â½ -01 Z 2Â½ 1Â½ -01 2Â½ Z 0-7 12-6 5-3 7-3 12-6 3-0Â½ Z M8 -8 M7 Z -8 M6 1-8 Z x 1 x 1 x M5 -8 1Â½ 2Â½ -02 1Â½ 1Â½ 1 x 2 1Â½ SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 10'-0" A.F.F. GYPSUM PROJECT: TR21 BOARD CEILING FOR BUILDING IDENTIFIER: BF2 ELECTRICAL ROOM C.1 LEVEL ONE SHEET TITLE: 0' - 0" LEVEL 1 FIRE SPRINKLER PLAN A B C 100% CD SUBMITTAL NOTE: ALL BRANCHLINES TO BE MAXIMUM 6" BETWEEN THE TOP OF THE PIPE AND THE POINT OF ATTACHMENT TO THE STRUCTURE LEAD: KCT TO OMIT BRANCH LINE RESTRAINTS IN ACCORDANCE WITH SECTION 9.3.6.5 OF NFPA 13. DRAFTER: ZWA DATE: 03/22/2022 SHEET: LEVEL ONE BUILDING SECTION 2 1 3 1/4" = 1'-0" 1/4" = 1'-0" FP1.01 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 SWAY BRACE ATTACHMENT 1/2" THROUGH BOLT TOLCO FIG. 980 SWAY BRACE ATTACHMENT TOLCO FIG. 980 1/2 PURLINDEPTH 1/2" THROUGH BOLT Z-PURLIN 707 WILSHIRE BLVD. SUITE 2600 45Â°-90Â° LOS ANGELES, CA 90017 1/2 PURLINDEPTH +1 213.630.2020 WWW.JENSENHUGHES.COM Z-PURLIN JH PROJECT NO.: 1KCT00173 45Â°-90Â° SWAY BRACE SWAY BRACE CLAMP OR CLAMP OR TOLCO FIG. 4L 1" SCH 40 PIPE TOLCO FIG. 1001 1" SCH 40 PIPE Z SYMBOL = SYMBOL = Z PIPE TO BE BRACED PIPE TO BE BRACED LATERAL BRACE AT Z-PURLIN LONGITUDINAL BRACE AT Z-PURLIN 1 2 NTS NTS REVISION DATE NO. TABLE 9.2.2.1 (A) MAXIMUM DISTANCE BETWEEN HANGERS (FT-IN) NOMINAL PIPE SIZE (IN.) MIN. 16 GA. Z-PURLIN 3/4 1 1 1/4 1 1/2 2 2 1/2 3 3 1/2 4 5 6 8 STEEL PIPE EXCEPT N/A 12-0 12-0 15-0 15-0 15-0 15-0 15-0 15-0 15-0 15-0 15-0 THREADED LIGHTWALL SAMMY SXP 35 SWIVEL ALL THREAD ROD THREADED LIGHTWALL N/A 12-0 12-0 12-0 12-0 12-0 12-0 12-0 N/A N/A N/A N/A TOLCO FIG. 100 STEEL PIPE TO LCO ADJUSTABLE BAND HANGER COPPER TUBE 8-0 8-0 10-0 10-0 12-0 12-0 12-0 12-0 15-0 15-0 15-0 15-0 TOLCO FIG. 200 SURGE RETRAINER TOLCO FIG. 25 CPVC 5-6 6-0 6-6 7-0 8-0 9-0 10-0 10-0 N/A N/A N/A N/A SPRINKLER PIPE DUCTILE-IRON PIPE N/A N/A N/A N/A N/A N/A 15-0 15-0 15-0 N/A 15-0 15-0 (MAX. 3 1/2" PIPE) HANGER AT Z-PURLIN MAXIMUM DISTANCE BETWEEN HANGERS 3 4 NTS NTS SNOHOMISH COUNTY PUD NORTHCOUNTY COMMUNITY OFFICEHEATED PARKING17601 59TH AVE NEARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.1 SHEET TITLE: SWAY BRACE AND HANGER DETAILS 100% CD SUBMITTAL LEAD: KCT DRAFTER: ZWA DATE: 03/22/2022 SHEET: FP2.01 SHEET OF GENERAL NOTES FIRE LEGEND AND EQUIPMENT LIST SHEET INDEX FA1.00 FIRE ALARM COVER SHEET QTY SYMBOL MODEL NUMBER DESCRIPTION ROLLUDA ARCHITECTS, INC. 1. THE CONTRACTOR IS TO VERIFY ALL DIMENSIONS AND CONDITIONS AT THE JOB SITE BEFORE COMMENCING WORK AND REPORT ANY DISCREPANCIES TO 1 7100 HONEYWELL GAMEWELL 7100 SERIES FIRE ALARM CONTROL PANEL FA2.01 FIRE ALARM PLAN 105 S MAIN ST, #323 AON FIRE PROTECTION ENGINEERING CORPORATION PRIOR TO CONSTRUCTION. SEATTLE, WA 98104 PHONE (206)624-4222 0 AS-24MCC CEILING MOUNTED MULTI-CANDELA STROBE FA3.01 FIRE ALARM DETAILS FAX (206)624-4226 2. ALL MATERIALS AND WORK TO CONFORM TO ALL GOVERNING BUILDING CODES, REGULATIONS, ORDINANCES AND AGENCIES. 0 AS-24MCW WALL MOUNTED MULTI-CANDELA STROBE 3. CONSTRUCTION SAFETY: ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF OSHA AND CAL-OSHA. 1 AH-24R MULTI-CANDELA HORN /STROBE 4. ALL COST FOR INSPECTIONS, TEST SERVICES, BUILDING PERMITS, LICENSES AND CERTIFICATES SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR 0 S ASD-PLR ADDRESSABLE PHOTOELECTRIC SMOKE DETECTOR* UNLESS NOTED OTHERWISE IN THE SPECIFICATIONS. B501 DETECTOR BASE 5. CONSTRUCTION TO COMPLY WITH THE REQUIREMENTS OF LOCAL GOVERNING AGENCIES OF THE CITY OF POWAY AND THE STATE OF CALIFORNIA. 2 AIM AAM-2RIF INTELLIGENT INITIATING INTERFACE MODULE INPUT W/RELAY 6. EXIT DOORS, EXIT SIGNS, FIRE ALARM MANUAL PULL STATIONS AND FIRE EXTINGUISHER LOCATIONS SHALL NOT BE CONCEALED OR OBSTRUCTED BY ANY 0 AOM-2RF ADDRESSABLE DUCT SMOKE DETECTOR MATERIALS. S 1 AD-HR ADDRESSABLE MANUAL PULL STATION 7. WRITTEN DIMENSIONS TAKE PRECEDENCE OVER SCALE ON THE DRAWINGS. 1 MS-7 WATERFLOW SWITCH 8. THE ENTIRE WORK PROVIDED HEREIN IS TO BE CONSTRUCTED AND FINISHED EMPLOYING QUALITY WORKMANSHIP AND IN ACCORDANCE WITH THE DRAWINGS AND SPECIFICATIONS. ANY WORK REQUIRED BY LAW, BUT WHICH MAY NOT BE SPECIFICALLY MENTIONED HEREIN, SHALL BE DONE BY THE 1 RV N/A RISER VALVE SUPERVISORY SWITCH CONTRACTOR(S) IN ACCORDANCE WITH THE LAWS OF THE CITY, COUNTY, DISTRICT OR STATE UNDER WHICH JURISDICTION MAY COME AND COST SHALL BE BORN BY THE CONTRACTOR(S). ANY SUCH WORK SHALL BE DONE IN CONFORMANCE WITH THE PLANS; BOTH AS TO THE MANNER AND APPEARANCE. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE CURRENT EDITION OF C.B.C., TITLE 19, TITLE 24, AND AMERICANS WITH DISABILITIES ACT (ADA) AS REQUIRED BY THE GOVERNING AGENCIES. DEVICE MOUNTING HEIGHTS (PER NFPA 72, 2013 EDITION) 9. THE OWNER'S REPRESENTATIVE IS AUTHORIZED TO ORDER MINOR CHANGES DURING THE COURSE OF THE WORK WHICH WILL NOT INVOLVE EXTRA COST OR TIME WHICH ARE CONSISTENT WITH THE CONTRACT DOCUMENTS. 10. THE CONTRACTOR SHALL MAINTAIN A COMPLETE SET OF APPROVED STAMPED DRAWINGS AT THE JOB SITE FOR USE IN MAKING "AS-BUILT DRAWINGS". A/C SUPPLY ANY REVISIONS SHALL BE NOTED THEREON AND SUBMITTED TO THE OWNER'S REPRESENTATIVE AT THE COMPLETION OF THE JOB PER THE OR RETURN DIFFUSER SPECIFICATIONS. CEILING MOUNTED NOTE: MEASUREMENTS 4" SMOKE/HEAT 3' (MIN) SHOWN ARE TO THE 11. THE CONTRACTOR SHALL USE THE "AS-BUILT DRAWINGS" TO GENERATE A RECORD SET OF THE COMPLETED SYSTEM AND SUBMIT THE RECORD SET TO (102mm) CLOSEST EDGE OF THE DETECTOR (914mm MIN) THE PROJECT MANAGER. CEILING DETECTOR. 12. ALL SMOKE DETECTION DEVICES SHALL BE INSTALLED IN ACCORDANCE WITH NFPA 72. AUDIO/VISUAL & VISUAL-ONLY DEVICES 4" SYNCHRONIZE TWO OR (102mm) 12" (MAX) 13. PROVIDE VISUAL STROBE UNITS THAT MEET THE AMERICANS WITH DISABILITIES ACT AND REFERENCE A.D.A. FOR MOUNTING INSTRUCTION IN REGARDS AUDIO/VISUAL MORE APPLIANCES IN ANY HEAT (305mm MAX) & VISUAL-ONLY FIELD OF VIEW. DETECTOR TO PLACEMENT. DEVICES NEVER NFPA 72 2013 EDITION HERE 14. JUNCTION BOX COVERS ARE TO BE RED FOR FIRE ALARM IDENTIFICATION WITH THE LETTERS "FA" APPEAR IN WHITE LETTERING. WALL MOUNTED TO EXIT DOOR 15. ALL FIRE ALARM EQUIPMENT SHOWN ON DRAWINGS ARE NEW UNLESS INDICATED OTHERWISE. HEAT DETECTOR 5' (MAX.) (1524mm) APPLICABLE CODES 16. THE FIRE ALARM AND LIFE SAFETY SYSTEM SHALL CONFORM TO ARTICLE 760 OF THE CALIFORNIA ELECTRIC CODE. DOOR WIDTH 17. INSTALLATION OF THE FIRE ALARM SYSTEM AND THE LIFE SAFETY SYSTEM SHALL NOT BE STARTED UNTIL DETAILED PLANS AND SPECIFICATIONS, LESS 3" (76mm) INCLUDING STATE FIRE MARSHAL LISTING NUMBERS FOR EACH COMPONENT OF THE SYSTEM HAVE BEEN APPROVED BY THE CITY OF POWAY FIRE 80" (ADA) (2032mm) 2019 WASHINGTON BUILDING STANDARDS ADMINISTRATIVE CODE DEPARTMENT. SIDE WALL 80" MIN/96" MAX (2032mm MIN/2438mm MAX) NFPA 72 2013 EDITION 2019 WASHINGTON BUILDING CODE 18. ALL DEVICES IN EXTERIOR SERVICE AREAS SHALL BE LISTED FOR OUTDOOR USE. MANUAL 6" PULL (152mm) STATION 2019 WASHINGTON ELECTRICAL CODE 19. AUDIBLE/VISUAL CIRCUIT WIRING IS SUPERVISED. NO PARALLEL BRANCHING IS PERMISSIBLE. MAGNETIC FIRE ALARM DOOR 2019 WASHINGTON MECHANICAL CODE 20. DETECTORS SHALL BE MOUNTED NO CLOSER THAN 3'-0" OF ANY SUPPLY AIR REGISTER. HOLDER FINISHED FIRE PULL DOWN WALL 21. FIRE ALARM WIRING SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDED CONDUCTOR SIZES AND TYPE. ALL CONDUCTORS SHALL BE PHONE SIMPLEX 2019 WASHINGTON PLUMBING CODE JACK PERMANENTLY, AND UNIQUELY IDENTIFIED. 48" MAX (ADA) (1219mm) 2019 WASHINGTON FIRE CODE 42" MIN/54" MAX (NFPA) (1067mm MIN/1372mm MAX) 22. ALL PANEL NUMBERS AND CIRCUITS WILL BE ON THE RECORD DRAWING SET. NFPA 72 2013 EDITION 2016 STANDARD FOR THE INSTALLATION OF SPRINKLER SYSTEMS (NFPA 13) 23. ALL 120VAC CIRCUITS TO FIRE ALARM PANELS SHALL BE DEDICATED CIRCUITS. REVISION 2016 NATIONAL FIRE PROTECTION ASSOCIATION 24. DETECTORS MUST BE RATED FOR TEMPERATURE IN THE ENVIRONMENT IN WHICH IT IS LOCATED. STANDARD 72 WITH WASHINGTON AMENDMENTS 25. ALL EXPOSED WIRING AND CABLE SHALL BE INSTALLED IN CONTINUOUS RACEWAYS, UNLESS OTHERWISE NOTED. EXISTING FIRE ALARM SEQUENCE OF OPERATION DATE 26. ALL CONDUIT TO BE 3/4" UNLESS OTHERWISE NOTED. NO. 27. THE INSTALLING CONTRACTOR SHALL PROVIDE EMPLOYEES STATE CERTIFIED BY THE DIVISION OF APPRENTICESHIP STANDARDS AS FIRE/LIFE SAFETY TECHNICIAN. FIRE ALARM SCOPE OF WORK INITIATION MANUAL AREA SPRINKLER SPRINKLER FACP PULL SMOKE WATERFLOW TAMPER OPEN 28. THE FIRE ALARM SYSTEM PLANS SHALL NOT BE MEANT TO CONVEY OR ALLOW DISCREPANCY BETWEEN THE WORK ILLUSTRATED HEREIN AND ALL AC STATION DETECTOR SWITCH VALVE GROUND APPLICABLE CODES, STANDARDS, AND ORDINANCES. ANY DISCREPANCY SHALL BE BROUGHT TO THE ATTENTION OF OWNER AND ENGINEER. RESPONSE POWER ALL EXISTING FIRE ALARM DEVICES ARE AUTOMATIC AND SHALL BE SWITCH SHORT FAILURE CONTROLLED FROM THE EXISTING FIRE ALARM CONTROL PANEL AND 29. FIRE ALARM CONTRACTOR RESPONSIBLE FOR FIELD VERIFICATION OF FIRE ALARM PANEL, FIELD TESTING, AND ANY DIAGNOSTIC WORK. FIRE ALARM ANNUNCIATE AT FIRE CONTROL ROOM ITS EXISTING TRANSPONDERS. ANNUNCIATE AT 24 HOUR ATTENDED LOCATION YES YES YES YES YES YES CONTRACTOR SHALL COORDINATE DIRECTLY WITH VARIOUS TRADES TO ENSURE INSTALLATION AND FUNCTIONALITY OF ALL SYSTEMS. (ALARM) (ALARM) (ALARM) (SUPERVISORY) (TROUBLE) (TROUBLE) ALARM, SUPERVISORY & TROUBLE EXISTING FIRE ALARM SYSTEM IS AN AUTOMATIC FIRE ALARM SYSTEM SUPPLEMENTED BY MANUAL DEVICES. ACTIVATE AUDIO/VISUALS THROUGHOUT BUILDING YES YES YES NO NO NO INSTALL NEW DEVICES ARE SHOWN ON FLOOR PLANS. CLOSE SMOKE FIRE DAMPERS ON FLOOR OF INCIDENT NO YES YES NO NO NO FLOORS 1,2 AND 5 CLOSE ASSOCIATED SMOKE FIRE DAMPER NO NO NO NO NO NO FLOORS 3 AND 4 SHUTDOWN ASSOCIATED HVAC UNIT (SERVING FLOOR OF INCIDENT) NO YES YES NO NO NO RELEASE ALL DOORS/ DENERGIZE AUTOMATIC SLIDING DR YES YES YES NO NO YES INITIATE ELEVATOR RECALL NO NO NO NO NO NO NO NO NO NO NO NO INITIATE ELEVATOR SHUNT SNOHOMISH COUNTY PUD NORTH COUNTY COMMUNITY OFFICE HEATED PARKING 17601 59TH AVE NE ARLINGTON, WA 98223 PROJECT: BUILDING IDENTIFIER: C.1 KEYPLAN SHEET TITLE: FIRE ALARM COVER SHEET 100% CD SUBMITTAL LEAD: KW/RM DRAFTER: AK DATE: 03/22/2022 SHEET: FA1.00 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 A 4" CONCRETE PAD A B C A B CMECH UNIT, SEE MECH DRAWINGS 1 1 1 1 ELEC ROOM 24x36 CAB ELEC ROOM102 99 SF 30x60 WB 102 PALLET 48x40 100 SF PALLET 48x40 WF AIM RV AIM PALLET 48x40 PALLET 48x40 PALLET 48x40 0' - 0" AFF 4" / 1'-0" -0' - 2" BELOW FF -0' - 2" BELOW FF HEATED PARKING 101 1888 SF FIRE ALARM FIBER NETWORK TO WAREHOUSE BLDG 4" / 1'-0" PALLET 48x40 SU 36x48 RK RK PALLET 48x40 RK RK 48x108 48x108 RK 48x108 48x108 RK 48x108 48x108 SU 36x72 2 2 2 2 PALLET 48x40 0' - 0" AFF TRUE TRUE ROOF PLAN N 1 FLOOR PLAN N 1 SCALE: 1/8" = 1'-0" SCALE: 1/8" = 1'-0" REVISION DATE NO. NOTES: GENERAL NOTES: 1. REFERENCE SHEET A6.01 FOR ROOM FINISH SCHEDULE. 1. IDENTIFYING NUMBERS ADJACENT TO INITIATING DEVICE DENOTES ADDRESS, SUBSCRIPT ADJACENT TO INDICATING APPLICANCE DENOTES 2. REFERENCE SHEET A6.02 FOR DOOR SCHEDULE AND TYPES. SNOHOMISH COUNTY PUD NORTH COUNTY COMMUNITY OFFICE HEATED PARKING 17601 59TH AVE NE ARLINGTON, WA 98223 CANDELA RATING OR SEQUENCE. 3. REFERENCE SHEET A7.01 FOR WALL TYPES. PROJECT: 2. ALL INSTALLATION MATERIAL SUCH AS CONDUIT, FITTINGS, BOXES, HANGERS, ETC. NOT SUPPLIED BY SIEMENS, FIRE SAFETY DIVISION, UNLESS BUILDING IDENTIFIER: OTHERWISE NOTED. 3. WIRING RUNS ARE SHOWN DIAGRAMMATICALLY, EXACT LOCATION OF ALL EQUIPMENT TO BE DETERMINED IN THE FIELD. 4. ALL WIRING MUST CONFORM WITH LOCAL AND NATIONAL CODES. C.1 5. DETECTOR AND AUDIBLE ALARM DEVICE CIRCUIT POLARITY SHOULD BE OBSERVED. KEYPLAN 6. ALL DETECTOR CIRCUIT WIRING SHALL BE 1 PAIR TWISTED FIRE ALARM CABLE, #16AWG MINIMUM, 14 AWG MAXIMUM, 6000 DIELECTRIC, UNLESS OTHERWISE INDICATED OR SPECIFIED. SHEET TITLE: 7. WHERE ALLOWED, ALL WIRING NOT IN CONDUIT MUST BE FIRE RATED PER N.E.C. WHEN INSTALLED IN A CEILING INTERSTITIAL SPACE BEING USED FIRE ALARM PLANS AS A RETURN AIR PLENUM WIRING MUST BE PLENUM RATED AND FIRE RATED PER N.E.C. 8. DO NOT INSTALL SMOKE DETECTORS WITHIN 36" OF FORCED AIR OPENINGS, NOR WITHIN 12" OF FLUORESCENT LIGHTING FIXTURES. 9. THE FOLLOWING CIRCUITS MUST BE SUPERVISED, WHICH DOES NOT ALLOW ANY BRANCHING, "T-TAPPING" IS NOT ALLOWED: - CONVENTIONAL INITIATING DEVICE CIRCUITS (IDC) 100% CD SUBMITTAL - ALL ALARM NOTIFICATION APPLIANCE CIRCUITS (NAC) LEAD: KW/RM 10. ELECTRICAL ROUGH-IN BACKBOX SIZES ARE AS SHOWN IN EQUIPMENT SCHEDULE, UNLESS SPECIFICALLY NOTED ON SYSTEM DRAWINGS. DRAFTER: AK 11. DURING SYSTEM INSTALLATION, INSTALLING CONTRACTOR SHALL MAINTAIN A SET OF FIELD DRAWINGS, INDICATING BY RED-LINE, CHANGES IN THE THIS DESIGN IS BASED ON THE FOLLOWING ADOPTED CODES ROUTING OF ALL CONDUIT OR CABLING AND DEVICE LOCATIONS INCLUDING ADDRESS REVISIONS, PROVIDE SIEMENS, FIRE SAFETY DIVISIONS, WITH A DATE: 03/22/2022 SET OF THESE MARKED UP DRAWINGS FOR AS BUILTS PURPOSES. SHEET: 2015 INTERNATIONAL BUILDING CODE (IBC) 12. CIRCUIT WIRING COLOR CODE SHALL BE AS DESCRIBED IN THE CONTRACT SPECIFICATIONS. FA2.01 2015 INTERNATIONAL FIRE CODE (IFC) 13. ALL CONDUIT PENETRATIONS THROUGH FIRE-RATED WALLS AND FLOORS SHALL BE SEALED TO MAINTAIN THE FIRE SEPARATION RATING. NFPA 72 SHEET OF ROLLUDA ARCHITECTS, INC. 105 S MAIN ST, #323 SEATTLE, WA 98104 PHONE (206)624-4222 FAX (206)624-4226 SCALE:NONE SCALE:NONE SCALE:NONE REVISION 100% CD DATE 03/22/22 NO. SCALE:NONE SCALE:NONE NOTE: THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL TIE WIRES ANCHORED CEILING HANGERS AND SUPPORT. TO STRUCTURE ABOVE 3 4" MINIMUM SIZE CONDUIT TIE WIRES ANCHORED TO STRUCTURE ABOVE 3 4" MINIMUM SIZE CONDUIT CEILING HANGER FLEXIBLE METAL CONDUIT SHALL NOT EXCEED 6 J-BOX SUPPORT FEET IN LENGTH HARD LID TYPE BRACKET CEILING SUSPENDED TYPE CEILING SNOHOMISH COUNTY PUD NORTH COUNTY COMMUNITY OFFICE HEATED PARKING 17601 59TH AVE NE ARLINGTON, WA 98223 SMOKE DETECTOR SMOKE DETECTOR PROJECT: BUILDING IDENTIFIER: C.1 SHEET TITLE: FIRE ALARM DETAILS 100% CD SUBMITTAL SCALE:NONE SCALE:NONE LEAD: KW/RM DRAFTER: AK DATE: 3/22/2022 SHEET: FA3.01 SHEET OF Geotechnical Engineering Design Study North County Development Arlington, Washington Prepared for Snohomish County Public Utility District No. 1 January 20, 2022 19583-00 Geotechnical Engineering Design Study North County Development Arlington, Washington Prepared for Snohomish County Public Utility District No. 1 January 20, 2022 19583-00 Prepared by Hart Crowser, a division of Haley and Aldrich 1/20/2022 Michael B.W. Chamberlain, PE Douglas D. Lindquist, PE, LEED AP Project, Geotechnical Engineer Principal, Geotechnical Engineer Michael.Chamberlain@haleyaldrich.com Doug.Lindquist@haleyaldrich.com 3131 Elliott Avenue, Suite 600 Seattle, Washington 98121 206.324.9530 Contents 1.0 INTRODUCTION 1 2.0 PURPOSE, SCOPE, AND THE USE OF THIS REPORT 1 2.1 Purpose 1 2.2 Scope 2 2.3 The Use of This Report 2 3.0 PROJECT AND SITE DESCRIPTIONS 2 4.0 SUBSURFACE CONDITIONS 3 4.1 Geology 3 4.2 Soil Conditions 4 4.3 Groundwater Conditions 4 5.0 SEISMIC CONSIDERATIONS 4 5.1 Seismic Setting 5 5.2 Seismic Basis of Design 5 5.3 Recommended Response Spectra 5 5.4 Liquefaction 6 5.4.1 Liquefaction-Induced Settlement 7 5.5 Lateral Spreading and Flow Failure 7 6.0 GEOTECHNICAL ENGINEERING RECOMMENDATIONS 8 6.1 Building Foundations 8 6.1.1 Shallow Footings 8 6.1.2 Foundation Subgrade Preparation 9 6.2 Floor Slabs 9 6.3 Flexible Utility Connections 10 6.4 Lateral Earth Pressures on Backfilled Walls 10 6.5 Permanent Drainage 11 6.5.1 Foundation and Perimeter Wall Drainage 11 6.5.2 Backfilled Walls 11 6.6 Structural Fill 11 7.0 CONSTRUCTION CONSIDERATIONS 13 7.1 Site Preparation 13 7.2 Temporary Dewatering 13 7.3 Temporary Open Cuts 13 19583-00 January 20, 2022 ii | North County Development Buildings 8.0 RECOMMENDED ADDITIONAL GEOTECHNICAL SERVICES 14 9.0 REFERENCES 15 TABLES Table 1 â€“ Site-Specific MCER and Design Earthquake Response Spectra 6 Table 2 â€“ Soil Equivalent Fluid Unit Weights for Walls 11 FIGURES 1 Vicinity Map Attached 2 Site and Exploration Plan Attached 3 Recommended Site-Specific MCER Response Spectrum Attached APPENDIX A Previous Exploration Logs (GeoEngineers 2012, 2017, & 2020) APPENDIX B Previous Laboratory Testing (GeoEngineers 2017) APPENDIX C Previous Groundwater Monitoring Data (GeoEngineers 2017) APPENDIX D Previous Microtremor Array Measurements (OYO Corporation, Pacific 2017) APPENDIX E Site-Specific Seismic Site Response Analysis 19583-00 January 20, 2022 Geotechnical Engineering Design Study North County Development Arlington, Washington 1.0 INTRODUCTION This report presents our geotechnical engineering design recommendations for the proposed North County development located between 172nd Street NE and 180th Street NE, to the east of 59th Avenue NE in Arlington, Washington. Figure 1 presents a vicinity map showing the project location. The recommendations contained within this report are based on information emailed to us by you, available existing subsurface information for the site, our discussions with you and the structural engineer (Reid Middleton, Inc.), and our previous knowledge and experience working on similar projects. This report contains several sections, organized as follows: ï® Introduction; ï® Purpose, Scope, and the Use of This Report; ï® Project and Site Descriptions; ï® Subsurface Conditions; ï® Seismic Considerations; ï® Geotechnical Engineering Recommendations; ï® Construction Considerations; ï® Recommended Additional Geotechnical Services; and ï® References. Figures are presented at the end of the text. Exploration logs are presented in Appendix A. Results of geotechnical laboratory testing on soil samples taken from these explorations are presented in Appendix B. Historical groundwater monitoring data is presented in Appendix C. The results of shear wave velocity testing are presented in Appendix D. Detailed documentation of our site-specific site response analysis is presented in Appendix E. 2.0 PURPOSE, SCOPE, AND THE USE OF THIS REPORT 2.1 Purpose The purpose of our work is to assess subsurface conditions at the location of the proposed North County development buildings and provide geotechnical engineering and seismic design recommendations, including construction considerations based on this assessment. We understand that a geotechnical report for the project site has previously been completed by GeoEngineers (GeoEngineers 2017). This previous geotechnical report included geotechnical recommendations for the planned buildings at the site as well as for general site work across the site (e.g., pavement, utilities, stormwater facilities, etc.). We understand you plan to utilize the previous geotechnical report for general site work but will be relying upon this new geotechnical report for recommendations pertaining to planned buildings and walls at the site. 19583-00 January 20, 2022 2 | North County Development Buildings 2.2 Scope Our scope of services consisted of addressing the geotechnical engineering design considerations for the planned buildings at the site, including: ï® Review existing subsurface information; ï® Develop a site and exploration location plan; ï® Perform a site-specific ground response analysis to develop seismic design parameters for the site; ï® Evaluate liquefaction susceptibility and effects; ï® Provide foundation design recommendations; ï® Provide lateral earth pressure recommendations for design of site retaining walls; ï® Provide temporary and permanent cut slope recommendations; ï® Provide discussion on construction considerations; and ï® Present the results of our study in this report. Our geotechnical engineering design recommendations are based on a combination of subsurface data from historic explorations as well as our experience with the local geology. 2.3 The Use of This Report We completed this work in general accordance with our Contract signed October 26, 2020. This report is for the exclusive use of Public Utility District (PUD) No. 1 of Snohomish County and their consultants for specific application to the subject project and site. We completed this design study in accordance with generally accepted geotechnical practices for the nature and conditions of the work completed in the same or similar localities, at the time the work was performed. We make no other warranty, expressed or implied. 3.0 PROJECT AND SITE DESCRIPTIONS The North County Development current phase of the project site is relatively flat and currently generally undeveloped, except for a recently completed Pole Yard. We understand that construction of a Modular Data Center and CETC Building has previously been completed to the south of the Pole Yard. These site improvements are located to the east of our site. We understand through conversations with you that the next phase of development for the North County site will include construction of an administration building, a warehouse building, a heated parking building, a fuel island, a loading dock, and a covered parking canopy structure. The current conceptual site plan showing the locations of these planned structures, as well as the previously completed site improvements, is shown on Figure 2. As described earlier, this geotechnical report is concerned only with planned structures (i.e. buildings, retaining walls) in the area of the site delineated on Figure 2. Parking areas, site pavement, and other general site work items not explicitly described in this report will be designed based on other geotechnical recommendations. Ground surface elevations at the site in the area of planned improvements varies between about an elevation of 131 feet (NAVD88) in the southwest corner and 135 feet towards the northwest corner. Existing ground surface elevation contours are displayed on Figure 2. Existing vegetation at the site consists of mowed grass with sparsely distributed trees. 19583-00 January 20, 2022 North County Development | 3 If the general layout of the proposed structures is different than that shown on Figure 2 and as described above, we should be contacted to modify our conclusions and recommendations to reflect the changes in relation to current plans. 4.0 SUBSURFACE CONDITIONS Our interpretation of the subsurface conditions is based on historical explorations from within or nearby to the project site and published regional geologic maps. The locations of the explorations referenced in this memorandum are shown on Figure 2. We reviewed historical geotechnical information from the following reports: ï® Geotechnical Engineering Services â€“ North County Project (GeoEngineers 2017) ï® Geotechnical Engineering Services â€“ Modular Data Center and CETC Building, North County Project (GeoEngineers 2019) Explorations contained within these two geotechnical reports include several borings, test pits, and cone penetration tests (CPTs). These CPTs extended to depths of between 75 and 100 feet below ground surface (bgs). GeoEngineers also performed an additional set of CPT explorations in September 2020 (CPT-7 through CPT-17) across the site that were not included in either of these two historical reports. These CPTs were each extended to a depth of 80 feet bgs. Detailed exploration logs from these historical explorations and the newer 2020 CPTs are included in Appendix A. Laboratory testing on samples collected from historical borings and test pits are included in Appendix B. We based our interpretation of subsurface conditions on available existing subsurface information. The historical explorations referenced in this study represent subsurface conditions at discrete locations on the relevant part of the project site and actual conditions in other areas will vary. The nature and extent of any such variations may not become evident until additional explorations are performed or until construction activities begin. If significant variations are observed at that time, we should be contacted to modify our conclusions and recommendations to reflect actual site conditions. 4.1 Geology We reviewed the U.S. Geological Survey (USGS) geologic map, Geologic Map of the Arlington West 7.5- Minute Quadrangle, Snohomish County, Washington (Minard, 1985). This map indicates that the surficial soil at the North County site likely consists of the Marysville Sand Member. The Marysville Sand Member is observed to consist of stratified recessional outwash sands with some fine gravel and some areas of silt and clay. These sediments were deposited by meltwater flowing south from the receding Vashon glacier. This geologic unit is noted to be at least 65 feet thick and may be twice that thickness. All explorations at the site encountered sandy soils interpreted as recessional outwash deposits. 19583-00 January 20, 2022 4 | North County Development Buildings 4.2 Soil Conditions The soil conditions observed in historical explorations at the project site in the vicinity of the planned structures can be summarized as follows, in descending order from the ground surface: Topsoil and Silty Sand. Approximately 4 to 8 inches of topsoil was observed at the ground surface in each of the explorations, characterized by a generally silty soil with appreciable organic matter. Below the topsoil, about half of the explorations encountered an approximately 2- to 5-feet-thick layer of loose to medium dense silty sand with variable gravel content. Upper Sand. In all the deep explorations performed at the project site, an upper crust of between about 20 to 40 feet of dense sand was encountered beneath the thin topsoil and silty sand layer. The fines content of this upper sand layer typically ranged from about 1 to 12 percent. Lower Sand. In all the deep explorations performed at the project site, a layer of medium dense sand extending to the bottom of each exploration (75 to 100 feet bgs) was encountered beneath the denser upper sand deposits. The fines content of this layer of soil typically ranged from about 1 to 12 percent, with occasional thin interbeds of silty sand to sandy silt. Much of the lower sand layer described above is expected to liquefy when subjected to strong earthquake shaking. This design consideration is discussed in greater detail later in this report. 4.3 Groundwater Conditions Groundwater levels were measured at the site in Borings B-3, B-7, B-10, and B-11. Each of these borings were developed as monitoring wells in either 2013 (B-3) or 2017 (B-7, B-10, and B-11) and had data loggers installed to facilitate continuous monitoring of groundwater levels. Several additional wells were installed at the Arlington site, to the east of the site extent outlined on Figure 2. These groundwater measurements are not discussed in this section due to their distance from the site improvements addressed in this report. Excerpts from the historical geotechnical report for the site (GeoEngineers 2017) displaying this groundwater data is included as Appendix C. The depth of groundwater observed at the time of exploration is shown on the historical exploration logs presented in Appendix A. In general, groundwater at the site flows in the northwest direction towards the Stillaguamish River. Higher groundwater levels are observed in wells on the east end of the property. The seasonal high depth to groundwater in the area of the site varies from approximately 7 to 9 feet bgs. Fluctuations in the level and/or presence of groundwater can be expected to occur over time from variations in rainfall, season, irrigation, flooding, and other factors. 5.0 SEISMIC CONSIDERATIONS The site is located in a seismically active area. In this section, we describe the seismic setting at the project site, provide recommended design response spectra, and discuss seismic-induced geotechnical hazards. 19583-00 January 20, 2022 North County Development | 5 5.1 Seismic Setting The seismicity of western Washington is dominated by the Cascadia Subduction Zone (CSZ) in which the offshore Juan de Fuca plate is subducting beneath the continental North American plate. Three main types of earthquakes are typically associated with subduction zone environmentsâ€”crustal, intraplate, and interplate earthquakes. Seismic records in the Puget Sound area clearly indicate the existence of a distinct shallow zone of crustal seismicity that may have surficial expressions and can extend to depths of up to 15 to 18 miles. A deeper zone is associated with the subducting Juan de Fuca plate and produces intraplate earthquakes at depths of 24 to 42 miles beneath the Puget Sound region (e.g., the 1949, 1965, and 2001 earthquakes) and interplate earthquakes at shallow depths near the Washington coast (e.g., the 1700 earthquake with an approximate magnitude of 9.0). 5.2 Seismic Basis of Design We understand the design of the proposed project will be performed in accordance with the 2018 International Building Code (IBC). The seismic basis of design for the 2018 IBC, which refers to the American Society of Civil Engineers (ASCE) 7-16, is the risk-targeted maximum considered earthquake (MCER), which represents an earthquake shaking level having a 2 percent probability of exceedance in 50 years (corresponding to a return period of 2,475 years), adjusted to a 1 percent probability of collapse in 50 years, and modified to the peak direction hazard. 5.3 Recommended Response Spectra The soil site class, based on the subsurface conditions observed, was determined to be Site Class D (stiff soil) without consideration of liquefaction. The soil site class is based on historical shear wave velocity data collected at the site, included with this report in Appendix D. As discussed later in this section, our analyses have identified that a liquefaction hazard is present at the site. ASCE 7-16 indicates that sites where a liquefaction hazard is identified should be represented as Site Class F and a site-specific ground response analysis should be performed to determine the response spectrum for design, unless the proposed structure has a fundamental period of less than 0.5 second. Based on discussions with the structural engineer for the buildings at the site (Reid Middleton), we understand the period of all the structures are less than 0.5 second and use of Site Class D is appropriate. However, despite it not being required by IBC 2018, we performed a site-specific ground response analysis to develop a design MCER response spectrum for the project at the request of our client. This site-specific design response spectrum is shown on Figure 3 and in Table 1. This spectrum was developed considering the procedures and requirements included in ASCE 7-16. Detailed documentation of our site-specific ground response analysis and procedures is included with this report as Appendix E. 19583-00 January 20, 2022 6 | North County Development Buildings Table 1 â€“ Site-Specific MCER and Design Earthquake Response Spectra Recommended Design Period Recommended MCER Earthquake Spectrum (seconds) Response Spectrum in g (2/3 MCER) in g 0.01 0.42 0.28 0.17 0.96 0.64 0.97 0.96 0.64 1.07 0.88 0.59 1.15 0.82 0.55 1.21 0.78 0.52 1.30 0.73 0.49 1.64 0.66 0.44 2.10 0.44 0.29 3 0.25 0.17 3.5 0.22 0.14 4 0.19 0.13 Notes: a. Recommended Design Earthquake SDS = 0.60 g, per Section 21.4 of ASCE 7-16. b. Recommended Design Earthquake SD1 = 0.72 g, per Section 21.4 of ASCE 7-16. 5.4 Liquefaction Liquefaction is caused by a rapid increase in pore water pressure that reduces the effective stress between soil particles, resulting in sudden loss of shear strength in the soil. Granular soils that rely on inter-particle friction for shear strength are susceptible to liquefaction during strong ground shaking. We performed site-specific liquefaction analyses of the saturated soils at the site based on the recommendations of Idriss and Boulanger (2014) using the CLiq computer software program developed by GeoLogismiki (Version 3.0.2.4). In accordance with ASCE 7-16, we completed the liquefaction analysis using the site class adjusted Maximum Considered Earthquake Geometric Mean PGA (PGAM). We used a PGAM of 0.52 g, calculated for the project site per ASCE 7-16, with an associated earthquake magnitude of 7.1 in our analyses. This earthquake magnitude represents the modal magnitude for the site based on USGS deaggregation plots. We note that ASCE 7-16 allows for use of a site-specific PGA (0.42g) in liquefaction analyses rather than the higher PGAM value (0.52g) that we used. Use of the lower PGA would have resulted in slightly less liquefaction and liquefaction-induced settlement. Based on our analyses, a generally non-liquefiable crust of material exists in the upper 20 to 40 feet of the site. Below this crust of material, site soils are observed to have a moderate to high liquefaction potential during the MCE seismic event down to the bottom of each exploration. 19583-00 January 20, 2022 North County Development | 7 5.4.1 Liquefaction-Induced Settlement For our analyses, we limited the maximum depth of liquefaction contributing to settlement at a depth of 80 feet bgs, based on guidance outlined in the Washington State Department of Transportationâ€™s (WSDOT) Geotechnical Design Manual (GDM) (WSDOT 2019). As a dense and generally non-liquefiable crust of material is present at the site in the upper 20 to 40 feet, liquefaction-induced settlement observed at the surface will initiate from liquefiable soil layers that exist below this dense crust of material. Research has shown that the expression of liquefaction-induced settlement at the ground surface is a function of the depth of the liquefiable layers, with deeper liquefiable layers contributing less to ground surface settlement than similar thickness shallow liquefiable layers (Cetin et al., 2009). Cetin et al. (2009) proposed use of a â€œdepth weighting factorâ€ (DFi) that acts to reduce the impact of deep liquefiable layers on the estimated ground surface settlement, with liquefaction in layers deeper than 60 feet having no impact on surface settlement. This factor is included within the CLiq program and we utilized it in our analyses. As a slight deviation from Cetinâ€™s recommendations, we conservatively allowed liquefaction in layers up to 80 feet bgs (instead of 60 feet bgs) to impact estimated ground surface settlement, based on the WSDOT GDM (2019) guidance discussed earlier in this section. We also considered predicted settlement estimates calculated without use of DFi while developing our recommendations, with less weight given to these estimated values. With and without consideration of Cetinâ€™s recommendations, we estimate that total liquefaction-induced settlement at the site to be on the order of 2 to 4 inches and 9 to 14 inches, respectively from the MCE seismic within the upper 80 feet of soil. We expect the actual settlement will be closer to the Cetin method estimate. Because the calculated settlement between borings is relatively uniform and the surficial expression of liquefaction occurring at depth is reduced per Cetinâ€™s research, we recommend that the project structures be designed for liquefaction-induced differential settlement of 2 inches over a distance of 30 feet. The North County buildings should be designed to accommodate these settlement estimates in accordance with ASCE 7-16 Section 12.13. 5.5 Lateral Spreading and Flow Failure Lateral spreading occurs when large blocks of ground are displaced down gentle slopes or towards the free face of river channels, ditches, etc. as a result of earthquake-induced inertial forces acting on the soil mass. Initiation of lateral spreading is often made worse when the soils within and beneath the soil mass liquefy or soften as a result of the shaking. Lateral spreading deformations can be experienced relatively far from a free face. Similar to lateral spread, flow failures result when large volumes of soil near a free face displace vertically and laterally during or after an earthquake. As the ground begins to shake and the shearing resistance of liquefied soils decreases, ground displacement occurs in response to shear forces present within the soil mass and earthquake-induced inertial forces. Flow failures typically manifest larger deformations than lateral spreading; however, the extent of the deformations is typically localized to the area behind the free face. Both phenomena can be destructive. 19583-00 January 20, 2022 8 | North County Development Buildings The North County project site is distant from any significant free face and site grades are observed to be generally level. Based on these observations, as well as the presence of an approximately 20 to 40-foot- thick crust of non-liquefiable material across the site, there is a low risk of lateral spreading or flow failure at the site. 6.0 GEOTECHNICAL ENGINEERING RECOMMENDATIONS 6.1 Building Foundations We understand the North County Development buildings will be supported with a foundation system of shallow spread and strip footings founded near the ground surface. Based on our understanding of the site conditions, we consider this a reasonable approach. As described in Section 5.4 â€“ Liquefaction Potential, a liquefaction hazard exists at the site and liquefaction-induced settlements of between about 2 and 4 inches are expected following an MCE-level seismic event. Differential settlements measured over 30 feet of about 2 inches are expected. A shallow foundation system at the site should be designed to accommodate this settlement in accordance with ASCE 7-16 Section 12.13. Alternatively, ground improvement to mitigate liquefaction impacts or use of a deep foundation option may be considered if these settlements are not tolerable. 6.1.1 Shallow Footings We make the following recommendations for the design and construction of shallow footings: 6.1.1.1 Vertical Foundation Support ï® Use a maximum allowable bearing pressure of 3 kips per square foot (ksf) for spread footings bearing on 2 feet of compacted structural fill above prepared subgrade. If suitable soils exist at the foundation locations, the lower 6 inches of structural fill may consist of compacted in-place soils. ï® Assuming proper subgrade preparation observed by Hart Crowser and proper compaction of the 2 feet of structural fill observed, we expect total static settlements for spread and perimeter footings to be less than 1 inch. Differential settlement between footings is estimated to be about one-half of the total settlement over 30 feet. This settlement is expected to occur during construction, as the loads are applied. ï® The 2 feet of compacted structural fill should extend a minimum of 1 foot outwards from the edge of all footings. ï® Use an increase in the allowable soil bearing pressure of up to one-third for loads of short duration, such as those caused by wind or seismic forces. ï® Isolated spread and continuous footings should have a minimum width of 24 and 18 inches, respectively. 19583-00 January 20, 2022 North County Development | 9 ï® Place the base of all footings at least 18 and 12 inches below the lowest adjacent finished grade for exterior and interior footings, respectively, in consideration of frost-penetration depth. ï® Footings should be founded outside of an imaginary 1H:1V plane projected upward from the bottom edge of adjacent footings or utility trenches. 6.1.1.2 Lateral Foundation Support ï® For resistance to lateral loads, we recommend using an equivalent fluid to represent the passive resistance of the soil. For a typical footing poured against the sandy outwash soils observed at the site, we recommend estimating allowable passive pressure with a triangular pressure distribution with an equivalent fluid density of 325 pounds per cubic foot (pcf) for soil above the design water table. ï® A coefficient of friction to resist sliding equal to 0.40 can be used for footings poured neatly on the compacted structural fill planned for support of footings at the site. ï® The coefficient of friction and equivalent fluid density values are allowable values and include a factor of safety of 1.5. 6.1.2 Foundation Subgrade Preparation Careful preparation and protection of the exposed subgrade soils should occur before subsequent placement and compaction of structural fill. Any loosening of the materials during construction could result in larger than estimated settlements. It is important that foundation excavations be cleaned of loose or disturbed soil before placing any concrete and that there is no standing water in any foundation excavation. These conditions should be documented before construction. An engineer or geologist from Hart Crowser should observe exposed subgrades before footing construction to verify suitable bearing surfaces. Any loose sand or gravel or soft to medium stiff fine-grained materials present in the subgrade should be overexcavated and replaced with structural fill or lean or structural concrete. Any visible organic or other unsuitable material should also be removed from the exposed subgrade. Groundwater should be controlled such that heave or boiling of the foundation subgrades does not occur. We recommend the groundwater level be maintained at least 2 feet below footing subgrades at all times until the foundation is poured, to prevent the risk of heave, piping, boiling, softening, and other loss or disturbance of subgrade material. These recommendations are based on expected conditions and need to be confirmed in the field. 6.2 Floor Slabs The floor slab of the building may be constructed as slab-on-grade above a drainage layer and the existing granular fill soils, provided that the soils are primarily granular (i.e. sand and gravel) and that visible soils are free of organic material. The prepared slab subgrade should be compacted in place and observed by Hart Crowser. The slab subgrade should be proof rolled to confirm a firm and unyielding condition and any 19583-00 January 20, 2022 10 | North County Development Buildings localized zones of yielding subgrade observed during proof rolling (as observed by Hart Crowser) should be overexcavated to a depth to be determined in the field and replaced with compacted structural fill. All slabs should be underlain directly by a drainage and capillary break layer at least 4 inches thick. This layer should consist of clean well-graded coarse sand and gravel with a fines content (soil finer than the U.S. No. 200 mesh sieve, based on the minus 3/4-inch fraction of the material) of less than 3 percent by weight. This layer serves as a capillary break and drainage layer and is intended to reduce the potential build-up of hydrostatic pressures beneath the slab and to provide permanent control of groundwater beneath the floor slab and behind the perimeter walls. ï® Compact the drainage layer to the criteria of structural fill as discussed later in this report. ï® A modulus of subgrade reaction of 150 pounds per cubic inch (pci) is appropriate for design of floor slabs on the bearing soils or compacted structural fill. ï® Sliding friction between the slab and subgrade may be determined using an allowable coefficient of friction of 0.35 for the sandy outwash soils or compacted structural fill. ï® Any soil that is to be considered as capillary break or drainage material should be submitted to Hart Crowser or elsewhere for gradational analysis. Use a vapor barrier between the capillary break material and the slab-on-grade for additional moisture and vapor protection. 6.3 Flexible Utility Connections We recommend incorporating flexible utility connections into the project design, where possible, to increase resilience. As described in Section 5.4.1 of this report, we expect noticeable liquefaction-induced settlement during an MCE-level event. We recommend designing utilities to accommodate differential settlement of 2 inches over 30 feet plus an additional 1 inch where transitioning from footing supported to on-grade. 6.4 Lateral Earth Pressures on Backfilled Walls We understand several short retaining walls are planned to support various site improvements across the development. We understand through conversations with Snohomish County PUD that the planned retention walls will consist of concrete cast-in-place (CIP) walls and will be designed to retain between about 1 and 4 feet of soil. We recommend that the walls be designed using a triangular earth pressure distribution. For typical granular fill soil, active, passive, and at-rest pressures may be determined using the equivalent fluid unit weights provided in Table 2. Passive resistance should be ignored within the top 2 feet below the finished ground surface. The use of active pressure is appropriate if the wall is allowed to yield (or move) a minimum of 0.001 times the wall height. For a non-yielding wall, at-rest pressures should be used. 19583-00 January 20, 2022 North County Development | 11 A seismic increment of 6H in pounds per square foot (psf) (where H represents the wall height) should be applied as a uniform rectangular load over the height of the wall. Table 2 â€“ Soil Equivalent Fluid Unit Weights for Walls Equivalent Unit Earth Pressure Soil Type Parameter Weight Coefficient, K (pcf) Active earth Pressure 35 0.3 Structural Fill At-rest earth pressure 55 0.45 Passive earth pressure 325/175ab - Notes: a. Includes a factor of safety of 1.5. b. Use 325 pcf above the design ground water table (GWT) elevation and 175 pcf below the design GWT elevation. 6.5 Permanent Drainage 6.5.1 Foundation and Perimeter Wall Drainage We understand through conversations with Snohomish County PUD that all building foundations are planned to be founded near the surface of the site, several feet above static groundwater levels. Site soils are generally observed to be clean to slightly silty sands with high permeability (measured at up to 205 feet per day in infiltration tests). Based on this information, it is our opinion that perimeter footing drains are not required. Hart Crowser should verify subgrade conditions of all foundations during construction to confirm that subsurface soils appear suitable for drainage purposes. 6.5.2 Backfilled Walls Walls with soil backfilled on only one side will require drainage or must be designed for full hydrostatic pressure. We recommend the following: ï® Backfill immediately behind the wall with a minimum thickness of 18 inches of well-graded, free- draining sand or sand and gravel. ï® Install drains behind any backfilled walls. The drains, with cleanouts, should consist of a minimum 4-inch-diameter perforated pipe placed on a bed of, and surrounded by, 6 inches of free-draining (less than 3 percent fines based on the minus 3/4-inch fraction), well-graded sand or sand and gravel. The drains should be sloped to carry the water to a sump or other suitable discharge. If drains cannot be installed, inclusion of 1-inch-diameter or larger weep holes no more than 4 feet on-center at the base of site walls is also acceptable. 6.6 Structural Fill Structural fill is required for backfill in open cut and overexcavated areas, beneath footings, and behind retaining walls. The suitability of soil for structural fill depends primarily on its grain size distribution and moisture content when placed. As the fines content (the fraction passing the U.S. No. 200 mesh sieve) 19583-00 January 20, 2022 12 | North County Development Buildings increases, soil becomes more sensitive to small changes in moisture. With more than about 5 percent fines (by weight), soil cannot be consistently compacted to a firm, relatively unyielding condition when the moisture content is more than 2 percent above or below optimum. Structural fill must also be free of organic matter and other debris. Generally, any fill material with moisture content at or near optimum can be compacted as structural fill, provided it is placed on a firm and relatively unyielding subgrade surface. However, if fill is to be placed during wet weather, we recommend using clean fill, that is, soil with a fines content (fraction passing the U.S. No. 200 mesh sieve) of 5 percent or less (by weight). Reuse of on-site soil as structural fill is acceptable if it is free of organic material and can be compacted to a dense condition. For structural fill placement and compaction, we recommend: ï® Place and compact all structural fill in lifts with a loose thickness no greater than 8 to 10 inches. If small hand-operated compaction equipment is used to compact structural fill within 12 inches of utility pipes or other structures, the lifts should not exceed 4 to 6 inches in loose thickness, depending on the equipment used. The maximum particle size within the structural fill should be no more than two- thirds of the loose lift thickness to allow full compaction of the soil surrounding the large particles. ï® Compact structural fill that is beneath footings, behind walls, and within 2 feet of the bottom of pavement sections to a minimum of 95 percent of the modified Proctor maximum dry density, as determined by the American Society for Testing and Materials (ASTM) D1557 test procedure. ï® Structural fill that is more than 2 feet below pavement sections, and within 2 feet of the back of subgrade walls should be compacted to at least 92 percent. ï® Control the moisture content of the fill to within 2 percent of the optimum moisture based on laboratory Proctor tests. The optimum moisture content corresponds to the maximum attainable Proctor dry density. ï® Generally, place structural fill only on dense and relatively unyielding subgrade (see Foundation Subgrade Preparation section). If subgrade areas are wet, clean material with at least 30 to 35 percent gravel content (material coarser than a U.S. No. 4 mesh sieve) may be needed to bridge moisture- sensitive subsoils. In some cases, clean crushed rock or quarry spalls may be needed to stabilize weak or wet subgrade soil. ï® Where free-draining material is required, such as around drainage pipes, use a well-graded sand and gravel with less than 3 percent passing the U.S. No. 200 mesh sieve (based on the minus 3/4-inch fraction of the material). ï® Perform a representative number of in-place density tests to verify adequate compaction. A Hart Crowser or GeoTest representative should verify each structural fill lift and the subgrade area below it. ï® Before using any material as structural fill, have it sampled and tested to determine its maximum dry density and gradation. 19583-00 January 20, 2022 North County Development | 13 7.0 CONSTRUCTION CONSIDERATIONS 7.1 Site Preparation Site preparation for the project area may involve removal of pavement, stripping of any surface vegetation, and removal of other obstructions in the fill that may interfere with new construction. The following discussion highlights some important site preparation items. ï® Remove all visible organic material (sod, humus, roots, and/or other decaying plant material), debris, and other deleterious materials from subgrade areas. We recommend all site grading, paving, and any utility trenching be conducted during relatively dry weather conditions. ï® Proof roll with a heavy vibratory compactor or fully loaded dump truck to delineate soft or loose areas. It is important that these conditions be verified by a representative from Hart Crowser. ï® Overexcavate and replace soft and loose, wet, or yielding soil with structural fill as described in Section 6.6. Existing Utilities. It may be necessary to relocate or abandon some utilities. Abandoned underground utilities should be removed or completely grouted. The ends of remaining abandoned utility lines should be sealed to prevent piping of soil or water into the pipe. Soft or loose backfill materials should be removed, and excavations should be backfilled with structural fill. Coordination with the utility owners is generally required in addressing existing utilities. 7.2 Temporary Dewatering We expect that site excavations for planned buildings and associated site improvements will all remain above the static groundwater table. Temporary dewatering of these excavations will likely consist of sumps and trenches, as needed. If excavations are expected to extend below the groundwater table, temporary dewatering will be needed. Due to the high permeability of the site soils, dewatering below the static groundwater table is expected to produce a significant amount of water and use of pumps and sumps within open excavations may be difficult. If significant dewatering is expected, the Contractor should be made responsible for design, installation, and operation of an appropriate dewatering system to accommodate deeper excavations. 7.3 Temporary Open Cuts The stability and safety of cut slopes depends on a number of factors, including: ï® Type and density of the soil; ï® Presence and amount of any seepage; ï® Depth of cut; 19583-00 January 20, 2022 14 | North County Development Buildings ï® Proximity of the cut to any surcharge loads near the top of the cut, such as stockpiled material, traffic loads, structures, etc. and the magnitude of these surcharges; ï® Duration of the open excavation; and ï® Care and methods used by the contractor. The Occupational Safety and Health Administration (OSHA) generally classifies the native outwash soils at the site as Type C when they are above the groundwater table. We make the following recommendations regarding open cuts for Type C soils. ï® The maximum allowable slope for excavations less than 20 feet deep is 1.5H:1V (Type C). ï® Protect the slope from erosion by using plastic sheeting. ï® Limit the maximum duration of the open excavation to the shortest time period possible. ï® Surcharge loads (equipment, materials, etc.) should not be placed within 10 feet of the top of the slope. ï® Flatter slopes and/or temporary shoring should be considered in areas with seepage, significant surcharge loads, and/or weaker subsurface soils (such as the Peat soils in the southern portion of the site). Temporary shoring systems are typically the responsibility of the contractor. Because of the variables involved, actual slope angles required for stability in temporary cut areas can only be estimated prior to construction. We recommend that stability of the temporary slopes used for construction be the sole responsibility of the contractor, since the contractor is in control of the construction operation and is continuously at the site to observe the nature and condition of the subsurface. All excavations should be made in accordance with all local, state, and federal safety requirements. 8.0 RECOMMENDED ADDITIONAL GEOTECHNICAL SERVICES During the construction phase of the project, we recommend that Hart Crowser review contractor submittals and provide a representative to observe the following: ï® Excavation and preparation of subgrade for shallow foundations, slabs-on-grade, and pavement sections; ï® Utility installation; ï® Placement and testing of compacted material; ï® Proof rolling of subgrade prior to paving; and 19583-00 January 20, 2022 North County Development | 15 ï® Other geotechnical engineering, dewatering, and drainage considerations that may arise during the course of construction. The purpose of our observations is to verify compliance with design concepts and recommendations and to allow design changes or evaluation of appropriate construction methods in the event that subsurface conditions differ from those anticipated prior to the start of construction. We understand that GeoTest will be retained by you to perform the bulk of geotechnical testing services (e.g., density testing). We recommend that we be consulted about which activities Hart Crowser should observe specifically and that GeoTestâ€™s field reports be submitted to us for review as the engineer-of-record. 9.0 REFERENCES American Society of Civil Engineers 2017. â€œASCE/SEI 7-16, Minimum design loads and associated criteria for buildings and other structures.â€ Cetin, K. O., Bulge H. T., Wu J., Kammerer A.M., and Seed R.B. 2009. â€œProbabilistic Model for the Assessment of Cyclically Induced Reconsolidation (Volumetric) Settlement.â€ Journal of Geotechnical and Geoenvironmental Engineering, 135(3), pp. 387-398. GeoEngineers 2017. Geotechnical Engineering Services â€“ North County Project, Arlington, Washington. December 29, 2017. File No. 0482-051-03. Boulanger R.W. and Idriss, I.M. 2014. CPT and SPT Based Liquefaction Triggering Procedures, Center for Geotechnical Modeling, Department of Civil and Environmental Engineering, College of Engineering, University of California at Davis, Report No. UCD/CGM-14/01. April 2014. Geologismiki, 2014. â€œCLiqâ€, computer program, Version 3.0.2.4. International Code Council 2017. 2018 International Building Code. Minard, James P. 1985. â€œGeologic Map of the Arlington West 7.5 Minute Quadrangle, Snohomish County, Washingtonâ€ Department of the Interior, U.S. Geological Survey. MF-1740. Washington State Department of Transportation, Geotechnical Design Manual M 46-03.12, July 2019. \\haleyaldrich.com\share\sea_projects\Notebooks\1958300_SNOPUD_On-Call_Geotech_CW2242093\Deliverables\Reports\Final Geotechnical Report - North County\2022_0120_HCHA_NorthCounty-GeotechnicalDesignReport_F.docx 19583-00 January 20, 2022 Canada Arlington Seattle WASHINGTON Idaho Oregon Project Location Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand), NGCC, (c) OpenStreetMap contributors, and the GIS User Community North County Development Arlington, Washington 0 1,000 2,000 4,000 Vicinity Map N Feet 19583-00 12/20 Note: Feature locations are approximate. Figure Document Path: \\seafs\Projects\Notebooks\1958300_SNOPUD_On-Call_Geotech_CW2242093\GIS\MGIS\1958300-AA (VMap).mxd Date: 12/14/2020 User Name: evinfairchild1 TP-21 FUTURE COVERED MATERIAL BINS (30'x70') 2100 SF TP-4 P4 TP-1 P3 P3 P4A TP-10 P4A CPT-16 P4A P5 P5 P5 TP-11 P5 TP-3 CPT-15 CPT-5 CANOPY TP-14 Fuel Island (DAY 1) EV CPT-11 CPT-12 CPT-17 TP-22 EV CPT-13 CPT-1EV B-7 4 FT EV DOCK 4 FT 4 FT DUMPSTER DOCK DOCK 4 FT DOCK w/2 FT CPT-7 REMOVABLE PLATFORM P4A TP-18 VAN P4A P4 CPT-8 B-12 Canopy DUMPSTER TP-19 4 FT HIGH DOCK Office DUMPSTER TP-16 B-3 P4 CPT-2 TRASH Building Warehouse RECYCLE CPT-3 UP CPT-14 B-2 CPT-10 CPT-6 CPT-9 Undeveloped TP-5 TP-12 TP-2 TP-15P4A CPT-4 B-14 B-13 PIT-1 P4A TP-9 P4A P5 P5 P5 TP-13 TP-20 TP-17 P5 B-10 TP-23 B-11 Site Extent North County Development Legend Arlington, Washington CPT-7 Cone Penetration Test (GeoEngineers 2020) TP-9 Test Pit (GeoEngineers 2017) B-7 Boring (GeoEngineers 2017) B-2 Boring (GeoEngineers 2012) N Site and Exploration Plan CPT-7 Cone Penetration Test (GeoEngineers 2017) TP-1 Test Pit (GeoEngineers 2012) 19583-00 12/20 0 100 200 PIT-1 PIT Test (GeoEngineers 2017) Figure Scale in Feet 2 File: L:\Notebooks\1958300_SNOPUD_On-Call_Geotech_CW2242093\CAD\1958300-001 (SPlan).dwg Layout:11x17 - H Date: 12-15-2020 Author: ericlindquist 1.8 Period (s) MCER (g) 1.6 0.01 0.42 0.17 0.96 0.97 0.96 1.4 1.07 0.88 1.15 0.82 1.21 0.78 1.2 1.30 0.73 1.64 0.66 2.10 0.44 1 3.00 0.25 3.50 0.22 4.00 0.19 0.8 0.6 % Damped Spectral Acceleration (g) 5 0.4 0.2 \Analysis and Calcs 2242093 0 0 0.5 1 1.5 2 2.5 3 3.5 4 Period (s) Call Geotech CW- Site Specific MCER Response Spectrum Ì¶Deepsoil Total Stress Nonlinear Average Surface Response SNOPUD On ASCE 7-16 Chapter 21 MCER Spectrum Site Class D \1958300 Minimum Bounding MCER Spectrum for Site Class D (80% of ASCE 7-16 Chapter 21 MCER Spectrum) DEEPSOIL Equivalent Linear Average Surface Resposne \Notebooks \Projects DEEPSOIL Effective Stress Surface Response Average seafs \\ Recommended MCER Surface Response /20 /08 12 LIK North County Development Arlington, Washington Recommended MCER Surface Response 19583-00 12/20 Figure 3 APPENDIX A Previous Exploration Logs (GeoEngineers 2012, 2017, and 2020) 19583-00 January 20, 2022 SOIL CLASSIFICATION CHART ADDITIONAL MATERIAL SYMBOLS SYMBOLS TYPICAL SYMBOLS TYPICAL MAJOR DIVISIONS GRAPH LETTER DESCRIPTIONS GRAPH LETTER DESCRIPTIONS WELL-GRADED GRAVELS, GRAVEL - CLEAN GRAVELS GW SAND MIXTURES AC Asphalt Concrete GRAVEL AND GRAVELLY (LITTLE OR NO FINES) GP POORLY-GRADED GRAVELS, SOILS GRAVEL - SAND MIXTURES CC Cement Concrete COARSE GRAVELS WITH GM SILTY GRAVELS, GRAVEL - SAND - GRAINED MORE THAN 50% FINES SILT MIXTURES Crushed Rock/ SOILS OF COARSE CR FRACTION RETAINED Quarry Spalls ON NO. 4 SIEVE (APPRECIABLE AMOUNT GC CLAYEY GRAVELS, GRAVEL - SAND - OF FINES) CLAY MIXTURES SOD Sod/Forest Duff SW WELL-GRADED SANDS, GRAVELLY CLEAN SANDS SANDS MORE THAN 50% SAND RETAINED ON AND (LITTLE OR NO FINES) TS Topsoil NO. 200 SIEVE POORLY-GRADED SANDS, GRAVELLY SANDY SP SAND SOILS MORE THAN 50% SANDS WITH SM SILTY SANDS, SAND - SILT MIXTURES OF COARSE FINES Groundwater Contact FRACTION PASSING ON NO. 4 SIEVE (APPRECIABLE AMOUNT SC CLAYEY SANDS, SAND - CLAY Measured groundwater level in exploration, OF FINES) MIXTURES well, or piezometer INORGANIC SILTS, ROCK FLOUR, ML CLAYEY SILTS WITH SLIGHT PLASTICITY Measured free product in well or piezometer INORGANIC CLAYS OF LOW TO SILTS AND MEDIUM PLASTICITY, GRAVELLY CLAYS LIQUID LIMIT CL CLAYS, SANDY CLAYS, SILTY CLAYS, Graphic Log Contact FINE LESS THAN 50 LEAN CLAYS GRAINED SOILS Distinct contact between soil strata OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY Approximate contact between soil strata MORE THAN 50% MH INORGANIC SILTS, MICACEOUS OR PASSING DIATOMACEOUS SILTY SOILS Material Description Contact NO. 200 SIEVE SILTS AND LIQUID LIMIT GREATER CH INORGANIC CLAYS OF HIGH Contact between geologic units CLAYS THAN 50 PLASTICITY Contact between soil of the same geologic OH ORGANIC CLAYS AND SILTS OF unit MEDIUM TO HIGH PLASTICITY HIGHLY ORGANIC SOILS PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS Laboratory / Field Tests NOTE: Multiple symbols are used to indicate borderline or dual soil classifications %F Percent fines %G Percent gravel Sampler Symbol Descriptions AL Atterberg limits CA Chemical analysis 2.4-inch I.D. split barrel CP Laboratory compaction test CS Consolidation test Standard Penetration Test (SPT) DD Dry density DS Direct shear Shelby tube HA Hydrometer analysis MC Moisture content Piston MD Moisture content and dry density Mohs Mohs hardness scale Direct-Push OC Organic content Bulk or grab PM Permeability or hydraulic conductivity PI Plasticity index Continuous Coring PP Pocket penetrometer SA Sieve analysis TX Triaxial compression Blowcount is recorded for driven samplers as the number of UC Unconfined compression blows required to advance sampler 12 inches (or distance noted). VS Vane shear See exploration log for hammer weight and drop. Sheen Classification "P" indicates sampler pushed using the weight of the drill rig. NS No Visible Sheen "WOH" indicates sampler pushed using the weight of the SS Slight Sheen hammer. MS Moderate Sheen HS Heavy Sheen NOTE: The reader must refer to the discussion in the report text and the logs of explorations for a proper understanding of subsurface conditions. Descriptions on the logs apply only at the specific exploration locations and at the time the explorations were made; they are not warranted to be representative of subsurface conditions at other locations or times. Key to Exploration Logs Figure A-1 Rev 02/2017 Start End Total Logged By JQS Drilling Drilled 7/24/2017 7/24/2017 Depth (ft) 51.5 Checked By HRP Driller Holocene Drilling, Inc. Method Mud Rotary Surface Elevation (ft) 132.5 Hammer Autohammer Drilling Truck-mounted BK 81 Vertical Datum NAVD88 Data 140 (lbs) / 30 (in) Drop Equipment Easting (X) 1319354 System WA State Plane North Groundwater observed at 8 feet at time of Northing (Y) 424515 Datum NAD83 (feet) exploration Notes: FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 0 TS 6 inches topsoil with 3-inch root mass SP-SM Light brown fine to medium sand with silt, gravel and occasional cobbles (medium dense, moist) 130 (recessional outwash) 10 15 1 9 5 %F 5 PH = 7.6 9 25 2 7 CEC = 0.9 meq/100 g MC, PH, CEC 125 9 8 Rough drilling 8 32 3 SA SW-SM Light brown fine to coarse sand with silt and gravel (dense, wet) 10 10 40 4 120 SM Brown gray silty fine to coarse sand with gravel (medium dense, wet) 15 15 20 9 29 5 %F 115 20 9 28 6 110 SP-SM Grayish brown fine to medium sand with silt and occasional gravel (medium dense, wet) 25 25 6 13 22 7 %F 105 30 14 26 8 100 35 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Boring B-12 Project: North County Project Project Location: Arlington, Washington Figure A-2 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 1 of 2 FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 35 26 10 9 25 9 %F 95 40 12 35 10 Becomes dense 90 SM Grayish brown silty fine to medium sand with occasional gravel (medium dense to dense, wet) 45 17 25 12 29 11 %F 85 50 13 31 12 Log of Boring B-12 (continued) Project: North County Project Project Location: Arlington, Washington Figure A-2 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 2 of 2 Start End Total Logged By JQS Drilling Drilled 7/25/2017 7/25/2017 Depth (ft) 101.5 Checked By HRP Driller Holocene Drilling, Inc. Method Mud Rotary Surface Elevation (ft) 134 Hammer Autohammer Drilling Truck-mounted BK 81 Vertical Datum NAVD88 Data 140 (lbs) / 30 (in) Drop Equipment Easting (X) 1319901 System WA State Plane North Groundwater observed at 9Â½ feet at time of Northing (Y) 424392 Datum NAD83 (feet) exploration Notes: FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 0 TS 6 inches topsoil with 3-inch root mass SP Light brown fine to medium sand with occasional gravel (very loose, moist) (recessional outwash) 4 2 1 20 3 SA 130 5 PH = 7.0 5 8 2 Becomes brown and loose 9 CEC = 1.6 meq/100 g MC, PH, CEC SP-SM Brownish gray fine to medium sand with silt and gravel 6 26 3 (medium dense, moist) 12 7 SA 125 10 10 9 9 28 4 Becomes wet %F Rough drilling from 13 to 25 feet 120 15 2 6 5 Increased gravel content, cobbles 115 20 2 25 6 110 25 25 10 12 26 7 SP-SM Brownish gray fine to medium sand with silt (medium SA dense to dense, wet) 105 30 10 31 8 100 35 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Boring B-13 Project: North County Project Project Location: Arlington, Washington Figure A-3 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 1 of 3 FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 35 22 9 10 26 9 %F 95 40 11 23 10 90 45 0 29 11 SP-SM Brownish gray fine sand with silt (medium dense, wet) 85 50 23 10 10 21 12 %F 80 55 23 9 10 26 13 %F 75 60 10 19 14 70 65 35 5 10 19 15 %F 65 70 10 22 16 60 75 28 7 13 22 17 %F Log of Boring B-13 (continued) Project: North County Project Project Location: Arlington, Washington Figure A-3 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 2 of 3 FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 55 80 10 21 18 SM/ML Gray interbedded silty fine sand and sandy silt (medium dense/stiff, wet) 50 85 17 21 19 45 SM Gray silty fine sand (medium dense, wet) 90 12 27 20 40 95 12 42 21 Becomes dense 35 100 14 52 22 Log of Boring B-13 (continued) Project: North County Project Project Location: Arlington, Washington Figure A-3 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 3 of 3 Start End Total Logged By JQS Drilling Drilled Depth (ft) 51.5 Checked By HRP Driller Holocene Drilling, Inc. Method Mud Rotary Surface Elevation (ft) 134 Hammer Autohammer Drilling Truck-mounted BK 81 Vertical Datum NAVD88 Data 140 (lbs) / 30 (in) Drop Equipment Easting (X) 1320071 System WA State Plane North Groundwater observed at 10 feet at time of Northing (Y) 424399 Datum NAD83 (feet) exploration Notes: FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 0 TS 6 inches topsoil with 3-inch root mass SP-SM Brownish gray fine to medium sand with silt and occasional gravel (medium dense, moist) (recessional outwash) 10 10 1 14 6 %F 130 5 PH = 7.2 12 18 2 8 CEC = 1.8 meq/100 g MC, PH, CEC 10 30 3 125 10 10 13 12 38 4 SM Brownish gray silty fine to coarse sand with gravel SA (medium dense, wet) 120 15 6 28 5 SP-SM Brownish gray fine to medium sand with occasional gravel (medium dense to dense, wet) 115 20 23 7 11 20 6 %F 110 25 12 23 7 105 30 24 9 13 33 8 %F 100 35 Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Boring B-14 Project: North County Project Project Location: Arlington, Washington Figure A-4 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 1 of 2 FIELD DATA MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)IntervalRecovered (in)Blows/footCollected SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 35 12 30 9 95 40 20 7 7 22 10 %F 90 45 13 34 11 85 50 22 9 13 29 12 %F Log of Boring B-14 (continued) Project: North County Project Project Location: Arlington, Washington Figure A-4 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWProject Number: 0482-051-03 Sheet 2 of 2 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 13 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2Â½ and 10 feet (moderate) Surface Elevation (ft) 132 Easting (X) 1319247 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424380 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 3-inch root mass SM Brown silty fine to medium sand with occasional gravel (loose, moist) 131 1 Light brown fine to medium sand with silt and occasional gravel (loose Probe (P) = 2 inches SP-SM to medium dense, moist) (recessional outwash) 1 4 11 %F 130 2 SP Brownish gray medium sand with occasional gravel (medium dense, P = 10 inches moist) 129 3 P = 6 inches 2 6 3 SA 128 4 P = 8 inches Pilot Infiltration Test (PIT) completed in test pit at a depth of 4Â½ feet 127 5 126 6 125 7 3 Increased gravel content 4 2 SA 124 8 123 9 122 10 121 11 Becomes gray 4 120 12 119 13 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Pilot Infiltration Test PIT-1 Project: North County Project Project Location: Arlington, Washington Figure A-5 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 3 feet (moderate) Surface Elevation (ft) 132 Easting (X) 1318964 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424367 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 3-inch root mass 1 5 MC SM Brown silty fine to medium sand with occasional gravel (loose, moist) 131 1 Orange-brown fine to medium sand with silt and gravel (medium Probed (P) = 4 inches SP-SM dense, moist) (recessional outwash) 2 5 7 SA 130 2 P = 6 inches 129 3 SP Gray-brown fine to medium sand with gravel and occasional cobbles P = 6 inches (medium dense, moist) 128 4 P = 6 inches 3 127 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-9 Project: North County Project Project Location: Arlington, Washington Figure A-6 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 3 feet (moderate) Surface Elevation (ft) 133 Easting (X) 1319160 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424627 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 3-inch root mass 1 SM Light brown silty fine to medium sand with occasional gravel (medium 5 15 %F dense, moist) 132 1 SP Probe (P) = 3 inches Brown fine to medium sand with gravel (medium dense, moist) (recessional outwash) 2 3 1 %F 131 2 P = 3 inches 130 3 P = 3 inches Becomes grayish brown with occasional cobbles 129 4 P = 3 inches 3 128 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-10 Project: North County Project Project Location: Arlington, Washington Figure A-7 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 133 Easting (X) 1319366 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424607 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 4-inch root mass 1 SM Light brown silty fine to medium sand with occasional gravel (loose, 4 MC moist) 132 1 SP Probe (P) = 6 inches Light brown fine to medium sand with gravel (loose to medium dense, moist) (recessional outwash) 2 2 3 %F 131 2 P = 6 inches 130 3 2 P = 8 inches 3 CBR 129 4 P = 4 inches 4 128 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-11 Project: North County Project Project Location: Arlington, Washington Figure A-8 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 132.5 Easting (X) 1319336 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424416 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 3-inch root mass 132 11 14 1 SA SM Light brown silty fine to medium sand with occasional gravel (loose, 1 moist) Probe (P) = 12 inches 131 2 2 SP Brownish gray fine to medium sand with occasional gravel (medium 2 2 P = 6 inches %F dense, moist) (recessional outwash) 130 3 P = 6 inches 129 4 P = 5 inches 128 3 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-12 Project: North County Project Project Location: Arlington, Washington Figure A-9 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 132 Easting (X) 1319472 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424354 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 3-inch root mass 1 SM Light orange-brown fine to medium sand with silt and occasional gravel 3 5 %F (loose, moist) 131 1 SP Probe (P) = 12 inches Light brown fine to medium sand with occasional gravel (loose, moist) (recessional outwash) 2 3 5 %F 130 2 P = 12 inches 129 3 Becomes medium dense P = 6 to 8 inches 128 4 P = 6 to 8 inches 3 127 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-13 Project: North County Project Project Location: Arlington, Washington Figure A-10 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 3 feet (moderate) Surface Elevation (ft) 133.5 Easting (X) 1319602 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424578 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 4-inch root mass 133 7 16 1 SM Light orange-brown silty fine to medium sand with occasional gravel %F (loose, moist) 1 SP Light brown fine to medium sand with gravel (medium dense, moist) Probe (P) = 8 inches 132 (recessional outwash) 2 2 3 %F 2 P = 6 inches 131 3 P = 8 inches 130 4 SW Gray-brown fine to coarse sand with gravel (medium dense, moist) P = 6 inches 129 3 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-14 Project: North County Project Project Location: Arlington, Washington Figure A-11 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 135 Easting (X) 1319611 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424406 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 3-inch root mass 1 7 17 SA SP Light brown fine to medium sand with occasional gravel (medium 134 1 dense, moist) (recessional outwash) Probe (P) = 6 inches 2 2 4 %F 133 2 P = 8 inches 132 3 P = 8 inches 131 4 P = 6 inches 3 3 MC 130 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-15 Project: North County Project Project Location: Arlington, Washington Figure A-12 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 135.5 Easting (X) 1319687 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424486 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) 1 TS 6 inches topsoil with 3-inch root mass 7 MC 135 SM Brown silty fine to medium sand with occasional gravel (medium dense, moist) 1 SP-SM Light brown fine to medium sand with silt and occasional gravel Probe (P) = 6 inches 134 (medium dense, moist) (recessional outwash) 2 5 11 %F 2 P = 6 inches 133 3 SP Brown-gray fine to medium sand with occasional gravel (medium P = 6 inches 132 dense, moist) 4 P = 6 inches 131 3 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-16 Project: North County Project Project Location: Arlington, Washington Figure A-13 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 133 Easting (X) 1319833 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424339 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 3-inch root mass 1 8 14 %F SP-SM Light brown fine to medium sand with silt and occasional gravel (loose 132 1 to medium dense, moist) (recessional outwash) Probe (P) = 6 inches 2 4 7 %F 131 2 P = 10 inches 3 130 3 P = 8 inches 129 4 SP Brown-gray fine to medium sand with occasional gravel (loose, moist) P = 16 inches 4 128 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-17 Project: North County Project Project Location: Arlington, Washington Figure A-14 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 3 feet (moderate) Surface Elevation (ft) 134 Easting (X) 1319977 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424526 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 4-inch root mass 1 SM Brown silty fine to medium sand with occasional gravel (medium 133 1 dense, moist) SP-SM Light orange-brown fine to medium sand with silt and occasional gravel Probe (P) = 5 inches (medium dense, moist) (recessional outwash) 2 4 8 %F 132 2 P = 6 inches 131 3 SP Brown-gray fine to medium sand with gravel and occasional cobbles P = 8 inches (medium dense, moist) 130 4 3 3 MC 129 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-18 Project: North County Project Project Location: Arlington, Washington Figure A-15 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 3 feet (moderate) Surface Elevation (ft) 135 Easting (X) 1320151 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424510 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 4-inch root mass 1 SM Brown silty fine to medium sand with occasional gravel (loose, moist) 7 18 %F 134 1 SP Light brown fine to medium sand with occasional gravel (loose, moist) Probe (P) = 8 inches (recessional outwash) 2 3 4 %F 133 2 P = 10 inches 132 3 P = 10 inches Becomes medium dense with cobbles 131 4 3 130 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-19 Project: North County Project Project Location: Arlington, Washington Figure A-16 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 134 Easting (X) 1320158 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424357 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 3-inch root mass 1 7 18 %F SP-SM Light orange-brown sand with silt and occasional gravel (loose, moist) 133 1 (recessional outwash) Probe (P) = 14 inches 2 4 MC 132 2 P = 10 inches 131 3 SP Brown-gray fine to medium sand with gravel (loose to medium dense, P = 12 inches moist) 130 4 P = 6 inches 3 2 MC 129 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-20 Project: North County Project Project Location: Arlington, Washington Figure A-17 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 136 Easting (X) 1320311 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424781 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 2-inch root mass 1 5 MC SP Gray-brown medium sand with gravel (loose, moist) (recessional 135 1 outwash) Probe (P) = 2 inches 2 2 2 SA 134 2 P = 10 inches 133 3 P = 10 inches 132 4 SP Becomes medium dense with cobbles P = 6 inches 3 131 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-21 Project: North County Project Project Location: Arlington, Washington Figure A-18 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 135 Easting (X) 1320363 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424567 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 4 inches topsoil with root mass SP Light brown medium to coarse sand with gravel (loose to medium 1 dense, moist) (recessional outwash) 134 1 Probe (P) = 6 inches 2 2 3 SA 133 2 P = 10 inches 132 3 Occasional cobbles P = 4 inches 131 4 P = 6 inches 3 130 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-22 Project: North County Project Project Location: Arlington, Washington Figure A-19 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 133 Easting (X) 1320339 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424320 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 4-inch root mass 1 SP-SM Light orange-brown fine to medium sand with silt and occasional gravel 132 1 (loose, moist) (recessional outwash) Probe (P) = 16 inches 2 5 12 %F 131 2 P = 12 inches 130 3 P = 8 inches SP Gray fine to medium sand with gravel (medium dense, moist) 129 4 3 128 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on GPS (Â±17 ft), Vertical approximated based on estimate from Topographic Map Log of Test Pit TP-23 Project: North County Project Project Location: Arlington, Washington Figure A-20 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 133 Easting (X) 1320475 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424364 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 6 inches topsoil with 4-inch root mass 1 SM Orange-brown silty fine sand with occasional gravel (medium dense, 132 1 moist) (recessional outwash) Probe (P) = 8 inches 2 5 15 %F 131 2 P = 6 inches 130 3 P = 3 inches 129 4 SP Brownish gray fine to medium sand with occasional gravel (medium P = 5 inches dense, moist) 3 128 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on , Vertical approximated based on Log of Test Pit TP-24 Project: North County Project Project Location: Arlington, Washington Figure A-21 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 Observed at time of excavation Date Total Logged By JQS Excavator Kelly's Excavating 7/27/2017 5 Groundwater not observed Excavated Depth (ft) Checked By HRP Equipment Komatsu PC 120 Caving observed at 2 to 3 feet (moderate) Surface Elevation (ft) 135 Easting (X) 1320477 Coordinate System WA State Plane North Vertical Datum NAVD88 Northing (Y) 424466 Horizontal Datum NAD83 (feet) SAMPLE MATERIAL REMARKS DESCRIPTION Elevation (feet)Depth (feet)Testing SampleSample NameTestingGraphic LogGroupClassification MoistureContent (%)FinesContent (%) TS 8 inches topsoil with 4-inch root mass 1 SM Light orange-brown silty fine to medium sand with occasional gravel 134 1 (medium dense, moist) (recessional outwash) Probe (P) = 6 inches 2 7 29 %F 133 2 P = 6 inches 132 3 P = 3 inches 131 4 SP Brown-gray fine to medium sand with gravel and occasional cobbles (medium dense, moist) 3 2 4 %F 130 5 Probed depth (P) is the measured penetration of Â½-inch-diameter steel probe rod under full body weight. Note: See Figure A-1 for explanation of symbols. Coordinates Data Source: Horizontal approximated based on , Vertical approximated based on Log of Test Pit TP-25 Project: North County Project Project Location: Arlington, Washington Figure A-22 Date:10/30/17 Path:W:\PROJECTS\0\0482051\GINT\048205103.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FProject Number: 0482-051-03 Sheet 1 of 1 GeoEngineers Operator: Brown CPT Date/Time: 7/24/2017 12:53:36 PM Sounding: CPT-01 Location: Arlington Site Development Cone Used: DDG1369 Job Number: 0482-051-03 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 4 -20 50 0 12 0 80 0 10 20 30 40 50 Depth (ft) 60 70 80 90 100 Maximum Depth = 100.07 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 HOLE NUMBER: CPT-01 Depth 3.77ft Arrival 8.05mS Ref* Velocity* Depth 10.17ft Arrival 17.73mS Ref 3.77ft Velocity 603.23ft/S Depth 16.90ft Arrival 24.33mS Ref 10.17ft Velocity 996.13ft/S Depth 23.29ft Arrival 30.51mS Ref 16.90ft Velocity 1026.32ft/S Depth 30.02ft Arrival 36.91mS Ref 23.29ft Velocity 1044.01ft/S Depth 36.25ft Arrival 43.12mS Ref 30.02ft Velocity 1000.06ft/S Depth 42.81ft Arrival 49.25mS Ref 36.25ft Velocity 1067.27ft/S Depth 49.38ft Arrival 55.74mS Ref 42.81ft Velocity 1010.09ft/S Depth 55.94ft Arrival 61.99mS Ref 49.38ft Velocity 1048.43ft/S Depth 62.34ft Arrival 68.39mS Ref 55.94ft Velocity 997.58ft/S Depth 69.06ft Arrival 74.37mS Ref 62.34ft Velocity 1124.38ft/S Depth 75.46ft Arrival 81.24mS Ref 69.06ft Velocity 929.91ft/S Depth 82.02ft Arrival 87.57mS Ref 75.46ft Velocity 1036.31ft/S Depth 88.58ft Arrival 94.33mS Ref 82.02ft Velocity 970.51ft/S Depth 95.14ft Arrival 101.79mS Ref 88.58ft Velocity 879.11ft/S Depth 100.23ft Arrival 106.44mS Ref 95.14ft Velocity 1093.59ft/S 0 20 40 60 80 100 120 140 160 Time (mS) Hammer to Rod String Distance (ft): 2.82 * = Not Determined COMMENT: GeoEngineers Operator: Brown CPT Date/Time: 7/25/2017 11:22:30 AM Sounding: CPT-02 Location: Arlington Site Development Cone Used: DDG1369 Job Number: 0482-051-03 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 4 -20 50 0 12 0 80 0 10 20 30 40 50 Depth (ft) 60 70 80 90 100 Maximum Depth = 75.62 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 GeoEngineers Operator: Brown CPT Date/Time: 7/25/2017 10:03:34 AM Sounding: CPT-03 Location: Arlington Site Development Cone Used: DDG1369 Job Number: 0482-051-03 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 4 -20 50 0 12 0 80 0 10 20 30 40 50 Depth (ft) 60 70 80 90 100 Maximum Depth = 74.97 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 GeoEngineers Operator: Brown CPT Date/Time: 7/24/2017 10:54:48 AM Sounding: CPT-04 Location: Arlington Site Development Cone Used: DDG1369 Job Number: 0482-051-03 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 4 -20 50 0 12 0 80 0 10 20 30 40 50 Depth (ft) 60 70 80 90 100 Maximum Depth = 99.90 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 HOLE NUMBER: CPT-04 Depth 3.61ft Arrival 8.71mS Ref* Velocity* Depth 10.33ft Arrival 18.75mS Ref 3.61ft Velocity 610.84ft/S Depth 16.90ft Arrival 25.15mS Ref 10.33ft Velocity 1001.81ft/S Depth 23.29ft Arrival 31.17mS Ref 16.90ft Velocity 1052.98ft/S Depth 29.86ft Arrival 37.15mS Ref 23.29ft Velocity 1091.74ft/S Depth 36.25ft Arrival 43.43mS Ref 29.86ft Velocity 1013.61ft/S Depth 42.98ft Arrival 49.29mS Ref 36.25ft Velocity 1145.01ft/S Depth 49.38ft Arrival 55.47mS Ref 42.98ft Velocity 1034.71ft/S Depth 55.94ft Arrival 61.83mS Ref 49.38ft Velocity 1029.13ft/S Depth 62.50ft Arrival 67.96mS Ref 55.94ft Velocity 1068.78ft/S Depth 69.06ft Arrival 73.94mS Ref 62.50ft Velocity 1096.96ft/S Depth 75.46ft Arrival 79.76mS Ref 69.06ft Velocity 1098.42ft/S Depth 82.19ft Arrival 86.01mS Ref 75.46ft Velocity 1075.49ft/S Depth 88.58ft Arrival 92.49mS Ref 82.19ft Velocity 986.15ft/S Depth 95.14ft Arrival 96.75mS Ref 88.58ft Velocity 1540.46ft/S Depth 100.07ft Arrival 102.57mS Ref 95.14ft Velocity 845.23ft/S 0 20 40 60 80 100 120 140 160 Time (mS) Hammer to Rod String Distance (ft): 2.82 * = Not Determined COMMENT: GeoEngineers Operator: Brown CPT Date/Time: 7/25/2017 8:34:21 AM Sounding: CPT-05 Location: Arlington Site Development Cone Used: DDG1369 Job Number: 0482-051-03 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 4 -20 50 0 12 0 80 0 10 20 30 40 50 Depth (ft) 60 70 80 90 100 Maximum Depth = 74.97 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 GeoEngineers Operator: Brown CPT Date/Time: 7/24/2017 9:16:56 AM Sounding: CPT-06 Location: Arlington Site Development Cone Used: DDG1369 Job Number: 0482-051-03 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qc TSF Fs/Qc (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 4 -20 50 0 12 0 80 0 10 20 30 40 50 Depth (ft) 60 70 80 90 100 Maximum Depth = 74.97 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) In Situ Engineering *Soil behavior type and SPT based on data from UBC-1983 CPT-07 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/21/2020 8:30:15 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.217 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-08 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/22/2020 12:40:20 PM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 180 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.217 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-09 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/22/2020 8:23:57 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 180 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.217 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-10 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/22/2020 9:56:18 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 180 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.381 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-11 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/21/2020 9:57:17 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.217 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-12 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/21/2020 11:36:00 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.217 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-13 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/21/2020 1:18:04 PM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.381 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-14 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/22/2020 11:14:50 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.381 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-15 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/22/2020 2:12:26 PM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: On Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.381 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-16 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/23/2020 10:31:34 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: 15 ft North of 20' Marked Stake SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.381 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 CPT-17 CPT CONTRACTOR: In Situ Engineering OPERATOR: Okbay CUSTOMER: GeoEngineers INC CONE ID: DDG1263 LOCATION: Arlington TEST DATE: 9/23/2020 8:45:00 AM JOB NUMBER: 000482-051-04 PREDRILL: 0 ft COMMENT: North County Development BACKFILL: 20% Grout & Bentonite Chips COMMENT: @ 22 ft (btw 20'&25'Stakes) SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 500 5 0 0 4 -20 50 0 12 0 60 10 20 30 Depth 40 (ft) 50 60 70 80 TOTAL DEPTH: 80.381 ft 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 APPENDIX B Previous Laboratory Testing (GeoEngineers 2017) 19593-00 January 20, 2022 0482-051-03 Date Exported: 10/31/17 U.S. STANDARD SIEVE SIZE 3â€ 1.5â€ 3/4â€ 3/8â€ #4 #10 #20 #40 #60 #100 #200 100 90 80 70 60 PERCENT PASSING BY WEIGHT 50 40 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Sieve Analysis Results Arlington, North County Project GRAIN SIZE IN MILLIMETERS GRAVEL SAND COBBLES SILT OR CLAY Washington COARSE FINE COARSE MEDIUM FINE Depth Moisture Symbol Boring Number (feet) (%) Soil Description B-12 7Â½ 9 Fine to coarse sand with silt and gravel (SW-SM) Figure B B-13 2Â½ 20 Fine to medium sand with occasional gravel (SP) B-13 7Â½ 12 Fine to medium sand with silt and gravel (SP-SM) B-13 25 25 Fine to medium sand with silt (SP-SM) -1 Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they were performed, and should not be interpretedas representative ofanyother samples obtained at othertimes, depths or locations, orgenerated byseparateoperations orprocesses. Thegrain sizeanalysis results were obtained in general accordance withASTM D 6913. 0482-051-03 Date Exported: 10/31/17 U.S. STANDARD SIEVE SIZE 3â€ 1.5â€ 3/4â€ 3/8â€ #4 #10 #20 #40 #60 #100 #200 100 90 80 70 60 PERCENT PASSING BY WEIGHT 50 40 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Sieve Analysis Results Arlington, WashingtonNorth County Project GRAIN SIZE IN MILLIMETERS GRAVEL SAND COBBLES SILT OR CLAY COARSE FINE COARSE MEDIUM FINE Depth Moisture Symbol Boring Number (feet) (%) Soil Description B-14 10 10 Silty fine to coarse sand with gravel (SM) Figure B Pit-1 4 6 Medium sand with occasional gravel (SP) Pit-1 8 4 Medium sand with gravel (SP) TP-9 2 5 Fine to medium sand with silt and gravel (SP-SM) -2 Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they were performed, and should not be interpretedas representative ofanyother samples obtained at othertimes, depths or locations, orgenerated byseparateoperations orprocesses. Thegrain sizeanalysis results were obtained in general accordance withASTM D 6913. 0482-051-03 Date Exported: 10/31/17 U.S. STANDARD SIEVE SIZE 3â€ 1.5â€ 3/4â€ 3/8â€ #4 #10 #20 #40 #60 #100 #200 100 90 80 70 60 PERCENT PASSING BY WEIGHT 50 40 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Sieve Analysis Results Arlington, WashingtonNorth County Project GRAIN SIZE IN MILLIMETERS GRAVEL SAND COBBLES SILT OR CLAY COARSE FINE COARSE MEDIUM FINE Depth Moisture Symbol Boring Number (feet) (%) Soil Description TP-12 Â½ 11 Silty fine to medium sand with occasional gravel (SM) Figure B TP-15 Â½ 7 Silty fine to medium sand with occasional gravel (SM) Medium sand with gravel (SP) TP-21 2 2 Medium to coarse sand with gravel (SP) TP-22 2 2 -3 Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they were performed, and should not be interpretedas representative ofanyother samples obtained at othertimes, depths or locations, orgenerated byseparateoperations orprocesses. Thegrain sizeanalysis results were obtained in general accordance withASTM D 6913. APPENDIX C Previous Groundwater Monitoring Data (GeoEngineers 2017) 19583-00 January 20, 2022 0 3.0 1 2 2.7 3 4 2.4 5 6 2.1 7 8 1.8 9 10 1.5 11 12 1.2 13 Daily Precipitation (inches) 14 0.9 15 Groundwater Depth Below Grounad Surface (feet)16 0.6 17 18 0.3 19 20 0.0 140.0 3.0 2.7 135.0 Precip B-3 Transducer B-4 Transducer B-7 Transducer B-8 Transducer B-9 Transducer B-10 Transducer B-11 Transducer B-3 Manual B-4 Manual B-7 Manual B-8 Manual B-9 Manual B-10 Manual B-11 Manual 2.4 130.0 2.1 125.0 1.8 120.0 1.5 1.2 115.0 Daily Precipitation (inches) 0.9 Groundwater Elevation (feet NAVD 88) 110.0 0.6 105.0 0.3 100.0 0.0 Precip B-3 Transducer B-4 Transducer B-7 Transducer B-8 Transducer B-9 Transducer B-10 Transducer B-11 Transducer B-3 Manual B-4 Manual B-7 Manual B-8 Manual B-9 Manual B-10 Manual B-11 Manual Groundwater Levels (2017) North County Project Notes: Arlington, Washington Date Exported: 1. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 10/31/17 GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. Figure 4 051-03 0482- 0 3.0 1 2 2.7 3 4 2.4 5 6 2.1 7 8 1.8 9 10 1.5 11 12 1.2 13 Daily Precipitation (inches) 14 0.9 15 Groundwater Depth Below Grounad Surface (feet)16 0.6 17 18 0.3 19 20 0.0 140.0 3.0 2.7 135.0 Precip B-3 Transducer B-4 Transducer B-7 Transducer B-8 Transducer B-9 Transducer B-10 Transducer B-11 Transducer B-3 Manual B-4 Manual B-7 Manual B-8 Manual B-9 Manual B-10 Manual B-11 Manual 2.4 130.0 2.1 125.0 1.8 120.0 1.5 1.2 115.0 Daily Precipitation (inches) 0.9 Groundwater Elevation (feet NAVD 88) 110.0 0.6 105.0 0.3 100.0 0.0 Precip B-3 Transducer B-4 Transducer B-7 Transducer B-8 Transducer B-9 Transducer B-10 Transducer B-11 Transducer B-3 Manual B-4 Manual B-7 Manual B-8 Manual B-9 Manual B-10 Manual B-11 Manual Groundwater Levels (2012 â€“ 2017) North County Project Notes: Arlington, Washington Date Exported: 1. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 10/31/17 GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. Figure 5 051-03 0482- APPENDIX D Previous Microtremor Array Measurements (OYO Corporation, Pacific 2017) 19583-00 January 20, 2022 REPORT ON THE MICROTREMORS ARRAY MEASUREMENTS AT ARLINGTON, WA OYO Corporation, Pacific 919 Pale San Vitores Rd., Tumon Guam 96913, U.S.A. Table of contents 1. Outline â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦...1 1.1 Investigation sites â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦.....1 1.2 Amount of measurements â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦..â€¦â€¦â€¦â€¦â€¦â€¦.....1 1.3 Array configuration â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦.....1 1.4 Date of data acquisition â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦..â€¦â€¦â€¦â€¦â€¦â€¦.....2 1.5 Person in charge â€¦â€¦â€¦â€¦â€¦â€¦â€¦..â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦..â€¦â€¦â€¦â€¦â€¦â€¦.....2 2. Methodology â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦...5 3. Instrumentation ..â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦...7 4. Data acquisition ..â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦...9 5. Analysis ..â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦...............11 5.1 Pre-processing ..â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦.11 5.2 Spatial autocorrelation â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦..â€¦â€¦â€¦â€¦â€¦â€¦...11 5.3 Initial model â€¦â€¦â€¦....â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦.13 5.4 Inversionâ€¦â€¦â€¦...â€¦....â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦.13 6. Investigation result ..â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦.16 6.1 Huddle test â€¦â€¦â€¦....â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦.16 6.2 Amplitude spectra â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦..â€¦â€¦â€¦â€¦â€¦â€¦.....17 6.3 Spatial autocorrelation ..â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦...18 6.4 Dispersion curve ..â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦..â€¦â€¦â€¦â€¦â€¦...18 6.5 Analysis results ..â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦..â€¦â€¦â€¦â€¦â€¦...28 1. Outline OYO Corporation, Pacific conducted microtremor array measurements at Arlington, WA. The purpose of the geophysical investigation is the estimation of S-wave velocity profiles down to a depth of 300 feet. This report summarizes the methodology, instrumentation, data acquisition, analysis and results. 1.1 Investigation sites Figures 1.1 shows the investigation site. 1.2 Amount of measurements Table 1.1 summarizes the number and the investigation depth of measurements. Table 1.1 Amount of measurements Measurements Number of arrays Investigation depth (feet) Microtremor array measurements 7 300 1.3 Array configuration Table 1.2 summarizes the size of arrays and Figure 1.2 shows the configuration of the arrays. Table 1.2 Size of arrays Array Investigation Array size Min. and Max. Number of Number of depth (feet) (feet) separation (feet) receivers separations A 300 300 43.3 to 300.0 10 9 B 300 300 43.3 to 300.0 10 9 C 300 300 43.3 to 300.0 10 9 D 300 300 43.3 to 300.0 10 9 E 300 300 43.3 to 300.0 10 9 F 300 300 43.3 to 300.0 10 9 G 300 300 43.3 to 300.0 10 9 Total - - - 70 - 1 1.4 Date of data acquisition Data acquisition was performed on the dates and times shown in Table 1.3. All data acquisition was conducted in the nighttime. Table 1.3 Date and time of data acquisition. Date of acquisition Time of acquisition Jul. 28, 2017 8:00 am to 4:00 pm 1.5 Person in charge Koichi Hayashi, Ph.D., Geophysicist khayashi@geometrics.com OYO Corporation 2190 Fortune Drive San Jose, CA, 95131 Tel : 408-954-0522 Fax : 408-954-0902 2 Investigation site 17910 59th Ave NE, Arlington, WA 98223 Figure 1.1 Site of investigation 3 Figure 1.2 Configuration of arrays. 4 2. Methodology A surface wave (Rayleigh wave) is an elastic wave propagating along the ground surface and its energy concentrates near the ground surface. Propagation velocity of the surface wave strongly depends on S-wave velocity of the ground. If subsurface S-wave velocity varies with depth, propagating velocity also varies with its frequency or its wavelength. This character is called dispersion. Sub-surface S-wave velocity structure can be estimated by analysis of dispersion of the surface waves. A surface wave method is a geophysical exploration in which sub-surface S-wave velocity structure is estimated from the dispersion character of the surface waves. Figure 2.1 shows a schematic diagram of the surface wave method. Figure 2.1 Schematic diagram of surface-wave method. Recently, the surface wave methods using active sources, such as a sledgehammer or a weight drop, have been applied to the delineation of shallow S-wave velocity structures. However, it is difficult to generate low-frequency surface waves using active sources. So delineating S-wave velocity structure deeper than a depth of 20 m (60 feet) is unreliable with active surface sources alone. In order to solve the problem, passive surface wave methods using microtremors have been developed. 5 The earthâ€™s surface is always vibrating weakly. These vibrations are called ambient noise or microtremors. The microtremors are generated by the various sources, such as winds, ocean waves at the seashore, traffic noises, heavy machinery factories and household appliances. Because the microtremors are generated by sources on the ground surface, the microtremors mainly consist of surface-waves, and the vertical motion of the microtremors can be considered as Rayleigh weaves. Therefore, it is reasonable that the dispersion curve of the vertical motion of the microtremors is the dispersion curve of Rayleigh waves and the sub-surface S-wave velocity structure can be estimated by analyzing dispersion character of the microtremors. Figure 2.2 shows a schematic diagram of the surface wave methods using microtremors. We will use the term â€œmicrotremor array measurementsâ€ to refer to the surface wave methods using microtremors or ambient noises. Figure 2.2 Schematic diagram of microtremor array measurements. 6 3. Instrumentation Ten seismographs (Atom) made by Geometrics and ten vertical component of geophones with 2 Hz of natural frequency made by Sunfull were used for data acquisition. The seismographs include a GPS clock so that all seismographs can be synchronized in any distance without cables. Figure 3.1 shows the Atom and geophone. Their main specifications are shown in Table 3.1. Figure 3.1 Seismograph Atom (right) and geophone (left) used in data acquisition. 7 Table 3.1 Specification of equipment Equipment Quantity Manufacturer Specification Geophone 10 Sunfull Natural frequency 2 Hz Component Vertical Seismograph 10 Geometrics Preamp gain 0db, 12db, 24db, (Atom) 36db Distortion < 0.0001 % Data storage 4GB Frequency response 0.2 â€“ 200Hz Dynamic range 124 dB (measured) A/D converter 24 bits Sampling time 0.25, 0.5, 1, 2, 4 msec Dimension 142Ã—140Ã—102 mm Weight Approx. 1.6 kg 8 4. Data acquisition Figure 4.1 and Table 4.1 show shape and size of array used in the measurements. At each array, ten pairs of seismograph and geophone were used and 11 ~ 31 minutes of the vertical component of microtremors were recorded with a 4 msec of sampling interval. Data acquisition for all measurements took several hours. Table 4.1 Shape and size of array used in the measurements. Array Array shape Array Sensor spacing Number of Data length size (feet) (feet) sensors (min.) A Equilateral triangle 300 43.3 to 300.0 10 27 B Equilateral triangle 300 43.3 to 300.0 10 31 C Equilateral triangle 300 43.3 to 300.0 10 11 D Equilateral triangle 300 43.3 to 300.0 10 30 E Equilateral triangle 300 43.3 to 300.0 10 31 F Equilateral triangle 300 43.3 to 300.0 10 31 G Equilateral triangle 300 43.3 to 300.0 10 31 Total - - - 70 192 9 Seismograph and geophone Array size (300 feet) Figure 4.1. Schematic diagram of array configurations for an equilateral triangle. array. 10 5. Analysis Recorded microtremor data was analyzed in terms of a Spatial Autocorrelation (SPAC) method. Data processing is summarized as follows and its flow is shown in Figure 5.1. 5.1 Pre-processing Recorded vertical component of microtremor data is divided into several time blocks that overlapped. Each block consists of 16384 samples for a total length of 65.536 seconds. An example of a microtremor data block is shown in Figure 5.2. Several blocks including non-stationary noises such as moving vehicles were rejected and not processed. ID Figure 5.2 Example of microtremor data. 5.2 Spatial autocorrelation A FFT is applied to each block to transform the time domain waveform data to the frequency domain. Coherence was first calculated for each block and then coherences of all blocks were averaged. The coherence (COH) is calculated by equation 5.1. CCï€¨ï¦,r,ï·ï€© COHï€¨ï¦,r,ï·ï€©ï€½ (5.1) ACï€¨x,y,ï·ï€©ACï€¨xï€«ï„x,yï€«ï„y,ï·ï€© 11 ï„xï€½rcosï¦ ï„y ï€½rsinï¦ Where, x and y is locations of seismographs, r is a distance between two seismographs, ï· is an angular frequency, CC and AC are a cross-correlation and an autocorrelation of microtremors recorded by two seismographs respectively. Ten to one hundred blocks are averaged for calculating the final coherences. If the coherences are averaged over many blocks or long time, it can be considered as the Spatial Autocorrelation (SPAC) and expressed by Bessel function as shown by equation 5.2. Figure 5.3 shows example of SPAC. ï¦ï€½2ï° ïƒ¦ ï· ïƒ¶ COHï€¨ï¦,r,ï·ï€©dï¦ ï€½ J ïƒ§ rïƒ· (5.2) ïƒ²ï¦ï€½0 0ïƒ§ïƒ¨cï€¨ ï€©ï· ïƒ·ïƒ¸ Where c(ï·) is phase velocity of microtremors, J0 is the first kind of Bessel function. Figure 5.3 Example of spatial autocorrelations. A phase velocity can be determined at each frequency so that the difference between both sides of equation 5.2 was minimized. This series of phase velocities defines a dispersion curve. Figure 5.4 shows an example of a dispersion curve. 12 2000 1800 1600 1400 1200 1000 -velocity (m/sec)800 600 Phase 400 200 0 0.1 1 10 Frequency (Hz) Figure 5.4 Example of a dispersion curve. 5.3 Initial model Initial models for inversions are created by a simple wavelength transformation (Xia et al., 1999) in which wavelength calculated from phase velocity and frequency is divided by three and plotted at depth. 5.4 Inversion A non-linear least squares method and/or a Genetic Algorithm is used for optimizing the model. The number of layers is fixed as 16 and only S-wave velocities are changed throughout the inversion. Density is automatically changed based on empirical relationships (Ludwig et al., 1970). P-wave velocity above ground water level is the double of S-wave velocity and beneath the ground water level is automatically changed based on empirical relationship (Kitsunezaki at al., 1999). Ground water level is set to a depth of 10 feet based on drilling information near the investigation site. Theoretical dispersion curves are calculated by a matrix method (Saito and Kabasawa, 1993). The iterative process changes the S-wave velocities until a good fit is obtained between the observed phase and calculated phase velocities. Figure 5.5 shows an example of an inverted S-wave velocity model. 13 S-wave velocity (m/sec) 0 100 200 300 400 500 600 700 800 900 1000 0 50 100 150 200 250 Depth (m)300 350 400 450 500 Figure 5.5 Example of inverted S-wave velocity model. Kitsunezaki. C. ,N. Goto, Y. Kobayashi., T. Ikawa, M. Horike, T. Saito, T. Kurota, K. Yamane, and K. Okuzumi, 1990. Estimation of P- and S- wave velocities in deep soil deposits for evaluating ground vibrations in earthquake. Sizen-saigai-kagaku. 9-3,1-17 (in Japanese). Ludwig, W. J., Nafe, J.E., and Drake, C.L., 1970. Seismic refraction, in the Sea vol. 4, part1. Wiley-interscience, 53-84. Saito, M. and Kabasawa, H., 1993. Computation of reflectivity and surface wave dispersion curves for layered media 2. Rayleigh wave calculations. Butsuri-tansa. 46, 283-298, (in Japanese). Xia, j., Miller, R. D. and Park, C. B., 1999. Estimation of near-surface shear-wave velocity by inversion of Rayleigh waves. Geophysics. 64, 691-700. 14 Recorded microtremors Divided block data Coherence Spatial autocorrelation Observed dispersion curve Wave length transformation Initial model Theoretical dispersion curve Update model Comparison of observed and theoretical dispersion curves Converged? No Yes Analysis result (1D S-wave velocity model) 15 Figure 5.1 Processing flow. 6. Investigation result 6.1 Huddle test In order to evaluate the minimum frequency that can be used for analysis, a test known a huddle test was conducted. All seismographs are placed at same place and simultaneous measurements are performed. The coherences between a pair of seismograph are then computed. Figure 6.1 shows the example of coherences calculated from microtremor data recorded in the huddle test. The coherence is larger than 0.9 in a frequency range between 1.5 and 50 Hz and it implies that phase velocities can be obtained in a frequency range between 1.5 and 50 Hz. Figure 6.1 Example of coherences between two seismographs. 16 6.2 Amplitude spectra Figure 6.2 shows the vertical component of amplitude spectra. The seismographs are geophones (velocity meter) with natural frequency of 2 Hz so that the amplitude of microtremors decreases in the frequency lower than 2 Hz. There is vague peak at 3~4 in the amplitude spectra. Figure 6.2 Example of amplitude spectra. 17 6.3 Spatial autocorrelation Figures 6.3 to 6.9 show the spatial autocorrelations (SPAC) of each array. Coherences look like Bessel function in all arrays. Coherences decrease in the frequency lower than 1.5 Hz and it indicates that the phase velocity can be determined down to a frequency of 1.5 Hz. There is a slight difference between coherences of the arrays E, F and other arrays. A frequency of short distance coherences at the arrays E and F is slightly higher than that of other arrays. For example, coherence with a distance of 43 feet is 0 at a frequency of 7 Hz at arrays E and F. On the contrary, it is 0 at a frequency of 8 Hz at other arrays. It indicates that the high frequency phase velocities of the arrays E and F are slightly lower than one of other arrays. 6.4 Dispersion curve Figures 6.10 to 6.16 show phase velocity images in frequency domain calculated from the SPAC. In the figure, difference of color indicates difference of error between observed coherences and theoretical Bessel functions shown in equation 5.2. Blue color indicates small error and red color indicates large error. Red dots show phase velocities that give minimum difference between both sides of equation 5.2. Dispersion curve is determined between frequency ranges of 1.5 to 30 Hz at all arrays. Like coherences mentioned before, there is a slight difference between phase velocity images of arrays E, F and other arrays. The phase velocities at the E- and F-arrays are slightly lower than one of other arrays at high frequency range. It indicates that the S-wave velocity at the E- and F-arrays is slightly lower than that of other arrays in shallow depth. Figure 6.17 shows the comparison of observed dispersion curves. In a frequency range between 1.5 to 4 Hz, phase velocities of F- and G-arrays are slightly higher than one of other arrays. In a frequency range between 15 to 30 Hz, the phase velocities of E- and F-arrays are slightly lower than one of other arrays. 18 Figure 6.3 Spatial autocorrelation (A-array). Figure 6.4 Spatial autocorrelation (B-array). 19 Figure 6.5 Spatial autocorrelation (C-array). Figure 6.6 Spatial autocorrelation (D-array). 20 Figure 6.7 Spatial autocorrelation (E-array). Figure 6.8 Spatial autocorrelation (F-array). 21 Figure 6.9 Spatial autocorrelation (G-array). Figure 6.10 Phase velocity image in frequency domain (A-array). 22 Figure 6.11 Phase velocity image in frequency domain (B-array). Figure 6.12 Phase velocity image in frequency domain (C-array). 23 Figure 6.13 Phase velocity image in frequency domain (D-array). Figure 6.14 Phase velocity image in frequency domain (E-array). 24 Figure 6.15 Phase velocity image in frequency domain (F-array). Figure 6.16 Phase velocity image in frequency domain (G-array). 25 Figure 6.17 Comparison of observed dispersion curves 26 6.5 Analysis results Figures 6.18 to 6.31 show comparisons of observed and theoretical dispersion curves and inverted velocity models respectively. In the inversion, observed phase velocities (shown as white circles with a red line in Figures 6.18, 20, 22, 24, 26, 28 and 30) were compared with averaged (effective) phase velocities taking account of higher modes (shown as yellow circles). We can see that observed ant theoretical phase velocities agree very well. Green circles on velocity models (Figures 6.19, 21, 23, 25, 27, 29 and 31) are wavelength divided by three used for constructing initial velocity modes and they imply approximate depth of investigation. Maximum depths of 1/3 wave length are about 300 feet at all arrays. It indicates that the data contains the information down to at least a depth of 300 feet. Figure 6.32 shows a comparison of analyzed S-wave velocity (Vs) models. Figure 6.33 shows the locations of borings at the site and microtremor arrays. Figure 6.34 shows a comparison of blow counts obtained by borings at the site and S-wave velocity models obtained by microtremor array measurements. Both blow counts and S-wave velocities rapidly increase with depth shallower than 10 feet and almost constant in a depth range between 10 and 90 feet. We can say that the S-wave velocity models obtained by the microtremor array measurements are generally consistent with the boring log. The results of investigation can be summarized as follows: ï¬ S-wave velocity (Vs) at the site is basically increasing with depth. ï¬ There is no big horizontal velocity change. ï¬ Vs models consist of three layers. ï¬ 1st layer exists shallower than 20 feet. Vs is rapidly increasing from 600 to 900 feet/sec. ï¬ 2nd layer exists at a depth range between 20 to 150 feet. Vs is 900 ~ 1050 feet/sec and almost constant. ï¬ 3rd layer exists at a depth greater than 150 feet. Vs increases from 1000 to 1700 feet/sec with a depth. ï¬ In shallow depth (< 20 feet), Vs at western side is slightly higher than eastern side. ï¬ In deep depth (> 200 feet), Vs is slightly increasing from west to east. ï¬ Vs models obtained by the microtremor array measurements are generally consistent with the boring log. 27 ï¬ Average Vs to a depth of 100 feet (AVS100feet) ranges from 887 ~ 924 feet/sec. ï¬ Site class is D at all arrays. Obtained S-wave velocities, average S-wave velocity to a depth of 100 feet (AVS 100 feet), and the Site Class are summarized in Table 6.1. 28 Velocity Amplitude Observed Average (effective) Fundamental 1st 2nd Figure 6.18 Comparison of observed and theoretical dispersion curves (A-array). 29 Figure 6.19 Analyzed S-wave velocity model (A-array). 30 Figure 6.20 Comparison of observed and theoretical dispersion curves (B-array). 31 Figure 6.21 Analyzed S-wave velocity model (B-array). 32 Figure 6.22 Comparison of observed and theoretical dispersion curves (C-array). 33 Figure 6.23 Analyzed S-wave velocity model (C-array). 34 Figure 6.24 Comparison of observed and theoretical dispersion curves (D-array). 35 Figure 6.25 Analyzed S-wave velocity model (D-array). 36 Figure 6.26 Comparison of observed and theoretical dispersion curves (E-array). 37 Figure 6.27 Analyzed S-wave velocity model (E-array). 38 Figure 6.28 Comparison of observed and theoretical dispersion curves (F-array). 39 Figure 6.29 Analyzed S-wave velocity model (F-array). 40 Figure 6.30 Comparison of observed and theoretical dispersion curves (G-array). 41 Figure 6.31 Analyzed S-wave velocity model (G-array). 42 Figure 6.32 Comparison of analyzed velocity model. 43 B-3 B-12 B-2 B-13 B-14 Figure 6.33 Location borings and microtremor arrays. 44 Figure 6.34 Comparison of blow counts obtained by a boring and S-wave velocity profiles obtained by microtremor array measurements. 45 Table 6.1 S-wave velocity, average S-wave velocity to a depth of 100 feet (AVS 100 feet), and the Site Class of the sites. Depth (feet) S-wave velocity (feet/sec) top bottom A-array B-array C-array D-array E-array F-array G-array 0.0 4.5 733.2 756.4 646.5 698.0 678.2 589.1 609.8 4.5 10.0 747.1 743.1 683.8 764.9 703.8 698.1 725.7 10.0 23.1 892.9 822.1 882.6 791.7 790.7 790.5 883.4 23.1 37.1 947.5 937.3 891.5 916.2 928.1 951.9 895.4 37.1 52.7 927.9 971.1 979.4 989.4 936.7 924.6 943.0 52.7 70.1 939.9 978.1 997.0 976.5 967.6 988.3 956.3 70.1 89.0 937.7 967.2 1031.5 1014.5 938.8 990.6 981.4 89.0 109.6 945.4 989.6 1003.6 1026.0 930.1 987.7 959.0 109.6 131.9 950.8 988.6 991.6 1041.5 950.8 1017.1 972.3 131.9 155.8 1010.8 993.8 1034.8 1044.3 1005.9 1039.7 1019.0 155.8 181.3 1065.4 1099.4 1083.5 1076.5 1127.9 1113.4 1128.8 181.3 208.5 1134.9 1206.6 1222.9 1162.8 1271.7 1176.9 1274.1 208.5 237.4 1256.1 1277.0 1338.5 1364.3 1324.5 1405.5 1412.7 237.4 267.9 1423.6 1424.7 1457.5 1427.0 1456.8 1548.6 1547.1 267.9 364.3 1585.1 1583.6 1597.8 1598.9 1687.7 1725.5 1712.6 364.3 - 1585.1 1608.7 1739.7 1724.6 1687.7 1751.5 1777.0 AVS 100 feet (feet/sec) 908.6 919.7 924.1 922.5 887.3 896.9 901.8 Site class D D D D D D D 46 APPENDIX E Site-Specific Site Response Analysis 19583-00 January 20, 2022 APPENDIX E Site-Specific Site Response Analysis This appendix presents the procedures used to develop our recommended site-specific design response spectrum for the proposed North County development located between 172nd Street NE and 180th Street NE, to the east of 59th Avenue NE in Arlington, Washington. This appendix was prepared by Luke Kevan, PE, and Joseph Harmon, PhD, PE. 1.0 Introduction This appendix includes documentation and results from our seismic site response analysis for the proposed North County development project. The location of the project is shown in Figure 1 of the main body of this report. Our scope of services for the seismic site response analysis included: ï® Development of a subsurface profile based on a geophysics survey and available soil information from Cone Penetration Tests (CPT), soil borings, and test pits, for use in site-specific ground response analyses; ï® Determination of a code-based response spectrum, assessment of source contributions to site- specific hazard, selection of a suite of ground motions to represent source contributions, and performing a probabilistic seismic hazard analysis (PSHA); ï® Ground response analyses using the selected suite of ground motions; ï® Development of the site-specific response spectrum based on the results of ground response analyses and code provisions from American Society of Civil Engineers (ASCE) 7-16; and ï® Producing this appendix. This appendix contains the following sections: ï® 1.0 Introduction; ï® 2.0 Site and Subsurface Conditions; ï® 3.0 Seismic Basis of Design; ï® 4.0 Site-Specific Response Analysis; and ï® 5.0 References. Figures and attached tables follow the report text. The geophysics survey documenting the site shear wave velocity performed by OYO Corporation, Pacific is provided in Appendix D of the main geotechnical report. 19583-00 January 20, 2022 North County Development Buildings | E-2 2.0 Site and Subsurface Conditions The project site is a rectangular parcel of approximately 25.6 acres in size. It is located in southern Arlington, Washington, just to the east of the southern tip of the airport. This site is bounded by 59th Avenue NE to the West, a railroad to the east, and industrially developed properties to the north and south. The site is relatively flat with ground surface elevations in the area of planned improvements varying between about an elevation of 131 feet (NAVD88) in the southwest corner and 135 feet towards the northwest corner. Our understanding of the subsurface is based on our review of the available geotechnical explorations at the site, our previous experience in the area, and published regional geologic maps. In the main body of this report, we reference two geotechnical engineering reports from GeoEngineers dated December 29, 2017, and February 6, 2019. In these reports, GeoEngineers documents several explorations across the site including 14 borings (B-1 through B-14), 6 cone penetration tests (CPT-1 through CPT-6), and 25 test pits (TP-1 through TP-25). Microtremor Array Measurements (MAM) were additionally conducted by OYO Corporation, Pacific to measure the shear wave velocity (VS) to a depth of 360 feet at the project site. The geophysical survey is in Appendix D of the main report. GeoEngineers also performed an additional set of CPT explorations in September 2020 (CPT-7 through CPT-17) across the site that were not included in either of these two historical reports. The soil conditions inferred from the borings include approximately 2 to 5 feet of silty sand overlying a 20- to 40-foot-thick upper crust of dense sand. The upper crust of dense sand is underlain by looser medium dense sand that extends to depths of 75 feet to 100 feet below the ground surface (bgs). The shear wave velocity data from the geophysical survey indicates that the on-site sandy soils observed in the soil borings generally have a VS less than 1,000 feet per second to depths of about 130 feet. From 130 feet bgs to 200 feet bgs, the VS is between 1,000 and 1,200 feet per second. The VS then increases to a maximum of about 1,750 feet per second at a depth of 360 feet bgs. The groundwater table in this seismic study was conservatively estimated to be approximately 5 feet bgs, based on the available explorations from previous studies. 3.0 Seismic Basis of Design 3.1 Standards and Codes It is our understanding that the current design limitations and requirements included in this appendix are as presented in the 2015 Washington State Building Code, which is the State of Washingtonâ€™s adoption of the 2015 International Building Code (IBC 2015), which refers to the American Society of Civil Engineers Minimum Design Loads for Buildings and Other Structures (ASCE 7-10). However, we understand that the State of Washington will be adopting the 2018 International Building Code (IBC 2018) in February of 2021, which refers to the American Society of Civil Engineers Minimum Design Loads for Buildings and Other Structures (ASCE 7-16). As such, the seismic design criteria used in this study generally follow the procedures given in ASCE 7-16. The geotechnical basis of the soil parameters 19583-00 January 20, 2022 North County Development Buildings | E-3 for this project is ASCE 7-16 or other widely accepted references used where the ASCE 7-16 does not provide specific recommendations. The basis of design for these codes is nominally a 2,475-year (2 percent probability of exceedance in 50 years) return period hazard, referred to as the maximum considered earthquake (MCE). This spectrum, when adjusted for risk and peak direction hazard becomes the risk-adjusted maximum considered earthquake (MCER). The code-based spectra used in this study are calculated using four input parameters: Site Class, SS, S1, and peak ground acceleration (PGA), which are discussed in the following sections. 3.2 Site Class and VS30 The time-averaged shear wave velocity was determined using the shear wave velocities measured by OYO Corporation, Pacific as reported in the previous GeoEngineers reports and using equation 20.4-1 of ASCE 7-16. The time-averaged shear wave velocity in the top 100 feet (30 meters) of the project site (VS30), as calculated from the measured shear wave velocity, is approximately 918 feet per second (280 meters per second), which is consistent with a Site Class D designation. Based on our review of the exploration and testing data, soils in the area of the project site are liquefiable. Therefore, the site is classified as Site Class F. We understand the proposed buildings will have fundamental periods of less than 0.5 second and, therefore, do not require a site response analysis or site-specific response spectrum following the procedures outlined in ASCE 7-16 Section 11.4.8 and Chapter 21. However, Section 11.4.8 of ASCE 7-16 also states that â€œIt shall be permitted to perform a site response analysis in accordance with Section 21.1 and/or a ground motion analysis in accordance with Section 21.2 to determine ground motions for any structure,â€ and at the request of Snohomish County PUD a site response analysis was conducted for these structures. 3.3 ASCE 7-16 Code-Based Spectral Parameters For a Site Class D location where a site response analysis is performed, ASCE 7-16 Section 21.3 specifies that a minimum design spectrum of 80 percent of the spectral response acceleration (Sa) as determined in accordance with Section 11.4.6 is imposed on the results of site-specific response analyses. Design- level response spectra are 2/3 of the MCER spectrum. Spectra presented in this appendix generally correspond to the MCER hazard level, unless otherwise noted. The parameters used for the minimum design spectrum (i.e., the Section 21.3 code-based response spectrum) for the project location are provided in Table E1. These are not recommended for use in design. The procedures and results of the site-specific ground response analysis, including the site response analysis for the project site, are discussed in the following sections and should be used for design. The extent and timing of liquefaction onset is not explicitly controlled in the ground response analyses conducted for this property, and the peak loads from an earthquake may occur before onset of liquefaction at some locations of the project site. This effect is considered in the recommendations for design surface spectra by evaluating both the surface response spectrum for the liquefied and non- 19583-00 January 20, 2022 North County Development Buildings | E-4 liquefied conditions at the site. Details about the site response analyses and the use of the site response analyses in the development of a design response spectrum for the project site are discussed in more detail below. Table E1 â€“ Code-Based Spectral Acceleration Response Parameters (Not recommended for use in design) Spectral Parameters Parameter ASCE 7-16a Site Class D PGA (g) 0.45 Ss (g) 1.05 S1 (g) 0.38 FPGA 1.15 Fa 1.08 F c v 1.93 Notes: a. Site is located at (Latitude 48.156099, Longitude -122.147440). b. These and additional seismic parameters were obtained from: https://earthquake.usgs.gov/ws/designmaps/asce7- 16.json?latitude=48.156099&longitude=-122.147440&riskCategory=III&siteClass=D&title=SNOPUD c. This value is taken from Table 11.4-2 of ASCE 7-16. 4.0 Site-Specific Response Analysis 4.1 Analysis Methodology We conducted a series of site response analyses for the project site to establish a design response spectrum for the proposed building. We followed the provisions in ASCE 7-16 Chapter 21 and the procedure generally involves the following: ï® Defining a target outcrop response spectrum for the seismic hazard at the site; ï® Selecting and scaling ground motions compatible with the target hazard response spectrum; ï® Defining dynamic soil properties and characterizing a representative soil profile for the project site; and ï® Evaluating analysis results to produce a design spectrum recommendation. Each of the steps in the development of the site response analysis are discussed in this appendix. Site response analyses for the project were performed on a one-dimensional (1D) soil column over an elastic half-space. The half-space allows the downward traveling waves to be partially transmitted through the half-space boundary to continue traveling downward. The analyses model the effects of 19583-00 January 20, 2022 North County Development Buildings | E-5 cyclic loading on soil stiffness and damping of the 1D soil profile and assumed boundary condition. Base ground motion time series are input as outcropping motions to the 1D soil column. The DEEPSOIL platform (Hashash et al. 2016) was used to perform the site response analyses. Total stress, effective stress, and equivalent linear site response analyses were conducted for this site. Total and effective stress analyses are nonlinear time domain analyses that model the soil behavior at each time step of an analysis. A â€œtotal stressâ€ site response analysis does not include the effects of excess porewater pressure generation (e.g., liquefaction) on the cyclic behavior of the soil. An â€œeffective stressâ€ analysis adds these excess porewater pressure generation effects to the soil models used in a total stress analysis. The effective stress parameters generally reduce soil stiffness in the model. An equivalent linear analysis is a classical simplified analysis that assumes a constant dynamic shear modulus during analysis to approximate nonlinear soil behavior. Due to the uncertainties and limitations associated with effective stress analyses and the lack of site- specific cyclic loading data to calibrate the onset of liquefaction at the site, the recommended spectrum presented later in this report was developed considering the total stress, effective stress, and equivalent linear results. 4.2 Structure Description From information provided by Snohomish County, the natural periods of the on-site structures are less than 0.45 second. The period range of interest for a structure per ASCE 7-16 is from 0.2T to 2.0T, where T is the period of the structure. The period range of interest is considered to be approximately 0 to 1.0 second for the analyses presented in this report. 4.3 Input Earthquake Ground Motions 4.3.1 Regional Seismic Hazard Western Washington sits at the contact between two large crustal tectonic plates. The Juan de Fuca Plate forms the floor of the Pacific Ocean off the coast of the northwestern United States and moves northeastward from its spreading ridge boundary with the Pacific Plate at an average rate of about 1.5 inches per year. As it converges with continental North America, the Juan de Fuca Plate dips below (or â€œsubductsâ€) beneath the North American Plate, forming a shallow, eastward-dipping contact interface. This boundary is known as the Cascadia Subduction Zone (CSZ) and is responsible for the seismicity in the western Washington region, producing earthquakes associated with three types of source zones: subduction interface, subduction intraslab, and crustal (Figure E1). Subduction Interface Sources. The displacement caused by the subduction of the Juan de Fuca Plate below the North American Plate does not generally manifest as slip between the two plates; rather, it is absorbed by compression of the North American Plate at the interface at relatively shallow depths. This compression, based on geologic and historical evidence, is released every 500 to 600 years, on average, in the form of magnitude-8 to -9 earthquakes, the last such event occurring in 1700. Characteristics of this type of earthquake may include very large ground accelerations, shaking durations in excess of 19583-00 January 20, 2022 North County Development Buildings | E-6 two minutes, and particularly strong long-period ground motions, which may affect tall and long-period structures. Subduction Intraslab Sources. A deeper zone of seismicity is associated with a steeper bending of the Juan de Fuca Plate and the breaking of the plate under its own weight below the Puget Sound region. This region, termed the Benioff Zone, produces intraslab earthquakes at depths of 40 to 70 kilometers. Such past events in western Washington include the 1949 Puget Sound, 1965 Olympia, and 2001 Nisqually Earthquakes. The 2001 Nisqually earthquake occurred approximately 40 miles from the project site. Deep intraslab earthquakes tend to be felt over larger areas than shallower crustal events, and generally lack significant aftershocks. Crustal Sources. Fault trenching and seismic records in the North Puget Sound area clearly indicate several shallow zones of crustal seismicity. The primary crustal faults of interest are unspecified gridded crustal sources near the project site. These sources are areas that have shown historic seismicity, however, there are not clear maps of the faults and folds associated with these sources. Also, the project is approximately 18 miles north of the Southern Whidbey Island Fault System (SWIF). The extent and characteristics of the SWIF are not well known, but recent LIDAR imaging, fault trenching, and geologic mapping have characterized the SWIF as an approximately 5- to 10-kilometer-wide zone of relatively steep, northeast-dipping faults, which can generate up to magnitude-7.4 events. The 19583-00 January 20, 2022 North County Development Buildings | E-7 northwest-trending SWIF extends about 100 kilometers from about 5 kilometers northwest of Redmond to the eastern extent of the Strait of Juan de Fuca. Everett Sedimentary Basin. Our site is located near the edge of the Everett Sedimentary Basin (Figure E2). Sedimentary basins are significant in that they can amplify ground motions. In our opinion, the project site does not need to be considered a â€œwithinâ€ basin location. We form this opinion based on the following: ï® The site is located on the edge of the Everett Basin where only about 1 to 2 kilometers of sediment appears to be present above crystalline bedrock, which is similar to non-basin areas. 19583-00 January 20, 2022 North County Development Buildings | E-8 ï® The Everett Basin is shallower than the Seattle Basin and, therefore, does not amplify ground motions as much as the Seattle Basin. ï® No codes or city guidance require consideration of the Everett Basin. ï® Amplification for the Seattle Basin will not be in national codes until ASCE 7-22 and IBC 2024. We are not aware of any plans to include the Everett Basin in national codes. 4.3.2 Site-Specific Response Spectra An outcrop MCER response spectrum was developed using a PSHA for a VS30 value of 1,600 feet per second (488 meters per second) corresponding to the half-space VS condition at the base of the soil profile. The outcrop MCER spectrum is used as the target spectrum for ground motion selection and scaling. The PSHA framework and results are presented in the following sections. 4.3.2.1 Hart Crowser PSHA Our site-specific PSHA was performed using the HAZ45 software. The seismic hazard model contains seismic source geometries and recurrence models developed based on the 2014 U.S. Geological Survey (USGS) National Seismic Hazard Model, as described in U.S. Geological Survey (USGS) Open-File report 2014-1091 (Petersen et al. 2014). The source file used for the analysis includes source models for known faults (such as the Seattle and Southern Whidbey Island Fault Zones), gridded crustal seismicity, and the Cascadia Subduction Zone. Our HAZ45 source model was validated against the USGS 2014 National Hazard Maps for grid points in the Pacific Northwest, including Seattle. The Hart Crowser PSHA logic tree contains ground motion models (GMMs) and weights, which generally follow the logic tree structure used in the 2014 USGS National Seismic Hazard Maps. The development of the GMM logic tree involved close investigation of the individual GMMs and weights used in the 2014 USGS National Seismic Hazard Maps to formulate an appropriate logic tree. The GMMs and weights used are presented in Tables E2 through E4. Table E2 â€“ GMMs and Relative Weights for Crustal Sources GMM Weights GMM Ground Motion Model (GMM) 2014 USGS Hart Crowser Abbreviation Logic Tree Logic Tree Abrahamson et al. NGA-West2 (2014) ASK14 0.22 0.25 Boore et al. NGA-West2 (2014) BSSA14 0.22 0.25 Campbell and Bozorgnia NGA-West2 (2014) CB14 0.22 0.25 Chiou and Youngs NGA-West2 (2014) CY14 0.22 0.25 Idriss NGA-West2 (2014) I14 0.12 - 19583-00 January 20, 2022 North County Development Buildings | E-9 Table E3 â€“ GMMs and Relative Weights for Subduction Intraslab Sources GMM Weights GMM Ground Motion Model (GMM) 2014 USGS Hart Crowser Abbreviation Logic Tree Logic Tree Atkinson and Boore (2003) Global Modela AB03_G 0.1667 0.1667 Atkinson and Boore (2003) Cascadia AB03_C 0.1667 0.1667 Modela,b Zhao et al. (2006)c Z06 0.3333 0.3333 BC Hydro (2018) BCHydro18 0.3333 0.3333 Notes: a. Atkinson and Boore (2003) model is only valid for spectral periods of up to 3.0 seconds. b. This Atkinson and Boore (2003) model includes erratum documented in Atkinson and Boore (2008). c. Zhao et al. (2006) model is only valid for periods of up to 5.0 seconds. Table E4 â€“ GMMs and Relative Weights for Subduction Interface Sources GMM Weights GMM Ground Motion Model (GMM) 2014 USGS Hart Crowser Abbreviation Logic Tree Logic Tree Atkinson and Boore (2003) Global Modela AB03_G 0.1a 0.112 Zhao et al. (2006)b Z06 0.3b 0.444 BC Hydro (2018)d BCHydro18 0.3 0.444 Atkinson and Macias (2009)c AM09 0.3 - Notes: a. Atkinson and Boore (2003) model is only valid for spectral periods of up to 3.0 seconds. b. Zhao et al. (2006) model is only valid for periods of up to 5.0 seconds. c. Atkinson and Macias (2009) model was not used in our PSHA d. The BC Hydro Subduction GMM has been updated in our analysis. The 2012 version was used in the 2014 hazard maps, and our PSHA used the 2018 version. The site-specific PSHA GMM logic tree incorporated the following modifications to the 2014 USGS logic tree: ï® Removed the Idriss NGA-West2 GMM. The Idriss GMM includes significantly fewer input parameters and is, in general, less sophisticated than the other NGA-West2 GMMs. USGS gave this GMM only a 12 percent weight compared to 22 percent to the other NGA-West2 equations. We omitted the Idriss model from our logic tree weighting scheme. ï® Updated BC Hydro Model. The BC Hydro Subduction GMM has been updated and we used the 2018 version. The BC Hydro 2012 model was used in the development of the USGS 2014 maps. Certain GMMs are only applicable for the period ranges for which they were developed. The Atkinson and Boore (2003) models and the Zhao et al. (2006) model were developed up to periods of 3 and 19583-00 January 20, 2022 North County Development Buildings | E-10 5 seconds, respectively. At longer periods, the weighting scheme was altered from that summarized in Tables E3 and E4 to exclude the inapplicable models, and to preserve the relative weights between the remaining GMMs. We understand this methodology is consistent with that used by USGS to develop their National Seismic Hazard Maps. 4.3.2.2 MCER Response Spectrum Modification for Targeted Risk The MCE hazard is risk-adjusted to achieve a 1 percent probability of collapse in 50 years. We calculated the risk coefficients using ASCE 7-16 Section 21.2.1.2, by using an iterative integration procedure that combines the probability of exceedance of a given spectral acceleration with a lognormal probability density function representing the probability of collapse for that particular spectral acceleration (also known as a fragility curve). The risk coefficients were calculated using a MATLAB script obtained from USGS and were determined using a lognormal standard deviation of 0.6. The resulting risk coefficients are about 5 percent lower than the coefficient values from the alternative approach in ASCE 7-16 Section 21.2.1.1, which uses a higher standard deviation of 0.8. The input to the MATLAB script consisted of seismic hazard curves at each period (i.e., annual exceedance frequency versus spectral acceleration), which were obtained from the PSHA. The primary outputs of the script are the MCER and 2 percent in 50-year uniform hazard response spectra. The risk coefficients, which the MATLAB script also computes, are simply the ratio of these two response spectra. These coefficients are listed in Table E5 (attached). 4.3.2.3 MCER Response Spectrum Modification for Maximum Component The results of the PSHA are geometric mean uniform hazard response spectra. The calculated spectral accelerations are orientation-independent, geometric mean horizontal components of the ground motions. However, the maximum spectral acceleration over all orientations (known as the maximum component or peak directional accelerations) is a more significant parameter for structural design (NEHRP 2009). In order to develop the maximum component spectrum, the geometric mean response spectrum obtained from the PSHA was adjusted by period-dependent factors that relate maximum component to geometric mean spectral accelerations. We used the scale factors from Shahi and Baker (2013) to develop the MCER. These factors are shown in Table E5 (attached). 4.3.3 Site-Specific Hazard Contributions The PSHA was computed for VS30 conditions of 1,600 feet per second (488 meters per second). The 1,600 feet per second VS30 condition was selected to be representative of a half-space condition below the project site and is the condition used for the selection of ground motions and calculation of site amplification. The 918 feet per second VS30 condition was used to evaluate the relative contribution of hazard from seismic sources to the total hazard at the project site. The deaggregated hazard of the period range of interest from 0.1 to 1.0 second was used to evaluate the mean percent contribution of the three seismic sources to the hazard at the site, as summarized in Table E6. 19583-00 January 20, 2022 North County Development Buildings | E-11 Table E6 â€“ Mean Seismic Hazard Contributions at 2,475-year Return Period Deaggregated Values Percent Number of Source Types Rrup Contribution Epsilon Mw Motions (kilometers) Subduction Interface 21 1.5 9.0 128.4 2 Subduction Intraslab 17 1.9 7.1 84.5 2 Shallow Crustal 62 1.4 6.6 19.0 4 Note: Deaggregated values of Epsilon, Mw and Rrup were averaged from the deaggregation results at 0.1, 0.6, 0.7, and 1.0 second. The MCER response spectra developed for the outcrop condition are shown on Figure E3. The MCER response spectrum for the outcrop is shown with the Site Class C code-based spectrum and the geometric mean MCE spectrum for comparison. 4.3.4 Ground Motion Selection For the 2,475-year return period, a suite of eight single-component ground motions that represent an equivalent outcropping condition was selected for input to the 1D site response analyses. The ground motions were selected based on the following criteria: ï® Spectral shape, with respect to the target uniform hazard spectrum (UHS); ï® Source mechanism (i.e., shallow crustal, subduction interface, and subduction intraslab); ï® Moment magnitude and source-to-site distance; and ï® Recording station geology. The PSHA deaggregation data were analyzed to obtain the percent contribution to each hazard level from subduction interface, subduction intraslab, and shallow crustal earthquake sources (Table E6). Potential candidate ground motions were selected based on identifying an initial scaling factor that minimized the mean-squared error between the ground motion response spectra and the target UHS in the period range of interest. The selected ground motions are described in Table E7 (attached) and their response spectra are shown in Figure E4. 4.4 Soil Properties 4.4.1 Representative Soil Profile A representative 1D soil profile for use in the site response analyses was developed using available site investigation information and regional geology. The soil conditions for the profile used for site response analyses were generalized for eight major layers above the half-space. These layers are associated with different soil types and shear wave velocity characteristics. The depth and thickness of the seven major layers for the profile are summarized in Table E8. 19583-00 January 20, 2022 North County Development Buildings | E-12 Table E8 â€“Soil Stratigraphy Considered for Profile in Site-specific Response Analyses Profile Depth VS Range Major Soil Type (feet) (feet per Generalized Soil Conditions USCS Symbol (Thickness) second) Surficial Silty Sand â€“ loose to medium dense silty 0 to 5 (5) 589 to 765 SM sand with varying amounts of gravel content. 5 to 10 (5) 683 to 893 SM, SP, SP-SM Upper Sand â€“ dense sand 10 to 30 (20) 791 to 952 30 to 155 (125) 892 to 1044 SM, SP, SP-SM Lower Sand â€“ medium dense sand 155 to 180 (25) 994 to 1129 180 to 210 (30) 1065 to 1413 Till â€“ very hard clay and very dense sand with CL, SW 210 to 240 (30) 1256 to 1549 varying amounts of cobbles and boulders. 240 to 270 (30) 1424 to 1726 Note: Till not encountered in any of the historical explorations, and the presence of till is determined based on the increase in shear wave velocity and available geologic maps (Minard, 1985). 4.4.2 Shear Wave Velocity The VS profile for the site response analyses is based on shear wave velocity measurement for the project site. A MAM survey was conducted by OYO Corporation, Pacific at the site. This VS profile was used for the site response analyses. The VS measurements are provided in Figure E5. 4.4.3 Total Stress Nonlinear Soil Properties The nonlinear shear modulus reduction (G/Gmax) and damping curves are assigned to the analysis profile based on soil type and in situ effective stress. Empirical correlations for soil G/Gmax modulus reduction and damping with shear strain are used to generate the total stress nonlinear soil behavior for model layers, which is then fit to a hyperbolic soil model. The selection of the soil model and correlations for the nonlinear soil curves are presented in the following sections. The nonlinear time domain site response analyses conducted in our investigation were either â€œtotal stressâ€ analyses or â€œeffective stressâ€ analyses. A total stress analysis does not consider the effects of porewater pressure generation from cyclic loading of the soil. An effective stress analysis includes these effects as additional model parameters to a total stress analysis. 4.4.3.1 Soil Models The General Quadratic/Hyperbolic (GQ/H) soil model (Groholski et al. 2016) with Modulus Reduction Factor (MRDF, Phillips and Hashash 2009) is selected for use. The GQ/H model is a strength-controlled soil model that uses an asymptote to bound model behavior such that the shear strength of the soil never exceeds the asymptote. GQ/H modeling parameters are fit to the small-strain region of the G/Gmax curve to capture the initial onset of nonlinearity with shear strain in the soil and the large-strain region of the curve is controlled by a specified soil strength. The MRDF is an additional component of the model fit which reduces the size of unload-reload hysteretic loops relative to Masing (1926) behavior. 19583-00 January 20, 2022 North County Development Buildings | E-13 The MRDF model parameters do not affect the soil backbone behavior of the GQ/H model and are fit to the hysteretic damping over all strain ranges. The GQ/H model also has a formulation which includes shear modulus degradation from excess porewater pressure generation, and the same model parameters in the total stress analyses are used in the effective stress analyses. 4.4.3.2 Small-Strain Damping The small strain damping, Dmin, can be estimated from laboratory curves as an intercept of the hysteric damping curve at 0 percent shear strain (as is the case with the Darendeli (2001) correlations used in this study), or from field recordings of ground motions at a site. Damping values measured in the laboratory are typically lower than those observed in the field, since the damping measured in a soil sample does not include wave scattering effects. These analyses use values of Dmin as estimated by the Darendeli (2001) correlations without adjustment. For this analysis, the estimation from laboratory curves is likely conservative as periods less than 1 second are typically most influenced by the small- strain damping. The computed Dmin of the soil profile ranges from 2.0 percent at the ground surface to 0.5 percent at depth. 4.4.3.3 Empirical G/Gmax and Damping curves The GQ/H model is fit to empirical correlations for G/Gmax and damping curves. Because the GQ/H model uses shear strength as an input parameter, empirical correlations which do not consider the implied shear strength of the G/Gmax curve (i.e., the shear stress-strain behavior resulting from the combination of VS and the empirical G/Gmax curve) are more readily usable. The empirical G/Gmax and damping correlations used in the development of the nonlinear soil curves are presented in Table E9. Table E9 â€“ Nonlinear Curve Soil Index Properties Depth Range Unit Weight Friction Angle (feet) Empirical Model (pcfa) (degrees) (Thickness) 0 to 5 (5) 125 38 5 to 10 (5) 125 38 10 to 30 (20) 130 40 30 to 155 (125) 125 34 Darendeli (2001) Sand 155 to 180 (25) 140 40 180 to 210 (30) 140 40 210 to 240 (30) 140 40 240 to 270 (30) 140 38 Note: a. pcf = pounds per cubic foot The material properties presented in Table E9, above, are generally consistent with the soil properties reported in Section 2 of this Appendix, the regional geology, and our experience in the project area. 19583-00 January 20, 2022 North County Development Buildings | E-14 The Darendeli (2001) correlations are mean stress dependent. The mean stress of the soil layers was computed from the at-rest lateral earth pressure, K0, by ð¾ð¾ = (1âˆ’sin(Ï•))OCRsin(Ï•) 0 where Ï• is the soil friction angle and OCR is the over-consolidation ratio. For all granular soil layers, the OCR was taken as unity, which collapses the above relationship to the commonly used Jaky (1948) relationship for K0. Excessive softening and base isolation effects can occur when modeling thin soil layers near surface under very low effective stresses with just a friction angle. To address this, a minimum strength of 150 psf was added to the thin soil layer at the ground surface. A summary of the resulting shear strength is shown in Figure E6, along with the implied shear strength computed from the VS, GQ/H curve fit and density of each soil layer for a 10 percent shear strain condition as DEEPSOIL curve fitting results. 4.4.4 Effective Stress Nonlinear Soil Properties Effective stress soil parameters are the model parameters that govern the rate of excess porewater pressure generation during an analysis and how much that excess porewater pressure reduces the stiffness of the soil through modulus degradation. The Matasovic and Vucetic (1995) model for sand and low-plasticity silt was selected for use with all soil layers where positive excess porewater pressures are expected. The model parameters, based on Matasovic (1993) porewater pressure generation, are typically determined by fitting model behavior to cyclic undrained lab test data. The selected effective stress model parameters are shown in Table E10. Table E10 â€“ Analysis Profile Effective Stress Parameters Matasovic and Vucetic (1993) parameters Depth Range Soil Type Reference v f p F s Î³ (%) SM, SP, SP-SM (Upper Vucetic and 5 to 270 feet 1 1a 1.05 b b 0.02 Sand; Lower Sand) Dobry (1989) Notes: a. In the original reference, 2 is used. b. Computed for each model soil layer with correlations listed in Carlton (2014). A material model based on literature values for similar soil was considered for the soil types encountered at the project site. As the soil across the site is fairly uniform, the effective stress porewater pressure parameters of the Heber Road Site Sand PB from Vucetic and Dobry (1989) were used as a basis for the determination of the parameters of the site. Values for F and s were determined using functions determined by Carlton (2014). The function for determining F is based on shear wave velocity and the function for determining s is based on fines content. The reference effective stress model parameters are shown in Table E10. The parameters v, p, F, and s are curve-fitting parameters, 19583-00 January 20, 2022 North County Development Buildings | E-15 and Î³ is a threshold shear strain below which porewater pressure generation does not occur in the model. 4.5 Surface Response Spectra The interpretation of analysis results and development of the recommended spectrum are detailed in the following sections. 4.5.1 Analysis Results 1D site response analyses were conducted on the representative soil profile described above. The selected input earthquake motions were applied to the base of the soil column and were propagated upward through the soil column. The response of the soil column is characterized by the spectral acceleration at the ground surface, which accounts for any amplification or de-amplification of the outcropping motions by the soil column. The site effect (i.e., amplification or de-amplification by the soil column) is usually represented by an amplification factor, defined as the spectral ratio between the surface and base response spectra. For the analyses conducted in this study, the linearly averaged amplification factor from all eight ground motions was computed and multiplied by the base response spectrum to generate a surface response. This surface spectrum is referred to as amplified outcrop response spectrum and is consistent with the procedures in ASCE 7-16 Chapter 21.1.3. The surface spectrum was then taken as the maximum value of the amplified outcrop response spectrum and the averaged surface spectrum of the DEEPSOIL outputs. These surface spectra for the equivalent liner, non- linear total stress, and non-linear effective stress analyses along with the average of the surface response spectra can be found in Figures E7 through E9. A comparison of the amplified outcrop response spectrum and the averaged surface spectrum of the DEEPSOIL outputs is presented in Figure E13. The total stress and effective stress analyses conducted for all periods show de-amplification effects at periods less than approximately 1 second at the ground surface and amplification at periods greater than approximately 1 second (Figures E10 through E12) except at periods between 0.3 and 0.4 second for the total stress analysis where some ground motions show amplification effects and others show de- amplification effects. The average amplification factor between these periods for the total stress analysis is about 1. The equivalent linear analysis showed de-amplification effects up to a period of about 0.6 second, and amplification effects after 0.6 second. The low surface responses at short periods are generally driven by the strain and resulting hysteretic damping that occurred in the loose to medium dense sand layers (Figures E14 through E16). In the effective stress analyses, larger strains were generated in the model as pore pressures were generated in the medium dense sand layers, resulting in further cyclic softening of the soil. 4.5.2 Recommended Response Spectra We developed the recommended design spectrum considering the results from the total and effective stress analyses, the equivalent linear analysis, and comparison to the code-based spectra. Both the non- 19583-00 January 20, 2022 North County Development Buildings | E-16 liquefied (total stress analysis) and liquefied (effective stress analysis) response spectra are shown with the code-based spectra for comparison, in Figure 3 in the main body of this report. The recommended surface response spectrum is also shown in Figure 3 of the main body of this report. The recommended spectrum accounts for the reduction from the site-specific analyses at short periods compared to the Site Class D spectrum and the site-specific amplification effects at some longer periods. The recommended surface spectrum satisfies the minimum bound requirement of ASCE 7-16 that the surface spectrum should not be lower than the 80 percent of the Class D code-based spectrum as modified by Chapter 21. The recommended design earthquake spectrum is computed as 2/3 of the MCER spectrum. Tabular values of the recommended spectra are provided in Table E11, as well as in Table 1 of the geotechnical report. Table E11 â€“ Recommended Surface Response Spectra Recommended Design Period Recommended MCER Earthquake Spectrum (seconds) Spectrum (2/3 MCER) 0.01 0.42 0.28 0.17 0.96 0.64 0.97 0.96 0.64 1.07 0.88 0.59 1.15 0.82 0.55 1.21 0.78 0.52 1.30 0.73 0.49 1.64 0.66 0.44 2.10 0.44 0.29 3 0.25 0.17 3.5 0.22 0.14 4 0.19 0.13 Notes: a. Recommended Design Spectrum SDS = 0.60 g, per Section 21.4 of ASCE 7-16 b. Recommended Design Spectrum SD1 = 0.72 g, per Section 21.4 of ASCE 7-16 19583-00 January 20, 2022 North County Development Buildings | E-17 5.0 References ASCE 7-16 2017. American Society of Civil Engineers. Minimum Design Loads and Associated Criteria for Buildings and Other Structures. American Society of Civil Engineers. Abrahamson, N.A., N. Kuehn, Z Gulerce, N. Gregor, Y. Bozorgnia, G. Parker, J. Stewart, B. Chiou, I. M. Idriss, K. Campbell, R. Youngs 2018. Update of the BC Hydro Subduction Ground-Motion Model using the NGA- Subduction Dataset; Pacific Earthquake Engineering Research Center Report 2018/02. Abrahamson, N.A., Silva, W.J., and R. Kamai 2014. Summary of the ASK14 ground-motion relation for active crustal regions; Earthquake Spectra, Vol. 30, No. 3, August 2014. Atkinson, G.M., and D.M. Boore 2003. Empirical ground-motion relations for the subduction-zone earthquakes and their applicability to Cascadia and other regions; Bulletin of the Seismological Society of America, v. 93, p. 1,703-1,729. Atkinson, G. M., and D. M. Boore 2008. Erratum: Empirical ground-motion relations for subduction zone earthquakes and their application to Cascadia and other regions, Bull. Seism. Soc. Am. 98, 2567-2569. Boore, D.M, Stewart, J.P., Seyhan, Emel, and G.A. Atkinson 2014. NGA-West2 equations for predicting PGA, PGV, and 5% damped PSA for shallow crustal earthquakes. Earthquake Spectra Vol. 30, No. 3, August 2014. Boore, David. M. Jonathan P. Stewart, Emel Seyhan, Gail M. Atkinson 2013. â€œNGA-West2 Equations for Predicting Response Spectral Accelerations for Shallow Crustal earthquakes.â€ Pacific Earthquake Engineering Center 2013/05. May 2013. Brocher, Thomas M., Parsons, T., Blakely, R.J., Christensen, N.I., Fisher, M. A., Wells, R.E, and the SHIPS Working Group 2001. â€œUpper Crustal Structure in Puget Lowland, Washington: Results from the 1998 Seismic Hazards Investigation in Puget Sound.â€ Journal of Geophysical Research, Volume 106, NO. B7, Pages 13, 541-13, 564, July 10, 2001. Campbell, K.W. and Y. Bozorgnia 2014. NGA-West2 Ground motion model for the average horizontal components of PGA, PGV, and 5% damped linear acceleration response spectra; Earthquake Spectra, Vol. 30, No. 3, August 2014. Carlton, B. 2014. â€œAn Improved Description of the Seismic Response of Sites with High Plasticity Soils, Organic Clays, and Deep Soft Soil Deposits.â€ PhD Thesis. University of California, Berkeley. Chiou, B.S.J. and R.R. Youngs 2014. Update of the Chiou and Youngs NGA model for the average horizontal component of peak ground motion and response spectra; Earthquake Spectra, Vol. 30, No. 3, August 2014. Consortium of Organizations for Strong Motion Observation Systems (COSMOS) 2017. Strong Motion Virtual Data Center available: http://www.strongmotioncenter.org. 19583-00 January 20, 2022 North County Development Buildings | E-18 Darendeli, M. B. 2001. Development of a New Family of Normalized Modulus Reduction and Material Damping Curves, Department of Civil, Architectural and Environmental Engineering, The University of Texas, Austin, Texas. GeoEngineers 2017. Geotechnical Engineering Services â€“ North County Project, Arlington, Washington. December 29, 2017. File No. 0482-051-03. Groholski, D., Hashash, Y., Kim, B., Musgrove, M., Harmon, J., and Stewart, J. 2016. "Simplified Model for Small-Strain Nonlinearity and Strength in 1D Seismic Site Response Analysis." J. Geotech. Geoenviron. Eng., 10.1061/(ASCE)GT.1943-5606.0001496, 04016042. Hashash, Y.M.A., Musgrove, M.I., Harmon, J.A., Groholski, D.R., Phillips, C.A., and Park, D. 2016 â€œDEEPSOIL 6.1, User Manualâ€. Urbana, IL, Board of Trustees of University of Illinois at Urbana- Champaign. Idriss, I.M. 2014. An NGA-West2 empirical model for estimating the horizontal spectral values generated by shallow crustal earthquakes; Earthquake Spectra, Vol. 30, No. 3, August 2014. Jaky, J. 1948. "Pressure in silos." ICSMFE, London 1: 103-107. Masing G. Eignespannungen und verfestigung beim messing. In: Second International Congress on Applied Mechanics, Zurich, Switzerland, 1926, pp. 332â€“335. Matasovic, N. and Vucetic, M. 1995. Generalized Cyclic Degradation-Pore Pressure Generation Model for Clays. Journal of Geotechnical Engineering, ASCE, Vol. 121, No. 1, pp. 33-42. Matasovic, Neven, and M. Vucetic 1993. "Cyclic Characterization of Liquefiable Sands," ASCE Journal of Geotechnical and Geoenvironmental Engineering, Vol. 119, No. 11, pp 1805-1822. Minard, J.P., 1985, Geologic map of the Arlington Wes 7.5 minute quadrangle, Snohomish County, Washington: U.S. Geological survey, Miscellaneous Field Studies Map MF-1740, Scale 1:24,000. NOAA (2017). Earthquake Strong Motion Data Catalog. https://www.ngdc.noaa.gov/hazard/smcat.shtml. PEER (2015). NGA-West2 Database â€“ Shallow Crustal Earthquakes in Active Tectonic Regimes. Pacific Earthquake Engineering Research Center. http://ngawest2.berkeley.edu/. Petersen et al. 2014. Documentation for the 2014 Update of the United States National Seismic Hazard Maps. Open-File Report 2014-1091. Phillips, C. and Y. M. A. Hashash 2009. "Damping formulation for non-linear 1D site response analyses." Soil Dynamics and Earthquake Engineering, 29(7): Pages 1143-1158. Vucetic, M and R. Dobry 1989. Cyclic Triaxial Strain Controlled Testing of Liquefiable Sands. Advanced Triaxial Testing of Soil and Rock, ASTM STP 977, pp. 475-485. 19583-00 January 20, 2022 North County Development Buildings | E-19 Zhao, J.X., et al. 2006. Attenuation relations of strong motion in Japan using site classification based on predominant period; Bulletin of the Seismological Society of America, v. 96, p. 898-913. Attached Tables and Figures: Table E5: Development of Outcrop MCER spectrum Table E7: Characteristics of Selected Ground Motions for Site Response Analysis Figure E3: SNOPUD Rock Outcrop Spectra Figure E4: Response Spectra of Scaled Outcrop Input Ground Motions of MCER Hazard Figure E5: Shear Wave Velocity Profile for Site Response Analysis Figure E6: Assumed Shear Strength Profile Figure E7: DEEPSOIL Total Stress Surface Response Figure E8: DEEPSOIL Equivalent Linear Surface Response Figure E9: DEEPSOIL Effective Stress Surface Response Figure E10: Amplification Factors â€“ Total Stress Analysis Figure E11: Amplification Factors â€“ Equivalent Linear Analysis Figure E12: Amplification Factors â€“ Effective Stress Analysis Figure E13: Rock Outcrop, Amplified and Computed Spectra Figure E14: Maximum Shear Strain â€“ Total Stress Analysis Figure E15: Maximum Shear Strain â€“ Equivalent Linear Analysis Figure E16: Maximum Shear Strain and Porewater Pressure â€“ Effective Stress Analysis \\haleyaldrich.com\share\sea_projects\Notebooks\1958300_SNOPUD_On-Call_Geotech_CW2242093\Deliverables\Reports\Final Geotechnical Report - North County\Attachments\Appendix E\2022_0120_Appendix E Site Response Analysis.docx 19583-00 January 20, 2022 Table E5 - Development of Rock Outcrop MCER Response Spectrum Hart Crowser PSHA Site- Maximum Specific (Vs30 = 1,600 ft/s) Risk Coefficients ASCE 7-16 Code-Based HAZ45.2 Site Class C Period Component Factor Calculated MCER 2,475-year Response (ASCE 7-16 MCER Response (Vs30 = 1,600 ft/s) Rock (s) 1 2 (Shahi and Baker Response Spectrum (g) 3 Spectrum (g) Method 2) Spectrum Site Class C (g) Outcrop Spectrum 2013) (Geometric Mean) 0.01 0.559 0.927 1.19 0.616 0.590 0.616 0.1 1.172 0.925 1.19 1.290 1.263 1.290 0.2 1.388 0.927 1.21 1.557 1.263 1.557 0.3 1.225 0.922 1.22 1.378 1.263 1.378 0.4 1.033 0.918 1.23 1.166 1.263 1.166 0.5 0.879 0.914 1.23 0.989 1.126 0.989 0.6 0.751 0.914 1.23 0.846 0.938 0.846 0.7 0.665 0.910 1.24 0.750 0.804 0.750 0.8 0.596 0.907 1.24 0.670 0.704 0.670 0.9 0.534 0.907 1.24 0.600 0.626 0.600 1 0.486 0.904 1.24 0.545 0.563 0.545 1.5 0.320 0.900 1.24 0.357 0.375 0.357 2 0.232 0.897 1.24 0.258 0.282 0.258 3 0.137 0.892 1.25 0.152 0.188 0.152 4 0.091 0.889 1.26 0.101 0.141 0.113 5 0.062 0.888 1.26 0.069 0.113 0.090 6 0.047 0.889 1.27 0.053 0.094 0.075 7 0.036 0.891 1.28 0.042 0.069 0.055 8 0.030 0.892 1.28 0.034 0.053 0.042 9 0.025 0.889 1.29 0.029 0.042 0.033 10 0.021 0.892 1.29 0.024 0.034 0.027 1. Highlighted Values were obtained from Hart Crowser's PSHA. 2. Risk coefficients based on the site class B/C boundary were obtained at each period using a Matlab routine provided to us by USGS. 3. The calculated MCER is the product of the Hart Crowser PSHA site-specific response spectrum, risk coefficients, and maximum component factors. Table E7 â€“ Characteristics of Selected Ground Motions for Site Response Analysis Distances (km) Max. HC V Scale Earthquake Recording Station Magnitude Fault S30 Useable Fault Mechanism Component Name Record ID Epicentral Hypocentral (m/s) a,b,c Factor Rupture Period (s) Shallow - Crustal RSN739_LOMAP_AN 1 1989 Loma Prieta, California Anderson Dam (Downstream) 6.9 20.3 26.6 31.8 489 10 2.64 Reverse Oblique D250 Coyote Lake Dam - Southwest Shallow - Crustal RSN755LOMAP_CYC 2 1989 Loma Prieta, California 6.9 20.3 30.8 35.4 561 6 3.89 Abutment Reverse Oblique 195 RSN4031_SANSIME 3 2003 San Simeon, CA Templeton - 1-story Hospital 6.5 6.2 36.6 37.6 411 11 Shallow - Crustal Reverse 1.56 O_36695090 RSN133FRIULI.B_B- 4 1976 Friuli (aftershock 13), Italy San Rocco 5.9 - 16.9 27.0 650 27 Shallow - Crustal Reverse 3.10 SRO000 5 2001 El Salvador OBS 7.6 - - 109 - - Subduction - Intraslab OBS_090 1.77 6 2001 Olympia, Washington OLY49 6.9 - - 74.7 - - Subduction - Intraslab OLY49_086 2.85 7 2011 Tohoku, Japan TCG001 9.0 91.9 277.0 254.0 486 66.6 Subduction - Interface TCG001_EW 1.73 9 2010 Offshore Bio-Bio, Chile ME 8.8 - 362.0 - - - Subduction - Interface ME_EW 3.87 Notes: Interface records were downloaded as either corrected or uncorrected accelerograms. Uncorrected accelerograms were baseline-corrected and filtered using a high-pass Butterworth filter with a lower bound frequency of 0.02 Hz. Crustal records were downloaded as corrected accelerograms from the NGA-West2 database. 2 ASCE 7-16 Code-Based MCER Response Spectrum Site Class C 1.8 HAZ45.2 Site Class C (Vs30 = 1,600 ft/s) PSHA Spectrum (Geometric Mean) HAZ45.2 Site Class C (Vs30 = 1,600 ft/s) Rock Outcrop 1.6 Spectrum 1.4 1.2 1 Spectral Acceleration (g)0.8 0.6 0.4 0.2 0 0 1 2 3 Period (s) North County Development Arlington, Washington Rock Outcrop Spectra 19583-00 12/2020 Figure E3 LIK 12/31/2020 \\seafs\Projects\Notebooks\1958300_SNOPUD_On-Call_Geotech_CW2242093\Analysis and Calcs\Calc_4 Ground Motion Selection\Method 2 Development of MCER -SNOPUD_v2.xlsx 2.5 2 1.5 1 5% Damped Spectral Acceleration (g) 0.5 0 0.01 0.1 1 Period (s) TCG001_EW, SF =1.73 ME_EW, SF = 3.87 OBS_090, SF = 1.77 OLY49_086, SF = 2.85 RSN4031_SANSIMEO_36695090, SF = 1.56 RSN133FRIULI.B_B-SRO000, SF = 3.10 RSN739_LOMAP_AND250, SF = 2.64 RSN755LOMAP_CYC195, SF = 3.89 HAZ45.2 Site Class C (Vs30-1,600 ft/s) Rock Outcrop Spectra Average of Scaled Spectra Note: North County Development Arlington, Washington SF = Scale Factor Response Spectra of Scaled Outcrop Input Ground Motions for MCER Hazard 19583-00 20-Dec Figure E4 Shear Wave Velocity, Vs (ft/s) 0 500 1000 1500 2000 0 50 100 150 Depth (feet)200 250 \Analysis and Calcs 300 Call Geotech CW2242093- 350 A-array B-array \1958300 SNOPUD On C-array D-array \Notebooks E-array F-array \Projects seafs G-array Time-Averaged Shear Wave Velocity \\ LIK 12/08/20 Note: The assumed outcrop condition for site North County Development response analyiss is at 270 Feet in depth with Arlington, Washington a shear wave velocity of 1,600 feet/second. Shear Wave Velocity Profile for Site Response Analysis 19583-00 20-Dec Figure E5 Shear Strength (psf) 0 2000 4000 6000 8000 10000 12000 14000 16000 0 Assumed Shear Strength Deepsoil Curve Fit 50 100 Depth (ft) 150 \Analysis and Calcs 200 Call Geotech CW2242093- 250 \1958300 SNOPUD On \Notebooks \Projects seafs \\ LIK 12/08/20 North County Development Arlington, Washington Assumed Shear Strength Profile 19583-00 20-Dec Figure E6 1.6 1.4 1.2 1 0.8 0.6 5% Damped Spectral Acceleration (g) 0.4 0.2 \Analysis and Calcs 2242093 0 0 0.5 1 1.5 2 2.5 3 3.5 4 Call Geotech CW- Period (s) ME_EW OBS_090 SNOPUD On OLY49_086 RSN133_Friuli.B_B-SRO000 \1958300 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 \Notebooks \Projects RSN4031_SANSIMEO_36695090 TCG001_EW seafs \\ /20 DEEPSOIL Total Stress Surface Response Average /08 12 LIK North County Development Notes: Arlington, Washington Surface response presented are those computed in DEEPSOIL DEEPSOIL Total Stress Surface Response Average 19583-00 20-Dec Figure E7 2 1.8 1.6 1.4 1.2 1 0.8 0.6 % Damped Spectral Acceleration (g) 5 0.4 \Analysis and Calcs0.2 2242093 0 0 0.5 1 1.5 2 2.5 3 3.5 4 Call Geotech CW- Period (s) ME_EW OBS_090 SNOPUD On OLY49_086 RSN133_Friuli.B_B-SRO000 \1958300 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 \Notebooks RSN4031_SANSIMEO_36695090 TCG001_EW \Projects seafs \\ DEEPSOIL Equivalent Linear Average Surface Resposne /20 /08 12 LIK North County Development Notes: Arlington, Washington Surface response presented are those computed in DEEPSOIL DEEPSOIL Equivalent Linear Surface Response 19583-00 20-Dec Figure E8 1.4 1.2 1 0.8 0.6 0.4 5% Damped Spectral Acceleration (g) 0.2 \Analysis and Calcs 0 0 0.5 1 1.5 2 2.5 3 3.5 4 Call Geotech CW2242093- Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 \1958300 SNOPUD On RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 \Notebooks \Projects RSN4031_SANSIMEO_36695090 TCG001_EW seafs \\ DEEPSOIL Effective Stress Surface Response Average LIK 12/08/20 North County Development Notes: Arlington, Washington Surface response presented are those computed in DEEPSOIL DEEPSOIL Effective Stress Surface Response 19583-00 20-Dec Figure E9 10 1 Amplificaiton Ratio \Analysis and Calcs 0.1 0.01 0.1 1 Call Geotech CW2242093- Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 \1958300 SNOPUD On RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 \Notebooks \Projects RSN4031_SANSIMEO_36695090 TCG001_EW seafs \\ Average Amplification Ratio - Total Stress Analysis LIK 12/08/20 North County Development Notes: Arlington, Washington Amplification ratios determined as the ratio of the scaled input ground motions and the surface Amplification Ratio - Total Stress Analysis reponse ground motions computed in DEEPSOIL. 19583-00 20-Dec Figure E10 10 1 Amplifcation Ratio \Analysis and Calcs 0.1 0.01 0.1 1 Call Geotech CW2242093- Period (s) ME_EW OBS_090 OLY49_086 RSN133_Friuli.B_B-SRO000 \1958300 SNOPUD On RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 \Notebooks \Projects RSN4031_SANSIMEO_36695090 TCG001_EW seafs \\ Average Amplification Ratio - Equivalent Linear Analysis LIK 12/08/20 North County Development Notes: Arlington, Washington Amplification ratios determined as the ratio of the scaled input ground motions and the surface Amplification Ratio - Equivalent Linear Analysis reponse ground motions computed in DEEPSOIL. 19583-00 20-Dec Figure E11 10 1 5% Damped Spectral Acceleration (g) \Analysis and Calcs 2242093 0.1 0.01 0.1 1 Call Geotech CW- Period (s) ME_EW OBS_090 SNOPUD On OLY49_086 RSN133_Friuli.B_B-SRO000 \1958300 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 \Notebooks \Projects RSN4031_SANSIMEO_36695090 TCG001_EW seafs \\ /20 Average Amplification Ratio - Effective Stress Analysis /08 12 LIK North County Development Arlington, Washington Notes: Amplification ratios determined as the ratio of the scaled input ground motions and the surface Amplification Ratio - Effective Stress Analysis reponse ground motions computed in DEEPSOIL. 19583-00 20-Dec Figure E12 1.8 1.6 1.4 1.2 1 0.8 0.6 5% Damped Spectral Acceleration (g) 0.4 \Analysis and Calcs0.2 0 0 0.5 1 1.5 2 2.5 3 3.5 4 Call Geotech CW2242093- Period (s) MCER PSHA Rock Outcrop Spectrum for Vs30 = 1,600 ft/s Amplified Surface Response - Total Stress Analysis \1958300 SNOPUD OnAmplified Surface Response - Equivalent Linear Analysis Amplified Surface Response - Effective Stress Analysis \Notebooks DEEPSOIL Total Stress Surface Response Average DEEPSOIL Equivalent Linear Average Surface Resposne \Projects seafs \\ DEEPSOIL Effective Stress Surface Response Average LIK 12/08/20 North County Development Arlington, Washington Notes: Amplified surface response spectra computed by MCER PSHA Rock Outcrop Spectra, Amplified multiplying the DEEPSOIL amplification ratio by the Surface Response Spectra, and DEEPSOIL Computed MCER PSHA Rock Outcrop Spectrum for Vs30 = Surface Response Spectra 1,600 feet/second. 19583-00 20-Dec Figure E13 Maximum Shear Strain (%) 0.01 0.10 1.00 0 ME_EW OBS_090 OLY49_086 50 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 100 RSN4031_SANSIMEO_36695090 TCG001_EW Average Max Strain - Total Stress Analysis 150 Depth (ft) \Analysis and Calcs 200 Call Geotech CW2242093- \1958300 SNOPUD On250 \Notebooks \Projects seafs \\ 300 LIK 12/08/20 North County Development Arlington, Washington Maximum Shear Strain - Total Stress Analysis 19583-00 20-Dec Figure E14 Maximum Shear Strain (%) 0.01 0.10 1.00 0 ME_EW OBS_090 OLY49_086 50 RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 RSN755_LOMAP_CYC195 100 RSN4031_SANSIMEO_36695090 TCG001_EW Average Max Strain - Equivalent Linear Analysis 150 Depth (ft) \Analysis and Calcs 2242093 200 Call Geotech CW- SNOPUD On \1958300 250 \Notebooks \Projects seafs \\ /20 /08 300 12 LIK North County Development Arlington, Washington Maximum Shear Strain - Equivalent Linear Analysis 19583-00 20-Dec Figure E15 Maximum Shear Strain (%) Maximum Porewater Pressure Ratio 0.01 0.10 1.00 10.00 100.00 0.00 0.50 1.00 0 0 50 50 100 100 150 150 Depth (ft) Depth (ft) 200 200 \Analysis and Calcs 2242093 Call Geotech CW- 250 250 SNOPUD On \1958300 300 300 \Notebooks \Projects ME_EW seafs \\ OBS_090 /20 /08 12 OLY49_086 LIK RSN133_Friuli.B_B-SRO000 RSN739_LOMAP_AND250 North County Development Arlington, Washington RSN755_LOMAP_CYC195 Maximum Shear Strain and Porewater Pressure - RSN4031_SANSIMEO_36695090 Effective Stress Analysis TCG001_EW 19583-00 20-Dec Average Max Strain - Effective Stress Analysis Figure E16 2/28/22, 7:21 PM https://waenergycodes.com/print_project_summary_form.php?k=aWQ9ODQ1NCZmdmk9MTgmY3RpPQ==&print=1 LIGHTING COMPLIANCE SUMMARY 2018 WSEC Compliance Forms for Commercial Buildings including Group R2, R3 & R4 over 3 stories and all R1 Administered by: Â©2022 NEEA, All rights reserved Project Title Snohomish County PUD North County Community Office, Heated Parking - 2018 WSEC For Building Department Use: Date: Mar 01, 2022 17601 59th Ave NE Project Address Project & Applicant Arlington, WA 98223 Information Applicant Name Shane Fulwiler Applicant Phone 206-448-3376 Applicant Email shane.fulwiler@hargis.biz For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com General Occupancy All Commercial General Building Use Type Parking, Vehicle Garage Building Cond. Floor Area 2,080 New Building or Project Cond. Floor Area 1,880 Interior Lighting Alteration General Project Types New Building Addition Floors Above Grade 1 Exterior Lighting Lighting Scope Lighting Scope Compliance Method Compliance Method 1 - General Lighting Project Description New standalone building Interior / Exterior LPA Calculation Project Type Luminaire Replacement Scope Compliance Method Compliance Verification Lighting Compliance Scope (Interior includes both interior & parking) Adjustment and Method New Building Interior Lighting Building area Reduced lighting power density option COMPLIES New Building Exterior Lighting Not applicable to exterior COMPLIES Additional Efficiency Reduced lighting power density credit Options Included Project Title Snohomish County PUD North County Community Office, Heated Parking - 2018 WSEC Date Mar 01, 2022 Lighting Power Calculation NEW BUILDING - INTERIOR LIGHTING Compliance Verification COMPLIES Compliance Method Building area LPA Calculation Adjustment LPA x 0.8 Interior Lighting Power Allowance - Building Area Total Watts Allowed Total Proposed Watts Compliance Status by Building Areas Gross Interior Area (SF) LPA (Watts/SF) (SF x LPA x 0.8) By Building Area Building Area Workshop 1,983 0.91 1,444 580 COMPLIES Proposed Lighting Power Density Total Watts Watts per New or Quantity of Fixtures, CLDs or Total Linear Watts per Linear Proposed Fixture Type/Application Fixture ID Building Area Fixture, CLD or Existing-to-Remain Luminaires (#F) Feet (LF) Foot (WpLF) (#F x WpF) or Luminaire (WpF) (LF x WpLF) Individual Fixtures Suspended L10D Workshop New 11 50 550 Suspended L7 Workshop New 1 30 30 Project Title Snohomish County PUD North County Community Office, Heated Parking - 2018 WSEC Date Mar 01, 2022 Proposed Fixtures Details NEW BUILDING - INTERIOR LIGHTING New or Fixture Type/Application Fixture ID Location in Documents Lamp Type Building Area Existing-to-Remain Individual Fixtures Suspended L10D E5.01 LED Workshop New Fixture Description: Suspended LED, vapor tight Are these fixtures located within a daylight zone?: No Do these fixtures require specific application lighting controls?: None required https://waenergycodes.com/print_project_summary_form.php?k=aWQ9ODQ1NCZmdmk9MTgmY3RpPQ==&print=1 1/2 2/28/22, 7:21 PM https://waenergycodes.com/print_project_summary_form.php?k=aWQ9ODQ1NCZmdmk9MTgmY3RpPQ==&print=1 Suspended L7 Sheet E5.01; Electrical Room 102 LED Workshop New Fixture Description: Suspended LED Are these fixtures located within a daylight zone?: No Do these fixtures require specific application lighting controls?: None required Project Title Snohomish County PUD North County Community Office, Heated Parking - 2018 WSEC Date Mar 01, 2022 Lighting Power Calculation NEW BUILDING - EXTERIOR LIGHTING Compliance Verification COMPLIES Exterior Lighting Zone ZONE 3 Base Site Allowance 500 Exterior Tradable Lighting Power Allowance Total Watts Allowed Surface LPA Linear LPA Total Tradable Tradable Compliance Tradable Surface Tradable Surface Sub-Type (LPA x SF) or Area (SF) (Watts/SF) Feet (LF) (Watts/LF) Proposed Watts Status (LPA x LF) Building entrances and exits Pedestrian entrances & exits 12 21 252 Base Site Allowance 500 Totals 752 120 COMPLIES Proposed Tradable Lighting Power Density Watts or Total Watts Quantity of Wattage Limit Total Linear Watts per Linear Proposed Fixture Type Fixture ID Tradable Surface Type Fixtures (#F) per Fixture Feet (LF) Foot (WpLF) (#F x WpF) or (WpF) (LF x WpLF) Individual Fixtures Wall-mounted S4A Building entrances and exits - Pedestrian entrances & exits 4 30 120 Tradable Proposed Total 120 https://waenergycodes.com/print_project_summary_form.php?k=aWQ9ODQ1NCZmdmk9MTgmY3RpPQ==&print=1 2/2 SPECIAL INSPECTION AND TESTING AGREEMENT In accordance with International Building Code Chapter 17, where application is made for construction as described in this section, the owner or the registered design professional responsible for, and acting as the ownerâ€™s agent shall employ one or more Special Inspectors to provide inspections during construction. APPLICANTS NAME PHONE EMAIL PRIMARY PHONE CONTACT EMAIL TAX I.D. NUMBER PROJECT NAME PROJECT DESCRIPTION SITE ADDRESS Before a permit can be issued: The owner, Architect or Engineer of record acting as the owner's agent, shall complete this agreement, including the required acknowledgements, and attach structural tests and inspections schedules. A pre-construction conference with the parties involved may be required to review the special inspection requirements and procedures. Approval of special inspectors: Special inspectors shall be approved by the City of Arlington prior to performing any duties. SPECIAL INSPECTION AND TESTING SHALL MEET THE MINIMUM REQUIREMENTS OF 2015 IBC. THE FOLLOWING CONDITIONS ARE ALSO APPLICABLE. 1) Duties and Responsibilities of Special Inspector a) Observe work: The Special Inspector shall observe the work for conformance with City of Arlington approved (stamped) design drawings and specifications and applicable workmanship provisions of the IBC The Architect/ Engineer-reviewed shop drawings and/ or project drawings may be used only as an aid to inspection. 1 | P a ge b) Report Non-Conforming Items: The Special Inspector shall bring non-conforming items to the attention of the Contractor and note all such items in the daily report. If any item is not resolved in a timely manner or is about to be incorporated in the work, the Special Inspector shall immediately notify the City of Arlington by telephone or in person, and notify the project Architect or Engineer. Inspector Phone c) Furnish Daily Reports: Each Special Inspector shall complete and sign an inspection report for each day's inspections to remain at the job site with the contractor for review by the City of Arlington. d) Furnish Weekly Reports: The Special Inspector or agency shall furnish weekly reports of tests and inspections directly to the City of Arlington, project Architect/ Engineer, and others as designated. These reports must include the following: i) Description of daily inspections and test made, with applicable locations. ii) Listing of all non-conforming items. iii) Report on how non-conforming items were resolved or unresolved, as applicable. iv) Itemize all changes authorized by the Architect/ Engineer of Record and City of Arlington if not included in non-conformance items. e) Furnish Final Report: The Special Inspector or inspection agency shall submit a final signed report to the City of Arlington stating that all items requiring special inspection and testing were fulfilled and reported, and to the best of his/ her knowledge, in conformance with the approved design drawings, specifications, approved change orders and the applicable workmanship provisions of the IBC. Items not in conformance, unresolved items or any discrepancies in inspection coverage (i.e., missed inspections, periodic inspections when inspection was required, etc.) shall be specifically itemized in this report. 2) Contractor Responsibilities a) Notify the Special Inspector: The Contractor is responsible for notifying the Special Inspector or agency regarding individual inspection items on the summary schedule and as noted on the City of Arlington approved plan as specified by the Architect and or Engineer of record. b) Provide Access to Approved Plans: The Contractor is responsible for providing the Special Inspector access to approved plans at the job site. c) Retain Special Inspection Records: The Contractor is also responsible for retaining at the job site all Special Inspection records submitted by the Special Inspector and providing these records for review by City of Arlington, upon request. 3) City of Arlington a) Approve Special Inspector: The City of Arlington shall approve all Special Inspectors and inspection requirements. b) Monitor Special Inspection: Work requiring special inspection and the performance of Special Inspectors shall be monitored by the City of Arlington. His/ Her approval must be obtained prior to placement of concrete or similar activities in addition to that of the Special Inspector. 2 | P a ge 4) Owner Responsibilities a) Funding: The project owner or the Architect or Engineer of record acting as the owner's agent shall fund the Special Inspection Services. 5) Architect or Engineer of Record Responsibilities a) Drawings: The Architect or Engineer of record shall include special inspection requirements on the design drawings and specifications. b) Schedule Inspections: Provide a summary schedule of required inspections which would outline frequency of inspections for items which may require multiple inspections which may include but are not limited to concrete and grout testing, compaction, testing of backfill and or road beds as recommended by the geo-tech engineer, and structural welding as work progresses. SPECIAL INSPECTION & STRUCTURAL OBSERVATION ITEMS REQUIRED BY CHAPTER 17 OF THE 2015 IBC Indicate items requiring special inspection, structural testing, or structural observations by checking the appropriate box. â˜STRUCTURAL STEEL (IBC 1705.2.1 & 1705.12.1) â˜STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL (IBC1705.2.2) â˜CONCRETE CONSTRUCTION (IBC 1705.3) â˜MASONRY CONSTRUCTION (IBC 1705.4) â˜WOOD CONSTRUCTION (IBC 1705.5, 1705.11.1 & 1705.12.2) â˜SOILS CONSTRUCTION (IBC 1705.6) â˜DRIVEN DEEP FOUNDATIONS (IBC 1705.7) â˜CAST-IN-PLACE DEEP FOUNDATIONS (IBC 1705.8) â˜HELICAL PILE FOUNDATIONS (IBC 1705.9) â˜SPRAYED FIRE-RESISTANT MATERIALS (IBC 1705.14) 3 | P a ge â˜MASTIC AND INTUMESCENT FIRE-RESISTANT COATINGS (IBC 1705.15) â˜EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) (IBC 1705.16) â˜FIRE-RESISTANT PENETRATIONS AND JOINTS (IBC 1705.17) ïƒ˜ Only required for high-rise buildings or those assigned to Risk Category III or IV per IBC Table 1604.5. â˜SMOKE CONTROL (IBC 1705.18) â˜ARCHITECTURAL COMPONENTS (IBC 1705.12.5) ïƒ˜ Only required for buildings located within Seismic Design Category D, E, or F â˜PLUMBING, MECHANICAL & ELECTRICAL COMPONENTS (IBC 1705.12.6) ïƒ˜ Only required for buildings located within Seismic Design Category C, D, E, or F â˜SEISMICALLY ISOLATED SYSTEMS (IBC 1705.12.8) â˜SPECIAL CASES (IBC 1705.1.1) â€“ material alternatives or unusual design applications â˜MISCELLANEOUS AREAS -- These inspections may be recommended by the Architect/Engineer and are to be approved by the Building department. 4 | P a ge Acknowledgements I HAVE READ AND AGREE TO COMPLY WITH THE TERMS AND CONDITIONS OF THIS AGREEMENT. (Attach more sheets for signatures if necessary) Owner First/Last name Date Signature. Contractor First/Last name Date Signature â˜Submit written statement of responsibility in accordance with IBC Section 1704.4. Special Inspector First/Last name Date Signature â˜Submit WABO certification for special inspection agency and inspectors, (or) â˜Submit Special Inspection agency documentation for Building Official approval. Names of Special Inspectors Scope of Work. Submit copies of inspector certifications provided for each discipline. Inspector First/Last name Scope of Work Inspector First/Last name Scope of Work Inspector First/Last name Scope of Work Inspector First/Last name Scope of Work Inspector First/Last name Scope of Work Inspector First/Last name Scope of Work Architect/Engineer of Record First/Last name Date Signature Structural Observer First/Last name Date Signature â˜Statement of Special Inspections completed and submitted in accordance with IBC Section 1704.3. â˜Structural Observations required in accordance with IBC Section 1704.5. 5 | P a ge Building Envelope Requirements List, pg 1 of 9 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com Project: SnoPUD NCCO - Heated parking - 2018 WSEC 17601 59th Ave NE Building C.2 Arlington, WA 98223 Date: 2022-03-02 Applies Code Section Component Compliance Information Required In Permit Location in Building Department Documentation Documents Notes SCOPE C103.1 Construction For a tenant space (first build-out) project, documents - General indicate if there is no envelope scope included in the project. C103.1 Construction For an alteration project, indicate if there is documents - General no envelope scope included in the project. C402.1.1.1 Low energy spaces Identify low energy spaces on plans; include calculations if applicable that demonstrate eligibility for envelope provisions exemption C402.1.1.2 Semi-heated spaces Identify semi-heated spaces on plans, include mechanical heating system type and calculations that demonstrate eligibility for wall insulation exemption C402.1.1.3 Greenhouse spaces Identify greenhouse spaces on plans; include non-opaque assembly information and mechanical heating system type if applicable, that demonstrates eligibility for envelope provisions exemption C402.1.2 Equipment buildings Provide building sf area, average wall and roof U-factor, installed electrical and mechanical equipment information and heating setpoint restriction, that demonstrates eligibility for envelope provisions exemption NA C402.1.2.1 Standalone elevator Provide building area, average wall and roof hoistways U-factor, installed mechanical equipment information and heating setpoint restriction, that demonstrates eligibility for envelope provisions exemption C410.2 Walk-in cooler and Identify walk-in cooler and freezer spaces on freezer spaces plans; including site assembled, site constructed and prefabricated units Identify warehouse cooler and freezer spaces on plans C101.4.1 Mixed residential & Identify spaces with different occupancy commercial building requirements on plans C503.2 Change of space Identify on plans existing unconditioned conditioning spaces changing to semi-heated or conditioned alteration space, and existing semi-heated spaces changing to conditioned space; provide calculations for existing and final level of space conditioning Page 1/9 Building Envelope Requirements List, pg 2 of 9 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com C505.1 Change of occupancy Identify on plans existing F, S and U- alteration occupancy spaces undergoing a change in occupancy and final occupancy type Group R spaces permitted before July 1, 2002 that are undergoing a change to a commercial occupancy shall be identified on plans Commercial (non-Group R) occupancy spaces undergoing a change to Group R shall be identified on plans ENVELOPE PROVISIONS YES C103.2 Compliance Indicate envelope thermal performance prescriptive/ C103.6.3 documentation compliance path (prescriptive or component C402.1.3 performance) and provide WSEC envelope C402.1.4 compliance reports C402.1.5 NA If complying via component performance, demonstrate that the Proposed Total UA is equal to or less than the Allowable Total UA If complying via total building performance, provide a list of all proposed envelope component types, areas and U-values YES C303.1.1 Insulation Indicate identification mark shall be applied A7.01 C303.1.2 identification to all insulation materials and insulation installed such that the mark is readily observable during inspection NA C303.1.3 Fenestration product Indicate fenestration products shall be labeled C402.4.3 rating with NFRC U-factor, SHGC, VT and leakage rating, or if products do not have an NFRC rating, indicate applicable Chapter 3 default values YES C303.1.1 General insulation Indicate installation methods, thicknesses, A7.01 C402.2.1 installation densities and clearances to achieve the intended R-value of all insulation materials YES Where two or more layers of rigid insulation specifications will be used, indicate that edge joints between layers are staggered, or exception taken YES C103.2 Roof assembly Indicate R-value(s) of cavity/continuous a7.01 and a4.01 C402.2.1 insulation insulation on roof sections YES Indicate framing materials on roof sections A4.01 NA Indicate method of framing for ceilings below vented attics and vaulted ceilings per A102.2 (std, adv) NA Provide area weighted average U-factor calculation for insulation whose thickness varies by 1 inch or less NA Indicate effective U-factors of tapered insulation entirely above deck per A102.2.6; include roof configuration and slope, maximum R-value at peak and minimum R- value at low point for all roof surfaces Page 2/9 Building Envelope Requirements List, pg 3 of 9 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com YES Indicate R-values for thermal spacers and A7.01 aand A4.01 each insulation layer, and liner system (LS) method for metal building roofs C402.2.1.1 Skylight curb Indicate skylight curb insulation R-value on insulation roof section, if not included in skylight NFRC rating NA C402.2.1.2 Rooftop HVAC Indicate rooftop HVAC equipment curb equipment curbs insulation R-value on roof section YES C103.2 Above/below grade Indicate R-value(s) of cavity/continuous A4.01 C402.2.3 wall insulation insulation on wall sections C402.2.4 YES C303.2.1 Indicate framing materials on wall sections a4.01 NA Indicate method of framing for wood construction per A103.2 (std, int, adv) NA Indicate material density category, wall weight and heat capacity for qualifying mass walls NA For qualifying ASTM C90 masonry walls, indicate loose-fill core insulation material and percentage of cores filled including grouted cores, bond beams, vertical fills, headers and any other grouted cores NA Indicate method of protection of exposed exterior basement/crawlspace wall insulation YES C103.2 Opaque doors Indicate rated U-factor or R-value (non- A6.01 C402.4.4 swinging) on wall sections or in door schedules - applies to doors with less than 50% glazed area YES C402.4.4 Garage doors Indicate rated U-factor for sectional and tilt- A6.01 up garage doors on wall sections or in door schedules - applies to garage doors with less than 14% glazed area; all other garage doors shall comply as opaque doors C402.2.5 Floor over outdoor or Indicate R-value(s) of cavity/continuous unconditioned space insulation on floor sections insulation Indicate framing material on floor sections Indicate material density category and weight of qualifying mass floors YES C402.2.6 Slab-on-grade floor Indicate R-value of continuous insulation on A4.01 C303.2.1 insulation wall section or foundation detail YES Indicate insulation extends down vertically A4.01 and/or horizontally the required distance from top of slab YES Indicate method of protection of exposed A4.01 exterior slab edge insulation NA Indicate R-value of continuous insulation on wall section or foundation detail Page 3/9 Building Envelope Requirements List, pg 4 of 9 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com NA Indicate insulation extends down vertically from top of slab and then horizontally under the entire slab NA Indicate method of protection of exposed exterior slab edge insulation NA C402.2.8 Radiant heating Indicate insulation R-value behind radiant system insulation panels, U-bend/headers and bottom surface of radiantly heated floors (other than heated slab- on-grade) NA C402.4.1 Vertical fenestration Provide total gross sf area of all above grade C502.2.1 maximum area wall elements and rough opening sf area of all vertical fenestration elements in the building, for the prescriptive max allowed window-to- wall ratio (WWR) calculation in the WSEC envelope compliance reports; demonstrate compliance for each space conditioning category separately C402.4.1.1 Increased prescriptive Provide calculations showing that not less that C405.2.4.1 maximum vertical 50% of the total conditioned floor area is C502.2.1 fenestration area with within a daylight zone; demonstrate daylight zones and compliance for each space conditioning controls category separately Indicate in envelope plans that all lighting fixtures located within daylight zones shall be provided with daylight responsive controls per Section C405.2.4.1 Indicate that the VT of vertical fenestration is at least 1.1 times the rated SHGC or no less than VT-0.55, whichever is greater C402.4.1.3 Increased prescriptive Indicate high performance U-factors and C502.2.1 maximum vertical SHGC values in fenestration schedules fenestration area with high-performance Indicate if an area-weighted U-factor is used glazing for multiple fenestration elements within the same fenestration category per Table C402.4; provide area-weighted U-factor calculation C402.1.5 Wall/vertical Indicate if component performance with fenestration target target area adjustment will be used to account area adjustment for vertical fenestration area in excess of the prescriptive maximum allowed; include target area adjustment in WSEC envelope compliance reports C402.4.1 Skylight maximum Provide total gross sf area of roof, and rough C502.2.2 area opening sf area of all skylight elements in the building, for the prescriptive max allowed skylight-to-roof ratio (SRR) calculation in the WSEC envelope compliance reports; demonstrate compliance for each space conditioning category separately Page 4/9 Building Envelope Requirements List, pg 5 of 9 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com C402.1.5.2 Roof/skylight target Indicate if component performance with area adjustment target area adjustment will be used to account for skylight area in excess of the prescriptive maximum allowed; include target area adjustment in WSEC envelope compliance reports C402.4 U-factors, SHGC and Indicate U-factors, SHGC and VT values in C402.4.3.4 VT for all fenestration schedules C303.1.3 fenestration assemblies Indicate if an area-weighted U-factor is used for multiple fenestration elements within the same fenestration category per Table C402.4; provide area-weighted U-factor calculation Indicate if values are NFRC or default; if default then specify frame type, glazing layers, gap width, low-e coatings, gas-fill C402.4.3 Permanent shading For each group of windows with similar devices orientation and overhang or permanent projection geometry, provide projection factor calculations (Equation C4-6) for north and non-north orientations C402.4.2 Single story spaces Provide list of enclosed, single story spaces requiring skylights that exceed 2,500 sf; for each space identify the space use, floor area, floor to ceiling height, whether skylights are installed, and any exception taken Provide calculations for percentage of conditioned floor area located within a toplit daylight zone; if exception is taken for spaces where the total floor area minus the sidelit zone area is less than 2,500 sf, include percentage of conditioned floor area located within a sidelit daylight zone in calculations Provide calculations for percentage of skylight area in each space over 2,500 SF, OR Provide calculations for skylight effective aperture (Equation C4-5) for each space over 2,500 SF Indicate haze factor of skylight glazing material or diffuser NA C410.2 Walk-in and Indicate insulation R-value in cooler and warehouse cooler and freezer wall and ceiling assemblies freezer envelope NA Indicate cooler and freezer door insulation R- value; indicate method of minimizing infiltration (strip doors, curtains, spring- hinged doors, etc); provide automatic door closure (or note exception taken) NA For transparent reach-in doors and fixed windows, indicate number of glass panes (double or triple pane); identify whether the interstitial spaces between panes is filled with inert gas or if panes are heat-reflective treated glass Page 5/9 Building Envelope Requirements List, pg 6 of 9 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com ADDITIONAL EFFICIENCY CREDITS - ENHANCED ENVELOPE PERFORMANCE NA C406.10 Enhanced envelope To comply with additional efficiency credit, performance demonstrate envelope thermal performance compliance via component performance; provide WSEC envelope compliance reports that demonstrate Proposed Total UA is 15% lower than the Allowable Total UA AIR LEAKAGE YES C402.5.1.1 Air barrier Identify location and provide diagram of G1.02 construction and continuous air barrier in plans and sections sealing YES Provide details for all joints, transitions in G1.02 materials, penetrations in air barrier and note method of sealing (caulked, gasketed, or other approved method) NA C402.5.3 Rooms containing For room(s) located within the conditioned C402.1.3 fuel burning space space that contain non-direct vent fuel- C402.1.4 conditioning burning appliances that require outdoor air for appliances combustion, indicate method of isolation from the conditioned space; include sealing of walls, floor and ceiling of room, doorway gasketting and sealing around ductwork and piping penetrations NA Indicate walls, floor and ceiling of the room envelope are insulated to the same level required for exterior envelope, and combustion air ductwork that passes thru conditioned space is insulated to at least R-8 NA C402.5.4 Doors and access Indicate locations of all doors and access openings to shafts, openings to shafts, chutes, stairways and chutes, stairways and elevator lobbies elevator lobbies NA Indicate method of sealing of these openings (gasketing, weatherstripping, other sealing method); or exception taken NA C402.5.5 Outdoor air intakes, Indicate locations of all stairway enclosure, C403.7.8 exhausts and relief elevator shaft and building pressurization openings relief openings, outside air intakes and exhaust openings YES Note in envelope plans that all relief, outside M2.01 air intake and exhaust openings shall be provided with dampers in accordance with Mechanical Section C403.7.8 NA C402.5.8 Recessed lighting in Indicate method of sealing between light building envelope fixture housing and wall or ceiling NA Note in envelope plans that all recessed lighting fixtures shall be IC rated and have an air leakage rating not greater than 2 cfm per ASTM E283 test; include these requirements in lighting fixture schedules NA C402.5.6 Loading dock seals Indicate weather seal at cargo and loading dock doors Page 6/9 Building Envelope Requirements List, pg 7 of 9 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com NA C402.5.7 Vestibules Indicate locations and dimensions of vestibules for building entrances; also indicate vestibule information for exit-only doors in buildings where separate doors for entering and exiting are provided NA Indicate locations of all building entrances and exit-only doors provided with an air curtain in lieu of a vestibule YES Indicate exception and criteria utilized for all C402.5.7 exception 8 building entrances and exit-only doors that do not have a vestibule or air curtain NA Indicate required performance for air curtains installed per Exception 7 NA For unconditioned vestibules, indicate which envelope assembly (interior or exterior) complies with the requirements for a conditioned space YES C103.2 Building enclosure air Indicate in project documents that building G1.02 C402.5.1.2C leakage test enclosure air leakage testing is required for 402.5.1.2.1 WSEC compliance R402.4.1.2 YES Provide area calculations that account for all DEFERRED six sides of the air barrier boundaries YES For commercial buildings, indicate that G1.02 building enclosure air leakage testing shall be performed per ASTM C779 (or equivalent method approved by the code official) and the target leakage rate is 0.25 cfm/ft2 (1.5 L/s*m2) at 0.3 in. wg (75 Pa) NA If the building is mixed residential / commercial and three stories or less above grade plane, indicate which building enclosure air leakage test procedure will be used for the Group R-2 / R-3 areas (Section R402.4.1.2 or C402.5.1.2); if per R402.4.1.2, indicate that the target leakage rate is 5 air changes per hour at 0.2 in. wg (50 Pa) YES Include the following requirements in project DEFERRED documents: (1) Submit building enclosure air leakage test reports to jurisdiction and owner; (2) If initial test result exceeds 0.25 cfm/ft2 (1.5 L/s*m2), indicate that inspection and all practical corrective actions be completed and documented in the air leakage test report; (3) If initial test result exceeds 0.40 cfm/ft2 (2.0 L/s*m2), indicate that corrective actions shall also include re-testing; (4) Indicate that corrective measures and retesting must be repeated until the test result is 0.40 cfm/ft2 (2.0 L/s*m2) or less; (4) Include air barrier test report in project close out documentation provided to building owner. ADDITIONAL EFFICIENCY CREDITS - REDUCED AIR INFILTRATION Page 7/9 Building Envelope Requirements List, pg 8 of 9 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com NA C406.9 Reduced air To comply with additional efficiency credit, infiltration indicate in project documents that the building enclosure air leakage test results shall not exceed 0.17 cfm/ft2 at 0.3 in. wg (75 Pa); all documentation requirements per C103.2 and C402.5.1.2 apply ALTERATIONS C503.1 Roof alteration - For a roof alteration where existing ceiling C503.3.1 insulation cavities are exposed, indicate cavities are insulated to full depth at minimum nominal value of R-3.0 per inch For a roof covering replacement where insulation is installed entirely above the roof deck, indicate insulation complies with requirements for new construction per Tables C402.1.3 or C402.1.4 C503.1 Wall and floor For a wall or floor alteration (floor over alteration - insulation outdoor or unconditioned space) where existing envelope cavities are exposed, indicate cavities are insulated to full depth at minimum nominal value of R-3.0 per inch C503.3.2 Addition of vertical Where the addition of new vertical fenestration fenestration results in a window-to-wall ratio (WWR) exceeding the prescriptive maximum allowed per C402.4.1, demonstrate method of compliance (prescriptive vertical fenestration alternate, component performance with target area adjustment for the alteration area and existing-to-remain areas combined, or total building performance per C407); demonstrate for each space conditioning category separately C503.3.3 Addition of skylights Where the addition of new skylights results in a skylight-to-roof ratio (SRR) exceeding the prescriptive maximum allowed per C402.4.1, demonstrate method of compliance (component performance compliance with target area adjustment for the alteration area and existing-to-remain areas combined, or total building performance per C407), demonstrate for each space conditioning category separately NA C103.2 Change in space Indicate envelope alteration thermal C103.6.3 conditioning or performance compliance path (prescriptive or C503.2 occupancy component performance with 110% C505.1 compliance allowance); provide WSEC envelope documentation compliance reports NA C103.2 Change in space If complying via total building performance C103.6.3 conditioning or with 110% allowance, provide a list of all C503.2C occupancy proposed envelope component types, areas 505.1 compliance and U-values documentation PROJECT CLOSE OUT DOCUMENTATION Page 8/9 Building Envelope Requirements List, pg 9 of 9 2018 WSEC Requirements for Commercial Buildings including Group R2, R3 & R4 over 3 stories & all R1 -- Administered by Â©2022 NEEA, All rights reserved The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code, Commercial Provisions. For questions about this report, contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com YES C103.6.3 Project close out Indicate in plans that project close out IN documentation documentation is required including SPECIFICATIONS requirements applicable calculations, WSEC envelope compliance reports, and fenestration NFRC rating certificates Page 9/9 Powered by TCPDF (www.tcpdf.org)