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BLD2019-0025L COMMERCIAL BLDGPermit Z� City of Edmonds PERM NUMBt 121 5th Ave N, Edmonds Wk,98020 BLD2019-00,2 www.edmondsw agov 425 *77, , 10220.. Type: COMMERCIAL BLDG Owner/ Business: PARADISE HEIGHTS HLD LLC; BLD A Status: ISSUED Subtype: NEW APT OR CONDO BLDG Parcel No: 27032500302600 Site Address: 546 PARADISE LN EDMONDS,WA 98020-4650 Applied: 1/8/2019 Subdivision: Lot: issued:4/22/2021 Fire Sprinklers: Yes Lot Area: 45 Zoning: RM-2.4 Final: Valuation: $1,062,109.48 Occupancy Type: R-2/U Construction Type: V13 Expiration Date: 4/17/2022 Code Edition: 2015 No. Stories: 3 #of Dwelling Units: 4 Issued by: JOK Scope of Work: PARADISE LANE - BLDG A - 4 UNIT CONDO WA State Contractor L & I #: REGENC18911(5 City of Edmonds Business License #: 602454996-001-0001 CONTACTS NAME TYPE NAME ADDRESS PHONE EMAIL APPLICANT REGENT CONSTRUCTION 7305 SOUNDVIEW DR, (206)930-2445 rwmichell@me.com EDMONDS WA 98026 CONTRACTOR REGENT CONSTRUCTION, 7305 SOUNDVIEW DRIVE, (206)930-2445 RWMICHEL1@ME.COM INC. EDMONDS WA 98020 1 1 OWNER PARADISE HEIGHTS HLD LLC; 24144 E. GREYSTONE LANE, (425)750-5965 AIL.COM BLD A WOODWAY WA 98020 DESCRIPTION ACCOUNT AMOUNT PAID PAID DATE RECEIPT # 2020 TRANSPORTATION IMPACT 112.502.345.96.0007.00 $13,272.52 $0.00 FEE 3/12/2021: CREDIT SFR DEMO 112.502.345.86.000.00 $940.72 $0.00 B-BUILDING PLAN REVIEW FEE D01.000.345.83.000.00 $6,210.00 $6,210.00 1/8/19 REC075241 B-STATE BUILDING CODE 001.000.237.150 $2S.00 SURCHARGE BUILDING - ADDITIONAL REVIEW 001.000.345.83.000.00 $350.00 $350.00 9/3/20 R7437 HOURS BUILDING - ADDITIONAL REVIEW 001.000.345.83.000.00 $400.00 $400.00 9/3/20 R7437 HOURS ENGINEERING INSPECTION FEE 001.000.341.82.000.00 $220.00 $0.00 PARK IMPACT FEE - COM ADMIN 001.000.322.10.000.00 $100.00 $0.00 PARK IMPACT FEE - MULTI FAMILY 332.100.345.85.000.00 $6,626.59 $0.00 PERMIT FEE - COMMERCIAL D01.000.322.10.000.00 $7,482.40 $0.00 PLAN REVIEW FEE - COMMERCIAL D01.000.345.83.000.00 $150.04 $0.00 PLANNING FEE NOT CATEGORIZED 001.000.345.81.000.00 $400.00 $400.00 9/3/20 R7437 STORMWATER GENERAL FACILITY 422.000.379.00.000.00 $1,851.02 $0.00 CHARGE MF COMM TRANSPORTATION IMPACT ADMIN 001.000.341.82.000.00 $100.00 $0.00 FEE - MF COMM X-TECHNOLOGY FEE 001.000.321.99.100.00 $35.00 TOTALS: $38,063.29 $7,360.00 Printed: Thursday, April 22, 202111:18:12 AM 1 of 4 COMMERCIAL BLDG Permit . . . . City of Edmonds PERMIT NUMB 121 Sth Ave N, Edmonds WA 98020 BLD2019-002S www.edmondswa.gov / 425-771.0220 CONDITIONS CON&Ti&� -TYPE STATUS NOTES 49 HRS NOTICE-ENGR FINAL FOR 48 Working hours notice is required when requesting your FINAL engineering inspection. INFORMATION Damage to Frontage Applicant shall repair/replace all damage to utilities or frontage improvements in City Improvments right-of-way per City standards that is caused by or occurs during the permitted project. Electrical Permit Obtain Electrical Permit from State Department of Labor & Industries. 425-290-1309 ESC REQ FOR Maintain erosion and sedimentation control per City and SWMMW standard INFORMATION requirements. Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its Hold Harmless officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance for this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance provision. INSP PRIOR TO BACKFILL FOR call for all required inspections. All work shall be inspected prior to backfill. INFORMATION Lot Lines Staked Lot line stakes must be in place at the time of foundation/setback inspection. Maximum Height 25 feet. The agent or contractor shall set up the equipment; establish the datum point and the point of average grade. Call for inspections to verify. These MAXIMUM HEIGHT FOR items must be consistent with the approved plan. If the proposed height of a building is INFORMATION within 12 inches of the maximum height permitted for the zone an elevation survey is required. Final approval on a project or final occupancy approval must be granted by the Building Occupancy Official prior to use or occupancy of the building or structure. Check the job card for all required City inspections including final project approval and final occupancy inspections. OVWSD WATER LINE/METER FOR This property falls within the Olympic View Water and Sewer District. Contact Olympic INFORMATION View for specific water line and/or water meter information. Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") from adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. Permit Disclaimer Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. PROJECT CIVIL ASBUILT FOR Electronic civil asbuilt shall be submitted to the City prior to final project acceptance. INFORMATION Asbuilt shall be submitted to Engineeringpermits@edmondswa.gov. The building enclosure must be inspected by a qualified inspector in accordance with RCW 64.55.030, 64.55.040, and 64.55.050. A building enclosure certification letter from the inspector must be submitted to the Building Division prior to final inspection by the RCW 64.55 BUILDING FOR City Building Inspector in accordance with RCW 64.55.060. Where phasing of construction ENCLOSURE INFORMATION occurs, coordinate inspection with the City Building Inspector to ensure that all required inspections are performed. Inspection by the building enclosure inspector to meet RCW 64.55 does not substitute for required City building inspections which must be performed by the City Building Inspector. REQUIRED SPECIAL FOR SPECIAL INSPECTIONS are required for SOILS INSPECTIONS INFORMATION Separate Permit Required Separate Permit Required For: Plumbing, Mechanical, Electrical, Elevator, Fire Sprinkler, I Fire Alarm, Fill/Grade Printed: Thursday, April 22, 202111:18:12 AM 2 of 4 COMMERCIAL BLDG Permit City of Edmonds PERMIT NQMBE*�'; ------ 121 Sth Ave N, Edmonds WA .98020 -0025 BLD2019 www.edmondswa.gov / 425.771.0220 Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits of ECC Chapter 5.30 only during the hours of Sound/Noise 7:00am to 6:00pm on weekdays and 10:00am and 6:DOpm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. Special inspections have been called for on this project ar)d are noted on the approved SPECIAL INSPECTION BUILDING FOR construction plans. It is the owner and or contractors responsibility to ensure that reports DIVISION INFORMATION are provided to the City on a weekly basis. FOR STORM COVENANT A stormwater covenant shall be approved for recording prior to project final approval. INFORMATION All new, extended, re -built or relocated electrical utility and/or service shall be placed Underground Wiring underground. FOR All utilities shall be located prior to any excavation. New l�ocates shall be called for if at UTILITY LOCATES INFORMATION time of excavation, original locates are no longer identifiable. OEM —I MIL IIWN! --Merurinline at: https://Inspection.MV6uildingP'er-nit.com COMPLETED SEQID INSPECTION TYPE INSPECTOR RESULT NOTES DATE B-4 DRYWALL FASTENING B-2 FOOTINGS B-2 FOUNDATION WALL B-4 FRAMING B-4 HEIGHT VERIFICATION B-5 INSULATION ENERGY B-2 SLAB INSULATION B-1 SETBACKS B-4 INTERIOR SHEAR X-3 BUILDING FINAL" A-1 ENGINEERING PRECON F-0 FIRE ADDRESS VISIBLE F-1 FIRE DEPT INSPECTION F-0 FIRE EXTINGUISH EXITS X-1 FIRE FINAL X-1 PLANNING FINAL E-3 RET WALL DRAIN OUTFALL A-1 BUILDING PRECON B-5 BLDG SPECIAL INSPECTION B-3 EXT GYP SHEATHING B-3 PRE ROCK SHAFTS ETC B FIRESTOPPING B-4 TRASH ENCLOSURE Printed: Thursday, April 22, 202111:18:12 AM 3 of 4 COMMERCIAL BLDG Permit City of Edmonds PERMIT NUM64� 121 5th Ave N, Edmonds WA 98020 BLD2019-00:8 www.edmondswa.gov 425.771.0220 B-5 WSEC COMPLIANCE REPORTS B-7 BUIL DI NG OTHER INSP B-3 EXT WALL SHEATHING B-3 ROOF SHEATHING E-3 STRM TIGHTLINE B-3 EXTERIOR INSULATION Printed: Thursday, April 22, 202111:18:12 AM 4 of 4 OV EDAf 15LL�4 BUILDING PERMIT %Ail APPLICATION Development Services Building Division 117 121 Sth Ave N / Edmonds, WA 98020 425.771,0220 For handouts, submittal requirements, permit status and inspection scheduling information go to: http://www.edmondswa.gov/ JOB SITE INFORMATION/LOCATION: (Wherethe work istaking place) Job Site Address: 546 Paradise Lane Parcel: 27032500302600 Lot /Unit/Suite #: Subdivision: PROPERTY OWNER: Name: Paradise Heights HLD LLC Mailing Address: 24144 E. Greystone Lane City/State/Zip: Woodmmy, WA 98020 Phone #: 425-750-5965 Email: jsreft@gmail.com OWNER INSTALLATION: *If yes, read and sign* Will work be performed by the property owner? 0 Yes 0 No I own, reside in, or will reside in the completed structure. This installation is being made on property that I own which is not intended for sale, lease, rent, or exchange according to RCW 18.27.090. Owner Signature: APPLICANT/ CONTACT INFORMATION: Name of Applicant: Rob Michel Mailing Address: 7305 Soundview Drive City/State/Zip: Edmonds, WA 98026 Phone #: 206-930-2445 E-mail: rwmichel@nwlink.com GENERAL CONTRACTOR: (If different from applicant) General Contractor- Regent Construction, Inc. Mailing Address: 7305 Soundview Dr City/State/Zip: Edmonds, WA 98026 Phone #: 206-930-2445 E-mail: rwmichel@nvAink.com WA STATE CONTRACTOR L & I # (CCB) & EXPIRATION DATE: REGENC1891K5 CITY OF EDMONDS BUSINESS LICENSEM BL-010892 Permit #: 15 L'D—L TYPE OF PERMIT (Provide 0 Accessory Structure/ Detached Garage Details on Page 2) 0 Addition 11 Demolition 1:1 Mechanical 11 New Single Family / Duplex El Plumbing L1 Fire Sprinkler 11 Remodel 0 New Commercial/ Mixed Use 11 Re -Roof El Signs El Tank El Tenant Improvement 11 Other Remodel Permit fees are based on: The value of the work performed. Indicate the value (rounded to the nearest dollar) of all equipment, materiials, labor, overhead, and the profit for the work indicated on this application. Valuation: PROPOSED NEW SQUARE FOOTAGE FOR THIS APPLICATION Basement sq ft: 465 Finished X Unfinished 0 Ist Floor, sq ft: 3,852 2nd Floor, sq ft: 3,735 Garage/Carpow, sq ft: 3,060 Deck/Covered Porch/Patio: 438 her sq ft-, PROJECT DESCRIPTION 4 unit Condominium I certify that the information I have provided on this form/application is true, correct and complete, and that I am the property owner or duty authorized agent of the property owner to submit a permit application to the City of Edmonds. Robin W. Michel Print Name: Signature: IL�41 0-9-1001 -Date 111619 GENERAL COMMERCIAL DATA Occupancy Group(s): R 1, U Occupant Load(s): Type(s) of Construction: VA Fire Sprinklers: Yes 91 No WA STATE ENERGY CODE: If your project affectsthe building envelope, mechanical systems, and/or lighting, you must complete the appropriate WSEC forM5. DEFERRED SUBMITTALS: All commercial building permits that will require associated plumbing, mechanical, fire sprinkler, and/orfire alarn) permits are applied for separately. TI / CHANGE OF USE / NEW BLDG: Include TRAFFIC IMPACT worksheet MECHANICAL EQUIPMENT COUNTS (New and Relocated) BTUs Gas Elec Other QtY A/C Unit /Compressor Air Handler /VAV Boiler Dryer Duct 4 Exhaust Fans Elec 16 Fireplace 30k 4 Furnace Heat Pump Unit Hydronic Heating 199k 4 Roof Top Unit (Provide eleva- tions if a Commercial Bldg) Other: PLUMBING FIXTURE COUNTS (New, Relocated or re -piped) Deffered Qty Ctty Clothes Washer 4 Tub/ Showers 8 Dishwasher 4 Backflow Dev�ce (RPBA, DCDA, AVB) Drinking Fountain Pressure Reduction/ Regulator Valve Floor Drain/Sink Refrigerator Water Supply 4 Hose Bibs 2 Water Heater - Tankles4D N 4 Hydronic Heat 4 Water Service Line I Sinks 20 Other: Toilets 8 Other: GAS/FUEL CONNECTION COUNTS (New, Relocated or re -piped) BTUs Qty BTUs Qty A/C Unit Outdoor BBQ/ Fire pit Boiler Stove/Range/Oven 35k 4 Dryer 25K 4 Water Heater 1199k 4 Fireplace/ Insert 30K 4 other: Furnace Other: MEDICAL GAS, AIR VACUUM COUNTS (New, Relocated or re -piped) QtY QtY Carbon Dioxide Nitrous Oxide Helium Oxygen Medical Air Other: Medical - Surgical Vacuum Other: DEMOLITION Type of structure to be demolished: Square footage of structure to be demolished: AHERA Survey done? Y/N PSCAA Case It: Critical Areas Determination: WStudy Required 1:1 Conditional Waiver El Waiver 11 ii&ii6iiiiii Fill in Place El Fill Material: Removal El I Size of Tank (Gallons) Critical Areas Determination: Study Required 0 Conditional Waiver El Waiver El G RADE/FILL/EXCAVATE Grading: Cut 5,589 cubic yards Fill 77 cubic yards Cut / Fill in Critical Area: Yes 0 No El GENERAL PROVISIONS APPLICATIONS: Applications are valid for a maximum of 1 year. ESLHA Applications, 2 years. LICENSING: All contractors and subcontractors are required to be licensed with Washington State Department of Labor & Industries and have a current City of Edmonds Business License. RIGHT OF WAY PERMIT PERMIT NUMBEW'' City of Edmonds 121 5th Ave IN, Edmonds WA 98020 ENG2020-0395�� www.cityofedmonds.gov / 425.771.0220 Description: PARADISE -IMPROVEMENTS PER CIVILS WITH BLD2019-0026 ISSUED: 04/22/2021 Address: 546 PARADISE LN EDMONDS WA 98020-4650 EXPIRES: 04/23/2022 PermitType: RIGHTOFWAY Permit Subtype: MULTIFAMILY Parcel Number: 27032500302600 CONTACTS NAME TYPE --NAIME ADDRESS P"ONE APPLICANT REGENT CONSTRUCTION 7305 SOU N DVI EW D R, E D M 0 N DS WA 98026 (206)930-2445 CONTRACTOR REGENT CONSTRUCTION 730S SOU N DVI EW D R, E D M 0 N DS WA 98026 (206)930-2445 OWNER PARADISE HEIGHTS HLD LLC 190 W DAYTON ST STE 103, EDMONDS WA 98020 FEE INFORMATION DESCRIPTION AMOUNT PAID CITY TECHNOLOGY FEE CHARGED PER PERMIT $40.00 $0.00 RIGHT OF WAY STANDARD PERMIT FEE $330.00 $0.00 REQUIREMENTS REQUIREMENT TYPE NOTES TRAFFIC CONTROL Traffic control and public safety shall be in accordance with City regulations as required by the City Engineer. Every flagger must be trained as required by WAC 296-155-305 and must have certification verifying completion of the required training in their posession. RESTORATION Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City approved material prior to the end of the workday - No E-Exceptions WARRANTY The contractor is responsible for workmanship and materials for a period of one year following the final inspection and acceptance of the work. INSPECTION SCHEDULING: WWW.MYBUILDING PERMIT COM 24 HR NOTICE REQUIRED INDEMNITY The Applicant has signed an application which states helshe holds the City of Edmonds harmlessfrom ir�uries. damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmo, ids or any of its departments or employees, including but not limited to the defense of any legal proceedings including defense costs and attorneyfees by reason of granting this permit. RELEASED BY THIS DOCUMENT IS NOT VALID UNTIL FEES ARE PAID AND THE CITY ENGINEER OR HIS/HER DEPUTY HAS SIGNED BELOW DATE Printed: Thursday, April 22, 202111:46:57 AM I of 3 AM% RIGHT OF WAY PERMIT City of Edmonds PERMIT NUMBER 121 5th Ave N, Edmonds WA 98020 ENG2020-0395 www.cityofedmonds.gov / 425.771.0220 CONDITIONS �-7 7 "7 i�o 48 HRS NOTICE-ENGR FINAL 48 Working hours notice is required when requesting your FINAL engineering inspection. it is the owner's responsibility to repair/replace all damage of utilities or frontage improvements in DAMAGE TO FRONTAGE City right of Ways or Easements to City Standards caused by or occurring during the permitted IMPROVEMENTS project. ENG - SEPARATE PERMIT WSDOT APPROVAL REQUIRED FOR SEWER RELATED WORK WITHIN EDMONDS WAY. SEWER WORK AND/OR TRAFFIC CONTROL WITHIN IN EDMONDS WAY SHALL NOT COMMENCE UNTIL WSDOT REQUIRED APPROVAL HAS BEEN GIVEN AND A COPY OF SUCH PROVIDED TO THE CITY. ESC REQ Maintain erosion and sedimentation control per City and SWMMW standard requirements. Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the HOLD HARMLESS issuance for this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance provision. INSP PRIOR TO BACKFILL Call for all required inspections. All work shall be inspected prior to backfill. ROW COMPACTION TEST Right of way compaction tests are required per City standards. Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits of ECC Chapter 5.30 only during the hours of 7:00am to 6:00pm on SOUND OR NOISE weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. UNDERGROUND WIRING All new, extended, rebuilt, or relocated electrical utility and/or service shall be placed underground. All utilities shall be located prior to any excavation. New locates shall be called for if at time of UTILITY LOCATES excavation, original locates are no longer identifiable. INSPECTIONS INSPEMON TYPE DATE ULT NOTES CQMPLIETE A-1 ENGINEERING PRECON A-1 TESC AND MOBILIZE E-7 CONCRETE SIDEWALK E-7 CURB GUTTER E-7 DRY UTILITY LOCATION E-7 DWY APPROACH E-7 FH REFLECTOR E-7 MAILBOX LOCATION E-7 PAVEMENT COMPAC71ON TEST REPORT E-7 PUBLIC ROAD E-7 PVMT SUBGRADE Printed: Thursday, April 22, 202111:46:57 AM 2 of 3 Printed: Thursday, April 22, 202111:46:57 AM 3 of 3 After recording return to: City Clerk City of Edmonds 121 Fifth Avenue North Edmonds, WA 98020 Document Tide(s) Declaration of Covenant - Private Stormwater Facility Reference Number(s) of Related Documents N/A Grantor(s) (Lt, First and Mddle Initial) Paradise Heights HLD, LLC Grantee(s) (Last, First and Mddle Initial) City of Edmonds Legal Description (abbreviated forin; i.e., lot, plat or section,. township, range, quarter/quarter) SEC 25 TWP 27 RGE 03 1RT-79) BEG SE COR SW1/4 NWI14 SWIM TH W 1517T TH N TO S LN CO RD TH NWLY ALG CO RD 168.19FF T?B TH S PLT E LN SWIM NWI/4 SW1/4 TO PT 150Fr N OF S LN SD SUB TH N88*32 OOW 260.0517T MILTO N LN ST RD 1 W TH N01*00 OOE TO S LN CO RD TH SELY ALG SD LN TPB LESS SMY Assessor's Property Tax Parcel/Account Number at the Time of Recording: 27032500302600 The AuditerfRecorder will rely on die Information provided on this forn3L The stalf will not read the document to verify the accuracy or completeness of the hidexing hiformation provided herein. DECLARATION OF COVENANT Private Stormwater Facility WHEREAS, the undersigned Declarant(s) have installed a stormwater facility under Edmonds Community Development Code Chapter 18.30 known as a "low impact development best management practices (LID BMP)" in lieu of other required more conventional stormwater systems, as selected below: J Permeable Pavement Ll Rain Garden / Bioretention Cell M Infiltration Trench Ll Drywell Ll Gravelless Chamber U Other WHEREAS, the City of Edmonds has allowed installation of the LID BMP, subject to the execution and recording of this Declaration of Covenant; NOW, THEREFORE, THE UNDERSIGNED DECLARANT(S), being the owners of the real property ("the Property") located at the following address: 546 Paradise Ln in the City of Edmonds, Washington, and legally described on Exhibit A attached hereto and incorporated herein by this reference as if set forth in full, hereby covenants and agrees, on behalf of himselflherself/themselves/itself and his/her/their/its successors and assigns, as follows: Declarant(s) warrant that he/she/they are the owners of the property described on Exhibit A and have the authority to impose this covenant on the property and bind all future owners, successors, and assigns of the Declarant(s). The Declarant(s), future owners, successors, and assigns of the Declarant(s) shall be referred to collectively as "Owners." 2. The Owners of the property described on Exhibit A agree that the property contains a stormwater management facility called a "LID BMP," which was installed to mitigate the stormwater quantity and quality impacts of some or all of the impervious or non-native pervious surfaces on the property. "Low impact development" means development conducted in a way that seeks to minimize or completely prevent alterations to the natural hydrology of the site. Low impact development includes site planning and design to reduce alterations of natural soil and vegetation cover, minimize impervious surfaces, and specific practices that help to replicate natural hydrology such as permeable pavements, green roofs, soil amendments, bioretention systems, and dispersion of runoff. 3. The Owners of the property described on Exhibit A shall maintain the size, placement, and design of the LID BMP as depicted on the approved site plan, Exhibit B, and design details shall be maintained and may not be changed without written approval either from the Engineering Division of the City of Edmonds or through a future development permit from the City of Edmonds. Chemical fertilizers and pesticides shall not be used where LID BMP is located. . All costs of maintenance and repair shall be the sole responsibility of the Owners. 4. The Owners of the property described on Exhibit A shall inspect LID BMPs annually for physical defects. After major storm events, the system shall also be checked to ensure that the overflow system is working properly. The Owners also shall maintain all LID BMP so it functions as designed on a year-round basis. 5. The City of Edmonds is hereby granted by the Owners the right, but not the obligation, to enter upon the property described on Exhibit A at all reasonable times for the purpose of inspecting the private stormwater LID BMP facility. U, as the result of any such inspection the City of Edmonds determines that the LID BMP is in disrepair, requires maintenance or repair, or is otherwise not functioning as provided in the BMP site plan, the City Engineer or his designee shall have the right, but not the obligation, to order the Owners of the property described on Exhibit A to maintain or repair the same. 6. If the City of Edmonds determines that the LID BMP requires maintenance or repair pursuant to Section 5, the City of Edmonds shall provide notice to the Owners of the deadline within which such maintenance or repair must be completed. Said notice may further advise that, should the violator fail to perform required maintenance or make repairs within the established deadline, the work may be done by the city or a contractor designated by the City Engineer and the expense thereof shall be charged to the Owners. The City's officers, agents, employees, and contractors shall have the right, which is hereby granted by the Owners, to enter upon the property described on Exhibit A in order to perform such work. The Owners shall bear the cost of all work performed. 7. The Owners shall indemnify, defend and hold harmless the City of Edmonds, its officers, officials, employees and agents from any and all claims, demands, suits, penalties, losses, damages, judgments, attorneys' fees and/or costs of any kind whatsoever, arising out of or in any way resulting from the approval of the LID BMP, the installation and presence of the LID BMP, and the acts or omissions of the Owners, their officers, employees, contractors, and agents relating to the construction, operation and maintenance of the LID BMPs on the property, except for the City's intentional and willful tortious acts, and waive and release the City of Edmonds from any and all claims for damages and injunctive relief which the Owners may themselves have now or in the future, by reason of the construction, maintenance and operation of said LED BMPs. 8. This covenant shall run with the land and be binding upon the Declarant(s), as the owner of the property described on Exhibit A, and on Declarant's successors and assigns as to such property. Dated: DECLARANT(S): (Signature) (Print Name) (Signature) (Print Name) State of Washington Ss. County of Snohomish APPROVED: CITY OF EDMONDS (Signature) (Print Name) (Title) On this day personally appeared before me I Declarant(s)} to me known to be the individual, or individuals described in and who executed the within and foregoing instrument, and acknowledged that he/she/they signed the same as his/her/their free and voluntary act and deed, for the uses and purposes therein mentioned. SUBSCRIBED AND SWORN before me this ----day of 9 201_. (Signature) (Name legibly printed or stamped) Notary Public in and for the State of Washington. Residing at: My commission expires 0 RIMIT B.- SME PLAN SD BURDNG A BLUING 8 WRVRATM n"CH 70'xJ'xl.5' BUMNO C M7RA7XN 7RENCIf 84*x4.4'x?.8' PROPOSED DMW CONIECH CB S TORM 7D? W-6 0 50 mmz::= Scale 1 500 RXMIT A: LEGAL DESCRLP77ON AW. 27032500.302600 ALL THAT POINION OF ZW SOUTH HALF OF THE SOU7HKST QUARTER OF W NORTHNFST QUARTER OF THE SOUZHKST OUARTER OF SEC7M 24 TOKaW 27 NORTH, RAW 3 EAST WAL, IN SNOIFOM COUNTY WAS�WTOIV, L)ING NORTH OF STATE ROAD NO. I-W AND SOUTH OF COUNTY ROAD; EXCEPT 7W EAST 15 FEET MMOF; AS MEARM ON 7W SOUTH LIN&- EXCEPT THE NUT 262.90 FEET OF SO SOUIHNEST QUARTER OF THE NORTHAEST QUARTER OF THE SOU7HKST QUARIM ME4SVM ON THE' NORTH LIN&- AW EXCEPT 71E FOLLONING DESCREM TRACT- WGWNG AT A POWT ON THE SOUTH LK OF SAID SOUTHNEST QUARTER OF THE NORMAUT QUARTER OF THE SOVINNEST QUARTER 15 FEET KST OF THE SOUTHEAST CaWU 7hEREOF, THENCE NORTH I' EAST 9a54 FEET 70 THE SOUTHERLY Lff OF COUNTY RW, Mff NORIHMSIERL Y ALONG THE SOU MR Y LJNEE OF COUNTY ROAD 168.19 FEE7, IMME SOUTH I' KST 71.94 FEET MORE OR LES.% 70 THE NORMAST CORVER OF TRACT CONWM 70 OTTO E MARTEN AND NW& BY DEED UNDER RFCMW NO. 1029868,- MM NORM W32' NEST 260.05 FEET, MORE 01? LESS, 70 W NWRM Y WE OF STA TE ROAD I- W, 7FIENCE SOUTHEASZERt Y ALONG THE NORMX Y LWE OF W STA TE ROAD 236.05 FEET, MORE 01? LES.% TO POINT A ON THE SOUTH LINE OF SAO SURMSOM, 180 FEE'T NEST Or THE SOMEAST CORNM TFIMEO�- TM99F SOUTH 8832' EAST 165 FEET 70 THE TRUE PONT OF BEGINMNQ ALSO EXCEPT POR17ON CONWYED 70 THE STATE OF WA-WNGTON UNDER RECOMNG Na 2i5966a STUAZE IN THE COUNTY OF SNOH0MlW STATE OF WASFANG70M. SEWER NEW MULTI FAMILY PERMIT City of Edmonds PERMIT NUMBE 121 Sth Ave IN, Edmonds WA 98020 ENG2021-0056 www.cityofedmonds.gov / 425.771.0220 Description: PARADISE HEIGHTS-BLDG A SIDE SEWER ISSUED: 04/22/2021 Address: 546 PARADISE LN EDMONDS WA 98020-4650 EXPIRES: 04/23/2022 PermitType: SEWER NEW MULTI FAMILY Permit Subtype: Parcel Number: 27032500302600 CONTACTS ---------- NAME'T'YPE NAME ESS CONTRACTOR REGENT CONSTRUCTION, INC. 7305 SOUNDVIEW DRIVE, EDMONDS WA 98020 (206)930-2445 OWNER PARADISE HEIGHTS HLD LLC 190 W DAYTON ST STE 103, EDMONDS WA 98020 FEE INFORMATION DESCRIPTION AMOUW PAID 3/3/2021: Credit existing SFR $4,417.00 $0.00 CITY TECHNOLOGY FEE CHARGED PER PERMIT $40.00 $0.00 SEWER GENERAL FACILITY CHARGE - NEW MF $ 11,837.56 $0.00 SIDE SEWER PERMIT - NEW MULTI -FAMILY $220.00 $0.00 REQUIREMENTS REQUIREMENT-TVIPE NOTES TRAFFIC CONTROL Traffic control and public safety shall be in accordance with City regulations as required by the City Engineer. Every flagger must be trained as required by WAC 296-155-305 and must have certification verifying completion of the required training in their posession. RESTORATION Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City approved material prior to the end of the workday - No Exceptions WARRANTY The contractor is responsible for workmanship and materials for a peried of one year following the final inspection and acceptance of the work. INSPECTION SCHEDULING: WWW.MYBUILDING PERMIT.COM 24 HR NOTICE REQUIRED INDEMNITY The Applicant has signed an application which states helshe holds the City of Fdmonds harmlessfrom injuries, damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds or any of its departments or employees, including but not limited to the defense of any legal proceedings including defense costs and attorneyfees by reason of granting this permit. RELEASED BY THIS DOCUMENT IS NOT VALID UNTIL FEES ARE PAID AND THE CITY ENGINEER OR HISMER DEPUTY HAS SIGNED BELOW DATE Printed: Thursday, April 22, 202111:43:07 AM 1 of 2 SEWER NEW MULTI FAMILY PERMIT City of Edmonds PERMIT NUMBER.. 121 Sth Ave N, Edmonds WA 99020 ENG2021-006� www.cityofedmonds.gov / 425.771.0220 CONDITIONS It is the owner's responsibility to repair/replace all damage of utilities or frontage improvements in DAMAGE TO FRONTAGE City right of Ways or Easements to City Standards caused by or occurring during the permitted IMPROVEMENTS project. ESC REQ Maintain erosion and sedimentation control per City and SWMMW standard requirements. Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and HOLD HARMLESS agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance for this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance provision. INSP PRIOR TO BACKFILL Call for all required inspections, All work shall be inspected prior to backfill. Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits of ECC Chapter 5.30 only during the hours of 7:00am to 6:00pm on SOUND OR NOISE weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. All utilities shall be located prior to any excavation. New locates shall be called for if at time of UTILITY LOCATES excavation, original locates are no longer identifiable. WATER AND SEWER Maintain 10' of separation between the sanitary side sewer and the water service line. SEPARATION I INSPECTIONS -7 DATE, lRiSlIJIFT NOTES ICOMIPLETE X-2 ENGINEERING FINAL" E-2 SIDE SEWER Printed: Thursday, April 22, 202111:43:07 AM 2 of 2 SEWER NEW MULTI FAMILY PERMIT City of Edmonds PERMIT NIJMQW-;.-. 121 5th Ave N, Edmonds WA 98020 ENG2021 56 -00 www.cityofedmonds.gov / 425.771.0220 Description: PARADISE HEIGHTS-BLDG A SIDE SEWER ISSUED: 04/22/2021 Address: 546 PARADISE LN EDMONDS WA 98020-41350 EXPIRES: 10/19/2021 PermitType: SEWER NEW MULTIFAMILY Permit Subtype: Parcel Number: 27032500302600 CONTACTS NAME T"E NAME 0 ESS 46- k CONTRACTOR REGENT CONSTRUCTION, INC. 7305 SOUNDVIEW DRIVE, EDMONDS WA 98020 (206)930-2445 OWNER PARADISE HEIGHTS HLD LLC 190 W DAYTON ST STE 103, EDMONDS WA 98020 FEE INFORMATION AMOUNT PAID 3/3/2021: Credit existing SFR $4,417.00 $0.00 CITY TECHNOLOGY FEE CHARGED PER PERMIT $40.00 $0.00 SEWER GENERAL FACILITY CHARGE - NEW MF $11,837.56 $0.00 SIDE SEWER PERMIT - NEW MULTI -FAMILY $220.00 $0.00 V- REQUIREMENTS 7, REQUIREMENITTYPIE NOTES TRAFFIC CONTROL Traffic control and public safety shall be in accordance with City regulations as required by the City Engineer. Every flagger must be trained as required by WAC 296-155-30S and must have certification verifying completion of the required training in their posession. RESTORATION Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with aspha It or City approved material prior to the end of the workday - No Exceptions WARRANTY The contractor is responsible for workmanship and materials for a period of one year following the final inspection and acceptance of the work. INSPECTION SCHEDULING: WWW.MYBUILDING PERMIT.COM 24 HR NOTICE REQUIRED INDEMNITY The Applicant has signed an application which states helshe holds the City of Edmonds harmless from irvuries, damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds or any of its departments or employees, including but not limited to the defense of any legal proceedings including defense costs and attorneyfees by reason of granting this permit. RELEASED BY THIS DOCUMENT IS NOT VALID UNTIL FEES ARE PAIDANDTHE CITY ENGINEER OR HIS/HER DEPUTY HAS SIGNED BELOW [Illy-II1111:11 Printed: Thursday, April 22, 202111:42:11 AM 1 of 2 SEWER NEW MULTI FAMILY PERMIT City of Edmonds PERMIT NUMBER 121 Sth Ave N, Edmonds WA 98020 ENG2021 -0056 www.cityofedmonds.gov / 425.771.0220 CONDITIONS 7 70 io 77 '77 77 =717- DAMAGE TO FRONTAGE It is the owner's responsibility to repair/replace all damage of utilities or frontage improvements in IMPROVEMENTS City right of Ways or Easements to City Standards caused by or occurring during the permitted project. ESC REQ Maintain erosion and sedimentation control per City and SWMMW standard requirements. Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and HOLD HARMLESS agents from any and all claims for clamages of whatever nature, arising directly or indirectly from the issuance for this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance provision. INSP PRIOR TO BACKFILL Call for all required inspections. All work shall be inspected prior to backfill. Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits of ECC Chapter 5.30 only during the hours of 7:00am to 6:00pm on SOUND OR NOISE weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other'times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. UTILITY LOCATES All utilities shall be located prior to any excavation. New locates shall be called for if at time of excav�tion, original locates are no longer identifiable. WATER AND SEWER Maintain 10' of separation between the sanitary side sewer and the water service line. SEPARATION INSPECTIONS INSVIMN. TYPIIE R it �OATIE NOTO COMPLETE X-2 ENGINEERING FINAL" E-2 SIDE SEWER Printed: Thursday, April 22, 202111:42:11 AM 2 of 2 SEWER NEW MULTI FAMILY PERMIT City of Edmonds PERMIT LIUMPW� 121 5th Ave N, Edmonds WA 98020 ENG2021-0056 www.cityofedmonds.gov / 425.771.0220 Description: PARADISE HEIGHTS-BLOG A SIDE SEWER ISSUED: 04/22/2021 Address: 546 PARADISE LN EDMONDS WA 98020-4650 EXPIRES: 10/19/2021 PermitType: SEWER NEW MULTIFAMILY Permit Subtype: Parcel Number: 27032500302600 CONTACTS NAME TYPE NAME ADDRESS PHONE CONTRACTOR REGENT CONSTRUCTION, INC. 7305 SOUNDVIEW DRIVE, EDMONDS WA 98020 (206)930-2445 OWNER PARADISE HEIGHTS HLD LLC 1.90 W DAYTON STSTE 103, EDMONDS WA 98020 FEE INFORMATION DESCRIPTION AMOUNT PAID 3/3/2021: Credit existing SFR $4,417.00 $0.00 CITY TECHNOLOGY FEE CHARGED PER PERMIT $40.00 $0.00 SEWER GENERAL FACILITY CHARGE - NEW MF $11,837.56 $0.00 SIDE SEWER PERMIT - NEW MULTI -FAMILY $220.00 $0.00 REQUIREMENTS REQUIREMENT TYPE NOTES TRAFFIC CONTROL Traffic control and public safety shall be in accordance with City regulatiions as required by the City Engineer. Every flagger must be trained as required by WAC 296-155-305 and must have certification verifying completion of the required training in their posession. RESTORATION Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City approved material prior to the end of the workday - No Exceptions WARRANTY The contractor is responsible for workmanship and materials for a period of one year following the final inspection and acceptance of the work. INSPECTION SCHEDULING: WWW.MYBUILDING PERMIT.COM 24 HR NOTICE REQUIRED INDEMNITY The Applicant has signed an application which states helshe holds the City of Edmonds hormlessfrom injuries, damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made agoinst the City of Edmonds or any of its departments or employees, including but not limited to the defense of any legal proceedings including defense costs and attorneyfees by reason of granting this permit. RELEASED THIS DOCUMENT IS NOT VALID UNTIL FEES ARE PAID ANDTHE CITY ENGINEER OR H I S/HER DEPUTY HAS SIGNED BELOW �] -0 V� , A I Z- ( DATE Printed: Thursday, April 22, 202111:42:11 AM 1 of 2 SEWER AQA NEW MULTI FAMILY PERMIT City of Edmonds PERMIT Numkj�'. 121 5th Ave N, Edmonds WA 98020 ENG2021-OOS6 www.cityofedmonds.gov / 425.771.0220 CONDITIOW DAMAGE TO FRONTAGE It is the owner's responsibility to repair/replace all damage of utilities or frontage improvements in IMPROVEMENTS City right of Ways or Ea�ements to City Standards caused by or occurring during the permitted project. ESC REQ Maintain erosion and sedimentation control per City and SWMMW standard requirements. Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and HOLD HARMLESS agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance for this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance provision. INSP PRIOR TO BACKFILL Call for all required inspections. All work shall be inspected prior to backfill. Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits of ECC Chapter 5.30 only during the hours of 7:00am to 6:00pm on SOUND OR NOISE weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. UTILITY LOCATES All utilities shall be located prior to any excavation. New locates shall be called for if at time of excavation, original locates are no longer identifiable. WATER AND SEWER Maintain 10' of separation between the sanitary side sewer and the water service line. SEPARATION INSPECTIONS DATE RESULT NOTES COMPLETE X-2 ENGINEERING FINAL" E-2 SIDE SEWER Printed: Thursday, April 22, 202111:42:11 AM 2 of 2 Type: FILL GRADE Owner/ Business: PARADISE HEIGHTS HLD LLC Status: ISSUED Subtype: COMMERCIAL FILL AND GRADE Parcel No: 27032500302600 Site Address: 546 PARADISE LN EDMONDS,WA 98020-4650 Applied: 1/8/2019 Subdivision: Lot: �ssuecl: 4/22/2021 Fire Sprinklers: No Lot Area: 0 Zoning: Final: Valuation: $6,436.00 Occupancy Type: Construction Type: Expiration Date: 4/22/2022 Code Edition: 2018 No. Stories: 0 #of Dwelling Units: 0 Issued by: JOK Scope of Work: PARADISE LANE- CIVIL IMPROVEMENTS FOR 3 (4 UNIT) CONDO BLDGS WA State Contractor L & I #: City of Edmonds Business License#: 602454996-003 -0001 NAME TYPE NAME ADDRESS PHONE EMAIL APPLICANT REGENT CONSTRUCTION 7305 SOUNDVIEW DR, (206)930-2445 rwmichell@me.com EDMONDS WA 98026 CONTRACTOR REGENT CONSTRUCTION 730S SOUNDVIEW DR, (206)930-2445 rwmichell@me.com I EDMONDS WA 98026 OWNER PARADISE HEIGHTS HLD LLC 24144 E. GREYSTONE LANE, (425)750-5965 MAIL.COM WOODWAY WA 98020 FEE INFORMATION DESCRIPTION ACCOUNT AMOUNT PAID PAID DATE RECEIPT # ENGINEERING INSPECTION FEE 001.000.341.82.000.00 $220.00 $0.00 ENGINEERING INSPECTION FEE 001.000.341.82.000.00 $660.00 $0.00 ENGINEERING INSPECTION FEE 3.3 001.000.341.82.000.00 $9,981.25 $0.00 PERCENT ENGINEERING REVIEW FEE - OVER 3 001.000.341.82.000.00 $400.00 $400.00 9/3/20 R7437 REVIEWS ENGINEERING REVIEW FEE - OVER 3 001.000.341.82.000.00 $300.00 $300.00 9/3/20 R7437 REVIEWS ENGINEERING REVIEW FEE - OVER 3 001.000.341.82.000.00 $220.00 $0.00 REVIEWS FIRE AID SIGN FABRICATION FEE 111.000.68.542.64.31.00 $100.00 $0.00 GRADING PERMIT BASE FEE 001.000.322.10.000.00 $35.00 $0.00 GRADING PERMIT FEE - CUBIC 001.000.322.10.000.00 $605.00 $0.00 YARDS RECORDING FEE 001.000.345.89.030.00 $21S.SO $215.50 7/14/20 R6421 STORMWATER ENGINEER REVIEW 001.000.341.82.000.00 $600.00 $6DO.00 9/3/20 R7437 FEE STORMWATER ENGINEER REVIEW 001.000.341.82.000.00 $195.00 $0.00 FEE STORMWATER ENGINEER REVIEW 001.000.341.82.000.00 $130.00 $0.00 FEE STORMWATER ENGINEER REVIEW DOI.000.341.82.000.00 $520.00 $0.00 FEE Printed: Thursday, April 22, 202111:29:42 AM 1 of 3 FILL GRADE Permit City of Edmonds PERMIT NUMB 121 5th Ave N, Edmonds WA 98020 -0020 :BLD2019 www.edmondswa.gov / 425.M.0220 PTI0__N_ AMW14T PAID PAID DATE RECE IPT # X-TECHNOLOGY FEE 001.000.321.99.100.00 1 $35.00 1 $35.00 7/14/20 R6421 TOTALS: $14,216.75 $1,550.50 CONDITIONS CONDITION TYPE STATUS NOTES Damage to Frontage Applicant shall repair/replace all damage to utilities or frontage improvements in City Improvments right-of-way per City standards that is caused by or occurs during the permitted project. Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its Hold Harmless officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance for this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance provision. Nothing in this permit approval process shall be interpreted as allowing or permitting the maintenance of any currently existing illegal, nonconforming or unpermitted building, Nonconforming Disclaimer structure or site condition which is outside the scope of the permit application, regardless of whether such building, structure or condition is shown on the site plan or drawing. Such building, structure or condition may be the subject of a separate enforcement action. Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") from adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. Permit Disclaimer Approval of any plat or plan containing provisions which do not comply with city code nd for which a variance has not been specifically identified, requested and considered y the appropriate city official in accordance with the appropriate provision of city code r state law does not approve any items not to code specification. The building enclosure must be inspected by a qualified inspector in accordance with RCW 64.55.030, 64.55.040, and 64.55.050. A building enclosure certification letter from the inspector must be submitted to the Building Division prior to final inspection by the RCW 64.55 BUILDING FOR City Building Inspector in accordance with RCW 64.55.060. Where phasing of construction ENCLOSURE �NFORMATION occurs, coordinate inspection with the City Building Inspector to ensure that all required inspections are performed. Inspection by the building enclosure inspector to meet RCW 64.55 does not substitute for required City building inspections which must be performed by the City Building Inspector. REQUIRED SPECIAL FOR SPECIAL INSPECTIONS by the Geotech are required for SOILS, including the construction INSPECTIONS INFORMATION and drainage for modular block walls. ROW COMPACT TEST FOR INFORMATION Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits of ECC Chapter 5.30 only during the hours of Sound/Noise 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. Underground Wiring All new, extended, re -built or relocated electrical utility and/or service shall be placed underground. INSPECTIONS - Schedule Online at: https://Inspection.MyBuildingPermit.com SEQID f INSPEMON TYPE7 INSPEICTOR COMPLETED RESULT NOTES I DATE Printed: Thursday, April 22, 2023 11:29:42 AM 2 of 3 B-2 RETAINING WALL FILL GRADE Permit City of Edmonds PERMIT NUMBEW 121 Sth Ave NjdmorIds W*98020 - BLD2019-60W www.WmtWswa.gov 425.771.0220 B-5 BLDG SPECIAL INSPECTION B-5 BLDG SPECIAL INSPECTION X-1 FIRE FINAL X-1 PLANNING FINAL B-7 BUILDING OTHER INSP E-5 DRIVEWAY SLOPE E-9 FIRE AND AID SIGN A-1 ENGINEERING PRECON A-1 BUILDING PRECON B-1 SETBACKS X-2 ENGINEERING FINAL F-0 FIRE ADDRESS VISIBLE F-2 FIRE DCDA F-1 FIRE DEPT INSPECTION F-0 FIRE EXTINGUISH EXITS E-7 SEWER MAIN E-7 SEWER MANHOLE X-3 BUILDING FINAL" E-3 RET WALL DRAIN OUTFALL E-3 STRM MGMT FACILITY E-4 WATER SERVICE LINE Printed: Thursday, April 22, 202111:29:42 AM 3 of 3 ,5Lr ,>rzo q. 0D2,5' Owner Consent Agreement Paradise liefFh 6 ', pslill), H C hereby consents to MOO Desigil, (UBI ', 00- 507-695), to act as Agent and Lead Design Professional to f'aCI!jtat'e application for Architectural Design Board Approval, application for building permits, and other applications for development ot (3) 4-unit multi -family buildings at property at 546 Paradise Lane, Edmonds, WA 98020. Michel Design will prepare appropriate documents, Provide required drawings and retain required professionals in order to complete all requirements with the City of Edmonds, other government dnd utility entities to secure the applfcations. above. J�- Date: <. // Signed by John S. Rettenmier, Member of Paradise fleights HLD,-LL-C �J'��. r� ' A , &t LTA i-A 0 JAN 0 8 20119 OEVELOPWNT SERVICES CTR. CITY OF EDMONDS November 15, 2019 ES-5839.01 I L RECEIVED 4 rov 15 2019 OEVELOPMENT SERVICES GTR- CITy OF EDMONDS Paradise Heights, LLC 24144 East Greystone Lane Woodway, Washington 98020 Attention: Mr. John Rettenmier Subject: Plan Review Proposed Multi -Family Residences Paradise Heights 546 Paradise Lane Edmonds, Washington Reference- Earth Solutions NW, LLC Geotechnical Engineering Study ES-5839, dated March 5, 2018 Donna Breske & Associates, LLC Civil Plans, dated November 7, 2019 BTL Engineering, P.S. Structural Plans, dated December 21, 2018 Michel Design Architectural Plans, dated October 30, 2019 Dear Mr. Rettenmier: Earth Solutions NWLLC Earth Solutions NW LLC Gcotechnical Engineering, Construction Observation/Testing and Environmental Services )5 LD-Z-DLC1 - 00 ZS_ As requested, Earth Solutions NW, LLC (ESNW) has prepared this plan review letter for the subject project. ESNW prepared the referenced geotechnical document for the subject project. ESNW has reviewed the referenced plans and geotechnical report prepared for the subject project. Based on our review, geotechnical recommendations included in the referenced report have been incorporated into the plans. "15365 N.E. 90th StreeL, SUile 100 1 Redwond, WA 98052 - (425) 449-4704 * FAX (425) 449-4711 Paradise Heights, LLC November 15, 2019 ES-5839.01 Page 2 We trust this plan review letter meets your current needs. Should you have questions, or if additional information is required, please call. Sincerely, EARTH SOLUTIONS NW, LLC 38 At, Henry T. Wright, P. E. Senior Project Engineer cc: Michel Design Attention: Mr. Rob Michel (Email only) Earth Solutions NW, LLC 7 7") v" r%'T-r ENGINEERING 19011 Wood-Sno Road NE, Suite 100 Woodinvifle, WA 98072-4436 Phone: (425) 814-8448 CITY COPY Fax: (425) 821-2120 BLMI,R. Structural Calculations For Paradise Lane Building A December 27, 2018 Prepared by Brian Lampe JAN 0 8 2019 DEVELOPMENT sERvIcEs CTFL CITY OF EDMONDS T-� 7) 19011 Wood-Sno Road NE, Suite 100 WoodinviDe, WA 98072-4436 Phone: (425) 814-84-48 ENGINEERING Fax: (425) 821-2120 STRUCTURAL CALCULATIONS SHEET INDEX Paradise Lane Building A Item Page # Criteria 0 Design Criteria .............................................................................................................. C1.1 Gravity * Roof Framing KeyPlans .................................................. - ................................................... R1.1 Beams............................................................................................................ R2.1 • Upper Floor Framing VKey Plans ....................................................................................................... U1.1 VBeams ............................................................................................................ U2.1 • Main Floor Framing KeyPlans .................................................................................................... MF1.1 Beams......................................................................................................... MF2.1 • Foundation ,/ Loading ............................................................ .............................................. F1.1 Lateral * Forces Criteria............................................................................................................ L1.1 SeismicBase Shear ...................................................................................... L1.2 VSeismic Weight .................................................................................... ......... L1.3 V Wnd Lateral Loads ........................................................................................ 1-1.4 -/ Vertical Distribution of Lateral Forces ........... ............................................... 1-1.6 Shear Walls/Diaphragms V Roof [Diaphragm Forces/ Upper Floor Diaphragm Forces .......................... L2.1 VShear Wall Forces ............................................................................... ......... L2.2 -/ Shear Wall Analysis ....................................................................................... L2.3 Shear Wall/Diaphragm Capacities V Allowable Diaphragm Stresses ..................................................................... L3.1 v,' Allowable Shear Wall Stresses ..................................................................... L3.2 V Shear Wall Anchor Bolts ............................................................................... L3.3 ShearWall Schedule ..................................................................................... L3.4 Miscellaneous • Stud Wall Design ......................................................................................................... M1.1 • Post Design ................................................................................................................. M1.3 • Footing Design ............................................................................................................ M2.1 • Retaining Wall Design ................................................................................................ M3.1 I-IM""I 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 7N(;INEERLNG Fax: (425) 821-2120 Critefia P 21, ENGINEERING Project: 548 Paradise Lane Proiect Number: Buildina A 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Code: IBC 2015 Occupancy Category 11 Earthquake: Site Class D le = 1.00 R = 6.5 Ss = 1.264 Qo = 3.0 S, = 0.495 Cd = 4.0 P = 1.00 Wind: Ultimate Design VVind Speed, Vlt 110 MPH Exposure B Topographic Factor KZT = 1-00 Soil Bearing: 2000-psf Allowable Soil Bearing Pressure Concrete: 2500-psi Concrete Strength Nails: Sheathing 8d common (21/2" x 0.131 Framing 12d box (31/4" x 0. 131 Roof Framing: Snow Load Ground Snow, Pg 25 psf Exposure factor, Ce 1.0 Thermal Factor, Ct 1.1 Flat Roof Snow, Pf (0.7 Ce Ct I Pg) 19 psf Use Snow Load 25 psf Dead Load Roofing - Composition Shingles 2.0 psf Sheathing - 7/16 OSB or 1/2 Ply 2.2 psf Framing - Trusses @ 24"oc 2.5 psf Insulation - Batt. 0.7 psf Ceiling - 5/8 GWB (2 layers) 5.6 psf Misc. 2.0 psf Total 16 psf Deflection U360 Live Load, U240 Total Load Floor Framing: Live Load Residential 40 psf Exit facilities (corridors/stairs) 100 psf Decks 60 psf Dead Load Finish Floor - Allowance 5.0 psf Topping - 3/4 Gyperete 6.5 psf Sheathing - 3/4 Plywood/Edge Gold 2.0 psf Framing - [-Joists @ 16"oc 2.4 psf Ceiling - 5/8 GWB (2 layers) 5.6 psf Misc. 3.5 psf Total 25 psf Deflection U480 Live Load, L/240 Total Load Wall Framing: Dead Load Exterior 2x Stud Walls Interior 2x Stud Walls 10 psf 8 psf Date: 11/28/2018 Page: C1.1 /1)KSnohomish County, Washington PDS MAP PORTAL Map Title 11/28/2018 wan�`"" I 3,333.3 0 1,666.67 3,333.3 Feet —A Projection: NAD-1983-StatePlane_Washington_North_FIPS_4601_Feet Planning and Development Services, Snohomish County 41��;;Z;U�. ........ _V10am or ". Ctna .n-',d h mein and ::re,,Iy datdan, an, y of n,a,dhmtabAI ty or Itnat, A,, my pWk,tw ponp Q.ro_5_,JnqMyDht 'mrasporsgloty�_hh of and .07 Agra, to hold Srho,,tsh Cwn ty banahns from and ggn,t my dm,agl, Is, C111M or Htn4hy 101ing out of any error dl,�t or ornh, I on ontad WNn N d Noy =9hon Staw Lm, Ch. 42.56 RCW, M1,03 state and JmA tpmde, from Wwong wus, to #,(, of ndi�dh,al, �ndgd for for roaa — th-, no oany N rn,da, of my Dat. oo,npr11.q Is. of Wd, tainad In.r.i. Design Maps Summary Report Page I of I Wt= Design Maps Summary Report M User —Specified input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.796810N, 122.37566OW Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/II/111 G A Mk E q 14A 710#111 Lynnwgod E dni ondst Mountlakeierraceo 99 Bothell, ' OQ7VAC450#4 Jndianola PES E.f?/A TIM *Sh orefine 3 VVWC Suquamish ol!"frORT 405 K F", " -'� T USGS—Provided Output Ss = 1.264 g S.r = 1.264 g S,, = 0.842 g S, = 0.495 g S.,, = 0.745 g S,,, = 0.497 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCEa Response Spectrum 1.43 - - I-10 - - 1. 17 0.91 07N 032 0.39 OZ. 0-13 Dirn 003 O-V 0AW OW Om IA1 Ial IAO If" 1. Perilmd. T (WO Design Response Spectrum 0.99 __ 0.90 oill 0.72 OW 034 OAS 036 0.18 om ODD OM O-V 0,10 OW 02D IW i-'D 140 IW IM Zko PwW. T (sm) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. C1.3 https://prod02-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&l... 11/28/2018 I D) 19011 Wood-Sno Road NE, Suite 100 WoodinviHe, WA 98072-4436 Phone: (425) 814-8448 ENGINEFAING Fax: (425) 821-2120 Gravity Roof Frammg 'k. FAPAO � S e LAI-�- bw6r 4 P&ov- rmm,Ar lecy F"-) P-1 - I 19011 Wood-Sno Road NE, Suite 100 BTL Woodinville, WA 98072-4436 Phone.- 425-Rld.R449 GINEERING Fax: 425-82-1-2-120 7 20 tF -7 1 . ............. ............ ........... ......... ........ ............ . ....... ......... ...................... ....... .......... ........... ............... . ......... !C2:- ....... Y ............... .......... ................. . ; ............. ........... ........ ......... ................ 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Proj ect: 156 LAJ C Project Number: eol'oezr "I"- Client: Designed By: f!� Date: Scale: Page: -p- 2. 1 I p I 011 A 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425 - 814 - 8448 Fax:425-821-2120 .......... ....... ........ ........ ............. ......... ......... ............. .............. ......... .. ............... . ................ .......... ........... ....... . .............. ....... ...... ........... ...... ...................... 0 ...... ....... ................ .... ..... . .... . ................................. ................ x ........... ---------- 2447* ........................... ................. . ........ ....... ........ .......... ..... . . . .......... ....... ?0 40f F- ....... . ..... ................ .......... ........... ................ .............. ........... . ...... . .......... ................ . ....... . ...... .................... ..... ....... ?A SIR Jq4O ...... ... . .......... IlIft'r . .. ............... ....... ............. ............. ........... ........ .......... ... ...... ....... ....... ............... .. . ..... . ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . ..... ... .... . . . . . . . . . .. . .... . . . . .. . .. .............. . ...... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . m Project: rApp-p I.; Gg� L A.,,=7 Designed By: f5TL- Date: ProjectNumber- DLD(A o& Client: Scale: Page: 12 2- 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone- 425-R14-R44R Fax: 425-821-212C -7 640p .......... .............. ........ ...... . ....... . ...... .... .. ...................... : ...................... . . .. . ........ ....... .......... ................ .............. ................................... ............ . ............. ................................. ......... ................. .......... ................... - ------- ------ -- --------------------- — - ----------------- ...... ........ . ...... Ac ............... *,r—* ......... ..................... ... ......... f . ................................. ............ .................. .... . ..... ............. ....... Z41 1 ............ ............. I ...... ............ ... ........ ... ........ .......... .................................. ; ............................... .. ...... ................. ........... ....... T ---------------- .................. ....... ..................... . ...... ........................... . . ... .... ............... ....................... .......... .. . . ................ ........ . ....... ........ ..... ....... .... ...... ......... ........... ... .......................... ... . ....... ............. ........ ............ ........... ........... . ... ....... ............ ........ ........ ... ............. : . . ......................... ............................... ......... . .......... 12,! 744 Project: ? hzi.-m p 1415 LAN'6 Designed By: Date: Project Number: b L-p & )k Client: Scale: Page: IL Z 3 CV - cq CA) 00 OP a C, U, z C) 01 I 10996 0 r x 41S C) C) �o IZT m C4 71, all MA I 0 Y, .............. ....... ....... . 0 ..,o N oil ,m, m,.3,,no, C14 N 0 I . 13))7111.4 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 ENGINEERING Fax: (425) 821-2120 Gravity Uppef Hoor Frammig 2.r /. I :9FORTE' "'EMBE: REPORT 2nd, 2J-01 I piec (s) 14" TJI�� 210 @ 16* OC Gy-11 L-gth: I B` 61 All Im,aUens we memred from the WtIlde fare of left suppist (ar left —bit- d).All dhenal.. — hmlt.tal.;Da.kV Is Concepasal Design Results Mow 0 Loos"an I All—ed 11—ft LOF Member It—tion (b,) 793 Ils 2 I1r 11340.23 Passed (70%) !.00 !,0 D I 1 2 — Show (Ibs) 776031/2- 1945 Passed (40%3 1 W IJ0D'IJDH. llpmi Moment (Ft-M) 354309 '3* 4490 Passed (79%) 1 DO I B D + 1.0 L (All Spans) Lke Load D04 (11n) 0.262 0 V r OA52 Passed (LM30) I D D + I D L (All Spana) Total Land Dell. (in) 0.425 0 9' r 0-904 Pauved(L/511) I JO D + I A L (Art Sows) TJ-ko- Rating 5t 45 Passed Dell so, alaws, LL (L/480) wI 11 (t/240). TM:Z. B-9 (L.); T� .--. a,los —ba broaad .4' Z'./. sdwe &.1w!.th— ft— Ed,;a B,.N (W): Bortt,, mirraearon .1u, —b.brad at IV 4"./l, I— JaloJ am —se. A as —A widya, of the � nes ot bean ,wfomot. Defl— ways, 1, most � oo,"ie actre, men a Aroe layer of B/32" WVarhostaw Edga� Panal (24 " Sow, lLao,g) ftt is 0— ard raW d— Add tom! corisdarsora IV tine TIft— Rwor, lrdLW.: 5XG—oolkv. Supports - Bassists; - I Loact, to Swports Obs) �oaoi Total AvWbbk Reclolood Dewl FL't. I Total 350- 2.27 US- 308 493 1 301 IIKIU�Bawl 2 - Sd �dl - SPF 33V 2.2V 1,77 300 493 1 901 1 JW NBawd WI BesJ Is Mwld to owry 12 losis VOW dw0y Wajt� lspaswg the mebor besV desq-1. I L000non Speentr I osed) to'soa L"Cb (Q% I , Loo) I - J�b- (PSF) 1 0. 18 6- 1 11 1 no 1 40.0 I—owst - L� Ar— WeryeAntruser Notes M"'hoo.owearronsitrase...g.flaspead—.1 b.in—d— ""' ftml,— sAahshed d.W �suael W,— "a", or"ne wi --- 1.1saw . tha oft. 6" � me need for . dogn P'desatnd as to —se by ft W.Ity h" 3�.Ador. ll� d.=.*f =*d" Wjdw � frisras Inobares". 0 — th. the Moil.. 1. so -P�ll-dgqjmhBtoft)ffemtdedgvd�ythmsoftwao Prodetan—ifoottrodat YI*`w_ ob __ &qooered Ltrbw Prodmis hm bw —i—ecl by ICC ES tink, tod"I" roosts ESR- I M ard ESR- 317 wall ould a, —dwoe ath VolKable ASTMstarclords. Por camenc cad, �000n reoorla, VAyw�w ped. I,— 'rarstration .. ". to eftwi-sexaser aYW*oodpo*&Ktso�mwehbrwy. The votLett application, ins, d.91 loods, dmarsions wO mprortinfamum hietbeen samAdod byFono SaftwaraCparearx PASSED �fata floo, "moe, Tyre: M. 5,.,tdngiJ,e: Raa�al �I,IWC.de: W 2015 !)aor Matodblogy: AM FS�Qo 1 2111/2018 10:30:16 AM B, Forte �5* Design Engine: V7.1.1.3 BuildA.4to b ... .. �g Page 21 of26 ,,51FORTE' MEMBERREPORT 2rd, 2J-02 I piece(s) 2 x 10 Hem -Fir No. 2 @ 16" OC Onferall Length: S' El 2 Afilotall—amessomedf-11 i otitIld. lasto of left uPon (or left �&,rer end).All dmensons ase, hortoontal.;D—kV is Concepwal Clewitigs, -Rmults membw Retstron (11.) 430031/2' 911 (1.50a) Passed (47%) — IIDDIIAL A119ran,) shasor (lb2) 342 0 V 3/4' 1388 P= 22 N D + 111 L (All Spans) Memoir (R-1m) 815 0 4! V 1917 F_L (43., D si Live Lited Dell. (in) OjD4604-1- 0,190 Passed (L/999+) :�:�jj!AL(Allsp I D, AL (All Spans, Total Load Defl. (h) 0 D66 0 W V 0.379 T �(L/999+) jl.C[)+I,0L(AJlSp-a) TJ-Pro— RaUng NJA N/A l3allween masna: 11 0,M) ard n Vm) Too Edge Bratang To, —m edw — be b,woJ at 7 7' ok, I— dtalal Beatem Edge Onsalro (W)t B mWesse, ado, m.st be brxacl at 7 7" a/c wisto �*twad ofiw�i as A 5% a— in - ma —I �apaoty h. leae, added to — for raoaalr� —ma, Apple.U.,al..daterot we based an t0S. M eamposes astdon b— ded an� Jdat — -.elrd,n and",. supports Lood, to lkspairs, (b$) Accoassarles, 1,;j A= It"Ilred Itead TIM] 1 woor on 9 tfit"Sr* besem I'll M 327 See noo, 1 2 Hartle, - 9 Ilit"SW b— 150" KXW� 1 I.5D' nI 313 IS-1 Dowl L"dg I'aosolon (Slde) S—Ing (1190) (IDD) 1 otail, 16. 25.0 we WeVerholausetrNotbut —arad—labadofteoftsis., noor—ted.--theneasir—doir �rlsdcilan do7wofr oomparbl. Mth In. —.11 pr�*='ty hiZ("PJm Board, ft"'o Ponals am—Wad.1, elodis) we not dedg-I by this softev, Pro&ss, non,lachred at "t"ohl— I-litles are di,cl-party codfled to -UM.U. farear, sorWards. VVeywhasssw emomoved Lumber ProoLitts, r,-e beer, "LoW by (CC ES Wmal ap— 9SR- I LS3 and MR. 1387 d/a, tested in ""'dirce wid, aso,cabl a ASTM foandards, Fo, wmart code eveloaton remme, weyolhoutear pmd- fisarease wW hIssiad. detall de, to —efterhastser.com�,-vodLets'd—Isbrary, Ins pmL. aplivaon, sn" desq, lows, d and .4— aio,� h— been pm,� by For. So%.. opwasor PASSED Member Type: Nat W".9 t.he ; ltas�dl WItArg Code : IBC 201S Desig, Withodeloor: ASD rmtsso�op Jab NI- 1211 1/2018 10:30:16 AM Forte v5 4, Design Engine; V7.1.1.3 BuildA 4te (4 . 4.044E 6moo'—w. " me Page 22 of 26 2F2.1 CAI 16M All U- ............. ........................ A �t ....... 4 .. .... ( WN T . ........ I g A C�lC14 78 u 0 9FORTE' MEMBER REPORT 2nd, 2"3 PASSED FORTE' MEMBER REPORT 2ni 2"4 PASSED 1 piecei 3 1/2" x 14" 1.55E TimberSti LSL r_0 I I piece(s) S 1/4" x 14" 2.OE Parallarn@ PSL Overall Length: 10* 9 112" 10-6- AN beations we measured from she waside food of left wi for left carillever end).All dimensions we hortmorItal.prawng 15 Conceptual zzm I Actissal 0 L-lon I Al"'d I R-K ussnrmw�--- 1 5347 0 W 6- 1 5347 (1.70-1 1 P.-M f1ri Shamir Qli 1121 !�l !6 Passed Q596� 11.0 D + 0.75 L + 0.75 S (All Spers) M-em (Ft-b.) F__ "go 1 6 Passed 54% 1 10 D + 0.75 L + 0.75 S (All Spore) Laws Load D�ft. (in) 1 0.12305-5- 1 0,254 Pawed (L/992) D + 0.75 L + 0�75 S (All Spani Total Load Bell. gn) 1 0-24505-5- 1 0.500 1 P.Med C1.14911) it.0 4 0 + 0.75 L + 0,75 S (AD Spans) Delleclon Mems, LL a/400) and It �/240). T.,zelseasi TOP oometal edge st be braced a 10- T' OA WIM detailed othavel se -I-- Fogs 9-nD U� Be*. osimpression .4. -t be b,-d at 10'5" ,t I- detailed ath- Supplaft Sassari I 1 01.) A -Searles Total A.11.1il. Resiuked �aid Total I-SW.41 Si 1 $30" 4,25" 3 76" N37 11/4"Ohnsoaril 2-1-11V 28,2 M 1 6595 ISeenoss' Iv- Floor Wilber Bialdirst LaS: Res.'si WldmgCoda: IBC MIS Owagn Methodology: ASO im-6-d - --ad so sam,as- asol arecry al wipavieng - - bs,N d.grad A' h-W ai the Tled Boashill dimseral 1. �.l . me w,ft of t. -A that 1. a,ii,i - hanger � Saw C-tor grid below for additional .1ormado, Md/. sovamenoi. I Gisainecti Skaspi Strai Canstoactlarip I .P- Model Sess Laingth I T.i MI 12 - Facsi Hai HLCQ412.SDS A-SDS25212 6.$DS25212 jiiMS "ributery O.W Flo.,i an- Lemb Loostion (Sldl Widsh (d.) (1.15) 11)4".0,6 N/A 53 I - Linhirm(PSIF) 6 25 0 �A Floor cr'ont) 7-ifionnfloi 0 So W1 9 J/2- M/A 80.0 3-W9mmaPSF) 0 So 41099al/2' 1. 4 - UriifiawnjPi�- 0 ISO 25.0 Low If 6.0 .f Weyeril, Sea ser fillollseas lkws'- - M,Mda that she lWing; of id; pr�"ta will b., n .-d-. ws th==.t',dWi g, Irsed. andl bbhid! dead, i os- -s- "'Y""i was. 'Slammed - sSM-- se -I" it 1 7-- 7l*pr*IWapplkovaM,,lnWdeSgn loads, dmansons and �tlrl-to, hai bear pro4cad by Fvai,Sofo�MeOpwgi 1211112018 10:3016 AM Forts v5.4, Design Engine: V7.1 1.3 P Sui . 46 Page 23 of 26 0-raff Length: 14'5 1/4* I 14' El p All bcall" are measi from (he ombWe fase of left wpl (or left cartfiever md).AJI dimensions ares hortiontal.;Drassiving b conoVinal Design Results Allowed Reank L." I`=- (Plasm) Memb� R-tion (HIS) 9754 0 14-1 1/4' 11694 15.50') S!3`14, 1110 ?�. ; I'l; E. She. (lb,) 8803 0 IT 9 3/4' 16342 1 (,;;;), 1.15 11.0 0 . 025 L . 0.75 S (AN Sp-) Moment (Fit-R.) 11693 0 12' 9 1/2' 46054 I'messid (25%) IA5 11.0 D + 0.75 L + 0.73 S (AN Spal 1.11aLoad Defl. (in) 0.073 0 8' 518- 0 342 _.Ea�d i (AN Spari Deffestion altars: LL (LMSO) and TL (L/240). TOP Edge braidne (Lu); Top onpralason edge mi,,t N bwed at 14'0/c wriess clealled otne-iss. Botem Edge lisroong (Lu): i WIM-on edge -tb. braced! at Wo/c uriess di odnaress, -19 Mai TVpe; M,,h Deam Bildw V. : Real BUldnig Code : BC 2015 Deag, Aso Losses to Skii Obi 825 1 522 1 477 1 1024 Altharg�a,pona,lshe"rati � Sea 0- grid below 11 addUMSi informbon andjor raq,re- I Coansacter. Simpson Stroll Cantsectars; I Swoons I Wdel 1 Tmwls Fasehems -bei A.-,e* I I - F.. m-, Itervar 1 js!tL7gth 1�612 270 /A is-lod &10d Landis i (Sid.) TritiWan, Width ,rd So) 9 FI-U� 0-00) an- (1,15) comment. 7-759�lghi 5 1/4" W .' 5 Vill -7.-r4rr, N/A 210 0 I - Urtorm (PSF) =4 1 -I 1., ED� 25.0 .0 and Floor 2 & U A No im to 12, 11 IT S 1/1" (Frons) N/A 90.0 - W41 3 - p6m (III IZ 9 1/2" 0-1 N/A 2812 1398 23,, Uked finori 213-03, S-oort 2 4 - Poi (b) 170i 7W- ==,hat w" b I design Otan. and pubi design wil- ad 'd . -arrentes 1-labad to the SoNer-, -Itmeardled to dr.- ass, masi for . design as d- mined by he "sMIV hai )-i The deal grair of reodi bU der or k- 1. responseft So -. met she, di I. , th 1*-Il= .I,, I or" " si .11 1, 1, n,,,=., d, 1111, loel).-ni " by "" *of** .1 -fecared! p If ad to . as I. W.:�l am_ I = Iii h-p""' ,id. tai rvoneESR-1153 Md E$R-1387 aW* baseel In scoorderce with applicsi ASTINIstandards. For mem cods .4 b- awallied by [CC U MOdW I I eir asre and I , lost SIM debts Is refer so www w awn souser � oomMood Mad sviiii li brass. tseson na-ts, W.Yems- 7,o ProdLKt apIlonon, nNit design loach, dimensions and S=M Infonradon haws been proOded by I'Mise Software Ciparesor liestailleflas- Opens- 4.111 12111/2018 10:30:16 AM Forte v5.4, Design Engine: V7.1.1.3 B.Iloi W3"a'M�"`StbllMg at P ge 24 of 26 2 F2.3 HEMBERREPORT 2r?ct 26-05 inFORTE' I piece(s) 5 1/4"x 14* 2.GE Parallam@ PSL Oiniinall Length: 21V 4* IVOW IT 9 1/4' AN lowtionsare n—ed frm the wt*de face of leftmWort(or leftcandlem end�Alldknmrsions we luxtrontoll.;Orawling IsCorcephal Deftil Res"Ift ftuem*�� JW—d R—k uW L.A C—bewmu- (saten, Member R�tlon (#m) 165N 0 10'6 3/4' IOD47 (5.50") Pessed (92%) -- IA D i LEI L (A" So—) Sheer (lbe) 6892 0 It'll 1/2* 14210 Paseed (48%) 1 DO I D D � 1 0 L (AX Sparr.) Moment (r+ln)__ -IN" 0 to- 6 3/4' 4CV743 Passed (45-%) 1 W I D 0 . 14 L (AN Spans) LWe Load Den* (h) 0.148 0 17' 8 9/16- 0.336 Passed (LIM +) — ID D + 1.0 L (Alt So-,) T.W LOW Dbfl. (h) 0.228 0 17'9 13/16' 0.672 Passed (1.1709) — I In D + 1A L (Ak Spans) — al— LL kL/�) WO rL Q�—) Top fte Braing �U): Top mWeeko,, edge — be brmed & NA" ,i, �ees detMelo�,m B� Edge BrWrV (Lu� 13�m �eem ete —be, lbr� at 24' 4" o/z �m &tMd othiew,ii. SUPWU Te4al A�Wble I Sd well Pf 2 0*,— - OF 5M" S.SCI 5,06- 3-SbAwdl-� SM' I S5V 1 2,74' 2334 137e5F2591 I 6119/-n9 Trlb.wy Dead Fl-,L�e a.— LOS& L�— (Swe) Wkfth (0.90) (1.OD) __(LIS) C.-- 9 SO (PLF) 0 . 24'4' N/A no Y)� 14-1- M.0 40.0 2,4 �,t—(PSF) VR'4" 2 Wom (P$F) W6 37�—W 6. 25.0 40.0 9— (".0 3 p-, (e) IU 6 3/4" (��t) N6A 825 522 4" 9"� —I, WeteermemserNeuss t,,lra—d-e�kJhWemhmmxw P�dWqnci�"a",lWdelqn,,km W-1,ee— d orem b;g m�ftble with the d brojeci. Ac�a (Aim B�d, S=, 1=4 Viewhemmer fadibes as nirdparty MW W, —mle. ftwl—sw Engreered Lwtw Prodma � beer, &,sluamd by JOC ES ;=jV==WIT ard ESR-W and/W meeel 0 a—diince Me, 4Vuli ASTM slarclards, Fv -wrt code eIIUWM ftwh—,w demil,mi. The wokiet applicabn, kVX deign look, id� arel agportinraniWor, ha,e beer, �$ckcl by Form Saft— OWav PASSED Sy— Fi— ll,� TW.: Fkh BLmd,v be! lkeil�ml Meng Code : BC 2015 Design, Pledoklog, AM 12/11/2018 IU0:16AM Forte v5.4, Design Engine: V7.1.1.3 BuAdA.4fe Page 25 of 26 MEMBERREPORT 2nd, 2846 6- F 0 n T E 1 piece(s) 3 1/2" x 14" 1.55E TimberStrandS LSIL 0mrall Length: V 3" ff r AA bemuon, — —ed fro. 0. -Nid. f— of left Wort (or left —tk— AJAX dini—dorts — horu-itl.;Dr—ling h Conceptual Desigm Rmulm A�01.—kn Alb..d R—It LM& Cambirealm Mernber Reaction (lb,) 234204- 6181 (5,W) . 1.0 L (AN So—) shear (be) 1420 0 V7 11r 10127 + I B L (AN Spare) ll—ent (FI-111m) 4082 0 4- 1 11r 21840 P..m (19%): 1.0 D + Spans) '.0 L �M Live Lad Deff. (in) GJD23 0 4- 1 1/2- 0.19D Passed (L" _ + t (A. Spens) Tetei—i-il -1 1 - - I - I — Passed G./999 Deff— �.: � (!./�) mr,l n � IM)' Top Edo Bradr, (Lu): Top mr,,,eei- w* — be bred . VY' ,t -lees dteiled .0—i- 8— Use Bradro (W� B—. .-- edw rn� � bi . 8'3"./� �m dbe. Sapp. Be Lod. 1. 94V— (be) 'L. I -- I-5ld well - SPF Bi.�rq 2-SW.,A.SPF 55W 5 --W 1,57" W M 1 2343 jalo�N F—U- 0, SO "IgN (�F) 1 0 . V 3- 1 WA I I - U�m (PSF) I OWQ'3-(��) 1 0-6- 1 25V 1 40n I aid hme— we— Ne Im Vmmg fl. ;xd— .0 be �� —d— wtt, Wmr— Wod.1 dg. .�. sild �bk,,hed demor, A— �Wh— —.WY ddi- " �Mer . d. f.— se & he F,.—,e —ir..I*d . — ft rw f. . dieg. ,erwe.. se d—fred by OW aft—W hokg)—I— The dedg,w a rwd, bAder r k-3 rew..b$, %, ase,e the tftdcUss� is —romiltil. with ft —4 p.)., �1. S� 13-4, Eld,.v Pend. erW Sh Eld,.) — —deiigred by t. f.—, ikoclixis ��ed V"— 6.kU. — d*"" —tfld . --eble k,-y vordarle� 10,,.t— &Oneered L-ter Rod— h— bee, eW.-d b, JCC ES ,r4. mid —A r� ESR. I L53 ard L-A-1387 W. .d 1� —d— .11, isildil. ASTM —.Lwds ft — -.Je v&-yert— W.*. PW— " b.4— dWb Ide, V. pldm ai hi dies, I.*, d—, ard &A —A. — h— b— v.$dd by ftei Sftw- OW� PASSED S%yv— 1 M V.,ber Typ.: Huh eea,n BUdrg Jae � Reedert.1 �Idrg Cod, ; IBC 2015 Deeg, Nledvdo�ogy: ASO 12/1112018 10:30:16 AM Forte v5.4, Design Engine: V7.1.1.3 9-, F'Ve..a. P t BuildA.4t& (425)C'4.844C Page 26 of 26 2F2.4 8,-18 N cl) PL4 104 /-TA (T6 z if Lo ................ I .... ..... .1 1.1 CA ....... I ..................... .... Vs- 9 9 c 0-4 a 9 Ell 10 $24 4 74 u R; A SIN A A ................... .......... VN 11 C) 77. I `�,- tp, ..................................... 1.1 ....... ............................... ... ML. 'ME 1� u AD 44 BTL ENGMEERING 2B- 11 M A�f k. t V LAf$o = 0. -24 .(LL) L/240 =0041 (TL) Eireq'd xlO'lb.M" 2B- 1-2, M = 14.70 k.ft V= L/* = 0. L/ 240 = 6 60 .(TL) 2 El,eqld = xlO'lb.m 1 3 �Z-x 14 LA L- I 19011 Wood-Sno Road NE, Suite 100 Woodinvifle, WA 98072-4436 Phone: 425-814-8448 Fax: 425-a2l-2120 CP # -1 ( )2. 11 (/)2. ;.Fx- �6OAM� STW Tm%n ----FIOST ----PMT (/)2. 111 ( )2. F- STUD $Rap I STW spar EL ffi� POST- LF # 39 bo # )2. p ORJUD 577MIlm"ll 11 ft*T- Project: LN-� Designed By: 57' - Date: ProjectNumber: Client Scale:— Ram M-1 B,� 4 A� z "� � v sob 40 .................. .......... I ........ .. 4 cq 149 A T I i 0:4 E31 Fin IR C> C-4 74 Cl z 0 s!, $A 2 P--4 P. .,:, OD C� C) 0 ,, i �A �A 0 q. 14 104 ENO m �41 All Ali— A4 ... ................. ............ All '11 r ........... . ........ I v I ....... ....................... --I . ...... .............. I ........ ......... .................. I ...... fl, ....... .................. .... .. ....... ................... ... ................................... . ....... I .......... I .................... I —J'L— All All 61 All L11 All All �_ F Mm C4 N g 9 45 C11 2 4 04 w IN u u cu w (U u Z 0 4-4 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 ENGINEERLNG Fax: (425) 821-2120 Gravity Main Floor Framing MEMBE: REPORT Ist, IJ-01 :WFORTE' 1 piec (s) 14" TJ1@ 210 @ 16" OC O�erall Length: 1EW Ire, AN locations we measured from tho outside f-fieltseabotat (or letualliew md) AD dimensions, we hertrantid.;Drawing bCmcWWI Design Results &,.W -I,- Al�ed F LwA Combination (�tcnr) Meaber Resettlon (W) 773 0 3 t/2- 1003 (1.75') 1 1) D , 1.0 L (All Sports) Shear (lbs) 77303112- t945 1 JO 0 + I B L (All Spans) Mornest (Ft-ba) 3443 0 9'2 1/2' 4490 1 A D + 1 D L (All Spans) L Ile Load 130. (h) 0.248 0 9'2 1/2* 0.446 1 A D + 1 D L (AN Spans) Total Load Dell. (h) OA03 0 9'2 1/2' OB92 1 j) D + IjU L (AN Spans) T3-Pro� Rating 50 45 -1--.1-L . IL . Top Edg,&w,g Q.,): Top mWeem at�-babacedat,vrat �Ieas dessi otn Boo- EdW Braorq (W): Booto, mWeasar, edge seartla, Issued at W I- /, �m de!kao A -al analysis of the ded� has � be- mfm,,d. Deflecom wal yea 1, basad m o-poess �bn with , mij, L,mv of 23/32- Wsyarh� Edqe� Pat* �N"Sban R.&V) inane aPadl d-n. Add dmal -ed,- fo, the R," ld,&: 5A"Gspe,, ceIrg. Suppo Bearift - I - I [-- L��3 Awl&lbk Reqlfmd I - I = I - I - Hangsr an 14"SM bear, Haroar' I I k 798 jSe,notal 2-Stb,d,di-�F I 55V 1 1.25" 1.�' 1 310 1 4% 806 j1lj4"M,8oad See � 90d b6t. lo, addso,al W-M -ft laq- Asoi Beeirg Larqdh JR�xrad BearM WabSIflwe,, PASSED sy- � moar �� T� : .141 st �IdN Ube ; Read-.1 �Idm � : 113C W15 Daegr, Nledbtd� � Aso I Connector. Shrrapsom Sitron F'� `DaN=W Seat Length Top�llx Fa. -11. Marabar Nails acse;" "IFE M- HWW 1 M2.%/14 2M" N/A 12�Wd 2.Sb.g�ip F-L- Leads LL-t", (Side) I so -log t - J�-(PSF) 1 0 Weyerhaeuser Notes V'swinsm-a wrarts that the mg ohmptodosis mill bein asodata -h Vkwhae- isod- �om owe anal pubi dmv values. Wa� P`ofe-orW m dati by ft &A-"aAnQ Meanor. Tiv desigsir of retard, Wider a �a is resbassma 0 amaxe the th 3 cafaAaam is ,o,,.obl. a, me -01 pr�)- A-" (Itm Coard, Blockirg Penelz wd So,00, Bloola) as 7ot deagred by this soNare. kostts .V...d at �,h- fablides - Ih! 4" tai W e,abInsible fvwy standaros. ��hsa- 5wreead 4unte, Prod� hm lb� ed-bad by ICC ES -,. E�. M antl SR. 1387 andA, easad W, -d- AV� � standards. Ft, .- dt .4u.. raeorts, Wa�� prod- I -, ad mWeam detail lefer to 1h, prodl app-, PA di Jostai d- ad �t -nfa-sbm ha,e bw woic6d by Forte Waaar, 0matt, Fln, S-1r, Op -tar 12/12/2018 2:08:52 PM Forte v5.4, Design Engine: V7.1.1.3 (425 1 , 11-51�e BuildA.4te L!-` "'sa.7" "l- Page 28 of 66 MEMBERREPORT 1st, 1J-02 :9FORTE' 1 plece(s) 14" TJ1@ 560 @ 16" OC Overall Length: 13'6 1/2' ICY 11. All ocanael are ra-red ft.. Uns outside 15- of left Wort (or Wift -blov., d).Al d[.-Wn. are hortmontal.;U-ing 1, Consepeal Design Results A-.1 9 Lotat- All-ed R-It LDF Loed, ConnibUatim (Pattean) Meabor Reastlan (Ibs) 2129 0 10' It 314' 3455 (5.25') Passed! (62%) 1,00 1.0 D 1 1.0 L (All Spana) shear M') 1635 0 11' 2 1/2' 2749 Passed (59%) 1.15 1 ID D + 0.75 L . 0.75 S (All Span.) M.-t "las) m3"2 0 10111 3/4& 12966 -- Passed (31%) 1.15 1 D D + 0.75 L + 0.75 S (All Spain.) Lt,a Load Coft, (in) 0.063 0 IT 8 11r 0.200 Passed (2 "+) - I J) D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (it,) 0124 0 13' 8 1/2' 0.273 Passad (2L/526) - IJO D + 0.75 L + 0.75 S (PJt Spans) TJ-Pr.- Rating 68 45 Passed - -.- o,-a: . e�aej are �, �ars; Jeflaction oriteria, LL (0.2') anJ TL (2L/240). Tal, Edoe &mrg (Lu): To ab� e,!� asait te, based at 3'5"oYs �mIaWssl od-w. Btabb. Edge &-M (I.): Bostom .-- edge -,be b,.M at 9' 1W /� -I- d..Id od- A *-,al wdyss,hhe deal, has � been Wfed, Metal, m1i"s is based an o,,,poote cbm MM a *,,le a- of 23/3 2" W,,wh Ede� Pa- (N" Sw R-C) that ,,,ad ard MW d- kut.m �dsradoaa 1. he T1Ft.- 5/8" O� oefiN. Sapporto 1-9 L . ant. (les) Total I -, I -.,- - I T= I la�VwonW�Ibaam 350" �W' 175"j- 1 1*11e9 -112 1 Ml/.229 1S.-I 2 v Swd wall w Sm 1 1 1 At harosr -�, ths Told �no d- 1. oel . ft Mein of ft resseli thas.. �dnq ft hanger Sm �t,, q,d bdft f, adddarW,rdor,amm War Rwured BeaN �gdh / Wdred Des, W Lwgth with Web Stiffeners PASSED sy-.:n- � TWa: 3.st Widn, Lab; Ressi-al wldmc,.& mw�s 0� Ved-lalo�: �D cannector. sisups.01 Strong -Tie Comeau.. w I Seas Lanoth Tw Nallp F- Nali. 71pp--M- --o.r Vio 2M" NIA 1+10d 6- lod ab Dead Fl-i Sn- 0) Loads Losatlawl (9de) Bomb It's (Itoo) (1,35) I -Ua1b-(PSF) 0.13,80" 1., 2S.0 40D 2*P*at(P.F) 34 6 U2" 1. 80.0 'W. 3 � P.1 (�) ir 6 V2" w 169.0 MID L-911t(PLF) 11/1 11" 90.0 ".r We. ptint (Kp) Weyerhaeuser Notes mi�atbla w,d, ihe -Al pl�ject. A-1. (Pi, !oard, BlokI, Psrda md Swa,, vo�,) are not desrea by this wfw&,, �ftbd m Vasy1h-�g1rwa,1Lunibwftdxts h&,e1-ee1,asdbV1CCeS Tht"&Ktabbl,taban, readessr, -da, drs�sa� �ortnf- ha�a bw ��d�d byr-S,Nareopeses, J.b N-. 12112/2018 2:08:52 PM Forte v5.4, Design Engine: V7.1.1.3 SuBdA.4te Page 29 of 66 L - - --- 1 F2.1 MBERREPORT 19, IJ-03 :9FORTE' M"piece(s)14"TJ1@S60@16"oC 0,Inarell Length: 15' 2 1/2" All Iticatiorreare .-.d from the .11sid,, t- of aftstemoi left candlem and).Aldimersions are hortcontal.;Drawing Is Conceptual D,ttieign Resuills, Ac.W (p Locatte,, Ali-d A -It LDF Load: C..b.mican (;iw-) Metriber Reaction (Ibs) 2204 0 10- it 314m 3455 (5-25') Passed (64%) 1 jOO 1 D D + 1.0 L (All Vans) Shear (lbs) 1290 0 it- 2 112. 2390 Passed (54%) 1 B0 to D + I A L (All Some) moment (Ft-bs) -46070 10' 11 3/4' 11275 Passed (41 %) 1.00 1.0 D + I jO L (All Spans) Use, LOW Defl. 0n) 01099 0 15, 2 11r 0,211 Passed (2L/999+) - I j!) D + I D L (Alt Spans) Total Load Dell, (h) 0.206 Cb 15'2 1/2' - 0.423 Passed (2L/492) - I A D 1 1.0 L (Alt Some) TJ-Pro- Rating 68 45 Ineased - -- -- critere, LL �L/48o and R Q./-) 0,ahmi; deflection cmarat LL W,60) and 1L (Z/210) TV Edge 5,adi ltu): Top compression, now - be braced! at 14* 7'ok "ass detailed oti-arm se. 13- Edge D song (1.0. 8- comsesso, dpa - be braced! at 7 1'.A I- detailed lh-. -228 Ita 0A . a,ppo,1 0". StrecW9 or her -traint may bn.".d. A.- w,Jr%s,f0*d*ckhanmtIe&,Wf,�. Supporb I Lead. to fiksip" (11,S) acceseneenlise .1,ed Dead Snae, Total � I-H" innM"S�baam /.1 .17 301�181 -5� 30�/.279 Isaances, 1; -S.dwdi -� 1 Mr, I 3.W tM I 111' I 104 M - laocLN PASSED System: 9- l4amoe, T,,,S : 3o. Wid�- : Rcecel BLAdN Cocia : ]BC 203 Deana, Whoddogy: AK, Eloc,ing Per". ar. -mi . car, . loade applied 11-4, abom, MS." the kill load I, e0ed to Ji. mente, bani dasgvd. At heron, ,coores, he Total Searing olmsmem is aciud W h",dd, of he nained ",a wopo,1r, Me han,ar See Conectc, Vd! below for adoi information W-Mi.keenerm. Radirrad EcInno Laniih IRS,,,ircl 13,arm Lanoth with Web Sufferness CoRi%eS:ti sinspon Comedian; 1k,Pp- Medal - Lange, Up �11. feace, nis". memberi,aal. aceseetariese : - Face � Faroe, I LA to 2DO" N/A �+Wdl 6-10d Web Suriwar, Dead Flowl.fine Shona, Lands L-lei, (01,11.) Boating (0-90) (l.00) (1,15) C-.- 1 - Uniform (PSF) 0 to S* 2 1/2' 16" 25.0 11.1- Lot ploor 2 - Pont (PLF) is- 1p. 1. 90.0 Floor Wait 3 w Point (PLF) 150 iX 16' 1$7.$ awo Acs, 4 - Point IS101, 16' $Do 2,d Fl- WAI 6 Poinnn") _15' 1/2" 16 50.0 ioo� Roof Weyerhaeuser Notes We"ar'-` we"arne, he . `" -.1 d". 00. w.'-. nicated! . ha f.-. - of his sofware is - intended to d- Ih ... d for . desq, brofin""a as datermin"d 1, he -horley ha,'g)�Sdltd- � designer f,-d, balde, or framer 1, --bl. to -. that h, ca�I.dcr,,, comcadbl-ithth-ai F-S,ft openew 211212018 2.,08:52 PM Forte v5.4. Dlesign Eri V7-1.1-3 SWAYA.41is Page 30 of 66 EMBER REPORT Ist, 1J-04 :9FORTE" mjpiece(s)14"TJ1@560@16"0C Chearrall Length: 14'3 V2' 0 AM Istabons, we re-ed from the wtside face of left atipport (or left ceirtfleear encl).All dimensions ans horlbontal.;Dirming hCornteptual Data. pasulit; Ac..I 0 Locetter, Afloliredll-- Rei LICIF Load: Cambinersion (P-) Member ReactlorI (lbs) 2205 0 10-3/4' 3455 (5.25') Passed (64%) 1.00 0 2 112 '�Z . Shear (to.) 1290 0 10'3 1/2" 2390 Passed (34%) 1 Do ! t t . jl.' M.-It -%07 t1b 10' 3/4* 11275 Passed (41%) 1 Do I JO D + 1,0 L (AN Spans) Lhali.ad Defl. (in) 0JO95 0 14- 3 1/2' 0.211 Passed (2L,999+) - 110 D + 1.0 L (At So..) Totell-and Dell. (h) CIA99 0 1413 1/28 0.423 Passed (2L/510) - 1.0 D - 1.0 L (At Spars) TJ-Pml- Rating 69 45 Passed Laa-m . P1.) ard � �-/-) Ommae,,; dall- a- LL (Z-/480) and TL (2LIM). Tot, Edge, Bracing (Lu): Top ocrmwasac,, edge rnart be braced a Ko/c oNcea dateled tithiswim Hisesse Edge Brateno [W): Ectown, comessecr, adge mine be braced at 9' V ./c �aw &-Wd -213 Ite, w1ift at �rt 0" Stratmg or otle, restram man, be req�nred A sth-al maim, of the deck has not been wformad Deffecien, S,Syss S based m concam, acto, with a � r4, IS— of 23/32" We,,lmm Edqe� Painal (N" Stan Fkato) hat is glued and nailed oloam. Additional considerations for he �Prc� Rwv i,,dud,: 513"G� calling. Supporb Nearing Lead, It, &,M-. Ube) Total A-11abl. itaq.mad Dead -a I 'L I eh�j----- T I, tWvw or, 14" SPF bum 350" r1e,ngeri 1.75"/-' 4f 276/-200 1 .55 1 276/-339 1 2, 9sd w!!- 550- 55V 3.50" 11N 1101 1 IN I B94 I PASSED S,.. i Fl- lelember Type e.ldng I.Se : Residents! Widr,; Code: 113C 2015 Deagn �dvdolooy: ASO Daii a ass.,ni M can, W load, append dn" Store, here and cha U lead IS apPlied 0 de, marrite, being designed. At hang, Me Tod Dearing dimensions eqal to his width of he rosterial hat 19 "Iscrong he hari I Se, Ccrr,,ceor grid bdow for addtond, nformilo, andlor faCiered ESrmi L.9h likeciJred Easing Length wih Web Sorf- isectur. Slinspon Struts P'Tie CORM I Sa,e Larigth I Top ANSI. I Face �11. -.1ber Nalb 7-Umn,"t "ar I ", W I 2W" I N/A I 14-IDd 6-lod Dead ft� U. Sn- Lamb Locartlan (") Spacing (ago) (1.00) (1.15) Comment. I - uniamen(ps1c) 0 . 14'3 1/2" 16" 25.0 40JD Readeri - U-g 2-lesimilit.1ij- 1.111/2" 16" 800 =14cor Was 3 - Pant (PLF) 14' 1 1/2" 111. 187.5 3004 Poor 4 - Pont tPLF) 14' 1 1/2 16 80.0 ard Floor WIN 5 � Point (IoU) t4' 1 1/2" 11� 60PO OOD P-f WeVertiaeuSerflatu waments hat ch, Sam 'fle,voclix. ' rin accord- w,h WSF- od.,cldi interns dear A Vaswes� �asaydsdwm "'he arramae related to his sefic-1, aa, r-ded 0 or.-, ma reed for . onew MI-onal determined by 6. -[ha deagnc, .1',scono, bUlder or tarre, i-esormi to - ha1h1c caio,1.6- comi with he -11 c,,,act. A-,. (R)m 80.d, Nodding Pares, and Sq,.h Nod,.) are n., des,,raci b, ha Proot-he -f...d at hwelesenhei-bVICCES xcicela ASIM standards. � -t code, heilwe-aports, VetyaheacIas peck,ce fiter- ard-taflas. 6-1. refer to -w-fies.-corriiWoodprod-Ift.-Abrary. 'he pm&ct V. des, loads, d --. and pp- He- h- been Vomcicd b, F. te S.N... Citerancor r.-S.Av.. I Job Net,, 12112/2018 2:08:52 PM V. Fodev5.4, Design Eng'ne: V7.1 �1.3 BuildA.4to 31a W3 Me, Page 31 068 1 F2.2 r-IFOR-FE- 1MEMBERREPORT Tj Ist, 1.405 piece(s)14' 10560@16"OC 0�11 Length: 14'9 IQ' All locations we measured from the outside face, of left wMat (or left cantilever end)LAII c1lonanslona we hoolewilial.;Drawng Is Conceptimi Design Itelaults Allowed R—k LoM Combination (Platterr) Me.b. Remotion (be) 2008 0 T 2 3/46 3455(525') Passed (58%) �TF 1 JOO I A D + I JD 1. (AN Sporn) shear (lbs) 1203 0 3' 2M Passed (So%) I JDO 110 D + 10 1. (All Sp-.)___ Moment Ort-lbs) -331410 V 2 3/4' 11275 Passed (3D%) I DO I A D + I jO L (All Spars) Live Load Dell. On) 01058400 0.2110 Passed (21.".) — I j) D + 1,11 L (Aft Sparm) Total Load Defl. (h) 0.11000 0.323 Passed (2L/656) — I j) D , I D L (Alt Sp—) T34�.- RoUng 67 45 Passed — -- Lar— Or— LL Q�190) arol T. Q./M), OWhM9 dell— MWIA: I.L. (0,21 w,J T. MrW). Too Edits Manna 0,.): Top W— dge —be braW at 1,1W 0/� Amsd�tsld.�.. B000nnEdle, arsono U): fts —be breoed . 10' 9".A unless detwed tharw[ea. A .—A .9,. of the dx, m — son pwionneo. Deff— angym, 1, based on bbrnpba� wto, with , -4s I— of n/32'WwsrF— Ed,e- P..I (24" S,— Reang) J,. I. &W d nsfl�d down. Add sons! klersebre, for the T11orb— Raw, irbt.,de: SM"G�, MM+ Suppo Imserma I - Lemia W alvers, M.) I , - " I Accemls1el, Total Available RG*Amd Dual I F� U. I Onew TW 1 - Bear, - or 55D'* 1 5,50" 3.W' W02 I =6 1 170 2178 jElodmV 2&..w I M I 3W118 1 -36 Ml/.IM [Sss—� PASSED S,—: Floor NbTb. T� � Jdat &Adng Lhe � Rftd-,d awdrV Code : IBC WiS Cesgn Metholoogy: AM Ses C— Onrl bdow lor adelberad Infor—or, aAfor reqwrens. Re;,and Bawry L"ll, / P�Laed Boarring Length -1, web Sufferee, I c4immaclor: 69�60 S— convarldneve SWPW M Length I Top Nall* I Faber Wk Membarl,mill. 2 - Fwa � 11� Jlro !�21. 1 NIA I 14-10d 6-rixf Loads Location Mid.) Opecing D.W (ago) Fl—Lk. 0.00) Ia— (1.15) Comments I - Limfic. (PSF) OW14191n" I'm 3, 2. Point (PLF) 2R is" lit I'loo, Wall a - Point CPLF) 24 is" mi— Wp- 4-PoInt(PLF)— I.. B-d Mow Wag 5 v Point (PLF) 1� 16, 100D p1W Weveirsimmumarmotim, V"hae,mr warrents that in ;,vbrg ofits mdcs ml be in sobordene, with Vkffh� prd= bee,n ontene, and PL"dd dmqn k— weverhas,mrsvressfYdWa ��wwr�mret�wftwfW,I.�lfh,wf�wsols�in�ndedwdrw�tth,n�df,,de4gn ,onpabbia, wth oh —all —j— Ab:ssanhe, IN, sold, EII&OV Perld, and Sqlmh Obli ff—dedgred by dig solosrs. Prodxts nonle-re at Vkwd,aaaar flobbee ws� ftd-p" berbW W aostm-,U, lonasy 5tmckw&. ViewhIssslar engineered I-Lenbe, Pro&bs haa been e,*,Atd by � ES �, tedmal soons, E�� I M and �- 0" W, reseed , aboordses, andin %Pkal, ASN inardsis. oxis e,,d,~ repore, yosi� vbcl�r li—e n,1 klosidon clated—fer to www Mayerh—o—�weedprocILCWd000nnarellbrary, The brb�t aWl-ron, irpIt deage lows, birrardon, ard a.poort, IMF— ha,e bw ,oOded by raw software Coarsto, To. S.Mw.ra Op —tor job N.I., 12117J2018 2:08:52 PM er. I -a-. Forte v5.4, Design Engine: V7.1.1.3 � Eng; r, P B ButldA. 4te (425)CW�13 In,- I.—OttIN n. Page 32 of 66 MEMBIRRCPORT Ist, IJ-06 eFORTCE* I piece(s) 14" TJ1@ 210 @ 16" OC Overall Length: 13� 5 1/2" 17 5 'Irr All locations me memmeed from the Waskil, fees of left support (w left cantilever end).All dimensions are hartimbal.;Drawing Is C—WILial Design Remottat &.W 0 lon Allowed P—N LDIF Lem - & �blmflmn (P.—) Msmbw Rethr, (lb.) 499 0 2 11r 1134 (2.2V) �� 11! 1 !.�� 1 �.2 . I 110 L (Art Spain.) shear, (lb.) 512012- 1945 ,�! to D + 110 L (AN Span.) Moment (R-11m) 1385 0 5'10 5/16' 4490 Passed (31%) 1,DO I JD . 110 L (Alt SP—) Unit L.&J DO. (in) 0.059 0 W2 SM' 0.301 Poland "99-) 1 — j11OD+11DL(AftSP—) Total Load Dell. 11113) 01086 0 Vt 1/16' ohol Passed (L"+) I — ll.OD+IJDL(AltSpms) TJ.P,.- RaMli 64 45 Passed I — F- 0-h.V deflection .1-. LL (AL/490) ard 111 (21./M). TV Edge &Wng (Lu i TV mMmulon, a* most be braosd a V I V o/c nies, eletalled ornsr,ow. Domen Edp &—V 8— mxsesion ad, — be bwsd . 8- r .1� "— dsisled o1herwi.. A *—,sl wIVsis of the dKk has ast bom pw1b, W. D,11.0r, smhe. 1, brand on compowas somn Wlh . drl, litsr of 23/32" Ws,,wh— Eols� PwI (N' Sba, Rbr,ij) thate �ad and nAled d— Aftd,nal ounaderadons for he T) Pro' lits" IrKkWei 5/8" Gbaor, ce". Supporb 5—" 1 Lwa . (11.) -------- F— Aboalmorles Total Avallable Readied Deml I = I anon, Tolsi I - SW —11 - SPF 3,50" 22F L7V 176 33ZJ-3 -12 508/-15 1 t/4"Rin, 2-SW.al-� 550' SW 3.9V 599 449 M 1192 BlooldN Rim Board is ma-ed W bm' all Wadi, IAd drocity elbow, 11, byp"M the nentw being deligned Mdl, PwaFl .. —.ad . car, -1-da appHed olsedy b— it— enc! 0. fA lowl 1, soloed . the —,b. beng deeq�. Dead Fl— U- St — Lee& C.., (I.W) (1,13) C--. I Unfornn(PS9 0 - Wlysip" 3.0 QD "s, Ar 2 - Point (FLF) ly 3 la, 16" Wo 1,, Floor Wall 3 - Pont(PLif) IT3 ur Is' 2sk '10.0 Zd Mbb, 4 � Pool (PLF) tT 3 ur W Wk - floor Wall 6.Pmnt(PLF) ly 3 1/r, 1. Wo 1004 W PASSED Systs—I'Loor I,Wnba, Type: 3d. B,JIdrV lAe: Readerial BUIdrqC,da: BC 2015 Dolor, Methociolbgy: Aso W"Wrissaitypeamoblu . 1 0--- VMW— wasent, thait "waqfmP,=-ia= —� wvh====.. " stl=. Wirnwhimeavexprenlyd9dalmeaniother w . " .1twars ,,.= prelf—ord d—M-d by as, .4.1ehaving ""de"In The dmVW of —4, Wids, or keener N real to am— thin this caaAabori Is eon"ble wnth theowlse prej— AcomaormOunn Board, So "Q Panels M4 Sq-h Rocks) ws not dawgneol by this oftwore. Prod— enanufooLed a asIbaeswd�byICCe5 Forte v5.4, Design Engine: V7.1.1.3 N 12/1212018 2:08:52 PM BuildA.4t* Page 33 of 66 1 F2.3 igFORTE' ME"ERREPORT Ist, 1J-07 piece(s) 14"TJI@ 210 @ 16" OC CN,erall Length: 18'4 112" 2' a 0 AN looatlo�5 we meowmd from the outside face of left support (a left oonfliever emi).All dimmoom Ire hortrentN),;Drawina Is Corcephel Design Results fti-10L. I- All...d P_ft LDF LoId, Cmbhmtlm (Antlem) Mort,or Rewhan (b,) 639 @ 3 1/2" 1005(1.75') IP.-d(64%) I DO I JO D I i L (Aft Simns) She. (Its) 692 0 15'11" 1945 1 Passed (36%) 1 M I JD D 1 1.0 L (Ali Sp-,) Moment (Ft-lbs) 2358 0 7'8' 4426_� (53%) 1.00 1 ID D I i D L (Alt SP-1) Live Load Defl. (h) 0.160 0 8'2 5/8" O.�.M �(L/999+) - 1.0 D + I b L (Alt Spans) Total Load Defl. (h) 0.224 0 8' 1/8' 0.793 1 P.,.d (L/848) - I D D . to L (Alt Spans) TJ+ro- Rating 53 45 1 Passed - __ .1 =L, L� IL I - 1 712 LI/49"0) 21 2L /2 Q) ToP Edo, 8mcu,g ";,:,T Me w1w"'w edW � b, laoIo It 5'3' 1/1 nleI, letsted oth�jft. BotromEdp, �Iora (W)z Bottom �� edge m,et b, lt,� A 7' r 1/1 �em dsWd th amlftheclbdhb�pefo,� Supports A- 1 .-l6b. LI" sn.. T...1 1 � H�or m 14' SW b- 350" 2M 4N 1 -17 6641-17 See- 2�Studwdl.SPF I sm- 55V 70 6M 1 351 1474 Oool,Iq PASSED sy-.: Hoo, PlImb. T� i wfdrg RedlImiA B,AdW Cool, : 23C 2015 Deaw �thdoloqy: � S. C_ w. III- for addloonlWomIdon Iro/o, --tI. R-d BearN L"th / RM*,d Bewmg L"th ,th Wlb Sbffwm Connector: Tie Connectona W Sirnp"on !!M2r Wd,l i �!.Lenqrb 1 Up N* 1. F Wl. Member wil, 1, F-�H� 1 .62,05/14 WA IMM -t-oro-p Loods L-10. (Md.) (01 llt.,LW (1,00) I Sm. (1.15) lc -.- I - Umform(PSF) 0 to 18'4 1/2" 400 ju P_ 2. Port (PLF) Ir 2 V2,. *D*11 se . 1. rl- wdl ? Point (PLI) *1 2 1�11 . 0 4000 2rd Float 4 PNnt (PLF � 18'2 1121, ls to . 3w F_ 7.0 6 - Po)nt (PLF) w 2 1/2" ,. . . . 200D Rod Weyerhaeuser Notes weWh.- W thIt me sMq of,. duotI MH be m MM_ r,W., �g, Incl �"dmd d-gn W.W� 'N"'o Io "" of 0 .M.N. w.lh 1h.-Al orj IocossoO. " B-d, Blookg P.N. �dSq.- Nea.) ar.n.1d.,neol b, N.Ioftkod�.d-Itlet 'R,1 w1d1t appflo,ew, I -I Ing, oed,, olmomms W �udvmsbw hm 1-n wooded by Forte 5,few, OWIto, 12/12/2018 2:08:52 PM Forte �5* Design Engine: V7.1.1.3 14=H,: Bu#dA.4ls 0 Page 34 of 66 MEMBER REPOFtr III, ii-M �WFORTE' 1 piece(s) 14" TJ1@ 210 @ 16' OC Cnrerag Length: 1 r 4 1/7 I Z - 1811, 1 An 1tlons me ed from the wtside We of left support for left �fllemr md).All dimensions Ire horizontal.;Drawing Is CmmpWM -peag-n -P�Ulli All -Id R-it MIrrher R-tin (1,,) 2074 01 r 2 114' 2565 (5.25') EPM 2ZI) 1.00 1.0 D 1 !.0 � �All SoartI) Sh- (11b.) I PM (i (ill! too A) All Spans) I'D a. .1 L( Moment (Flk.) 2 "4' _24'9 @ 2� 90 Passed (54%) 1.00 E0 D - I JD L (All SWI) LW. LIM Den. (In) O.I[Wi� 71--' Ult P. 1L1._.) - I JO D + I JD L (Alt Srmn%) Total Lwd Dell. (1n) 0.10000 0.223 P-.d (2L/536) - 1,0 D + to L (Alt Spms) TJ-Pr.- Ratin, 11 45 Passed = TL (21./M), Top &W BmdW (Lu): Top mmoreel- edge be bmool It 6' "' 0/t �M &�Wed Bottom Edo, smol,,g U], Boto- .-essim I,1W - be �.Iol . S' 2" ot -- dIW[Id M � 1 or,dm, of the d,,k he, .1 l -fomed W.U., Ir,dv kaseol or, .,post, b. w,� a Od. I- of 23M" We,�-- Edge- ParW (N' SW �I�g) th.e gf..d �d -led d-,, Add,borW cu,,dM om, for th, �Pt,� 518" G�, mhN. Supporu Aoc� Total AWlIbl, P�,Jrd Dead Srm, I -Beem. � 550" 550" 3 50" =3 1071 152 2 - HInger - W � t,IIm 350" HIVVI 1.7VI-- 169 412P60 .19 SI, PASSED Sy- F11 Mwbor Tw, 5u. fuldr, Leo : �-d.Ui Boldro Code: 03C 2015 CeNg, �mcdoloW: ASO HoolOg P Ire a-meol to , o,,1, Mo,ed d4y Nbo,e to, 0 the rdt s IopHed w tl,e w-be, bong dvig-l. At h�, ", th, ToJ �,W d,mv,son is eoW W ft �Wth of ft 1 thet, �omq the hwW SI, �- rd b.1- At, addb.M WomnIo. �1. 9,ol 5IIm,g LVM /Requred Beamg Leroh -h wel, 54fra-s FZWniec� �r-SbnpsooStrong-TleConnecihan I 9�, I M.N.[ Top WIP FIoc Wls Membw PlIlis 1�� 12 pacem_,�,r 1 PL62.0s/11 N/A 1�tod 2-5-V�,p iWe Loadis L-11- ($we) swim; D-d (0,90) Floou- OAO) Sm- (1415) com I -Uf(PSFt 0. 014 !/2* 16' 25.0 400 R� - -9 Arm 2 P-1 (PLF) 15" SU ut Floor Wall 3 Polm (PLF) Is 2250 3604 W A- 4 Pwt (PLF! 2" "1 Wdo 2M floor wa 5 Pom (PLF) 2" 1144 6010 10010 Roof WeVerhaeuver Not" ._1r .__ -1 ft I., h. �ookoJI, �A be i, I,oc,ow-I �ith WeMlr� Woouot deln mem, ard pubh1red dm,, V*Y� �IINY tt� Im � �, w"-"" to the lIe of ft f.-,. -, ir-dd . dI meJ for . d.0 r-omf . d- m� It, he 1, h-g JL,.d,t.. It. dII of,-d, lt�jd, I, kamer m rII,ob1e I, IhIt thl. Aa i, .M.N. the -,A Iro*1 -,. Am eoard, EMok,,, lae� Ind S.I,h No,*.) - deIgned by t1,1I f.- lko�t, -f-ed W11t-1an-oWmorPm&otI �!I�NuItocbIXES or,. k_- r4o, to 1h. P,."�t NOwdon, mput dn1,, loa*, d �q � -.,rdb, met. h- 1 p-ded by Forte If— I -- I Op..,., .1 12112/2018 2:08:52 PM 81, 1 L,,Ipl Forte v5.4, Design Eng1ne: V7.1,1.3 6TLEI, ,, S.BdA. 4te (4251P.14- C Page 35 of 66 1 F2.4 MEMBER REPORT Ig 113-09 in-FORTIE* 1place(s)13/4"xl4"1.55ETimberStrandOLSL Overall Lengtli: 17 8 Ilr AUbcztkms me mesemad from the whildi, 1ALe of laftm4Vmt(w Lfturitlever end JAM dinsenslans are hWhWtmL;Dr&WkV IsConceptLismi Disitlign Rmmilts M.WOL.. AJ dl 11-It LDF L._"�h bb Mkn (Pssteni) Menlits RWUon (bs) 3297 0 IW It 3/4' 4091 (530' ) P.-d (at%) - I a D . 0.. 5 L + 0.75 S (All Spans) _ Sh- (I.)_ 2238 0 12' 4 1/2' 5823 P-d (38%) 1.15 1 J) D + 1.0 S (AN Sbard) m.ni O�t_b.) -.5747 0 IW 11 3/4* U558 Pinned (46%) 1.15 1.0 D + I JO S (All Spans) tWe Load Defl. (in) 0.113 0 ITS I1r 0.200 Psewd (2L/500) - I A 0 + 1.0 S (AD Sparm) T.tA Loall DO. On) 0.213 0 IT8 I1r 0.273 Passed (2L/)N) - I JO 0 + I D S (AD Saws) W.� ,.W. LL 0,%W) ,d TL OL/m). �mg 1,0 ls; LL (0,2") ed 7L (2L/240). T� Edge &Wng 0�1): Tcp OnVessidi edge stbe dmsd st 13'SQk �Edp, Bl,siro (W); 8� �� dp -b.br..d .67"�k i- 6.Wd ct-les. �MP 141ftst SV4,,snq w oes, astraiit nW beeWmd. Suppol Ises'" Leh. Is (lb.) Ac .. slies, I Tobst A"limble Reedlmd DeW I � Ll" 1 Sk,sl T�lsl I - H.Ve - 11. SW b- 350, 1.50* -+1 1 301/-W -265 X1077 Isear.. 2 . sd �Al - spF 5W' SW 4.4r IW2 1 784 1370 1 3M 190CWng h&W su�crd, ft T"d Besir, dsm 1, edal W the Mdd, f 0,, W Ojs is �%,V the haW Sse C� and b4- hr didd,,,al fbr-. sd/sqJ,-. PASSED Sysd� � Flm 1,lsr� Type � Hh 5 B,Ad(V Liss : ResidioM BL9d,V Cds: IBC 2015 Dwr WevWo9y: ASD Cmacclicir. SlInpistim S"4111 �� -_ - --- - __1 1 t;sms LWth 1 TWN.% 1 1- N.D. AllesiberN.11. I Aolesdses I - F- � Hg,, U14 21. NA 1�10,1 IS TribLits" D-4 FlowLIW 9_. Loadli L"I WWh (0,90) (1.00) (11.15) lc-.- G Ssf "Igft (PLF) -3 1/?' 13, 8 In" N/A 717 1 1J,ib- (PSF) 25.0 "Oo Ist r_ 2 Pmt (PLF) IT 6 IR, (R.") 1'4' 00.0 Istp-wa 3 - P.Int (b) 13,6 1/2"(F-0 N/A 169 270 2,d P_ 4 Pwrt(PLF) Lys In"T-o solo 214 F_ W.11 6 pmt (lb) 13'6 1/2-n�cnt) N/A 6% 1105 2 1 C-02, wwia&"Ww Noun Wsw,h- ws,r" fl� de ai� f 1. �� will b.,n -� ith Vk"h- gs� -q, dis sr4 pL"*.d desi .h- �.* clsda - � � ..r-. W-d . Ire f Liss f ft. Wlbmrs is .1 -4w . --t Ire -,d f,, *sloi Wofess" es &Ld� by tis, �lty h&Mq jWsd,. The des" of-d, Widy o &s �dpwmlbte I, thet N, cslcLj� is .blss th the -.1 W.J-, �ss (A- seed, Bl.*.V P..h siss S4..h 81�) are - �,pned by fts lk�d- .V-,d at W_r-se ledisse - tj*c�pffty esried � wd, faerry sm,,issdit. Vas#�, &W-d LLwriw RIids � ser, �aftd by ICC ES dd�dl rd EM- I W md BR. M7 "/L, swass! , sdx�d� �s, *p[ssb&s � drd",. ft md, � w", vkwhas, ,� . � l,eW . &W, Wsr Tre w�t so0l�dm, hp� deagi, loods, d�s srcl �f� ls bse, pidd by �ts Sft,,, Cb F'"'s,ft"op-to, J.b N 12112/2018 2:08:52 P 11 I:,- Ll- Forte �5.4, Design Engine: V7.1 1 .1 an E,-,-D. P S BuilUAL41fis (425�v a Page 36 of 66 MEMBERREPORT Ist, IS-10 F 0 IN 7 E I piece(s) 3 1/2* x 14" 1.55E TimberStrand@ LSL O,insrIil Lwgth: W 2 IN* AN bellwrs m memmi from the wiside few of left wpport (or left mUWm endJAH clrernions de, horlbvntmL;DkV Is Corimptuai Oftlom RMIIA Wrimber Reddlon (lb,) 5436 0 to- 11 3/4' 6161 (5.50') Passed (66 1 A D , 1.0 S (AU So-) Sh- (1.) 3892 0 12'4 1/2' 11646 PaMW (33%) 115 UO D + III S (AA Spans) Moment (Fl-lb.) -10353 0 IW It 3/4* 25116 Passed (41%) 1.1 5 11 JO D + I JO S (All Spene) Use Load Defl. (in) OA36 0 15'2 I1r 0.211 Pasied (2L/657) __ lI.OD+IlDS(AfiSP..) T.tm. - - DmhlQ defls� lidna: LL (2L/400) " TL (21L/240J Is, Edge, B,-,V (L.): Tq, cpreso.n do. - be b-md . IW Ll' k,"- ,vwld �iss. Ed� Orsdro (Lu� 8� mmeosdn edge st be twads! a If 11"O/C � dWW Od 4W VIA Wift a Kos� 0'. SirsoPien a Ote, esLr4M � be �Od. 11-ft I 9,ppsts 1. �Ibls, MI*W Vessl I - 1 -.1 I - FW - 14" SPF b- 350" �aer� 1.50" -224 301/�Sl A86 301kT51 jS,,,,OW' ,-,W 1 - SPF 5-W SM' 3.65' 1 293 1 690 2511 61M ; Nocking V are -- . d,ry appW y - - - - . 1� .."di so " � beN dissql. AthwW &Visad,, the TW Oesrft d-4- -A . 0. mft a ft �.l �'. �ung te hw I S. C-d gOdbd- fx addd" lrifL,� W� re,� PASSED : pli klmb� TV.; Fl,dh Bessri WON Lis, � R-derlel W16M Cede ! 5C X)15 ,: ASD Connector. SkvWmw ftLwp_Tl@ Commechwu I m- "m 6- L-Oh Isis, NO. -"b--Il A-L,� L)"10 2DO- N/A WINI �10,1 1� T,W."l, V-0 Rl- fi.- LoadD VMth (ago) (LOD) (1,15) C--. 3 10". 5'2 1/2" NIA 15.3 1 - U.,-(PSF) 0. IN 2 1/2" 1. 1. 25.0 400 Issm- 2-Unft-(PLF) 10, 141vis, 2 N/A 80.0 U,M-WAI 3.Wft-(PSF) WOR V 2 AL 0. 42 25.0 400 7. N/A solo bid F%w Wall ,6 - pont(b) N/A 1 1229 2- weve&assaw -P,eh- _ d. ft dIsrV did v� will be 1, &,� �ih Wsw�wes �,dt dsdgn mi,14,d �on .ei,eh- �ddty dWA- " #w --des Mated . ft nNive, .1se f th.ea.- 1. -Iindsded ..- ft W f� ddir pr.fimm,i ._d by ft astrwit, h.,W Pd4d �. dido- f re-d, bUkkr d k- 1. gAe . - th. N. A- 1, will, the -A �Wt_ A-1. Ob. Board, Bt.Lkv Pw.,4 s,,d S�ash Wk.) .. -dsd,� Is, &s, ftds. �� n-.f-.d l,, vstnM s,,- E%- LIM � ESR4387 sl/,, bested l� -d- wilh "Ic.N. �,Idrdard,. � .i. I 2/12/20iB 2:08:52 PM Forte V5 4, Design Eng'ne: V7.1.1.3 mev..., P S Suildk4tss (42flills-Wl W., Page 37 of 66 1 F2.5 .E.... REPORT Ist, 18-11 i8FORTE' 1 plece(s) 5 114" x 14" 2.OE ParallamO PSL Overall Length: IF 2 Irr AN locations me measured from the outside face of left sopport (or left Millow eri dimensions So horlaotaLAMWIng la Conceptual Design Results �.M 0 Location Allow binatim,(fonlem)[Groop) Member Reaction (69) 3870031/2' 4922 (1.50') p (79%) --- I ID D . 110 L (Alt sports) I I - shear (Ibs) 6526 0 12'4 1/2' 16342 Pa--d IQ%) L1 5 1 A D + 0.75 L + 0.75 S (AH Spanal It I Monerd (Ft-11,I) -17216 0 10' 11 3/4" 46654 Panad (37%) 1.15 1 A D , 0.75 L + 0.75 S (Ali So-.) It I 1.10, Load Der. (h) 0.122 0 t5'2 1/2" 0.211 lomead (2L/832) - 110 0 + 0.75 L + 0.75 S (Ak So-.) 11] Total oad Defl. (it) 0.25B 0 15'2 1/2" OA23 Pmead (2L/394) - " 0 + 0.75 L + 0.75 S (AftSpani 11] -I-- LL .- an. I. L-,. ,1.11� Imls: LL M/�) aid R (21.1240). T� Edge B,-V �..): Top con,x-mon edge -be lbmei at IWIV o/. .4-�owa� li-ai. B-Edg. Baong (Lu), 8--omixemon do. -1 b. braoad at 14' 11- 0A �- Jtaled.it-t., Supporta B."no Loaft &-orl. Total Wlabl, RftWkvd Dead L,,a I - Hani;,, - 14" � beem 3w" I.W, 796 1�9�9 Se,�� 2 - stoo .41 - SPF SM' 5,50" 4,08" MZ 1 2469 1 M I I :- in- b.9-9-1 Athmgar�-,ft TOW 11,atil�oqdehgm , Se,,O-g1db0- lbr PASSED sy- � f4w Kinov T%pe : Hier, Basin &dd,V I.AI, : Reildmosi Mdrq Code : IBC 201S Q,mgn Meteddogy : Aso Cliainei:1111,11. Sirripson, connedslat; &pp- Model Length I Too,Nmili Face Nolk M-bm, Nalk�, I - F- � Ha� mm.w/w -3m. 1 N/A 30,10d 10-10d we"dMiluseirmolse ftWh- -arranm dim 'he iding h. Wd- M11 Win -d- .� W-K- odxt dea, critefit, and Nb�#.d dimjn .eyw�- eWeody ds:Lainm anyodw -ra,dftrelmad to ft wfwaa. � ofth, w%,, 1, noti-Jol to =t itianato for a �M Vdationtl . d-.d by ft Tr. d.Irar of 1-d, bkIm or ffamer nsomilA. dMtth. �.Wmiori 1. .,.bl, -h the �mal vol- �ea (Nm Wa,d, M&N P-11 andSollat, Moolm) aanot�gnml by flr� wft,,,. koLots mmn.,(�W at weyahae- fadite, me #*d�,Iy oitfsd to sortanalle fonesyY tordards. Vkyalnom- Enonemad Lomm o"I" "" bam, eAu.W by ICC ES on� mdWcal re,- ESR- I W and ESR-13'7 mdl� timid In �dano, i th ViNkabe, ASTM -dffd,. etea W..- raeoms, Neah- on,d- livatn, and .*.. detal.efer to - wejen-aw coftVwwdpoducWd-rmm,IIb1xy. The VoUt toriica�, kw dmami W �t dommon ha,e, bean wtn4del by Fat, Wware OW,w F.n.S.ftaoa0,-I.1 I J.- 12JI212018 2:08:52 PM ?-n L.-. Forte �5.4, Design Engine: V7.1. t.3 � En"n-g BuildA.4tat (426) 914.WC b- Page 38 of66 :9FORTE- REPORT 1st, IB-12 piecZ) 7"x 14" 2.OE ParallarI PSL Overall Langth: 17 9 112* 4- AJI locations ant metaoed from lhe words fece of left support (a left aintilever end).AN climensions are hmUwtW.;DrmkV Is Conceptual Design Resulft Member Reattion (los) 15366 0 8'6 3/4' 16363 (5.50') Passed (94%) - 110 + 0.75 L , 0.75 S (AN Spam) shwv (bs) 10039 0 9' 11 1/2' 21789 '42 I= it + 0.73 L + 0.75 S (Al Sp-) 11! 2. Moment (FbIbs) -39298 0 8'6 3/4' 62472 F- FUZ�) 1 1 12 + .11 L + (1.7� S (AN Spara) Uwe L-A Dart (In) 0.210 0 12'9 Ilr Passed (21.1484) 2.7� I.Z (Aft So") Toml Load Defl. (in) - _0.211 (Aft Spans) =d-d-= -.-IZ s. -).d'TL (2L /M). Too 15do'llmono (LIX Too tomo,tsacn 0* mon, babraced at 12' 6- I/C L",aa detailed od-Ise, BeramEdp8mong (W): BtW. Wase. ado, -be br-d at 12' 5' /� -I- detmed od-1- Wb. ahculd be ilde4oadd k.m Ioh d..f ft memb. to or- r-d.. Supp" Accemiorle. lied D.W Sr- I - It., I. � 1236/-826 �26/-3193 See note I 2 - Soal �M 550" 1 S.16- nW I � 73�40 1M) BIojw to -, - - tocaeo .,� - - - - . 1- eppi. to me member bang oieq�. Athan,,, �mm, the Tour Bamin, ohmamlon , moai W � ,ft of ft 1 thati, �v,, Ce ha�, I � C-- gddlba- 1.1 kiftel inf-on and/or r-w.mana. PASSED m i V�Wrbv Type Bwm BUIdn; �: Readenlal BJId,q Code : IBC 2015 DeM7, MenodoloW � ASO I Connection. Sk"Provi S C�Mwdovv �l W." I Sam Length Top f0illa F- W1. Menom"I"t. a-ina, 91. F- Ift. Han,,, "IA7,25/10 331" N/A li� 10d T'llbot" D-d FI-LKI Snov, LGIIII& Lataron, (sIda) Width (0690) (IM) (1,15) commenta 0-seff_"M(pLF) 3 112". 12- 9 In* IVA x 1 * Womrp$F) 0 . 12' 9 1/2' 111. 2. 10 0 2 - Pont (b) N/A I sdi 3�pamtaq 12'V r1-1 IM IM from! 2504, V"h-- amen"M 0. 0. sang of 1. or� " be In -,it- .,M Wwmn- � eli on. ane Ulyad 4.0 ",h-- W.WY ddi- any ot� we-. 14-d . ft .11-� Lae of th, Wome I, not noindiod . .- " -WrIlTd�0 pr.(-.W . ..Id by ft m,,m1W h.,*V juriskt- Th. �g,er of-d, boW, m t- , .,P-,.i. . - ma� a. �adddw 1. como.fible lh d'a -10 Wqlo� A -es (Am Eo.d, Bl000ng Pae, - S.-I,, BI.&,) a not deiigi by ft, wft.-. �oJ- nvi at VAYan,-&4-,oLuma,� �b-,M,.WbKCES tachnieti ,.% 1153 and ESR. M7 ard/m � in apol.Ne ASTM stai � -t ooe -b.,adon rpore;, wwmra�am pr.&- 4-mon, tnI lmollat. debiff, nel� line pno�t appliktIon, cput dmir omb, dmanaons ano aqp�t ao�nmdm, ha,e beat pro�ided by IF- SoNare Oarato, Not,, 12112/2018 2:08:52 PM Forte �5.4, Design Engine: V7.1.1.3 BT� P 5 BuildA.4t@ I ,4211)[114-9641) Page 39 of 66 1 F2.6 %9FORTE' "'EMBER REPORT 15t, 18-13 1 plece(s) 5 1/4" x 14" 2.01E Parallarl PSL Overall Length: W 3 1W 0 E AN locations Me measimes! train the oti few of leftsupp&t for left cardlever and).Alldleensions me horibmtal.;0rawkiii Is Concepwal Design Results Acmal V L-1- All-m! R-Is WF L-L Cam Jr, . salm (Patiam) Meadow Reaction (Ibs) 11575 0 IW 3/4' 12272 S.50-) Passed (94%) - 1,13 D . 0 5 L . 0.75 S (AN Soon.) Shear (b,)_ 418906-8- 14211) Passed (29%) 1 j00- 1.00 + I D L (All Spans) Moment (Ft-les) -12400 0 IW 3/4' 46854 Passed (26%) 1.15 1 JD D + 0.75 L + 0.75 S (All Spans) L" Load Defl. (h) 0jDS5 0 14- 3 112- 0 2M I Passed (2L/999+) - i j) D + a.75 L . 0.75 S (Alt So.,) T.t.1 Lead Den. (h) 0.1 to 0 14'3 IJr GA23 Pawd (2L/856) - to D + 0.75 L + 0.75 S (Alt Sows) - . - IL ) one IL jL-). �ma,g .-I.: LL (2080) �d 11. (2LI210). To, He. &-. 0.,): Too omxiisam doe m-lb, Mamd at 14'o/, mm &bw� oo-,im. BefeemEdg, &,wQ (W� Was asanb, Mamd a, 14',A, iiia, deWd oth-a- Suppia �L """, Lamiii to SuMmt. Qb.) Acce-d- ET. - I Awl%bM I RNomacl I Daml I Fkj I Sne, I T-i I Ha,,s 14- SW � I I LST 1 21V 1229Sk2761 IXe %W/-2n Siie-I 2 SbA �d SPF I 55V 1 5.51W 1 5.19' 1 � 1 �7 1 3� ��2 PASSED Sy,am: Fl- �mba, : fl�h Bvim MUM R-d-al B,Idr; Code: M WIS �r �dloddo� � Aso S,,o � god Ld- 11. adchonal infismaJon ard/a,,,w- Conowtor: Simpson Stramp-Tis Coa��om S4,port I I Sess LmqM I Top Nall, Face Nall, Mambw Mile ��ft I - Face � Hangs I.J55.50110 1 "., I N/A �16d 10-16d I'libiamy 0.w FWa,Ll,M Sh- Lands Locallm, (Sid.) Wwh (oW) (I.W) (1,15) Comomos 0 - Saff �qht (PLF) 3 1/2'. 1.'3 1/2" N/A 23o I - U.b-fPsF) 0-1,3 r M,t r 25.0 la, Floor 2. Ufidono (PSF) 0 0 14'3 11 (Bas � y 3' 25.0 600 Dick 3. U,b,rn (PLF) 0.14 W (F-) N/A soo 1. W.11 4 - uw,"(Psp) 0 to 14 3 1 ir 25o 40o r4 Fl- 6 - Unft-(P$F) . A41%2' y r 25o 600 2M Od( 0 - U,Ic � (PU) L o 14'3 1/2" 80.0 W.11 7 - JmfDmi (P 0. 12 3 112, SW 15.0 25.0 Roof 9 - polm (0) 41 Yrom) NIA 721 9=2 a - PN�t (1b) U'3 11" il-i) 13l 1.27 12/12/2018 2:08M PM Forte f5.4, Design Engine: V7.1.1.3 SuildA. 4t& P.ge40of66 MEMBERREPORT Ist, IB-14 9FORTE" 1piece(s)51/2"xl2*24F-V4DFGlulam Overall Length: 14'3 1/2' 0 a 9 All locations Me measored from Me MUM, f,,e of left wpport for left mtHiMer md).All dimensions me hMizmwl.;Dfawhg Is Cionceptual Design litesults A -al 9 L-alm, All- R-N, LDF L-J: Camblamlon (Isiorami Member ltemti 0W 62910 10' 3/4" 12856 (5.50') Passed 49%) - 111 I . - I..,,--., Shear (11 3257 0 1 V 3 1/2' 11660 pmew (20%) i 1 bO to D I t.0 L (All So-,) Pas t4mment (Ftb,) 1889 0 T7 1/8" 26400 Passed (7%) 0(ZL/3802)) 140 1 JO D + I JO L (Alt Soars) k NN Moment (Ft-lbs) -1 Z184 0 9'9 1/4" 20350 P assed (60%) 1.00 1.0 D + I JO L (AN SOWS) Live Lead Can. (n) 0.199 14' 3 1/2' 0.211 Pas" (U/Stl)) - I JO D + 1.0 L (Alt Sows) OA23 Passed - to D + I j) L (Alt Spars) 'o D Too Edo� lsadrg (Lu): To,, oom:mtsson e1q, - b, b-ad m 14'0/c ,Fft daisied Bottom EdX Braorq (L.� Becom edge m- bt bfacd m 14'ofic Aass �ialid �isa. QIkal posi- - adpstad by a di- favow of 1.00 bm - cdo� aad aing "th L 7' 2 5116". Cribcal �,sl � - d)-d by , W- facocr of I.W dat as cdeAccc! �mg I.Vth L 12'9 1/8". N I ba ,Iirt at -n: U+ Soseemg or �, -c.nl ma, � reqI,,d. It. aff- of pose- oi� -g.� comba, h- re, � -.W fo, �!- *UMn, d.R--. Th. .. fild 9,A- Is a.-.d . h- 1. MV I-- at - esom of Ma boam. 1,oWl wfth room sde , as irdomaJ by ft -1-M. Appkabl. c.1.1abon. - bmad - WS Supports Be." h-1. A�tftbl, Re**,d I - la�er . 12" SPF b. W" �W' 15V ,-,we �dl - SPF I S50" 5 W 2 W" I IR5,1 1 4327 6291 PASSED s,sa. � plaor �TW-M,Ml!aam WON �: Res,k,id Bi,ikJnjC.ce JIM2015 �gn �odlogr,: ASD Ax hang, �oorcs, d,, T-W BwV d-m is eqw! w ha vmh of ka matimal Mati, �ong fia ha� I Sw �- oddblo� for adoffiors irdome6o, MiVo, raq,re- ConneMr. Sinspeon Stronp-Tile Con a &.� = I his Sam Length Too, Nalls, Fae, W1, -bw�lii JA-ilai I - P-M-1 H"ar KAW 250- "A L+ Ifol �ted Tribsit- D Fl.-U- Lamm Locamon (So.) .. (=, t.00, 0 - $0 W.91�s (PLF) 3 1/2' . 14'3 1/2' NA -imh-nsSF) 0 . (15��3 11/2' 1.,., .;D -14- v �Tcis 16W M-09 Weyethaeuser Nallses w-'"' Zone, irat "' sang oflis vodxft �X beim �ilh WW� MociLlIdittign animis anol wlohsimso� d.g, A- asay dadAms "atims warwta,dasoi W ft soft- �a oft-,, wftw,,i, nottntardcl te d,wmmt -� f, , dir prdaiao,al as dau,,,� by the &Ahe,vymwng ),isclnw. T�, dosgr,is f,ocod, Wid, , ftamm i-sorsiWi, i,, - tato,,scidwimon is Mo�t 6-e anc! mitallason �Is raf� 0 www.wewh=wrr0woodprcd,,ce,&-Iibary. 71,. "odc, apcileadc" in� �w oad�, d n-sof, Md �t mor - h- b- W.�dd by For. Soft:- OW- SIft.1, OP$Mtll 12/1212018 2:08:52 PIA Fofle Y5,4, Design Engine: V7.1.1.3 BvildA. Q st, - Page 42 of 66 (.25C 1 F2.7 igFORTE- M EMBE: REPORT 111 1&15 piec (s) 3 1/2' x 14" 1.SSE TimberStraii LSL Overall Length: 11'111 10 11'11 1/2' El 9 All lo-tions, a .-red from the -tsdo late of left pi i LR millew eni dirmensions are hortmintal.;0rawell Is Concei Design Results &-10 1- Allowed R-1, LOF Load, Combirlosion (Pattern) Member Reaction Qi 3706 0 Ili Ji elet (5.Si 2.saed (45%) - I D D I 110 S (AN So-,) _ Sheassr (Ii _1927 0 to- 4' 11646 Passed (17%) 1.15 1 D D + 0.75 L + 0.75 S (AN Spans) Moment ot-lins) 7014 0 6'3/16* 25116 Passed (28%) 1.15 t D D + 0.75 L + 0.75 S (AN Spans) i Load Dell. (b) 0JO50 0 5'11 15/16* 0.282 Passed i - I b D + 0.75 L + 0.75 S (AN Spons) Total Load Ciefl. (In) 0.1510 5' 1 7/8' 0.565 same (L/895) - I iD Es + 0.75 L + 0.75 S (All spars) Dei alsone: LL "490) and n Too EdDe Br� 0-.): Too connorewwon edge Isetb, bnsi as, j2' ofi�mdsswadl otherwao, 5-Idgis 51song (W): 0.- m,oew. Joe -be laosed . 12'.AL"- loosed Supports 1 no to &W-00- Jai 1 A Z� Amassed owed ads, I Tonal I-Elesi 1.501, 17M 319 Sale MI 12 - SUd will - SPIF 550" 1 5.50" 1 2.49" 21M 319 is, - i Parell ar. -medl to si n, load, aoohed dwill, d- dl- ind 11. U lood I. spli to ft -ft. owns dei P. owl . deW,,W sy tral isisnaity hawl sd�, IV. d notord, Wide, W =I-Voni . -.in., this :dWeass, I, torroad tr�* In D Z=d'E'.Wro=.f bl. w,t, tire -all 1. Actessois, tmgnw� by this Wfilwars. oi mars,fatiosed at ..h- F&I ar, n,i contrail 0> asnansoa kness" standards. Winwh- Engineered! L.mber linocILKit, haws b- ealluirow b, ]CC ES techi nations; EE'L' W Ni M-387 ind/or assess in aces,dano, with m0i AM tstanards. Fv �rrwet code volusear, recons, W"IressawI orodi neriesive ad Issas- Oetw-fie The om design loass. dimarems, and sow,joweason hiewbeen pdod by i sofo opwaor, PASSED Eiyeoni Roor I4smoar Tte : NLoh Bsom 8,sidro ke : llesidersal EI cods : MC .15 Dmw Mefti AM Forte leftim, Cipwrii- 12/12/2018 2:08:52 PM . &'. - ,,, I - Forte v5.4, Design Engine: V7.1.1.3 E_ EE , " - - SuAlti (,1251 all -ME Page 43 .1`66 MEMBER REPORT ftt, 18-16 i*FORTE' I piesciii 3 1/2- x 14" 1.55E TimberStranil LSL Overall Length: IW 11 1/2' All locations .1. .-,ad fm. 0. -t.1d. lai of left ulteort (a left cantilever Enci dimemilons We hcr�ta'L;l)rawkV 15 Conceptual Design Results Ai 0 Lwli Allowed Rai LDF Load, cembinsi (Parawri Meariber R-tion (b.) 2153 0 3' 2 3/4" 12513 (5.50") 110 D 10.75 L 10.75 S (All Spers.) Shei (lbs) 86301-101 11646 " D 10.75 L + 0.75 S (AN So-) Moment (Ft-kis) -2445 0 3' 2 3/4" 23116 111) D 10.75 L + 0.75 S (All Spain.) Une Load NIL (Iri 0.02000 0.200 110 D + 0.75 L 10.75 S (Alt So-) Total Load NH. on) 10 0 0.323 1 A D + 0.75 L + 0.75 S (Alt So-.) TL 41 0W=h.WV is, RZ�:L�=48.oi and! 71. (2L/M). Too EdoaBlai (L.): Top .1pressis,m stage - te Vai at 5'./� .,raws cml. tinerwil., fooson, Edge i (L,�. Botionn worpressim aides mi.etb, bretecl , 15' /, Am deasleof manw-, Supports 11-ing Los& to %�osrtss (Me) 1--a' Awwasak --I- I - I ZZ Sri" I Total 11-oweari 550" 550" 1 5T IM2 1 5% 1 475 NX Sli 12 - SaA .4 - SPI= SNV` 550' 1.50" 153 1 322/-W 1 -63 1 475blOO 1 Eli Illodkingliwel-assemi so ,sr,,,no l,"AWlied dimly Ii tharn and di fiA I� Is a,,thed to ne, mander bars; dew9ned. Tr-- Cassid li i Sh Loods Lotatli (Sid.) Walsh (ago) (LOD) �rnwnrt. 0, so '*i (�F) 0 to 14, 111/2' N/A 03 -I . 0 to 14-11-0- 1. 1. �U 1. 25 0 Q asi 2 - U.h- (1 0 31 1 N/A 80.0 at we :41 3, Unem, (PSi 0 31 lip �.o QD 2nd Moor 4 - Underm ^F) 0 7 (Too) NIA 80.0 2rd dl , I 5-unsornn(�) 0 to 7 gop) 516" Z.0 D Rof 2 weveriassuser, mote, W"h- .- tri he saing of, o orld... will be In -d- In Wenvins- Vadt dessio We and dear will- Wimalsessals, wiI,,sally d same an, mine -crania, rested va the sollware, law of th a isefteare I & notintarded ts, wiarnwirs, the need fo, is lesson Professions$ as dessemired by this ii haning y1i This designer of record, Wide or termer Is responsible vo, ase- rat "s cal oJalson is consible with tw 11 p,o)Kt aoteseoies (Rim Board, Socking liands and Slawash alocks) are not dsdla� W this soi or sdI man,listlawal a W.wh- "ilid. ar. or"arty cei . --.We for." dardeft. Weverrass- ErVm-.d Writer trod- i twer, enslivated lo, ICC ES ,ad. tashcal IV- ESi L 153 and 11387 and)or aided In issoriente, with go calse ASTM sw4rds, For -1 codo ".t. IV-, Wismals- toodwis and nealled. 'k.11 I.Fe, to www.."h__ mAitisawdi."Ido.manolibraryp 'r. '0., apolIcasi I" deso, Iwii d mendion, ard! asment lrimilawri haw b- nolided sy Forte Softwo, Opers. PASSED Sys- i rilemlov T %is, Beam Balding sse: Readerbal Wli Code BC 2015 Dissign MethodDlogy � ASD 1.. 12/12/2018 2:08:52 PM I &__ Foste,,t5A, Design Enigma: V7.1.1.3 an E F S BuildA.4t Page 44 of 66 1 F2.8 vilF 0 R T E - MEMBER REPORT 131, IB-17 plece(s) 5 1/2"x 9' 24F-V4 DF Glulam Ontrall Length: 13' A9 locations me issnatsmed fronn the outside face of Lftstspport (a loftcantrew wil).Allollosensionams, InWItiontal.;Cravvini; IsConceinboll Design Reaults ft-I 0 Locssion - Allmsel R-11 LOF LossfiCtimlonation(Pot Member Reacdon (Ibm) 11408 0 2'2 3/4- -12056 (530') linseed (09%) shess, (1).) 752401-3- 10057 P.-4 (75%) IAS to D , 1.0 S (AN Spans) Pon Moment (Ft-Ini) 217909-5- 17078 Passed (13%) 1.15 1,0 D + I jD S (AN Some) Neo blonsent, i7t-lb.) -11199 0 2' 2 3/4' 13164 Passed (85%) 1.15 110 D , 1 ID S (AN Span.) Live Load Den. (h) 0.05400 0.2DO Passed (21/994) - 1.0 D + 1.0 S (All sports) TOM Load Defl. (h) 0,14400 0.223 Ptneed (2L/270) - 1.0 0 + i.0 S (AA SP-) Deflection .- U (L/360) ind T. 0whang dtflection ontins: LL (0.2-) aid A Wm) Too Edge B,.ng fl..): Too .-- .60 -,be brsced s, IT /b ,is. cltoilml od-iss. IN-Edg. &.m (L.): B... -- so,. -Ins ,sosl st 12? o/c nless slettileddwinims. rAbced poidn,e - .1jisted by. �- Isom of 1.0) thist- ciI -W knot, L - 6' 1319'. Uscsl neo- rmimerl, MJMd by -time facts, of 1.03 ti- P1,1sted "?,VhL - 665jr. �w lbs, LcAlf, at �17' 6'. Str� or d. -ant me, lbs,"med. � eff." of pcsm,s , nea- cm1w h� � been -nd for hw slWatint, deflecam. Ti, pec, Rsd gV,, 1, siesmecl W hm Int smorg Imnintow, a the b- of the besm. Install Ith proter side w es, Irclosoci by de marv-sr. Applksde W- en, bessid on �. Supper" L-ft to GlAwmes, am) Accessorle. Tot.1 Al.JIWlsIe RookAred D.W Fkj' I S.. 1 .1 1 So.,d �Al SPF 550' 5SV C68' 75,15 1223 1 � I JZM acdon, 2 SW wAl SPF 35V 3-W 1.9W 6n -374 -11+1 1 6Xl/-l5A Elocking 3 Stud *41 SPF 5SV S.50- 1W 41V W Trbuwy Disid R-like, a- Lemb -- (Sl&) WkIll, (0190) (IM) (I�w Commonest 0 - see Vft. JPLF) 0.31 NIA 12.0 1 - JnW.-(PSF) 0 on 2, (ft-) 11 2510 3 - Point (D) I am"T"cint) NA 1748 319 834 is. a - porn (bl 1' 13/4" (Frork) ka 1352 593 in a- I is, 4 - Point (to) 12' 10 114'T,.,) N/A W2 so 475 ed ftom: W16, 5 - Point (lb) V13/4"O:lont) NA 9" mik a � point (b) ix to t/4- (rcm) Nis, I i,;n MW vje"rbmm�nofte VA-"- .-sms " dre ..a of I. ocluclb, A be m -ceroic .1th �epsl,-sm "'T" " PLb`k" deign 4- M-h- -enolyclisidtims my.*w -rerid. mimed . de -fin-, I-sed this -11mee-Interinso to --lmsnl for . ledi;,, PrOfeeltired se mined bY ft aJOWItY hsAngpned- Va deigne, If d, Wicer a ftems, is nstponsel, W assre ttimths UW~ I, onnsistlible, m� W-1-., Wit. - lhld-c,slY -fled to -nId. foremy insindsrds. W4.1-is Engine-d L.mbat kock.. hme b- end.enel by [CC ES -* tcinIa ns M. i M mol ER- 1387 anc/or tested h accorderce with scolksible, � somd.& code evII-con V", W"nes P,nd,ct kilm- anl r-A - densil, Ids, . - -yem- 'ffis ,oWct W�, Innis: desp losids, dimensions arsl �t Information hm bets, pmhbd by Issue Sollnwe Operator PASSED Sy-m; R- mtbe� Tpe :: � assin BWdN Jse: Reed -I �drqCo&; IBC W15 :al ..": I F.n.s.ft 12/1212018 2:08:52 PM El�., -In. Forte �5.4, Design Engine: V7.1.1.3 M Eni-ng, P BUWAAfe (425) 01-A48 b,'n Cbft, "t Page 46 of 66 MEMBERREPORT Ist, IB-18 6FORTE' 1 pirece(s) 6 3/4" x 22 1/2" 24F-V4 DF Glulam Overall Length: 22' 4 314" 2Z 4 314' w 0 AN locations we measints! frorm the nurses faI of left stiptiort (or left cantilever end �All diemensiona me hatrontal.;0ranshp Is Conceptual pesign Resulta �..Iflltiocwtjon Alkned r-k ILDF Load Combination, (Partaim) Member litection, (Ilbs) _ 1920604- 23203 (5.50") Pa.W (83%) - IDD.1111.(AgSpawks) Shear (lb.) 1532D 0 2W 3/4' 1 E 5.7% _ L lD0 I I J) D + I-ot (AN Sloorm) P.M t(Ft-1.) 101259 0 11-1 3/4' 7r316 370 .. - P= ii, %) 1�1 JD 0 + 1,0 L (AN SP-) Use Lm. Qn) 0.450 0 11' 2 318' 0.724 1 Passed (L/580) - 1 1,0 D . 110 L (Alt SP..)_ 11- - .1- be brtinecl . ilr /b Lsl- coaled Borms, Edge Bradrig (II Bobsom, onmoresson edge � be bracel a 22'5' o/c �lks,,I deWW ounnI CIdcal poi - ckonscl � a oi- f.- of 0.91 mec - ctiWated �N lerdr, L - 21'8 3/4", 71. .11.0, of poed. .1 rwiksti,nt celber I-e - been -need fc, - cnicdatIN collection. Suppistrip Elsiss"I'll I I - aw- (w ETW I I Rec,,liscl Deed F= T" -=Slid 1 5W 4.55- �l 11565 19206 01 2-Cd-1---d SW 1 5 --W 4.42' Pll 11675 19307 Bluddr.,; - -- so car, no Ines, ppW dr.Uy so-e ft. moi ft Ul icen is poet to ft member b6ng desined, 0-d FII LON& (Side) WkIth (o9o) (1.00) C-mento, 0 - so *?a. (PLFj 0 to 2214 314" WA 36.9 -719� 1 V.,c_(p5, 2214) 4 1116pp 310 10D I.Floor ( no 2 - lJnft-jF5F) 0 to V (rap) 14'3" 25.0 �a 2nd FI- 3 � UnNb-fPSFj S. . I v (T.) 11 ao VD and Pco, 4, Untorm (PSF) 11'. 16' (TW) I'll, 25.0 40D and Poor 6 - Untom(PSF) 16- so IT 6- (Tw) I'll, 25.0 4ob 2,d Fsr B-U,&-(PSF) 14-91 25Z 40D ant! Hoor waysomweirNeew lVerwhissi- - "I" one Nana flm Vdxss A be 11 -d- ith Wemf- vdict dean Main. md "Ihd clean 4- Wriartsits- e,;,w,#v dodAms any othw -wites(slassol so Its, wflb, �Iss oftris softwers is notimeross so m ft new for a oiskin pro(Moral mdesymnsd by ft �m, hsi�,,, J-dictim. Mrs diegre, of momd, builds, c, kems, is responioble vs sos.,e thm tris cdoosoc- .,.bi. in trI "ject. o. (Rim En,d, Scoing Pm* and Sqcsilh Rocks) cdict, mmi�lstvod a grostdatignecl by ft sinflo,, hissew looks. - ftdomt, nerallal . ,stasbl. fosestry sonclards. ll*yh- rested LLmom ftd,� h- been, -N.W b, KX ES ,,,k, mornsl �orc, ESR- i M sind M- t3V mWo, mast! In accordincs nd, aqpl�e ASTM onsdirds. ft -t cods inni� repms, VftmNse- Mdmt Iteratum mol hicalsew c1coil-for in www.way��.c�y��mdpmd�/dow��ibrwy. 'me peckics sioplicticco, opA diction losidt, d resistors end ,pot a, mission hs,e ben AW by Pone soft, .. opissec, PASSED *%be.: R 14-be, 7�p. : Drop Been, Mking Use I Resksimla lkddng�: INC 2015 Coition woncdclgy: ASID F- 5.11sin- Op.- 10N... 12M2/2018 2:08:52 PM Forte v5.4, Design Engine: V7.1.1.3 SwIdA.4te (4 5)(114-01018 ,'-fenseabs.,ne Page 46 of 66 1 F2.9 :5JFORTE' -,LE" ""' "", ' &19 piece(s) 6 3/4" x 22 1/2" 24F-V4 DF Glulam 0�erall L-gth: 22'4' : -- - --f - A 27 4' All 1-tIons - messlired from the w1dide fsee of left wipport (or left, carmle- -d).AR diineriss. are 1, C-,epwel Design Rei L Ion All-d AL-k WF Lw&- Comb�lon (P,,ttern) Member P.-tion (lb,) 1782504- 23203 (5.50') Passed (77%) - I j) D + 1. L (All Spans) It -- shear (b,) 1387102-4- 26931 Pa (52%) 1.00 1 j) D + 1.0 L (All Sows) 111 P. ftniont (Ft-1.) 87467 0 9- 9 3/4' 103736 Passed (84%) 1 J00 1.0 D + 1.0 L (All Spend) U Lko L.1d Defl. (n) -- 0.383 0 to- 9 11r 0.722 1 Passed "78) - 1.0 0 + I A L (Ali So-) (I Total Load Dan. On) 0.603 0 10-4 5/6' 1 BB3 I Passed (L/431) - 1.0 D + I A L (Aff Sg-) 11) 13,9�ilon amna: LL (LrAO) end M OL/2`10). Too Ela,&-g U): Tel, .-- edge -b.br..d . 22- 4' 4 L,*-d.Ad B.- Idge &.N (W); 8,me. Weeion edge -b.brod . 224".A .1es &-led ,h-,.. :mi. -- - ad)..d by-d.- f- of 0.911... ed.A..d.*V lr,6 L - 21'8". Th, dl...fposdi� or -je- eenber h- - been w-"W for 0- oWWp &-floolion. � qpolld gk�mo, -1 to hd�e ift itrong lamroams Alhebo-fdneb- limull �th wooer� mid, w ed incli-li by Me mV- Apph�, �wtworo, � bened on �. Supporits, - ft-V - Leeditosimpoinbim.)- -- I T.. Z.. I I . = I .. I .. I -Ssd�dl -1X 530- 5� 4.Zr' 67Z 1 11110 1 -3N 1 170251-3N Elocim; 2 = Cdumn Cv - -1 5SV 5.50" 2.71' 15X I 739D 1 -252 111905/-252 jEl1dm; BlockirgPm,�,�,�mWmw�mtol*apph,ddm*ab�#�ffdth,f,lll,WkgpkdWLv,mnb,bdngd"g� Tril'oh"Y Died Floruft She", L-CIN L-leei Width (ago) (11w) (1,15) comr- 0 - Sell Might (PLF) 0.22 4 INA 36.9 1 1 - unf- (PSF) 0022-4 2: 25.0 4D owq.9r sp 12rldpi- 2 � Urdon (PSF) /4 (to) 1�4 2S.0 4010 3 - Point Qb) 993/4-Tt) 796 3M4154 -576 Wev-1- - ff- de seng ofift be in -danoe ..0, We� 0'" = P, puu,.hk design olues, h- -.eJ, died. �.tff -lanilei . d. LW.f r. crou-t it,. need for s deign dialmorw w diminnned by dv a*wity h"V Nnisommo, Th. designer f,-d, bUld. or k-,# reperesde W ehm the calwisidere; ..'.N. th the -.1 sr� .Vt& .1, Do*.) - -degned by this ft Rod= nonjedigiid . in ei�� h� foolilo an, liin`� BVirwod Lwntu Pno&c3s hine been evivaW by [CC 6 Inds "Id"Id "o-M "S". U53 and !SR-1387 and* tiebed In -d- -1, aPoloible ASTM sardircs, For curent ode "uadm repors, WeMhoeaer or.d= itarmin, md mullgon dii refir 0 w�mwed�.con&oodpocPxm/dDw�llb,�, Tire prodixt Mipieaton, - cidign?oficls, dmini and stmfvoem ln�e low promded by Fvw Sofi� OW&V PASSED S- 19- �mb. T�; aV B-. �Cmj i-he: Reiidimel MldngC.&; X MIS Nngn mied-iblogy: ASID 1211212018 2:08:52 PM Forte v5.4, Design Engine: V7.1.1.3 90dA.4te Page 47 of 66 MEMUER REPORT 11t, 1B-20 PASSED igFORTE' I piece(s) 8 3/4" x 22 1/2" 24F-V4 DF Glularn 0-11 L"gth: 20' 3 1/4' 2013 1W All locatione, are m-ed limm the witside fecs of left wpport (or left cenuleve, end).All citmensis., .0 horl-tM.;Dr-kV 11 C.-,Wel Design Resulft A-M 0 i-ation Alk-d A-k LOF Losdi Csobinerion (P-o) [Gi-pl- Memiler Reaction (lbs) 23856 0 19'11 1/4' 31281 (5.50') Passed (76%) - I'll, 0 Shear (lbs) 21621 0 17'11 1/4' 34781 possed (62%) 1,00 1.0 D + LD L (All Slows) IA P. Moment (Ft -lb.) 130205 0 IT 6' 132345 lodeded (98%) tell �)- t.0 0 . 110 L (Ad Spain.) [I] Lbe Lobd Deff. (kn) 0.299 0 10'8 7/8' 01653 Passed (L/787) jPjEv�wd - ID [) + I in L (AlSpone) [11 Total Leed Clell- (in) I n 980 (114 51 10 D + I j) L (Al Spons) [I] NO- onten.: U OJ360) k rN0) Tq, Woo Brwng (Lu): Top oempnnaton edg, - be b-t IT 4" ol, mim �tedl #�im O&A Poei� - Milmoid bY a Wume I'me, of 0.90 � Ile 'SoA-1 �N length L - 19'7 1/4" � effectl of ponidw w r"nw �fter i-e not been -li 11 � UWMN dell -on. Th. �fied skill ........ d . h-m, -g I-.- . oe, becom of ft beem. 1-di th prope, We , .,nj� b,,h. -f-.. Appb,,M, e bW on 05. Supports bill Lo.& 1. Spp- 0 !jL-T- ie� Anelietile lo�mked 1 1 �j I Sm- I Hal I - Co- Cp 2.%" s"s Bodon; 2 - Co- - ST 550" 5W" 4.19" 1131 1 Nses Iffiedidnip - Bleeling Pand, are -med! W om� no loed; a,ofled! dwdy eoc,e them and dhe Ul I oad,s *plied 0 d, b, bdM dedgd. wayubseww"Ous W�hiiis- wenis #0 " tidni; orlu; Vodida will be in icoondince ,th Weinernae- prodi deW orten, � o." iined dWqn dm. V,An.h- eveoily disdame snvotl, ..randesnilited . ft soft-ii. LAe of th I fo,- is notmondel . I.- die need for . dei dw ofdrz ldw.or firamer ftt Zond.w IN= d, by the �Ity hN rg:,don Me d, . : s S go 5 Aco-1. R = ) - no, I'll fts wf- oreApee, men.,f-ed Wete+iee- ladlided, are tw6party mull"d I. nw. foresery voi YAwhaciee, Engineered Lumber Rod- lh� been e4miood bY [CC eS -d. iednieel nt�ls 1551k� IM and! ESR� Im erdle, 1-d in -d- .1h .0,.Ne � ...dwd,. ft -, ood� e4.0-o-., W.,ed- pn� 11- end ineullaton d-eii, reler bi 1h. pmd� pkwon, p. dmign 1�, d - erd �o,, irft - h- been 7-dd b, �. S.F�.e Ow- sv-.:n li T�: 13,,op8- 8,41ding �: Re.,kn.4 WUng Co& : BC MIS Design ��Iopp; SD F.. Op...r 12112li 2:08:52 PM Forte v5A, Design Engine: V7.1.1,3 BWWA. 4f m- Page48of66 1F2.10 EMBER REPORT Ist, IB-21 pilece(s) 3 1/2' x 14" 1.55E TimberStrandO LSL Overall Length: V 4 1W 4 ire AN locations we memoseed Inion the attracts few of ieft suppost (or K —to.— end).All finsionsions — Is Cnpht Donlon Results �msw 0 ooscie, Allowed R—k LDF Mendier RewtitIn (Itm) 529804- 8181 (53W) Pas (65%) — 1110 1 L (AN Spans) — Show, (1b.) 3236 0 V7 11r 10127 Passed (32%) 1 '00 11.0 D . 110 L W Sp.,) mommtopeltm) 9379 0 4' 2 1/4' 21840 Passed (43%) IDO I I A D + lb L (AN SP.,) Live Load Defl. Or) OJD57 0 4' 2 1/4' 0.193 Passed (L/999+) — JI.0D.lj0L(AA$p—) Total Load Defla (h) 0.109 0 4' 2 114m 0.365 Passed (L/846) — jIj0D+lJDL(AlSpars,) IDeW" mewas LL (,/�) and A Q_/M). Supports 8—*V Leeds . &Vp" (M.) Tosel Amilsble Reo,*W DOM U_ '2'7*6"4 atew T.W i-sotdwti$,� 550- 5,57' 3.55' 2524 105 2-Se.d.,1I-SPF 5W 550" 3M- 2524 7M 105 5: eloam ponst, we W . kA [.We spoked . one —.,bw b*V TrbL"ry Deed FboL- Snow, Lando L-1- (Md.) Width (0,90) (LOG) CLIS) cosersents 0 S.0 VotigInt (PLF� 0 S' 4 112" N/A Z.3 1 �dbnn (P$F) 0 8'4 11r mwk) Wr 6.0 10.0 Is, F_ 2 - kle0ben PLFJ 0 . T 4 V2* Croo) Wit W.0 - 1,,.jI 3 - 1.1reore (P$F) 0 . 8'4 1/2" CrW) 8'3" 25D �.o 2nol FI= 4 � Won, (PLF) 0 se a' 4 112" crip) N/A W 0 �0,esii 5 - t)nft- P�) 0 . 8! 4 42' (TW) I' L51D 25.0 R..f Wayerhammumarmolmo, we— 1h. ts N.V d,. _11co, *11 be in s-,donce eid, Yknwhissemor Pock� doing, twa " PL4A#.d design 4—. V*Wh— eWessy did, ne any odw ear'sni rested %.dw ;ra, not nndd . *—, �. reed fb, . tsoW p.h.e,,d by xhor h-9),ralictor. d. oon,.,, sro�&.�L ble,eth= 1 "111 ad.' h— (Motion We ftd.P&LY WdII:. ons W"h— 5WIsionwil L� Prodwits hi- beer, —4—d by rC ES 1-al nemors, ESR- I IM ard ESR. IM anctior seed In &=ndww eitin apsteatio ASN wardonjs, Fos o,nant cools veoWdicr, reports, VkWhismae, W.d. ew— and inotmilmi. deals Id. W The isookst application, WPA design, 1006, slevvnew�; sest nissot Ingiornsistor, bow, pnovided by rwoe Softessa Coenstor F,rtsS,ft,,0pwst,r I I., "... 3..r Lw, , — � E,g."—" P 5 4,26)BI,_ IG PASSED SVA PIM P*.b. Type � Fkh Down BWdng ise : Residentei BWdng Cod, � 15C 2013 Design WOWology: AM 1 211212018 2:08:52 PM Forte r5.4, Design Engine: V7.1.1.3 Suilo!A.Wo Page 49 of 66 MEMBER REPORT Ist, IB-22 In] F 0 R 'r E 1 piece(s) 5 1/4" x 14" 2.OE Paraflam(& PSL Overall Length: IV W Ir 4 Ur AR locations wine assawsed hom the mbde Fme of left wMert (or left contfiener end).A11 dimensions are hortsontal.;Dreeing b Conceptual Doing* Romift Henna. Reaction (it,) 10383 0 7' 1 3/4' 122Z Pease (85%) 1 (A" Shoser (Ib,) 80310 6' 6 1/2- Passed to ; (AH Sp. Messwe, fft-bs) -7093 0 7' 1 3/4" 46854 Pansed (15%) 1.15 11 j) D + 1.0 S (All Spans) Lee Load Deft. (61) 0.021 0 to- 10 11116-1 0.207 Passed (L/999+) — I I J) D + I JD S (Aft SIMS) Totallee- - essee.: . UL—) Top Z ...na (.): T. ..ponesion, be brad . 15 6' A,"— cleared # wense. Bostome Edp (L.). Boston, Wess. edge — be brwed as IT 6" A �— dWw otwi., loses" I I L..,J, W &WW. ab.) - - - I --- - Aessl. T.t.1 Amollotol. Pootpirsid Dead I - Lh,e I Sh— Tatal i Hwi en 14" SPF been, 150'. 9!1 IV 269 266/-31 N 211145 2-Sbd,m[1-SPF 4.65" M2 762 50M L-sowwa-sPP 550- 55r 15T IM 312/.26 6n 2225k26 101eddro PASSED pt F.A. T�; 191,*, Bewn Wilding i-se : Rossolornal Widing �: MC W15 Door Wtkdelgy; $%SD Commector skywoom, Svc owpoirt ?.Tl@ Col� I Seet Lersith I TW NWk I Face Who I MenlerINallt I -Pwe�tswow 610 2W. 1 IVA 1+IDd &too hosi Died Ross, U- a — Lando Won- (am.) Wktth (0190) (I,00) 0.15) �oesre. 0 - W A" N (PLF) 3 Ur . 15'T 23o 1 - thstser (PSI) 0. 5,9, mosk) V 25o GD 2 - Unkom PLF) 0. ITS, (to) N/A 90.0 Well 3 - U,soo. PSF) o . IF 9, (Too) I ; 25o 404 ��d Fl- 4 OInone (PLF) o. IV q* (TIp) NA 00.0 Woll and 5 unftnnff?� 0. IT 91 Cleo) J* 1510 235 D ROO( o . 0. Point (1b) 0191 cft�) N/A 3012 1 C-13� 4.1 I Wl,,hm — wownses ". the, seirgelloopled.- ell bs.n —donee .0 Wj=pr old pL+A*wd dosq� 4— Vily-h— eVersilydedsione—ethw w-widesnoosed . ft ftw.. ftnowl f. . door peofe,si,nod se dmouninsol byft �,tyh&Ang predden. 1,, det,n,, d sowl, b.Ww e, kere, nisoperoose 0 essees thetens cAaAmew, Is eeh 0,011 PmWt. �oeo (PA, Bowd, No4hg PwIe, wd Sqsoh %�s) we not deoigned by " sawo, A,odxes nsrs,ficezed hs�ebeaneeoitwoi Ftcoo1esd,Pos,Wyetee F.ne�wsop :::� .-1 12112/2018 2:08:52 PM �,, Lwete Forte �5.4, Design Engine: V7.1.1 �3 STL Eposeng. P S BuildA.At (42511144.9449 Page 50 of 66 1F2.11 EMBER REPORT Ist, IB-23 igFORTE' - piece(s) 5 1/4"x 14" 2.OE Parallann@ PSL Chrerall Length: W 3' AM locations me meakifed from the mit0de face of left support (a left cmiNever end).Afl dimendone are bmlzmtal.jXaw*V 13 Conceptual Design Results �I a Locomon All-ld Member Reoction nbs) G99 0 4- 12272(5.50") lo—:10%) — I10D I I (All Spams) Shear (It.) 545 0 V 7 1/2- 14210 Iloa (4%) 1 JDO I JD D + I JD I (AN Spans) Moment fl�llle) 1567 0 4- 1 Ilr 40743 1 P.—d (4%) IZO I ID D + 1.0 L (All Spens) Ike Load Den. on) 0 JD05 Q 4- 1 1/2- 1 Passed CL/999+) — 1.0 D + I JD I (AD Spans) Total I Den. (11) 01009 0 4- 1 Ilr _0.190 _0.379 1 Pa. Dell— cri— LL W,190) " R OLIM). TcP B12eflncina 0-0 Too .-- �9. — b. bWW . 8'3".,t Linea d..Id iknme. E—Edge B—N U): B.— �— do. —be b—d at S' r k A— d-Wod—J., SlIpporu ica. -1 A--L I - 5� .41 - SPF 550, 5.5r 1� 404 1 495 1 Baddnp 2-S.d�ai-Vlc SSW' 5.53' 1W 404 1 4% 1 M I ClIdIng Y—king P-1. — —d . an� no oikk Mpled ol-* � lh,m � ft U Wd . m,1W . ft mi� ,ing de�iq�, D-d —I- L—Ion. Tr= (0., (1-00 1__ 0 - SO Atighl (PLF) 0.8-3- N/A Do I - Wft-IPSF) 0 . V 3- Mck) 3' 25.0 40 0 I's, I'loo' WeMb"WerNoto weWreies—&—t1vt eO�ngofim�odxm�l�b�,n,cv�,thvmy,h�pmd=dmrm�owdNbfgddftgnti— po oan,,.bl� .1h U. —14 ,oW, �. R, Ek,d, BixkV Pands ond Sqah Block,)— notdwgvd by *ft wri— ,,octicts m.Vmuw a 'h� fad— � J*6p" ce-ofied w s-immatl, Iffft" �nd-b. Wii!Y*i� eng—ed —be Prodints K� bie, r4k—d by IOC ES ied�,A ppono ESA. LIM � ESR- LW Wor —cl � —d— wi 0 Vpli� ASIM —.Wd. F. — code e,�~ rW—, 11"h— riroct,ct WWni ,d nim,11A. ft*—(e, . —.��..WwocdVod.1Vd--hbr�, � procUt M01caaw, � dollar, foads, olmeniia,, � s,l,,ort aarrodor, li� bw prold9d bY Form Sdwwe Opww F.n. S.ft.. Op.— Job No.. e-, —le BIL EN" -! mg, P 5 �425) Slo -�� 8 b'o, J."nic—g PASSED - Hoor "ft& T�pe: Fkh Beom bAd,v LM: Resklental bAcing Code: JBC 2015 Oman r,%ftdd*W: ASD 12JI212018 2:08:52 PM Forte v5.4, Design Engine: V71.1.3 SuBdA.4te Page 51 of 66 MEMBERREPORT Ist, IS-24 6FORTE' 1 piece(s) 3 1/2" x 14" 1.55E TinnberStrand@ LSL Overall Length: T 1116 @ M AN location. — .—ed ft.. the cobile face of ieft -man (or Ift contrever end).AM dirriensons me Pwtcontal.;CrmtV Is Conceptual Design Rmuttill Comb�lon Cri Member R—lam, fill.) 2678 -0 4- 6-tat 5.50- Passed (33%) ID 0 + I JD I (All Siocirs) shem (lb.) 1207 0 V 7 1/2-- 10127 Passed (12%) I'D 0 + 1,0 1 (AD ') Nornent (Ft- los) 3119 0 2- 110- 21840 Passed (14%) 11 JN I I JO D + I P I (All Sloare) Lbe Load Den. (11.) Ooil 0 2. it t1r 0.131 Pmeed(L/9i — jIaDtI.OL(AlISpanS) Totat Loed MR. (b) 0.— 0 V , I I " - r 1611 1AUS Odk— cromi.: 11. (1,41110) and R 4.rNO). TV Edge Bwmg (I,): Toil, dp mi� "xed a 5' 1 VoIc �m deWd otionne. Bottorn Edp Brdog (L.)c BoWom amioremlon Mg, —t b. br—d . V I I" ./c "— dWd .�.. B-Ty ------- F- I A_10, AWWb$, ,�Wmd DW Floor I" eocn� Tot, I Sd -11 SPF 550' 550" IAD' Sr MZ 74 W53 Blockin, 2 Sud -11 S� 550" 550" 19W 13� 1302 74 1 — 19— Trlb—N Deed Floor � Sk— Lemb LA"on (") Win (0,90) (1100) (1.15) C--. 0 - SO Wt,19W tcl-F) O.S!lr IVA 153 1 - U�om(PSF) 0 . 5- It- aack) 11 25.0 Q`0 wFlao, 2-unlionni(iftF) 0.51 ll"(Tw) NA wo - Wall 3-vmffannt�) ow 5' If' crop) a, 2So 40o 2ncl 1--, 4 - U.Nom (PLF) 0 W 5' 11"NO N/A wo 2,d Will Swv.ftim(pSF) ow S. 11- (70) V "So 25D RW Weparfimeweer Hoke W—m— ai t. ft —d— �Iih or. ameris and Wtoshed d�gn A— Ifils 101.icti, . b. In s3dowmatiinctinbino*duck—ftneodforacknoW .d"tyh"Vjyl.kt.rr�d�g"(—�d,WW��'k—�r.o��l"—r.ft,tN"d,U.�i� a`r`"hdW=.ft4a= =% 0i P-6 did Sci,�810*1)—dmqawdby it"wtose. ood— on-foctored we" t 4��Z=dio` . for— sander& -0,1,lmee— EW-M L—k. Plockas h— b— �ALWad by KC ES .,d. inclinad 14,on, ESR- 1153 end ESR-13$7 micft ixeiol in �dmce -h applk&e ASIM varicirds. Fw o—ir,c -le evid� r�ooro, "t— Wod- fiw,�. and iv.00. cletaill,d. �e locclict applliMcm, MPA dwW loscis, domews mio� Upp= Ora mrdon h� low WoAded by FwM Saftware Oow� PASSED Sy-m � III � TW.: Fi,,,h Beern WUN U. : R-okMA wlolw�:Mxls Ow.0 �ftdb, . �O F.. S.ft— Op.— 111, "—, 1211212018 2:08:52 PM En'- Forte v5A. Design Engine: V7.1 A.3 �-Ev�ooi BuWA.4to J426)dt4-N4S Page 52 of 66 1 F2.12 iMFORTE' MEMBER REPORT Ist, IB-25 1 piece(s) 3 1/2' x 14" 1.S5E TimberStrand@ LSL Ovarall Lengft r 6- 0 AN lo,,atiers ar� -od f,,m the mtslde face of Ititsuppert (cr left candlem enel d1mmsions we horUmW.;DawkV Is Coricephis! Chasig" Rmulls Meatier Rmtlon (lbs) 2824 0 7- 2 1/2' - 4725 (1.50") Peened (60%) - 110 D 0. 5 L + 0.75 S (All Sows) Shear (IM) 1866 0 5- 1/2' 11646 P (16%) 1.15 1.0 D + 0.75 L . 0.75 S (Ali So.,) Mori 0+11los) 4854 0 T9 1/4' 25116 Paseed (19%) 1.15 1.0 0 + 0.75 L + 0.75 S (All Spans) Live Loed D.R. (in) 0.0210 3- 9 1/4' 0.172 Passed (L/999 +) - I Al D + 0.75 L + 0.75 S (All Sows) Total Load Dell. (ki) 01048 0 T9 1/4*_ _0.344 P.sled (L/999 �) - IA D , 0.75 L , 0.75 S (AH steins) -W e,- LI. tW) me r, ULP,o). Te, Edplae-,; 6 1): Top dW -et be �xed le 7 3"ok Alien, deed ed ethewl �- EdW 13,.N (W): Bere,, ce dX � be ,weel a 7 3" ,t �m JIteled th-m. Supporu �rg Leedii to 91,W- (lb.) �Ieil letal I ..., I Re**.d Deed Sre� Terel 55)" 1 5 50" 1 2.03" I� M7 Inj 746 10. See C- 9M bd- 1. addeeel f.-. ,!/� �k- PASSED - A- Vlb� Tpe � %Ih fe,I� B.AdW 1.1be: Red-.t BwdN Code: W X15 DeMW �eftm�; ASO Connector: Skimplan Strine-Ifle Cianedam smi,e, I MWO Neet Length ToloNalls Feoe �11. M-b�Nmli. J�Ieii 2 - F- �10 2M- 1011od T'b.-V D'e'd FI-L� Sin- Lmds Liecatim (Side) Width (0-90) (LOD) (1.15) 0 - S0 W,lgrt (PLF) 0 W 70 2 1/2" N/A 33 1 - Lhft- (PW) 0 . 7 6� (5.A) 2-6- no V.0 1. p- 2 -i.eft-(�) 0 m 7' 614 (TW) NfA m a 1. �41 3 - Urde,rn(PSF) 0 . TV (T�p) 1� "I no D � 9- 4 - Untem (PLF) 0 m 7- 6" (Top) WA 8000 ;rdl WAl 5 - LMO.-rPSF) o 0 7,6'. Crim) 111 15.0 lt�d Weyerhaeumir Hill W�h- ==,!r 1.11 will 11 1� -.- with W�. dem .�. acl �Ibliil delign We'h- ed inil ,-. r.190 0 he eef- Lise.f h, flkw-, - inercledl . --art eI eeci f. I oeig, X-fiedorml Is dl.-.d b� ly hVj,.rm1,t.n, The d.9- f-c. Wide c, k- I ul .'p.hi. wel, th-ell W�11- 1.1illb. . ft6_,y _Aed te ftd- -I bee, -.W bv TOC ES �.r ESR.i33 � SR-087 I,dl/� eaum'm'm,`*v� d-lite-1 � melliew cliell If, W w1w Ire ��' ep0,--, p. dogr, leacii, d-. arid �, rfer-ti. h- b- pr.dd by 1W. �f- Owet- F-111-Op- 1211212018 2 08:62 PM F--, I Forte v5.4, Design Engine: V7.1.1.3 3TL F BlJilldA.Ate 49 Page 53 of 66 igFORTE' mtmor:RREPORT 15", 'B-26 1 plecel 3 1/2" x 14" 1.SSE TimberStrand@ LSL Overall Length: 5� 11" AD k-lult., are .-ed fr.. the -bilde f- f left support (m left millemir md).All dirrensinne we hmlzmtal.;Dkjg Is CoriceptItal 0mlon Results Mieriber R-tW (be) 3530 0 5'7' 8181 (5.50') P..W (43%) - 110 + 0.75 L + 0.75 S (All Some) St.. clibs) 1755 0 4' 3 1/2' ll� 1! !�%l ! 1.15 11.0 D + 0.75 L + 0.75 S (All Some) M...t (Ft-1.) 2694 0 4' 5 S/16" .6 '= (114 1.15TI.0 D + 0.75 L 0.75 S (All Spaniel Ill Defl. (n) 01006 0 3' 2 3/8' 0 1.0 D + 0.75 L 0.75 S (All So.,) TotalLcied -A -- -.: . (1/1.1 - ri. 14-1 Tbi, Edcoa,mm (.4 Te, edgI -et be bramdet 5' 11"o/c �m cleuded! oik-m. 51trolEdge &WN (I.): Isomm mweemor, edge -be b-ed at 5' 11" 0/c um cleteled 00-1w. Supporlis seer" L-%t*&*potaVbe) �-*.d Dt,Id I = I Show, I ISO" 979 M2 233 I� 2-S.d.41-SW I s.so' 1 5 2X" 2174 857 941 3992 - �ft!Ra,i,i, are aIe,,r,J W � m loads 4VId d-dy elb� dem ard the U luicl i, mpii� te Ov -ter beN disi -- Deed FI-U- 9,- Loill J-Iel- (51d.) Width (ago) (1.00) (I.M) cor- 0 � Sel Weate (PLF) 0.51111, N/A 225o 1 �Lrheeapwj ows, lie mlick) I, 1 "00 Let �-Uete-11PILF), 04054 U" crw) VA W.0 IsrW.1 3-U.db-(PSFj 0 . S' I V (T�p) 1. mo "013 H., 4 Wirt- (PLF) 0 W Sp 1141 (Top) N/A 9010 2rd Wall 5 U,,ft-(ps�) 0 . s' "', (TW V Ise �D Pof a �rrejib) 4'9 wp-) WA int 7,16 1025 U,*ed km: 16-25, 5-2 WeValrhaeumerlillotm ft�hiee- a-ld"thed,ing, "other we-eireleted W the Fbe... U..fdN,-1�.ee.,jr-dIdo,- fe, d"T The de§q..f-d,bUkl- . -'. r. this Mallow egdedgedbythts eeft- Rcdxm -Facued a ft.h.- section xe ri,cIparly mtfied to -& i is Weyete- g -d Lunber Pm� ce b- ewmIted by icc es wdo be:16eel cipmet ESR-1153 and ESR-1387 andlIv tete�J,m �dlaree 10 eppliade ASYM steridees. ft eede Wy.+- XedLII I-, �ld �Sbl debell I.F. The Wo&Kt appill rM desq, loods, d nexsms and �t �witt,w ow, beei proAdid! by �W Seib,- Clovaex PASSED sy", 1 Fl M&Ttw T�e: MI, Sem widi �: Reeidei WON Cede : 15C 2015 Cmq, Ver,,delogy: ASO I 2Jl 212018 2:08:52 PM I-, U�, Forte v5A. Design Engine: V7.1 1.3 STLE-.- �P� 8011A 4ta (426)SWIP148" Page 54 of 66 1 F2.13 MEMBERREPORT 14 IB-27 9FORTE* 1 piece(s) 3 1/2"x 14" 1.55E TimberStrandiSI LSL 0-111 Lerngth: 7'10 V2" r 10 ur AN louations me meseso-,cl hM the Wtakle fxe of left wWort (a left carttileses wd).All climenadercs we hattlontaij)rawing is Corweplasal Desitign Rsssiailts �..101-ocation Allowml stess.th LOF Load, Cm baslar(psatana) Meraber Reaction (lbs) 350604- BIEL (5.50') 1 Passed (4 3%) - to D + I L (AJI spans) - show (ba) 2059 0 V7 1/2* lot 2V Ito (20%) 1.00 11) D + IJO L (Ali Sports) Mcnnert (Ft Its) 5783 0 3' 11 1/4' 21840 1 Pawed (26%) 1.00 1 Is D + 1 Z L (All Spars) Us. Lead Dell. (it,) 0.048 0 3' 11 1/4- 0.18D I Passed ft/999 +) - I JD D + I JO L (All Some) Total Load Der! (In) 0J061 0 3' It 1/4' 0.360 1 Pasted (L/999+) - I JD D + I D L (All Spans) Too fttem Edge BImN (1-1): �tol sacm 1,191 ,t be trabaJ at 7 li" ot, �lm ed od,w Supporu JA,orlas 1�1 A�Iadla Rllq.kd I Dawl I ' Uve Total 1 w 5.d wall - SoF 5,50" 2.%" 1 749 2M6 ElW� 49 275ti 35M 181�' we"e. o,—, — _ — — -11 1 Is mi"'. - - Ma— corg —a- "W Dead 1LtAs LM& L"""" (Rde) sh, (0.90) 1 (I.W) Otsc7l j2.Sa#MQht(�F) I - U,h- (PSF) ) 4z T 1 25.0 1 100D WeWh— In. " U-9 dlc� ord.. w 11 be In accorclars, d, V"Instsa,av pod.' was, tm. � ,Ui*.d d.W Way,sh_ �caslydada .,Mble �ith th11 vjart. SlocklkV Panels wWSqash Blocks) menotdo7ed byttissofware. Prod= rawd a hmbvsne,.IuwscIbylCCES .rc., TnaproaztapO�cMw,�mp�dognloa&,d�wsr4moWtirft�mh&ebmprWdedbyFoWSo%veOWaw PASSED sy..: Moor �� T,,pa: FIh Ec,ma B.IdN Lee: Rc,!�.l WldM Cocla : W MS Oman, Vdselcic�: AS[) F ... $—.1. 0pr 1 2/1212018 2;08:52 PM �!, L.,q. Forte v5.4, Design Engine: V7.1.1 �3 ETL E,csr, PS BuildA.4te M25) e Wo Page 55 of 66 MEMBER REPORT IV, 18�28 :9FORTE* 1 piece(s) 6 3/4" x 22 1/2" 24F-V4 DF Glulam C—Eill Leogth: 23' 7 1/4" 22'8 Itr 0 9 All locations we atecastoed Bonn the wattle fave of leftstopivort for left s,mvillower end).Aff dintensions me harbental.;Drawing 1, Conceptuat oftlon Rmulb A..altilsl.obaklan Mlosol At —It LDF L �blaattcssn (Pat—) Member Reaction (iss) 14245 0 5 11r 2- ��26 d '1N? , 1,3 L (All Spers.) Them (1b.) 1335302-4- 831 + I A L (All Spans) Is. W...t (Ft-lbs) G&W 0 11'9/16' 103250 Passed (86%) 1 JOB 11.0 D + I JO L (All Spans) Use Lossol Doll. (M) 1 0.427 011-9 3116' 1 0.757 Passed V538) jlj0D+1JDL(AIISpwa,I Tatal. - - - . . ....... 0w'Ap.___w)_db'.W._raw al'091 d. — calotdo,w] eing kingd, I - 22'8 1/Z'. Is, drft of I,aw at� rega caabw haaa mt lacess d la han uWasku dallacem. The specified UkAll is acessasec! so It— strwQ a d, laccamat of d, bawn. Incull man wc ild, W as udwtad by ft rI ApplI.M.caloth—webasaicsti,IDS. SUPPWN . assmop - - — &cesssew I h1sallable Respilmd Dead - Total I - IWW or, 22 IQ'� bawat 3.25" 5914 M2 1�16 S. 2 � HmW w, 22 112'� 1 5.2S' Hwopw� 3.00 SW W13 =_._ .—sews"Cles—eassms"as so — sa — - case — caw'.�wvsrsanwgs, I S. C_ 9.4 bd- fis, dmwW wft— W. raw—. PASSED I Sy— ; Ft Be BUldN Uts Readmcal WldMC.de: MC 2015 �M Madnaotalogy; ASD C"awtor. SIMP.Q. -IMCOMWIlm sslPomt "I M.M Lentoth 911N/A I Top Wlb I— �Iss Mwnbw�l. �masorkw I - fws,�Hwsper Coandsaw M IN i N/A N/A WA i - F_ �_ Hcrq,, C;onnector not b'd I N/A I NIA 1,41A WA yrl.*" Dead FI—Live Loads Location lack) WICIth I (069D) 0.00) ans. 0 _SO MIUM (PLF) s vr so 2y r ff"/A* I 1 � unsoort (Per) 0 to Y (Top) 4DD istmoor 2 - U,*- (PSF 1 3V to 1W W ft) LB. 400 ist Ff., 3.VM.-(P$F) 10'6"b7rr.174 ._ _o 17.1 400 MM— I.VwI*aa(P$F) T as 174 Cftp) 400 2rdrio., 5 � Posts (to) Ir "a"It) L�t'! 0511 as-lo Wevab"Isellirlillob" Wes,rhas— wannarsts ats, the shing of 10 pksaa will be In —d— whin Wepschassem Waskst stator Massie ansi aubh shed costs, A— VAcvwb-- �.* dclsicas ary od� —arst. Islated W the software. U. of - sofisaare is not inowslect . or— ft read is, . design pnciacconst . demanned by ft asslliann� h�V Wkcon. U. cleasq- of —.d. Wtd. .1 Iraracts, m tvapmesict. 0 assure 0. ft. WU— Is �bls willn the 1 Prelect, Aactessorms (Pin, Board, siScsshilkek0are.Wledtiradbrh.sefibwe �.akictsi —f�edct facifiless, are ftdv" earMad W aAMaNU:r=d' &W—cl L�alxr Prodxes hm been CAuateed by KC ES ,,rshcr dcd recent; ESR- IM " ESR-1397 .40b, wassed I. —d— Wh spoficabs. ASTMWrdmft ft eat- ropmes, W—� crod� liscraose and nstallation deaths rder W w..wayerha%eweorJWaoIpwkt%*cu�Ibrwy. In. IrVA desq, lowls, d rawatcra, ant sttsport irvor� have been W.V4.d IaV Fares Sofb..a QW— F.- S� oosates, 12MM018 2:08:52 PM Ec. Forte v5.4, Design Engine: V7.1.1.3 EMLF,�—,.P -, BujIdA.4te (42--4-0416 I a'.. Page 56 of 66 L 1 F2.14 MEMBER REPORT 14t, 18-29 t5FORTE' 1plece(s)51/4"xl4"2.OEParallam@PSL Ovwaill Umoh: IT 9 1/4' ly 1W a 9 All II we n—red ftom the wtelde face of left wmat (m left millem end).All dImensens an, hwb=tW.AakV Is ConcephW Desiligm Re"lls A.W*�W AH-W R—It LOF Loet. Cornblinwion (Pattwn) menbe, Rewtie, (b.) 12987 0 13'3 3/4' 12907 (3.96') [Pased (100%) — IDDII L(AUSp—) Show (Ibs) 12839 0 12'3 3/4' t4210 (90%) 1 DO 1.0 D + i j) L (All Spent) Moment (Ft-111,3) 25223 0 W6 1/4' 40743 Klaa-m4 (62%) IDO I D D + 1.0 L (All Spans) LIVe Load Defl. (in) 0.15907 1/8' Passed (L/996) 1,D D + 1.0 L (AN Sp-,) Tote! Load Defl. (h) 7: 82 0.2710 71W _GA34 0.651 Passed (L/576) I D D � I ID L (AM SP-1) Dd� — LL 0,W) —1 R T� Edp&�g (L.): Top WW� ed;e a—behr—d w 3'o/curiee 6�el� th- 8-0- F * &�W nu): B=m C�wmm be —be br—d a B' /c Lrhm, IeWed,t�i- I SUPPIN" B—UV I - Loadotelkpimmila) [— T-1 A-0eible RIW*W DOW TOW I H� - 14" GLB b— PWQ.l 1,50" 1256 1 1670 1 2926 jSeer-� 2 H� en 14"PR b— 350' HwV&I 3.95' 5316 1 7697 1 L3013 JS—� AthmW �, ft TOW 8eeIrqdnwWm ��d Wlhl�dlh dft �Vq th.hvW . see � grW bdm Im addlawal f�rnem =Ltr le�ke-- -bue- Deed FbwL� Lamb L-1w, (SIde) wpm (0,90) (1.00) C—.- 0 90 V*QN (�F) 5 L/7'. 13'5 3A I U,ftnn(ps�) 0 . Qr 9 V., ff.' 2 - �t (b) 11 6 W ]��041 E-�� jE-�- Willeyemsemw Room VAeff — d—.th hm—p,�dWgmm*oa&,dpA*ihWdem9nvLm WI*e,lr�w— epne* dlddm � wlm -wrantle, r4ftd = We— U=of thl sof—d �$nw I—Ided w d—t ft mod fw a diagn .nmble �All lh=0 'Y� =. M ��4 ) - � dftqvd bY ths software, ftdc:3 nwUmc—d st W,h— 44— - ft".'Y ewIfied . Iw—Y �ft W.YVf— &V�wl Lulbw Pd.ft h— b— *�sW b, IM ES '. �� A -Is e9k- � M wel ESR- 1307 andl. Ixsecl 0 a—d� wi th snoIube ASrM st-0. Fa �ert code eyWuadw repons, aftyw1va— mod- — � 0".. dew. efe, The xcd� WOI—n, � wtip l�, dn— wd Wmt,rft� lh� baen pm4ded bV F— Sft,,, C�mw PASSED Sy— Ft— Vwnb. T�; �� B—n B,Adng �: Reeldwed Wking Cod, DEC 205 Deson Nleftd�,W: ASO F..Sft-open- 12112/2018 2:08:52 PM Forte �5,4, Design Engine: V7.1.1.3 8% E,g,m-,,g P BuildA.,#e Page 57 of 66 MEMBERREPORT lst, IB-30 ,:!�7037E* 1 plece(s) 3 1/2" x 14" 1.55E TimberStrand(i) LSL 0�11 Lengft W5 1/4" 0 Allbufflongaremea-edfrom lhewtWelaceofleftwipport(w left cantilever end�All dinteroong we hmuontatpawing isConcepwal Downs PAON(ti �b�__ Meetw ReWtIon (11,S) 6752051/4- 6752 (2.14') P= 1;101*) D . 0.75 L . 0.75 S (All Spans) !2 _ Shew (lb.) 49710 ll 7 1/4m 10127 ; (7 _ io — I . D , I A) L (All Spans) M—t (Ft-1.) 20679 0 V4 1/4* 218Q Passed (95%) 1 JOO I A D + L.0 L (AD spent) Live Load Defl. (in) 0.3 3 0 7'4 1/4' OA61 Pamed (L/422) 1.0 D + 1.0 L (AN Spans) Dell— --: - 0,360) -4 TL V240) TW Edge Brmng (Lu): TW —pn—n edge brWW e 8' 1" 014 tate, de:M� �. Edge &adw (L.): ft.. w—. edge — be b,.ed . 14'./1 .14— deaI�d d—.I.. aewft 1 Leeft W (I-) I . . - I— A1.11.1ble Re�� ;.W I - tw, . I T.. laH,nger� 14-�bean 25" HIn,w� 2.0" N22 IM 35N ISee"- 2 - Po& On ne—y - —e 1 350- 350P 2.0V 1 D46 3778 974 7098 11%ne PASSED :pl t4m� Type � 0,� Mwn WIdWUs, i R-denld wldlmc�:!W 15 D.ign Nkdd*W: �D A, �", ftTotd OMM dn-len 11 —d b ftlidth Ifft —1 tlWS�Ilng he henge, I S. C— Od bd- 1. Mft.W.r&— wWw -k—. commectior. Simpson -T% commWiltm 9'ap- M.141 L-01, Tm NMb F— �Ib Mwob.Nmb I iI—,ite I � F— � ll� �410 1: N/A 41,10d 16-lod IN— Wayerhmiaiiier Nallat - W"t— 6- ft "N If IM WI&M A be In axwdInce *M Wftvi-ew ��t dmigm m twa " P,0,twl d�r �11- Vje� d�� .-".,,Id . ft Lae d ft --l— 1. neb-nded . I— - neel f. . deagn p,fee0—I ft dew Mined by ft .dwity �Q �-ftUm, 'Re dea" of—J, bukk, w te,w , eep—be Io — thm � �mdmm I, —P.bk *� the —nml on� A�Iw, (N. fb.d, ftd�ing Pwe, �4 S�eb Nd.) we — �g� by ft. �� —f—wl m, —�",-wbMCES the W�vpfid.Nw de,,gn 1�, d— wd �wt ft— I—e been by F— Sft— Opw— Fln, Seftlll 0,11- 1.1, N.- 12112r2018 2:08:52 PM Forte v5.4, Design Engine: V7.1.1.3 SuWA.4te Page 58 of 66 1 F2.15 MEM13ER REPORT le, 16-31 �VFORTE' 1 piece(s) 5 1/4" x 14" 2.OE Parallani PSL 011 Length: 15'9" 623W El 0 9 All boations me measured intent the of left su"t(or left centes— end).AlIdurensorm a hitnincental.;D—Ing hConcepbual Desligin Reeinalts AotemilialLocat" Allowed efult LDF Load, Menter Reaction (Ibi _ 1501110 12-9- 18047 0.501 P. (8`1%) - 1,013,1 L(AdjSpars) Shear (be) 5016 06'10 1/4* 14210 Poemed (35%) 1 DO I j) D + I D L (Act Spane) Moment OFt-lbs) -8816 (01 S' 2 3/4' 40743 Prosad (22%) 1 .00 1 JO D , I JO L (Aci Some) LWo Load Deff. gi (10 15' 9' 0.200 Passed (2L/999+) - 1.0 D + I jO L (Alt Sows) Total LOW Defl. (in) 0.053 0 9' 2' 376 Passed (1.1999.) - 1 ID D + 1.0 L (Alt So-,) =on-ar - — — HL .— defledon ormeraI LL (021 OW It (2L/240). TM Ed;w Sniong qs,�. Tolo corrioremon adr, areat be braotIl at 15'9" o/c undeat metaled ai Boroorn Edge leseng p): 15—on otenoreltion Mile — be br— at 159" ./� LH., clateled tnarwea. �SS311:auorftat."4 SNPP-ft Bme'" We& to suppefbe Obe) me Todd ArmiletiL Roolobad Dood U_ Soon. tell L � Sbud At - �F SM. 55W Mss�r 11.1 497 184 1 -low "ana 2 - Calann Cap - obad 1100, 11W 5.95' 7+18 IM54 1732 21244 BoaIIN 3 - Co.— - � 1. 4,W I SWI gOeo — _ - momerop ____ . rarnirromeasappmoo .-W— -- — ea'- nope. to — -- —, —,-. !�Wrhanmbvemr Nobw W"Kioumr� warrants that riemmV ofiaproduda will be In accondaroo with W.WhaamaI plod-t mair craina and oubli0i ong, odues. Wenenhavueo, ii�xefily alaclarre " o4ver wanaroce related to tre w1ware, U. of Me wftw.e 1, not ravoleal to dr.—t the need for a melon p'.feelon" a �aaarni bv ft awliwity hatingiumuktion The destner of record, milda� or karner is rMarobe to eature that th—eaJ,bon 1, oa'.bla .,� th—ell prapoot. Ac= ieo�4, badN Paral, and Smeadn 81�)g;notdadqfad by this seftware. �,duom norufmaured a Woweh— ddp"i Z= We ""M W""In"" nweed Lunber lfrodcta howt been awAumed by ICC B .notr W- M9 anel ESR-IM trallor Wd en actordbereffe wl th epoloalb. � anindarde. For —ant .b .Uatbari aparm, WrIerhaeumir �rooiuot learmare aid Nimbellaton debah refer W —femerhommor =miwoodprodLxm/d=nmn�kbrarI. 'Tre produot apAeaden, Ingtuit domign tomb, droarvions " mvportrolornaton hoIa bean promded by �oraa Sdaware Operaw PASSED --moor f4efter T� � 0WOaaw Buldrig Lea: Itesdandual BuddrV Caoa: OC MIS Deeign 11�enotd.W: ASD Fare. S.ft.r. 01., 12112/2018 2:08:52 PM �L L,IIIP. I Forte v5.4, Design Engine: V7_11 1 3 BuWA 41* .4-n ' !B445 page 59 or 66 :n,FORTE' MEMBER REPORT 1�t, 18-32 1 pieei 6 3/4" x 24" 24F-V4 DIF Glularn Overall Length: 23! X 0 23'3' F1 All Ixations are neirtaured fro, the outakle face of left support (or left cantlioner wd).All dirnerelturs me IncerLIontrill.;l3rawling Is Conceptual bealliffel Results �bbfarlan (pairti Namber Reaetion (Ihs) 21 1 21171(l.50 I D + t A L (All Some) shear (be) Im 1= D + I B L (All Sows) Pos 114orment (Ft-lbs) 114509 0 11' 7 7/16' 1 116784 (98,1') 1V 1.0 D + 110 L (All span') Life Load Dell. (in) 0,452011'77116' 0.753 Pargeed (L/599) 1,0 D + I b L (All Some) Tiatell.—W — - I — I'm—ol A I— I I . . + I . I a'. Dtfi—n bara: LL (L/360) — TL (LIM). Tap Edgetemong (I Too opree— adtla — be b-W. IV 7"o/c -I— deteloo Inarw BoatterEdge Br000,; (,� Bonorn wnforeom adoe nuetbeorwed at 23' r o/c unlaes detailed atnerwim. Ormod pteI nor— Mlu� bY I �� fi� of 0.90 trm� waf calouland Ang leni;tIn L - 22' 7�. The effeeeta of poe— or rageove canto, � not b— —ted for ~ oecdatin, defla�lon. Th. Tooted oda-, aeourned to In— 1. —g monabora at tno boatorn of - bown. VrIoll wlLh — We up ae domed by 6. —fiemener. AWk&. �— are bmad an 10S. Bearim I Lood. 1. Suppeents (be) I I—aaf Total I A�wllabltf I Ftmqllrad I 'L-1Z I ..' I - SaW won - PSL sm" 5so' 4,91" ix� 210's jr,ore 12-Studwall-PS1. 550" 550" 4.87" Met 2 TrIbutenif Dead Flaiarru� Leadat LamItIon (Side) Width 0`490) (1.00) 1- 0 - Sall Weight (PLF) 0 to M, 31, NIA 39" 1 - Unife- (PSF) 0 to 23' 3' Cnbo) 4 2-Unftno(PSF) 0 to 3' (TOP) D 3&UnW(p3p) v to 9-37M-7 40D WeWhommerwarrartatinatthegirgofits, I wMbein�d�wimWftvt�prodxtdwmmtyia"PAI*�dd�gnWumi. VWerwheauser efpremly d9dienne " other warrantles rels"d 0 line w%are, Lee of N it sotawar— not lintandawl W Waurnwint tre neW lo� a demon profeavorw a dearmned bv tne &~ty hiefing juriselction. 71ne does- affected, builde or it— Is raparmobl. to matera, theit M �Afuladon 1, actopecibi. wim it,' mall p,.Jw. A-1. Otino B-d, 19I.mling Parde .6 Squmn� Bloak.) an. roldmigned by orn, aafmaro. ifroducts —f.—.d at W.Y.t— 1.100. - IrInd-paily mirdflod to eurtarade Forestry danclarch WeyerImeauter Engineered 1i Proaticts Inewobvien G%miluated by ICC ES ". tadnli. IV" ISA�1153 and MR-13117 andjor armed 1, sco."darce w,th q)NIcalbe ASTM standards. ft carrai toolumoo,worte, Viowerhommer ,,Ddwt Wareture and-tailmlan metals refer 0 wwwwoyarnammor cornAaeodpooductuldownrenWitrary. Th. pladjet application, ." design load,, demmi Id .4port fft rnmen harwa been —,%ad by Fante Software operator F—SafibeI—Oiwrebe, I I.b .. I PASSED 14-ber TWa: Droo Bet. 15.11ding — : Reed —al Buli c.1a � IBC MIS Deeogn Madeelblogy: AM 12/1212018 2:08:52 PM Forte v5.4, Des[gn Engine: V7.1.1.3 SuilidA.4te Page 60 of 66 1 F2.16 EMBER REPORT Ist, IS-33 plece(s) 5 1/4* x 14" 2.GE ParallainnO PSL Overall LsrqM: W 3" AD locations ar. .-red Isom the Nft Face of left suppott low Ieft candiever 61d).All dimensions are horlaontel.;DrawkV Is CmwpbA Dadjal Ranks AchseJOLocaldon AN...d R-k Member Reaction (be) - 9277 0 -P IP 0047 (5,SO') Passaic! (51%) 1 D D + 1 L (Ali Spans) Shea, (11,S) 9099 0 6- 7 1/2- 14210 Paitsed (64%) 1 JDO I j) D + 1.0 L (AN Spans) mompent t-ba) 23692 0 5'3 3/4' 40743 Passwel (58%) 1 DO I A D + L JO L (Ali Spans) Lt. Load Den, On) 0.066 0 5' 3 3/4- 0.253 Passed (L/999+) - I ID D . 110 L (All spent) Total Load Dell, On) DA 12 4P 5' 3 3/4' 0.379 Passes] (L/815) - I A D + I D L (AN Sim.) - MWX LL k-) = N. Q-UW). Top Edge B,� 0..): Top wMeses,, edge �b, b,,,W & S' 3- ,t � debalsc� pths� Bossom Sow Broom (WY. Bottom ate es,stba brapod as 8'3otc L"m &MW ot,- suppoiru 6--hv I L-ftt. Total AvAbbk Fbs%Assd Dftd FLWr [�Acppasajes I-Se,dwal-SPF SBY' 5.5W 2.V" 23% �2 5M [N- 2-�dwa]-PSL 55V 5.501 2.Sr 3796 WI 9277 1� Td.."Y Dead Flow� Lon& I. -Ion (91cle) wwth (QSD) (1.00) comsee,vo, 0 Sell ftgN (PLF) 0 . 83" �IA 1 Aft"(PSF) 0 W 81 3PI (TV) 2. Pom0b) 5! 3 3MN (Tr-) N/A S427 So - =2 weyedwislesermofts W"Y"hes- W_h_ dld:% -c0se -'ard. Id-d se t. Use of lr-dd . --,Me -d for . design Wofeedcral . d--.d by o. �11, U. des� cf,-,d, b.1der cr ft- is mepme,1A. W - M. 111-alWatIon 1. conVable Mth the paII W,,ect. A-escsa (Alm Seed, el"wq Pee, md Sqash Stocks) ars �dewqvd by this sof- prockcis r-Jacbred a V"h-bV-dL-bvPod� hvebweatuasvdbYKCES PASSED ;A- Iyefter Type: D- te- Mom � : Reedem.1 VsAdw Cools ; W nIS Dear lAeftc1dogy: Aso F.- S.-.1. 01-.- J.. N.I., 12/12/2018 2:08:52 PM EI-11, L.,,P� - Forte v5,4, Design Eng;ne: V7.1,1.3 N� Eq--Q, P 3 ButidA.4tis (425)814-We b,_ _�.N Page 61 of 66 in 7 0 R 7 C-: - -1-MBER REPORT Ist, 1B-34 plece(s) 5 1/2" x 18" 24F-V4 DF Glulam Overall Lengift 1r 197 All location. - .-od ft.. the ."0. lace of left Wt for left -tk- end).All dimeneast. - hortp-tL;O,-kv Is, C-.pWM DeMpas Rakenift Meatier Reaction (lbs) 13388 0 16-9- 16M (430') L 1! .0 + t j) L (AN "1 Shear (lb.) 10426 0 13-1 1/2- 17490 P= 1100 11101) . IA L (All Span.) P. Ji "-lbe) 53437 0 We 5/16" 58021 Passed (92%) 1.00 1 jD D + I jO L (AD spans) Use Load D.R. (k,) 0.259 0 S'5 9/16* 0,550 Passed 0 065) - 1.0 D + 0.75 L + 0.75 S (AN Some) Total Lwd Deff. (111) . 14, , .. 1 .1 tl,- n ... � - .- I W- .1- 1 (V") ary! � Qjm� TopEdQ,5,wW (W): Too cc�sae- dge �bbrsocdsr 17� oALxtm,Iks,Iodot- SoccoynEdge Braorg (W� Bottomoemosee,n edge �brclpamd at 17'o/c-ImdkbsW otsw�se. Cr,ccal ppObye momens olpeted by a ycl� facey of 0.98 dw - ostdapscl �W lergd, L - 16- 6'. T,. eff- of p.4. c, regatlys camber � - been acce,,vcd for he, celdlorg dflood- Is, emptied 9Usm 1, asewd w hme 1c, 9 Ism,yA,m st fl, becom d ft beem. recall 11th props, side �, m mdctad by ft me,,,f- AppiI.N. dWafiomt - based . DS� SWPPQ Sess'" Leask t. ----I - --- I -- 1 `L-W I — I Tate, I � Tilmmor - SPF 4501 4 -W SM 2258 1 14767 1� 2-Thmmor-SPF 450, IST 6611 1527 1 14915 1� 7,111"Kery Deed Ft.. U. 9- Lomb Wkhh (0190) (I=) 0.w)- C--. 0 - SsIf Yftht (FLF) 0. t7' N/A 14.1 I - UWc,m(PSF) 0 . 6- 6- (To,) 79" 25.0 0 0 IstFl- 77�-(PLF) 0 Up 6' 6- (Too) N/A Si Is,well 3 v ua." (p5F) 0 to 6' 6. (Top) 7 9" 25.0 4013 21d M- 4 - J�ft-(PILF] 0.6 6 . (Tw) N/A wo 24 .41 5 .0"o PSF) 9* 154 250 Rof - U ;IA 7523 So- - IIIID 6' v 1p�o Liz te, vmvtw�m� met" WcYam-arse Ow ftunaditwd.- will bei-- MW.,wt- oroixt"a""'i ard pubirM Wsyc� �ossyoiso h- arreanyother wa-elatad. ft solo-, U. d4fteellare tIntasled . d fe, a elaegn W.'essonal as psorned by reovd, Wide, v famor s rsepersebt, 0 "t fts cajc�., ,.1ols .,d, he -11 W Z:P`a9:,oWf S�osh Stocks) Wis. - ftdp-y comfisol se -sei,,abl. for-Y sps�.dl. V*Yt- BW-.d L� Prodcle - b- eyel-d by ICC eS --d ,ipom, E%- t M arc! ESA- 1387 ard/b, tested 1� -d- me, spoicakI. ASTlyl sta-dittle, ft -.1 cock, �- reons, pmcit,ct 1- " males,,, &Wh,,f, le, Tne pred�cc oppicac-, V. dee,,n Iasda, d - end �Ik forms� hays b- -dd by Fy. 5.11twer. Cp- PASSED ;H W.bar Tgs � Orce B- Widrg Use : 11-darolsi BUIdnit Cod,: BC 2DIS Desir Veftdoicgy � ASO F.m.sft-op..., J.. N 12112/2018 2:08:52 PM 8- ",v, Fote Y5.4, Design Engine: V7.1.1.3 STL E,,,ne,r.,, P 5 BuildA 4t@ (425) 814-U48 Page 62 of 86 1 F2.17 MEMBERREPORT Ist, IB-35 igFORTE* I piece(s) 6 3/4"x 18" 24F-V4 DF Glulam Overall Lerqlh: lln 1&3' AN bcBtkns me -ed from dvwtWe tam of ieftwppwt (a loft cantflover ond IAN dknersions me hwbontal.Aawling IsConcepWall Design Reaultv AMW*L*""`" Al-ed R-k LDF L�& Combineklen C�nwn) Member Rwtion (69) 17427, '. 19744 14.5()'�_ Passed (88%) - 1.0 + 0.75 L + 0.75 S (AD spans) shear (be) 13974 0 1'10 t/2" 24685 Massed (57%) 1.15 1.0 D + 0.75 L + 0.75 S (AN Spans) Pas Momert (Ft -la) 618510 W 2 1/11' 69764 (89%) 1 DO I JD D + I D L (All spore) Lke LOW Defl. CIA) 0.259 0 T4 1/8' 0.550 P.-d (1-1764) - I ID 1) + 0.7 5 L + 0,75 S (AN Spams) Total Load Defl. On) 0.560 0 8'4 1/4' 0.825 Passed (L/353) - 1.0 D + 0.75 L + 0.75 9 (An Span,) - Orem. IL %�) Ano � Top Edge Sn-Q 4�0 Top wmeseko, edge m-be bn�md a 17'01C �= Labeled 0�w. B�� 'dp Bradng (Lul Bomm C�esen edge �tbs bramd a 17'o/c �Iess debsed oifimeiss, 01� p�l� - m)nW by a W� feeo, d0.96 thet - MWsbJ �g WVIh L - W6'. Appl-ble c6o-i-ns - besed on Supports 8-*V L-d. . &�. M.) - --,- I Total A�fiabla RecWIred E�ad I F� Uve I am, T.W I�Tnmnee-� 4M'- 3.9r 9240 5942 Nbne 2-Tn--� 450' 45T 143- $114 673� 1 325 In73 11*rs PASSED S'sts- M- ft� Tpo � Or, 0- B,IdM Ux : Reodendal BWd.p Coole : MC 2015 Deso Wetoddogy : ASID -- D.6 Fheo,!.� fln- L-� (Sele) WIddh (") (I.M) (1.15) licomments a - seff "4DN cp�) 0 W 17P N/A Ns 1 m JnqDn(FLF) ov� Y 1pl P-) N/A 9�15 6713 LnkdT--: �02, 2 - pon, (b) y 91 (pont) N/A lW2 7" 370 3 - Pcle� (b) 3Mp'(ftcnt) N/A N6 6 1 10, 4 � Unfi,nn N/A 022.8 3 130 P�j Wfj 15�Unhnn 93/4, N/A Vleyerliaeusawar Notes, Qiuwssassalscammw� W,nv,h- -- MK the si&V f I. V.4,els �11 Win -d- .0 ft�lesas, and oLkAsIned deson ,dl;: he med for . deign '�- �-""d b, ""m '* *.=f, .1 .'a as dater-ml =, hw= p,ofess �:Ubon. �. d=of der or I-,, -�.#dlododmsonl. .,MNe wifth the 0 pn�V�- (PJ=;2:TWVYPLds " Sqsh Blecls) so not dWI;rad by Ills sofibere. ftelk- m.1mored et W� h- fdli'" - ft oetfid . f ses �oe .4.ond S � � I esi , mone E 1153 snol M - 13 87 en d1v te Md I n m- omce M MWa'W' �lu t I -AS TZ==Wd 't, W== d eh=aWbOMM e �oes, lb'�Y[OhC I-E V�wt 11- end � - debol, We, se lhe �Od� Appl-on, V" dsdr I�, d- encl �-&, meew hene bss� W� by Fens Samens, OWee, F.- s.ft.. 2fl2/2018 2:08:52 PM R-L-11 Forte v5.4, Dlesign Engine: V7.1.1.3 8!1� UQ111111II P s &MA-4le (425)01�- �8 b'- 2'-g- I Page (13 of 66 MEER REPORT Ist, IB-36 6FORTE' '1E piece(s) 6 3/4" x 19 1/2" 24F-V4 DIF Glulam Overal Length: ir All loodons me measned ham the wtade fm of" support (m leftcantilem end).All dimensions me hmlzontal.;DrmkV Is Conuptual Design 1111multe combineslon (pamem) Musber Remdon (lbs) 1852603. '91 12 1 jo D 0.75 L 10. 5 S (AN Span.) Shem (lb.) 135310 15' VW M ILIRI) ' DO 10 D + 10 L (All Spans) P. Wmert (Ft -lb,) 786" (P S' 7 1/2' M23 '..(97%) 1.00 1.0 D + 1.0 L (All Somes) Lbe Load Deft. On) 0.245 0 G'5 9/16' 0.550 1 P-W (L/810) - I Z D - 0.75 L + 0.75 S (AN SP-) Tons'-dDeft On) . I -, - - , 4 . , M Dd- er,uei.� U 0,W) and R �JMQ). Top EdW BrWM (Lu): Too comp� edW m be br� ot 17'o/c �= dsts� �no. 3e.. Edge &aong (Lu): S... .--. dg, - be brood . 17'./, � develed e-. Uftd posi - noment *eed by , el,me fe- d 0.% net - cdoAse,d u0no ongth L - WV� TN ff� of pd� � nso- c-be, � ne� been we-d f, Men cMcd,ong defl-+ T�, speo Ud gkiern I, ee� w he,s ft eteng lamnse,,ne a the beorm f It, beem. 1-11 win �� side � es inicsiml by the �f-m+ Appbc&e cWsbons e,, bsesd on WS. Supporb 8--ft I 944,mt. (ft) I Aco-Im Total �Alsble Reenhed Dead I Eho,v Total I-TH' 4W' 4.W' 4,22" W27 6749 1 � 211M None 2VTMmnesr-� 3.96- 9439 7�2 1 3M5 W166 4ens TrWmy Dead Fl- U. W- tands Loesmon (ad.) VMh 090) (1,M) (LIS) comonme 0 - Sd We,glnt (PLF) 0. 17' N/A 32,0 1 - VMom (PLF) OW771 -1/2 T�M) w, M.5 6713 -1 51 is 'j u �02, 2 - peen, (0) 8' 7 In' (rl-) N/A 5015 2� 29-W UnIntd IB-il, a - J"oe- (PLF) Fr-) -N/A 922A =3 360 u k-: LIM;; - I Walarkassumar Nato Wemha- wsnees 96M ofite V*Wcee 10 be In �d� 110, W anomblisn d- Lee mqnt=for e &or M(M..w a d- W the �,cy h,4ng V,S*tW. The desow of-d, Wide o, tamer is re=-"e 0 assxe tw ft-AaMon Is PASSED sy- ; M Momte, T�po � DrV seem Buldw : Residem.1 widw cods: NBC WO Osseo, Wleftdobgy: MD 12112/2018 2:08:52 PM Forte �5A, Design Erfte: V7.1.1.3 Enp�.-Ij. P 5 BuildA.4te Page 64 of 66 1 F2.18 MUERREPORT Ist, 1&37 %9FORTE' ME piece(s) 6 3/4" x 18" 24F-V4 DF Glulam Overall Length: 1r All i-ten, . .-,ad fron, the -teW. f- of left pport lot left contflow md).All dimeraore are hortiontal.Aawling I Concephial Design Ittem"Its A -I 0 Leeeelon Allowed It Mentba Reat,tion (11,$) IS772 0 3' 19744 (4.50') 1 P-1d (80%) - 1.0 D I 110 L (All Soon,) Sth- (b,) 13937 to IS'l 1/2' 21465 IF (65%) 1100 110 D + I At L (All Some) Past Moanent (Ft-1.) 70004 0 9'4 7/16' 69764 Pal (100%) 1 AD 110 D - 1.0 L (All Spans) L Ile Load Defl. on) 0.2770 0.550 P.-d (1.1715) - 110 D . 0.75 L + 0.75 S (All Spans) Total Load Dell. on) , :: : I!L2' 0.585 /4. 0225 Pastel (L/338) - I Al 0 + 0.73 L + 0.75 S (At Some) Nfl ton LL #,�) end TL T�'Z, Brating (L,): TV maloneadort edut, -a, be b-d a 17' /, nele detaled othe�- � Edge Etaing (LUX Bottom �eIdm edge, o,et be breoed at 170/c Hm Jetal ed othe.,te. C, eel pea- - letleW bY a vd� faoe,� of 0.96 In- MWaaal �g length L - 15'6', The df- of podd,e e, ean� hal, - been ooerteel f. �I,en odWedng leff-on. The e-ill el Is atelotl to h-ft �n, e the �oer, of me bee,n. InsAl lth wo- l,5e W ae lncl� by ft row& AppliwN, Awl,dm, an, bleed on MS. Supports see"Iry Loa& W ALl000rt. Ob.) - - - T , [� A,lellbl. Fteot,,lned Dead Floor U- soo! i i-Ton--sw 1,50" 3,59" ome 7564 Iss I IPW htene 514 �n "itha" Dead Fl .. LI,,e Sn- Loindis LonIllon (9d.) Widdh (aso) (1.00) (1.15) c-n- 0 - SO ft1glot ^F) 0. 1, II/A 295 I - Uneo. [�) Otell-05"(Flont) N/A 8213.0 8258 ills �--F- -IJ-D4, 7 - P,i,t (lb) 12 2" 111-) IJ/A 57911 1 l7 3257 m,, S-- 2 Wepillmommerthates W-himlim, W.- 6. the .211 of 1. pred- ni be 1. -d- .1 th V&-h- xoa. des, citerl. " PL6,hed dato, ek- numed W the oft- 11 Is noe InerdW W cir- the aed for a deal =edW orol d b:= th"eas"' Is lh, VCd& e0letWon, Inolt ellar toals, dalanaeo, end bw l by 1I ScIbnart Operate, PASSED sy- moo, 1,*� Tpe: Droo Beere Mdn; I-Jte: B.AdIng Code : BC NIS Deagn Wkt�ogy: AM F- $�tn, Op- 2tl 212018 2:08:52 PM ,,, L,,Pe Forte v5.4, Design Engine: V7.1.1.3 cm F.,o ... no 1-� StolleA.4to (l26) 3 ". 11 --goo., , I Page 65 of 66 EMBER REPORT Ist, 1"a %9FORTE' -, plel 4 x 10 Douglas Fir -Larch No. 2 Cnverall Length: WY a 9 All locations ant, �red kom the mtside foo, of left wpport (w left oartliever III dimensions an, h"wt&L;Drawhg Is Conceptual Design Results - an - Merabe, Reaction (Its) 122 321111711') Palliated (25%) - .0 D + 1.0 L (All Soans) Shear (lb,) TO 3". 37 Is loassed (10%) 1 Do 1.0 D + III, L (AN Sows) Worent (Ft-b,) 676 0 V7 11r 4492 psasw (15%) 1 so + to L (All Sparts) it Ll,e Load Dell. (it,) OD02 0 V7 1/2. 0.108 Pealed (1.1999 t) i'D D + I A L (All Soal Total Load Defl. (In) o_ . lo-d eLM9+1 Defl.,tiln li- 11. (L/360) end � tf210), Too Edge Bradna (11-4 To, --n -oa - be b-d at 3' Y'./b �I- le.W.0-ote. Be- Edge B,-W (L.): Eto- .--. or - be -d . 3'3"./� lNm JeWd .0-se. Appk&e dW-. ae baI on MS. Supports --- seloog - - I L-H. . SL4v- (b.) To.] A le L" Dead Floo, LIAt Tell 3211 So' M2 I- _Tn SPF I� I 1.5a, 3m so,t 832 - hot 11.0111,1115 T1.6.1.- D ((rl) so Flo-U- 1..) joloorn- 013 j12-�211VA,i,"1PL1l I - ote-l-I 1 lo3'3"(T1P) 1 7' 9" 25.0 10 D I IstAi we"irm"Imetir Notes ftmh- .-- thet "' saw fielllod.. ol be In -� a, W,.t- on:okeldigronten. " �bhthed deW �al- YiInlrhIte- ,ranJe,,Wod to 11. toftlare Use done W-11, nstinelrdd w W=t the need W deItgn, The oeiorw,F,,00,d,WId,,r �-srsoonmb* to �thi-dflel �baeneel,,00eolby!I)CES p,od,m loena,ln, aral nitalaton, dealt], refil, W --embee- eont400dprod-Aloonent-lbrery, The P1.1tet apphston, Inlm d.W load., d-ore " .4pla, lft � h- been v.1dd by F. ea Soft... ow- PASSED System � FI Mernber TW, lon. Etaern BUldng Lls, : Resdan.81 BlIcing Code : SIC MIS D"W Vleftcology: ASC, 1211212018 2:08:52 PM Forte v5A, Design Erg;rc V7.1.1.3 8.40.4te ,41 .64LIU Page 66 of 66 1 F2.19 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 ENGINEERING Fax: (425) 821-2120 Gravity Lower Floor Framing 19011 Wood-Sno Road NE, Suite 100 BTL Woodinville, WA 98072-4436 Phone: (425) 814-8448 ENGINEFRING Fax: (425) 821-2120 Lateral Forces 19011 Wood-Sno Road NE, Suite 100 WoodinviHe, WA 98072-4436 Phone: 425-814-8448 E NG1 I'-IEERIN G Fax: 425-821-2120 548 Paradise Lane Revision Date: 12/13/2018 Building A Criteria Code: 2015 IBC Allowable Stress Design (ASD) Seismic Design: ASCE 7-10:12.8 Equivalent Lateral Force Procedure Wind Design: ASCE 7-10: Ch. 28.6 Envelope Low -Rise Risk Category: 11 - Other Structures Table 1.5-1 Snow Importance Factor /s = 1.00 Table 1, 5-2 Ice Importance Factor - Thickness li = 1.00 Table 1. 5-2 Ice Importance Factor -Wind 1W = 1.00 Table 1. 5-2 Seismic Importance Factor G = 1.00 Table 1. 5-2 Spectral Response, Short Period Spectral Response, 1-s Period Site Class: D Site Coefficient Site Coefficient Structural Systems: Light framed walls with shear panels S s = 1.264 (Mapped) S , = 0.495 (Mapped) Fa = 1.00 Fv = 1.51 All other structural systems V TL = 6 Response Modification Coefficient R = 6.5 Overstrength Factor Qo = 3 Deflection Amplification Factor Cd = 4 Ultimate Design Wind Speed: 7V mph Exposure to Wind: Exposure B Topographical Factor Kz-r 1.00 v' Table 20.3-1 Table 11.4-1 Table 11.4-2 (Figs. 22-12 thru 22-16) Table 12.2-1 Table 12.2-1 Table 12.2-1 V v Section 26.7.3 Date: 12/13/2018 Page: L1.1 19011 Wood-Sno Road NE, Suite 100 WoodinviUe, WA 98072-4436 Phone: 425-814-8448 E NGINEERIN C Fax: 425-821-2120 548 Paradise Lane Revision Date: 12/13/2018 Building A Roof Geometry Mean Roof Height Hn 27.5 It Roof Depth D-Roof = 4 ft Overhang Length 24 in Pitch 6:12 Floor 2 Geometry Wdth VV3 74 ft Length L3 67 ft Plate Height H3 8 ft Floor Depth D3 14 in Floor I Geometry Width VV2 74 ft Length L2 67 ft Plate Height H2 9 ft Floor Depth D2 14 in Basement Geometry Width w1l 73 ft Length Ll 67 ft Plate Height HI 8 ft Seismic Weight - Roof Roof Area 4250 SF 15 psf 63, Wall 290 LF 4 ft 10 psf 11,600#1 wall 310 LF 4 It 8 psf 9,920#1 Total 85,270#1 Seismict Weight - Floor 2 Roof Area 92 SF 15 psf 1,380# Floor Area 3660 SF 25 psf 91,500# Deck Area 204 SF 25 psf 5,100# Exterior Wall (2) 290 LIF 4 ft 10 psf 11,600# Exterior Wall (1) 290 LF 4.5 ft 10 psf 13,050# Interior Wall (2) 310 LF 4 ft 8 psf 9,920# Interior Wall (1) 310 LF 4.5 ft 8 psf 111,160# Total 143,71 G# Seismic Weight - Floor I Roof Area 54 SF 15 psf 810# Floor Area 3660 SF 25 psf 91,500# Deck Area 204 SF 25 psf 5,100# Exterior Wall (1) 290 LF 4.5 ft 10 psf 13,05(V Exterior Wall (B) 280 LF 4 ft 10 psf 11,200# Interior Wall (1) 310 LF 4.5 ft 8 psf 11, 160# Interior Wall (B) 280 LF 4 It 8 psf 8,960# Total 141,780#1 N/S Projected Area - Roof Sloped Roof Area 345 SF Gable/Parapet Area 45 SF Wall Area 296 SF EfW Projected Area - Roof Sloped Roof Area 315 SIF Gable/Parapet Area 45 SF Wall Area 268 SF N/S Projected Area - Floor 2 Sloped Roof Area 0 SF Gable/Parapet Area OSF Wall Area 715.33 SF EM Projected Area - Floor 2 Sloped Roof Area 0 SF Gable/Parapet Area 0 SF Wall Area 647�67 SF1 N/S Projected Area - Floor I Sloped Roof Area OSF Gable/Parapet Area 0 SF Wall Area 711.33 SF E/W Projected Area - Floor I Sloped Roof Area 50 SF Gable/Parapet Area OSF Wall Area 647 . 67 SF1 Date: 12/13/2018 Page: L1.2 IT7 ENGINEE-RING 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 548 Paradise Lane Revision Date: 12/13/2018 Buildin A Redundancy, p . 1.o (Section 12.3.4) Desim Base Shear Sms F,,Ss (Eq. 11.4-1) 1.26 SDS % SMS (Eq. 11. 4-3) 0.84 Sml=FvS, (Eq.11.4-2) = 0.74 SD1 = '13SM1 (Eq. 11.4-4) = 0.50 Seismic Design Category: Structure Period and Weight: Short Period — D 1 -Second Period -- D Ct = 0,020 Table 12.8-2 x = 0.75 Building Height (Mean R000, h, = 28ft Approximate Fundamental Period, T, = Ct (h,,)' (Eq. 12.8-7) T = Ta = 0.24 TL = 6 (Figs. 22-12 thru 22-16) Calculated design base shear: V= C, IN (Eq. 12.8-1) SDS CS = (TR (Eq. 12.8-2) e Cs = 0.13 The total design base shear need not exceed: (Eq. 12.8-3) (Eq. 12.8-4) f o r T T L Cs = SD1 T (T' e C, = 0.32 Cs = 0.32 The total design base shear shall not be less than: Cs = 0.044SDsi, �! 0.01 Cs = 0.04 nor where S 0.6g: Cs = 0.5S,/(R/le) C, = 0.00 C, = 0.13 V= 0.13W SD1TL for T > TL CS = T2 (TR e Cs = T95 (Eq. 12.8-5) (Eq. 12.8-6) Date: 12/13/2018 Page: L1.3 ENGINEERING 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 548 Paradise Lane Revision Date: 12/13/2018 Building A ps = A KzT PS30 1.00 Exposure B Kzr 1.00 Mean Roof Ht hn (ft) 28 ft a (r000 = 6.7 It a (upper/main floor) 6.7 It Ultimate Wind Speed 110mph Roof Angle 27 Zone Area P�� (PSO P-- (Psf) P (Psn Force (#) ASD Foxe (#) Force ASD Force Roof A..q 54 23.1 23.1 23.1 1238 743 858 615 Agable 27 23.1 23.1 23.1 619 371 429 257 B 54 8.3 8.3 8.3 443 266 429 257 Cwall 242 17-3 17.3 17.3 4198 2519 3878 2327 Cgable 18 17,3 17.3 17.3 315 189 291 175 D 291 7A -7.1 7.1 2075 1245 2331 1399 Total Area 686 Total Load 8888 5333 8216 4930 Design: 9989 5333 Zone Area P- (Psf) P�� (Psf) P (PS9 Force (#) ASO Force (#) Force (#) ASD Force(#) Floor 2 Awall 130 23.1 23.1 23.1 2992 1795 2073 1244 Agable 0 231 23.1 23.1 0 0 0 0 B 0 83 8.3 8.3 0 0 0 0 Cwall 586 IT3 17.3 17.3 10146 6088 9373 5624 Cgable 0 17.3 17.3 17.3 0 0 0 0 D 0 7.1 7.1 7.1 0 Total Area 715 Total Load -0 13138 -0 7883 11445 -0 6867 Deslqn: 33236 7M Zone Area a - (PSO V'--. (Pst) P (Psf) Force (9) ASD Force (#) Force (#) ASD Force Floor 1 Awall 130 23.1 211 23.1 2992 1795 2073 1244 Agable 0 23,1 23.1 23.1 0 0 a 0 B 0 8.3 8.3 8.3 0 0 0 0 Cwall 582 17.3 17.3 17.3 10077 6046 9309 5585 Cgable 0 17.3 17.3 17.3 0 0 0 0 D 7.1 7.1 7.1 0 0 0 0 Tota I Area 711 Total Load 13069 7841 11381 6829 Design: 13069 7841 Zone Area P- (Pst) P-.� (Psf) P (Psf) Force (#) ASD Fame (#) Force (#) ASO Force Roof Awall 54 23.1 23.1 23.1 1238 743 858 515 Agable 27 23.1 23.1 23.1 619 371 429 257 B 54 8.3 8.3 8.3 443 266 429 257 Cwall 214 17.3 17.3 17.3 3713 2228 3430 2058 Cgable 18 17.3 17.3 17+3 315 189 291 175 D 261 7.1 7.1 7.1 1861 1117 2091 1255 Tota I Area 628 Total Load 8190 4914 7528 4517 Design: 8190 4914 Zone Area P'. (Psf) P-- (PSO P (Psf) Form (#) ASO Fame Foxe ASD Force Floor 2 Awa 11 122 211 23.1 23.1 2812 M7 1947 1168 Agable 0 211 211 23.1 0 0 0 0 5 0 8.3 8.3 8.3 0 0 0 0 Cwall 526 17.3 17.3 17.3 9109 5466 8415 5049 Cgable 0 17.3 17.3 17.3 0 0 0 0 D 7A 7.1 7.1 0 0 0 Tota I Area 648 Total Load 11921 7153 10363 -0 6218 Design: 11921 7153 Zone Area P - (Psf) P.- (Pat) P (Psf) Force (#) ASD Force (#I Force (#) ASD F- (ff) Floor 1 Awall 130 23.1 23.1 23.1 2992 1795 2073 1244 Agable 0 23.1 23.1 23.1 0 0 0 0 a 50 8.3 8.3 6.3 413 248 400 240 CVValI 518 17.3 17.3 17.3 8974 5384 8290 4974 Cgable 0 17.3 17.3 17.3 0 0 0 0 D 0 7.1 7.1 7.1 0 0 0 0 Total Area 698 Total Load 12379 7428 10763 6458 Design: 12379 7429 Date: 12/13/2018 Page: L1.4 ENGIUEE:RING 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 548 Paradise Lane Revision Date: 12/1312018 Building A Vertical Distribution of Lateral Forces Base Shear: V = 48.07 kips Shear Walls: k F, = C v, V (Eq. 12.8-11) C YX wxhx k (Eq. 12.8-12) Y,-j=, wihi Diaphragms: n n Fv. = 0.2SDsIwpx ... [Eq. 12.10 - 2] (min) Fv, = (I Fj / I wi) (w,.,) ... [Eq. 12.10 - 1] i=x i=x Fv,, = O_4SDsI,,wp,,... [Eq. 12.10 - 31 (max) Stre gth Design Seismic For es (E) Floor Level (from base) Height, h� (ft) Story Weight, w. (Kips) w.h. (ft-Kips) Lateral Force, F,, (Kips) Story Shear, Y_ F, (Kips) Story Moment (ft-Kps) Portion of Weight at i, Y-wi (Kps) Diaphragm Force, Fpx (Kips) Roof 29.3 85.27. 2501. 18.27. 18.27. 183 85 1 .2 Floor 2 1 19.3 143.71 [ 27781 20.301 38.571 9281 229 24.22 Floor 1 1 9.2 141.781 13001 9.491 48.071 13691 3711 23.89 I OW15 vV .51U.10 rups Y-w.h. = 6579 ft-Kips Stre gth Design Wind Forces (W) Floor Level (from base) Lateral Force N/S, H, -(Kips) Story Shear N/S, jHx (Kips) Lateral Force E/W, H), (Kips) Story Shear E/W, ZH. (Kips) Roof 1 8.89 8.89 8.19 8.1 Floor 2 1 13.141 22.03 11.921 20.11 Floor 1 1 13.071 35.101 12.381 32.49 Seismic, Wind MIS Wnd E/W [0.7E] 10.6w 10-6VIA (kips) (kips) (kips) Roof oof 12.79 5.33 4.91 Floor 2 16.95 7.88 7.15 F 1 oor 1 loor 1 16.73 7.841 7.43 Shear Walls (ASD) Seismic, [0.7E] (kips) Wnd N/S [0.6w] (kipsL_ Wind ENV [0.6W] (kips) Floor 2 12.79 5.33 4.91 Floor 1 1 14.21 7.88 15 715 Basementl 6.651 7.841 -7 H43 Date: 12/13/2018 Page: L1.5 1 1p, 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 ENGINEERING Fax: (425) 821-2120 Lateral Shear WaUs/Diaphragms E 0 ILI!011 10 too( Q �1. (14 - - --- . -1 I 5, n044.4 MAO. 19011 Wood-Sno Road NE. Suite 100 Woodinville. WA 98072-4436 Phone: 425 - 814 - 8448 Fxx: 425-821-2120 49k ?3pf soil 3?.Svt- w 13 tX- V w p 3ol f tw 03 �75:�- -7 Project: Lotoj5- Designed By: BTL- Date: Project Number- Client: - Scale: Page: L- 2.1 I I N 5,1�10 A(w) IIIII vo I v lot - 4000 swe) vivzi 19011 Wood-Sno Road NE. Suite 100 Woodinville, WA 98072-4436 Phorie: 425 - 814 - 8448 wAwws Fax. 425 - 821- 2120 (,,g (F-) Proj ect: Designed By: Date: Project Number: bt—Drq Client: Scale: Page: 190 11 Wood-Sno Road NE, Suite 100 BTL Woodinville, WA 980'72-4436 Phone: 425-814-8449 ENGME. Fax: 425-821-2120 ........ . . ....... 144S .. ......... .......... . - ............ . ........... ........... rut Z.Oq -7 A30 ................ ............ ...... ... . ...... . ........ ...... ................ ...... .................. .............................. .............. ............ Sr4 PuF TM --.I -T� (w) ....... . ............. ..... � ........ . ............. .......... . ..... 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WA 98072 -4436 Phone: 425-814-8448 F&x: 425 - 821- 2120 . ...... 7`e CW ........... ....... .. ........ . ..................... 1.7! ... ....... .. . ........... ................. . .......... . ........ . . ............ ........... 7 ......... .......... . . ........ . ........... ................. WWI, .......... . ...... ........................... ......... ........... ( ... 0. ........ aqwff. too; E±1 CUY M-4 . ........... ............ .... ........... ........... . .. ...... .......... ........... .......... ......... 4 .......... .......... . ...... ...... .. .. 0660 (7 .714 .................. ........... .......... ... ............ (W) issvq_ :17 ........... . is! ... .. J... . .......... ........... ............ t ..... . ....... ....... ... .. ............ A-,O Aor.. 1, A.04tT Project: ?#AA-OI,5_a LAOJ e- Designed By: fwM Date: Project Number: - 5t-DC-4 Ar, Client:- -Scale: Page: . 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JAC" Mw: Project: 15 Designed By: Date: Project Number: AK Client: - - Scale: Page: L2.1 19011 Wood-Sno Road NE, Suite 100 BTL Woodinville, WA 98072-4436 Phone: (425) 814-8448 ENGINE.F,RING Fax: (425) 821-2120 Lateral Shear WaH/Diaphragm Capacities 2015 IBC - Diaphragms (8d Nailing) Table 4.2C Mossinal Unit Shear Capacities for Wood -Frame Diaphragms Unblocked Wood Structural Panel DiaphragmsL"45 MMd.- Mink- 40lbl , " 6im 961SPd�Vld dinh-gm boudd. . ft law dWphf"mbK%,k,,. avacme M sh..Ih,M F..w_ r-bob. h. F-Afto Nllw" P-W Twel- w a". c- 1 ca-s 2. walllftl� c- I c� Z3AL4 (K) .a PLY M v ad 1.114 5/16 2 i 330 9.0 7�0 250 4.0 4.5 3770 7.0 &0 280 40 460 0 350 390 ed 1.3M w 5 49D 0.5 A 3w '0 4-1 'v'o sw T 1.0 4 -UPO 1,40 SuLck" I 2 505 sw lad 1.112 I&W a 3 .1 10 Aw 95 10 a 9 AM I I It' ow M 600 310 350 5115 - 303 9.0 63 J 220 FO . 340 SS ad IA14 33D +L 250 so 3.5 .5 __T5 "0 5-0 H , 70 B.D 4.1 M .6 1 . 475 460 34 330 430 9,0 as 320 " 41 450 7 S 0 -Alt- 4 3M sl,.9k, ac �.�Va N 6 46D o 40 .510 z 2 1 A 3K 4.5 11 645 475 SID - 5,32 ..-A 1" 2 481 .0 536 505 510 �5 ve 1 3w 10 715 'ad 1112 AM 12 S70 'a' 1.0 i 4M so 11. 4M 8.5 75 400 70 55 SS so I a95 1 600 Soo 670 546 C...- lm� ASO 111-- lq-'Y LKM ll-1 t: -1 FP�. � k �. pinu., F-X' PM.1 k.- N d.W. 4 2.7 1 S.Ad�A fr_ CM, 1 Lq P-1 D- F�., lW� b, . S.�, 5 -� Ad,-, T]. W� C Speas, G-Y f klg N�*, App-, bl. -4 a aw- 3 OYFJ� S,"- plaois wb. . ply 5 ply pll,� P� P� - -d C;. .W-AW bl DpL� bl I I c Table 4.2A Nominal Unit Show Capacities for Wood -Frame Diaphragms 61mllea Woo Sbuchural Panel Diaph-9wa�ll "all M.n, Lxas all bo -AM L.M.. '2 .0 7 1. 21 S w I'm Ia, M 's 1� ls ? j-- is 's M. 1.31, M IM IM I Nd-� .. tab. 42,3.�- ,426 IW%,Mflk��M4271rw� 2, thn D,%Ill Fi, L-b � SWhm P b. 4-i..d bv lllkml� th. Pi" by *e SPMA, Gvy Adp --- 5�& G1..Yf ft ft-4 %.b. ft- d. M05 (rAk 1133A� Adj- fla. "I w- 6- - " - It lbp - k. qw . I % . � .1 W�i fw doglg- 4 6� Osa " 3 piv �W-W pl�. W%M 4-pl, 5-0y P11-W F� -b - L-IL G. dW1 W x� 05 r- C- M. r-, jv& ",a �V 1 . Reduction Factor= 2 2. G = 0.42 (SPF or Hem Fir)... Adjustment Factor = [1 -(0.5-10.42)] = 0.92 or 0.5 (I -Joists or Douglas Fir)... Adjustment Factor = 1.0 L3.1 2015 1 BC - Shear Wall Schedule 7/16"OSB; 0. 131 " i$i Nails; SPF or H F Studs @ 16" oc Table 4.3A Nominal Unit Shear Capacities for Wood -Frame Shear Walls'-3-6.7 Wood -based Panale I SEISMIC A a i WIND t min mun it Minimum Nomina I F stamer a Pe "striation Fastener Panel Edge Fastener Spadpq (in.) Panel Edge Fastener Sheathing Panel in Framing T ype Is Size 6 4 3 2 6 Sclacina fin.1 4 3 Material !Thickness Member or V. V. I G. V. G. V. G. V. V. (in.) Blocking (in.) PIQ (hilaslin.) (Pit) Ilklissilin.) (Pit) (kipal'in.) (taff), (killastin.) Jplf) IP") (plf) (P in kag (cammorn, qatyrialsed box) 056 PLY osis PLY 039 PLY ose PLY I _506 6d �Qu 13 n'. 13 780 23 to I= 35 22 560 1 840 1090 1430 3A, 460 19 ;,q F"', 17 920 30 20 43 24 1710 Slra,,,,eaj 41 1.3m Bell 5111 16 17 21 6 1010 27 9 11 311,0 Q 24 " 71- .71 i5n2 1 560 14 I I . 1. 14 1100 24 7 4W 37 2L 795 1205 15132 I�Ir2 lod 6W 22 16 1020 29 20 1330 36 22 1740 51 28 950 1430 Get 360 11 5411 1 700 14 11 . 17 ; 50� 755 1 9W 260 40Q 5 6W 1 780 20 3 1 OZO 32 76 56LI 840 IM 430 44f) 17 12 W 25 15 am 31 17 AS 20 6��S_ 1 14 it, 480 15 11 700 22 14 900 29 17 1 ;%Q 1 7U 42 21 670 �Kt IAO 1640 9 52� 13 to 19 13 -50 25 i 5 1 ",b, jq 2c, lod 6210 22 14 30 17 1200 37 J9__T �5AO 52 23 :70 i;,u 1660 1 2;!a� i 9r3;? _680 Is '92L OM 25 16 1330 33 Ill ! 740 4 22 50 1430 1 NO 2435 ply—, Wall (garvarshad casing) s.d,ng 506 6d 2 Sri 13 420 16 721 1 59D 77[) Dto �dt 1,3M ad 3ZQ le 4 all a VG 22 4W ell 87r, 1150 I Awl (common ar galvanized box) shaual'ing 3a ed 240 15 DIX 17 4W 19 60D 22 335 1 505 U5 84'� Sri 260 2110 is 15 3W 42P 20 21) am 540 21 22 F30 TW 23 ;� -9- 070 NO :_ ?45%5 SOD Git.'-d I A G4u.') 112 lod 370 21 550 23 720 _?4 F5 _ _: LQ_ -4 T — 400 21 610 23 790 24 1040 26 520 1-770 . 10111 1290 1 , ICS 1 1455 Mao r.&i;;) ]a 00i misling Mail (0 127 340 40 46D IS 0 520 55 415 646 7.30 s"a th-V I I ga. gay. moling M, 10. 12tr A 1-14' 34' heso) J 340 40 Alin so 520 S5 475 645 730 I Noon,nal urensticarcapacniesshallbeadjusted and I-Itf0factorecitiont—stance. Fmgencmicamt=tlmrcquimment.s�4.3.6 I'm Ipt..fic mquo-wins. see 4.3.7 t for wwd structurii panel slea walls, 4 3 7 2 for pan.c!cWxsd shear wails. and 4.3.1.3 for filbet1bond she&, wrOIs. Sec, Appendi. A for connsocin And bo� nail dariensims 2 Sheas sum permitted to be to"trased to values shom it fat 15/32 inch (nominvil) sheathing with same inuhris Provided (a) sluilb we W".1 . mammusis or 16 inchet en �etiur,� or (b) pausels are applied tth long 'I�wrisicii Action; studs 3 For species and ipudu of framing adle, than D.uglaii-Fir Latch or Southirm N.e. reduced wroui-I unit shiner capac,fles shall be determined by multiplyin@ the isbuL&tcd nominal unit shear "pricil) by the SrAmific GirwityAdiustinctat Factur = (144.5-G)], where G m specific Gravity tribe ftarring lumber from the NDS (Table 12.33AL The Specific Gravity Adjustment Fairwr shall not he greater ftn 1 4 Apfurent %hess stiftess -hic, G. am baseed rel roul slip in ty.roing ith moisture content Ift. than or equal to W,*. At tons of fabrication and paawl stiffness mines tot 0eat walk, consourled with either OsH .1 3-pi y ply-..d panel.. Wb- 4-ply or 5�ply plywoAld panels cir composite parcels am used. 0. -allics shall be proindied 1. be noulliplied by 12 Where movairm, conlem ofthe flurniAg is greater than 19% at time offahricatinn. G. vatures shall he multiplied by 0 S. 6 WItem panels me applied on both faces ofa shirsf wall and wit spacing is less than V on cenaer on either side, panel joints shall be offict to fall on difr"ent frarning mcnibci� a sho— htkiw. A;lnnati. ely. th ..cIth of the nailtd face of framing merntim shall be 3� masional or greaser at acliounrig panel edges and nails at All parsell edges shrill be luiligered. I Galvanized nails shall be hot dipped or fternbled 1. Reduction Factor= 2 2. 16"oc studs-usevalues for 1.5/32 3. G � 0.42 (SPF or Hem Fir)... Adjustment Factor= [ 1 -(0.5-0.42)] = 0.92 Wall Type Blocked Sheathing (1) or (2) Sides Nail Spacing Edge/intermediate Framing Sill Plate Seismic Capacity h/b, = 2 Seismic Capacity h/b, = 3.5 Wind Capacity h/b, = 2 Wind Capacity h/bs :: 3.5 4"/12" oc, eciside W/ 12" oc, ea. side 2"/12" oc, ea. side 1180-PIf 957-plf L3.2 El a 2015 IBC - Shear Wall Framing Clips Model No. LTypeof Coriftecon Fultnen rection ot Lo d DF/SP Allowable Loaft SPF1HF Allowable L ads Fl orl (1:0) flool (125) (160) Floor (100) Roof (125) (160) A34 8-8011h F1 395 485 515 340 415 445 F2s 395 455 455 340 390 390 E21 9-8dxl!6 Al, E 295 365 , 395 255 315 340 Ci 210 210 210 180 180 180 A35 1-31 12-8dxl 1h A2 295 365 380 255 315 325 C2 295 365 370 255 315 320 1 D 230 230 230 200 200 200 12-8dxl 1h F 1 595 695 695 510 600 600 1`25 595 670 670 510 575 575 LTP4 12-8dxl 1h G 580 670 670 500 570 575 2� H 580 600 600 500 515 515 1 LTPS 2-8dxl % G 580 620 620 500 535 535 I - 470470 470 1. Allowable loads are for one anchor. When anchors are installed on each side of the joist. the minimum joist thickness is 3'. 2. Some illustrations show connections that could cause cross -grain tension or bending of Vie wood during loading 0 not reinforced sufficiently. In this case, mechanical reinforcement should be considered. 3. LTP4 can be installed over 3/8' wood structural panel sheathing with Rdx1 1/2' nails and achieve 0.72 of the listed load. or over 1/2" and achieve 0.64 of the listed load. 8d commons will achieve 100% load. 4. -nie LTP5 may be installed over wood structural panel sheathing up to 1/2' thick using Bdxl 1/2' nails with no reduction in load. 5. Gorinectors are required on both sides to achieve F2 loads in both directions. 6. NAILS: Bdxl 1/2 = 0.131' dia. x 1 1;2' long. See c!�E7' z��' . Wall Type P1-6U Capacity 144-pif (E) A35 Capacity 600# A35 Spacing 50" oc LTP5 Capacity 535# U;15 Spacing 44" oc PI-6 240-pif (E) 600# 30" oc 535# 26" oc PI-4 350-pif (E) 600# 20" oc 535# 18" oc PI-3 450-pif (E) 600# 16" oc 535# 14" oc P1-2 820-olf (W) 600# 81/2 " 0 C 535# 71/2" oc P2-4 700-pif (E) 600# 10" oc 535# LTP5 18" oc + A35 18" oc P2-3 900-pif (E) 600# 8" oc 535# LTP5 15" oc + A35 15" oc P2-2 1640-plf (W) 600# I 2 rows 8%" oc I 535 # I LTP5 8" oc + A35 8" oc L3.3 2015 IBC - Shear Wall Bolts Table 121E BOLTS: Refemc* Latlaral Design Values, Z, for Single Shear AL 7 (two member) co"Noctioust."', L for sawn lumber or SCL to concrete Thicl— t E* Q. 3: E E E E o ua 0 2 u) o in 1 Lf '. Lu 'o r 82 zN Z.L ZN Z_L Z.L ZL Z, 11. D IM in. I in. lbs� Ibs Itis M Its lbs lbs lbs. Abs M 1/2 S90 340 590 340 S50 310 W 290 530 290 518 860 420 850 410 810 350 800 330 780 320 1-1/2 _V4 1200 460 1190 4SO 1130 370 1120 360 1100 360 16M SEND ISO 4M 13W 4110 im 3M law 3" i low 640 17W SM 168D 440 wo 4M 14W 00 1J2 618 M :1100 910 490 M 900 480 M7 320 W 400 M 8W 380 SM 346 810 370 1-3/4 3/4 1230 540 1220 530 1160 430 1140 420 1120 410 6.0 7/8 1630 Sao 1610 570 1540 470 1520 460 1490 430 and — I 2M 630 29M 1110 IM 610 IM 490 1710 470 ia TM 4110 IFM Mo 3M aw 340 am 30 greater 518 1070 540 1060 530 980 480 %0 470 940 4W 2- V2 3/4 1400 710 1380 700 1290 620 1270 600 1240 Sao 7/8 1790 830 1770 810 1660 680 1640 660 1600 610 I OW 2M SM 2MO M� 2M 71010 2M .,Me 470 ?M '4140 �Awb%. 411111 im:Lill 3-1/2 314 1650 781) 1640 770 1540 680 1610 10 410 660 11 718 2100 9W 2070 960 1910 870 1890 840 am 1 2560 110D 21,20 1180 2340 1020 2310 226D 950 1. Tabulated lateral designvalues, Z, for bolted connections shall be multiplied by all applicable adjustment factors (see Table 11.3-1). 2. Tabulated lateral design values, Z, are for "full -body diameter" bolts (see Appendix Table L 1) with bolt bending yield strength, F_ of45,000 psi. 3. Tabulated lateral design values, Z, are based on dowel bearing strength, IF,, of 7,500 psi for concrete with minamum f,'=2,500 psi. 4. Six inch anchor embedment assumed. 1. CD = 1 �60 Allowable Lueds Modellia, BID Sim I Sides Top SDC C�v WimiadSUCAM, I SDCC-F- ZandSUCA&B, I I F? Upidl F, F2 Uplift F1 F2 UPON F1 Pi STANDARD INSTALLATION - Attacbed to DF/SP S41 Plate MASA or MASAP 2,4 ' M .3'IWI'6 6-10WIV-.1 920 1515 10% 745 1235.10451 7B5 7515 910 660 1235 765 3X4. 34 5-10dxl'/, 4-1001161650 1215 725 550 1020 725 1 495 1215 725 415 1020 640 ONE LES UP INSTALLATION - ANKhed to DF/SP Sill Plate MASAo,MASAP M 24 .6.IOdXt'A.3-l0dXV/,J 785 ' LOGS - 995 660 845 , 995 595 1005 965 5M 845 BID 3434 7-100 Y, 2-106-IAI — 815 — — 685 — — 815 — 685 TWO LEGS UP liSTALLATION -Attacheidto DF/SPSifl Plate and Rimboard MASAorMASAP 2M.24 9�401111 A — 810 1150 900 740 965 755 1 665 1150 660 5W M 550 DOUBLE ?a INSTALLATION - Attached to DFISP Sill Plate MASA or MASAP Old 24. ON 2a6 5-10dIXIM, 240dxl'/�l 875 fO75 785 735 9DO 785 1 660 1075 785 555 900 785 STANDARD INSTALLATION - Attached 10 Hem Fit Sill Plate ttASAP 2,4 �6 3.100V4, 6-10dx I jr�, 1 790 1305 940 640 1060 NO 675 12,35 M 570 19t� 660 �44 16 5-lodxl,/, 4-10nixi"A 560 1045 625 475 875 625 425 11144 6255 355 87-- 5501 ONE LEG UP INSTALLATION - Attached to Hem Fit Sill Plarle and HFiSPF Stud MASA a, MASAP 20 24 .6-10dxl','. 3-IO&I'l 675 965 855 565 725 855 510 865 I 830 430 725 695 3a4'3x6 7.,Odxl'x, 2.10dxl,,, I — 700 — — 590 — — 700 — — 590 — T* 0 LEGS UP MSTALLATION -Hem FirSWI Plate and HFSPF Remboarill MASA ot MASAP 2.4� 24 9-10d.1 ". — 1 700 990 775 635 830 650 1 570 990 565 480 830 475 DOUBLE 2z INSTALLATION - Attached to Hem Fit Sill Plate MASA or MASAP DbI M. Otil 2xE 5 - 100 1 -,'� 2-10dW-11 750 925 675 630 775 675 1 660 925 675 555 775 6775 t iA-' C). — k,d. V'. -d d,,�?,%r �aci� CC, —i CO - 1.61'11 N. ih� ?,'-SA 'AAZAP ',,,a 1- - E4� -�at. Wall Type Pl-6U Capacity 144-plf (E) Sill Plate 2x Single 5/8"40 Bolt Capacity 1376# 5/8"4) Anchor Bolt Spacing 60" oc MASAP Anchor Capacity 1060# MASAP Anchor Spacing 60" oc P 1-6 240-plf (E) 2x 1376# 60" oc 1060# 52" oc P 1-4 350-plf (E) 2x 1376# 46" oc 1060# 36" oc P 1-3 450-pff (E) 2x 1376# 36" oc 1060# 28" oc PI-2 820-pif (W) 2x 1376# 20" oc 1305# 19" 0C P2-4 700-plf (E) 3x 1712# 28" oc 875# 15" 0C P2-3 900-pif (E) 3x 1712# 22" oc 875# 11 " 0C P2-2 1640-plf (W) 3x 1712# 12" oc 1045# 71/2" oc L3.4 Ilia It I r I v v de dr- 1 604 0 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 I N I-ERI'\:(' , Fax: (425) 821-2120 Miscellaneous 19011 Wood-Sno Road NE, Suite 100 BTL Woodinville, WA 98072-4436 Phone: 425-814-8448, ENG=ERING Fax: 425-821-2120 Stud Wall Design Based on 2015 NDS Combined axial and bending formula: [fjF,'j" + fb/Fb'[l-(fjF,;E)l < 1 in which: F-E = 0.822(Emin')/(Vd)2 Wall: Exterior Walls No Fire Rating M SPF Stud Wall Height: Desired Stud Spacing: Design Axial Dead Load: Design Axial Live Load: Design Axial Snow Load: Design Lateral Pressure (0.6W) Deflection Criteria: L/ STUD CHECK 1,/d < 50 OK D+0.6W (CD = 1.60) [f,lF,]2 + fb/Fb'[1 -(fjFcE)l = 0.32 < I OK fjF,E + (fb/FbE)2 = 0.00 < I OK D+0351-+015(0.6"+0�75S (CD = 1.60) [fjFr'12 + f,/Fb'll -(fdF.E)l = 0.45 < I OK fjF,E2 + (fb/FbE)2 = 0.00 < 1 OK D+0.75L+0.75S (CD = 1.15) fjFe'= 0.48 < 1 OK D+L (CE) = 1.0) fctFc'= 0.43 < 1 OK Deflection (No Increase for Load Duration): Defl: U 240 = 0.45 0.12 < 0.45 OK oc PLATE CRUSHING CHECK' Checks Crushing for Stud Spacing' No Stress Increase for Load Duration Hem Fir Plates: fe/Fcj' = 0.58 < I OK IDouglas Fir Plates: fjFc_L' = 0.38 < 1 OK ' Plate must also be checked for bending. 2 Check on crushing only applies to stud spacing. Joists above must also be checked for crushing effect on plate. Also, no stress increase is allowed due to load duration. 9 ft 16 in oc 700 plf 800 plf 700 plf 15 psf 240 Date: 12/14/2016 Page: M1.1 19011 Wood-Sno Road NE, Suite 100 BTL Woodinville, WA 98072-4436 Phone: 425-814-8448, ENGINEERING Fax: 425-821-2120 Stud Wall Design Based on 2015 NDS Combined axial and bending formula: [fc/F.']' + ft)/Fb11-(fdF.E)] in which: F�E 0.822(Emin')/(Vd)2 Wall: Interior Walls Wall Height: 9 ft Desired Stud Spacing: 16 in oc No Fire Rating Design Axial Dead Load: 400 plf 2A Design Axial Live Load: 800 plf Design Axial Snow Load: SPF Stud 0 plf Design Lateral Pressure (0.6W): 5 psf Deflection Criteria: L/ 240 STUD CHECK 1jd < 50 OK D+0.6W (CD = 1.60) [fjFc'12 + fb/Fb'11 -(fjF.E)] = 0.35 < I OK fdFcE2 + (fb/FbE)2 = 0.00 < 1 OK D+0.75L+0.75(0.6W)+0.75S (CD = 1.60) [fjF.'f+ fb/Fb'11-(fjFCE)1 = 0.96 < 1 OK fjl=�E2 + (fb/FbE)2 = 0.00 < 1 OK D+0.75L+0.75S (CD = 1.15) fdF.'= 0.75 < 1 OK D+L (CD = 1 -0) fjFc' 0.92 < 1 OK Deflection (No Increase for Load Duration): Defl: U 240 = 0.45 0.15 < 0.45 OK oc PLATE CRUSHING CHECK' Checks Crushing for Stud Spacing4 No Stress Increase for Load Duration Hem Fir Plates: fjF._L'= 0.50 < 1 OK IDouglas Fir Plates: fdF._L' = 0.33 < 1 OK 1 Plate must also be checked for bending. 2 Check on crushing only applies to stud spacing. Joists above must also be checked for crushing effect on plate. Also, no stress increase is allowed due to load duration. Date: 12/14/2016 Page: M1.2 IBTLN ENG=ERING 2015 NDS 3.7-SOLID COLUMNS and 15.3-BUILT-UP COLUMNS Solid Column Fc = 800 psi Visually graded lumber (Dimensional) VI CD = 1.00 No Fire Rating cm= 1.00 Hem- Fir Stud C, 1.00 CF= 1.00 F,'= F,* Cp F,* = F, CD CM CI CF Fc.� = 800 psi cp= 0.743 594 psi :1 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 E.j. = 440 ksi E.in'= 440 ksi I = 9.0 ft d = 5 1/2 in K� = 1.0 4 = 108.0 in Vd = 19.6 I+ (F,,l + F � IF� �F,- Cp =Kf 2c 2c c FcE = 938 C = 0.8 Kf = 1.0 STUD HF Plate Crushina (1) 2x6 4904 3341 (2) 2x6 9807 6683 (3) 2x6 14711 10024 (4) 2x6 19614 13365 (5) 2x6 24518 16706 F,E = 0. 822 E rritf (Ild ) 2 DF Plate Crushing 5156 10313 15469 20625 25781 Date: 12/14/2016 Page: M1.3 BTLI ENGMEERING 2015 NDS 3.7-SOLID COLUMNS and 15.3-BUILT-UP COLUMNS Solid Column Fc 800 psi Visually graded lumber (Dimensional) V!, CD= 1.00 No Fire Rating cm= 1.00 Hem -Fir Stud ct= 1.00 CF= 1.00 F,'= F, Cp F,* = F, CD CM C, CF F, = 800 psi cp = 0.416 Fc' 333 psi 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 E.in = 440 ksi E,nin I = 440 ksi I = 9.0 ft d= 3 1/2 in Ke = 1.0 = 108.0 M, I�d = 30.9 F +1 "El Ir III/ Cp =Kf IF� / F, 2c 2c c FcE = 380 0. 822 E rrid FcE 2 C = 0.8 Kf = 1.0 STUD HF Plate Crushing DF Plate Crushing (1) 2x4 1746 2126 3281 (2) 2x4 3492 4253 6563 (3) 2x4 5237 6379 9844 (4) 2x4 6983 8505 13125 (5) 2x4 8729 10631 16406 Date: 12/14/2016 Page: M1.4 1 19011 Wood-Sno Road NE, Suite 100 'B!TL Woodinvifle, WA 98072-4436 Phone: 425-814-8448 ENGINEERING Fax: 425-821-2120 Project: Continuous Strip Footing I BC Section 13.3.2: One-way shallow foundations 18" wide x 8!'thick Footing width, B = 18 in Footing Thickness, t 8 in Stem Wall width, C 8 in Stem Wall Height = 24 in Normalweiqht 2500 psi Uncoated f, 40000 psi Longintudinal Reinforcement: (2) #4 - Bar Diameter = 0.500 in Bar Area = 0.20 in 2 A� = 0.40 in 2 Cover: 3 in Stem Wall Reinforcement: #4 @ 24 "oc 'Straight Dowels Bar Diameter 0.500 in Bar Area 0.20 in 2 A� 0.00 in 2 Cover: 3 in bw 12 in (per ft) d 4.75 in Footing + Stem Wall Weight - Weight of Displaced Soil 240 plf One-way shear, no shear reinforcement [22.5.5.11 V, 2A r '-,d 5700 # per foot length -4 Jc 0 [22.5.10.11 V, OVc C VC V, = qubw 2 d) -4 qu — B C qu 51300 psf b. 2 Max Uniform Load on Stem 76950 plf [Ultimate] 48094 plf [Service) Moment 122.2.1.11 M, = A,fy(d — a12) 0.000 k-ft per foot length Strip footing V 0 = 0.75 0.90 u IP n B C 2 qubw 04—L 2(PM. a = A,fy 0.85f,b 0.00 in C MU 2 Ifu — B C 2 (L_� —1; ) qu NO MOMENT Max Uniform Load on Stem 12000 plf [Uftimate] 7500 plf [Service] Development of Reinforcement- [25.4.2.3] 1d=(T30--�LY—'Pt*`0'\db N/A AT- (cb+Ktr) fc' OK k db 1) Allowable Soil Bearing Pressure 1600 Psf 2000 pst 2600 psf 3000 psf 3600 psf 4000 psf Max Uniform Load, Soil 2010 plf 2760 plf 3510 plf 4260 plf 5010 plf 5760 plf Max Uniform Load, Shear 48094 plf 48094 plf 48094 pff 48094 plf 48094 plf 48094 plf Max Uniform Load, Moment 7500 plf 7500 plf 7500 plf 7500 plf 7500 plf 7500 plf Max Uniforrn Load (Service) 2010 pif 2760 plf 3610 plif 4260 pff 6010 pif 6760 plf Max Uniforna Load (Ultiniate) 3216 plf "16 plf 5616 PlIf 6816 Plf 8016 pif 9216 plIf Max Point Load (Service) 16080 # 22080 # 28080 # U080 # 40080 # 46080 # Max Point Load (Ultirnate) 26728 # 36328 # 1 44928 # 64628 # 64128 # 73728 # Date: 3/19/2018 Page: M2.1 19011 Wood-Sno Road NE, Suite 100 'BTIa Woodinvffle, WA 98072-4436 Phone: 425-814-8448 ENGINEERING Fax: 425-821-2120 Project: Typical Footing Footing: 18" x 18" x 8" thick Footing B = 1.50ft t = 8 in Reinforcement R = (2) #4 As, = 0.40 in 2 d = 4.25 in Cover 3 in Column C, = 3.50 in C2 = 3.50 in Materials f'c = 2500 psi Normalweight A= 1.00 fy = 40000 psi Uncoated Oe = 1 .00 Net Footing Weight PFTG = 0.06 k Soil Pressure: PAsD = q.B'2 — PFTG — One-way shear 0 = 0.75 V, = 2AJBd 7.65 k V. 15 ov, ov, 5.74 k V. = quB B — C2 _ d) -+ qu = 0 V, _2 fB — C� B � —2 d) qu = 10392 psf or Two-way shear 0 = 0.75 [22.6.5.2(a)] v, = 4A-VIT = [22.6.5.2(b)] v, = ( 2 + ±fl) A 122.6.5.2(c)] v, = 2 + 1--) A�f_,' bo 130h0d fooft Vu = quB (B — C1. — d) -+ qu = 0 V, k_27 B C B( —_2 1—d) 10392 psf Pu = q.B 2 23383 # 200 psi <--3 300 psi '6 = 1.00 ax = 40 374 psi bo = 2(Cl+d)+2(C2+d) 31 V. 15 0VC Ovc = Ovcbod 19.76 k Vu = qu[B2 — (Cl + d)(C2 + d)] -4 qu 0 VC [B2 — (Cl + d)(C2 + d)] qu = 10782 psf P. = quB 2 24260 # Moment. 0 = 0.90 M. = A.,fy(d — a/2) = 5.4 k-ft a = A,fyl(0.85f, B) = 0.42 in mu:5 0m, OM, 4.8 k-ft (B _ CZ)2 q.B 20M, 2 Ifu — M" = 2 B((B — C2)/2 )2 qu = 17712 psf or Development of Reinforcement: ' fy 04�101 Id = (TO A'1f_C' ( Cb + Kt, db 4 in Adjusted Soil Bearing Pressure 1500 psf Max Load (lbs), SoH 3315 Max Load (lbs), One -Way Shear 14614 Max Load (lbs), Two -Way Shear 15162 Max Load (lbs), Moment 24908 Max Load (ASD) 3315 Max Load (Factored) 5304 q.B B C M, N21-1) Ifu 20M, )2 2 B((B — C,)12 17712 psf P,, = quB2 39853 # .4 in available OK 3000 psf 3500 psf 4000 psf 2000 psf F2500 psf 4440 5565 6690 7815 8940 14614 14614 14614 14614 14614 15162 15162 15162 15162 15162 24908 24908 24908 24908 24908 4440 5565 6690 7815 8940 7104 1 8904 1 10704 12504 14304 Date: 3/19/2018 Page: M2.2 19011 Wood-Sno Road NE, Suite 100 Woodinvifle, WA 98072-4436 Phone: 425-814-8448 E NGINEERIN G Fax: 425-821-2120 Project: Typical Footing Footing: 24" x 24" x 8" thick t Footing B = 2.00ft t = 8 in Reinforcement R = (2) #4 vi As, = 0.40 in 2 d = 4.25 in Cover: 3 in Column C, = 3.50 in C2 = 3.50 in Materials F, = 2500 psi Normalweight A= 1.00 f y = 40000 psi . Uncoated 1.00 Net Footing Weight P�7-G = 0.11 k Soil Pressure: PAsD = qaBI — PFTG ImWed fooft One-way shear 0 = 0.75 V, = 2AJBd 10.20 k V, :5 ov, ov" 7.65 k Vu = quB tB — C2 _ d) - qu = 0 V' �72— B C B (IZ2--1 — d) Vu=quB(B—C—d -4 qu= 0VC —2 B C B (---2—a — d) qu = 5649 psf or 5649 psf Pu quB 2 22597 # Two-way shear 0 = 0.75 [22.6.5.2(a)] vc = 4A�Tcl = 200 psi 4�n [22.6.5.2(b)] vc = 2 + A�f—c' 300 psi '6 1.00 a,= 40 (22.6.5.2(c)] vc = 2 + d) AJ—C' 374 psi bo 2(Cl+d)+2(C2+d) bo 31 VU 15 0VC OVc = ovcbod 19.76 k Vu = qu[B2 — (Cl + d)(C2 + d)] - qu 0 VC [B2 — (CI + d)(C2 + d)] qu = 5516 psf Pu = q,B 2 22063 # Moment 0 = 0.90 M,,, A,fy(d — a/2) = 5.5 k-ft a = A, fy/(0.85f c B) = 0.31 in M, 0m, OM, 4.9 k-ft (L:2:� quB B C t ) 2 OM, quB B C (LiN 20M, MU = - I Ilu — 2 B((B — C2)/2)2 MU = '4U 2 B((B — C,)12 )2 qu = 6732 psf or 6732 psf Pu = quB 2 26929 # Development of Reinforcement fy q)tlp2lp' d ( T3O )db 7 in A.,ff--t (cb + Kt, C ...7 in available OK k db Adjusted Soil Bearing Pressure 1500 psf 2000 psf 2500 psf 3000 psf 3500 psf 4000 pst Max Load (lbs), Soil 5893 7893 9893 11893 13893 15893 Max Load (lbs), One -Way Shear 14123 14123 14123 14123 14123 14123 Max Load (lbs), Two -Way Shear 13789 13789 13789 13789 13789 13789 Max Load (lbs), Moment 16830 16830 16830 16830 16830 16830 Max Load (ASD) 5893 7893 9893 11893 12710 12710 Max Load (Factored) 9429 12629 1 15829 19029 20337 20337 Date: 3/19/2018 Page: M2.3 Uff ENGINEERING Project: Typical Footing Footing: 30" x 30" x 8" thick Footing B = 2.50 ft t = 8 in Reinforcement R = (3) #4 A,, = 0.60 in 2 d = 4.25 in Cover 3 in Column C , = 3.50 in C2 = 3.50 in Materials f', = 2500 psi Normalweight 1.00 fy = 40000 psi Uncoated Oe = 1 .00 Net Footing Weight PFTG = 0.17 k Soil Pressure: PAsD = qaBI — PFTG 19011 Wood-Sno Road NE, Suite 100 Woodinvffle, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 1801%ded koft One-way shear 0 = 0.75 V, = 2AJBd 12.75 k V. :5 0 V.� ov, 9.56 k fB — C2 0 V, B — C, 0 V' Vu = q.B — d -4 qu = _2 B C B (1�2�1 d) V. = quB d) --- q. 2 B B ( 2 C' — d) qu 3974 psf or 3974 psf Pu q.BI 24838 # Two-way shear. 0 = 0.75 [22.6.5.2(a)] vc = 4AZZ = 200 psi <--3 [22.6.5.2(b)] vc = 2 + A�f_c' 300 psi 16 1.00 ax= 40 [22.6.5.2(c)] vc = 2 + A�f_c' 374 psi bo 2(Cl+d)+2(C2+d) bo 31 VU 5 0 VC OVc = (Pvcbod 19.76 k V. = qu[B7 — (Cl + d)(C2 + d)] - q. 0 VC [B2 — (CI + d)(C2 + d)] qu = 3388 psf P, q,B2 21176 # Moment 0 = 0.90 M. = A,fy(d — a/2) = 8.1 k-ft a = A,, fy/(0.85f c B) = 0.38 in MU!5 OM. OM, 7.3 k-ft B C 2 q.B ':Z) (" —2-- 20M,, B C 2 2:-'a q.B " : ' ) 20M,, — qu 2 B((B — C;!)12)' MU I Ifu 2 )2 B((B — CI)12 qu = 4797 psf or 4797 psf P, = q,B2 29984 # Development of Reinforcement: fy 'P��Peo' ) d, 10in (T30 A'If—C, (Cb + Ktr ...10 in available OK Soil Bearing Pressure 1500 psf 2000 psf 2500 psf 3000 psf 3500 psf 4000 psf Max Load (lbs), Soil 9208 12333 15458 18583 21708 24833 Max Load (lbs), One -Way Shear 15524 15524 15524 15524 15524 15524 Max Load (lbs), Two -Way Shear 13235 13235 13235 13235 13235 13235 Max Load (lbs), Moment 18740 18740 18740 18740 18740 18740 Max Load (ASD) 9208 12333 13235 13235 13235 13235 Max Load (Factored) 14733 19733 1 21176 21176 21176 21176 Date: 3/19/2018 Page: M2.4 19011 Wood-Sno Road NE, Suite 100 WoodinviHe, WA 98072-4436 Phone: 425-814-8448 ENGINEERING Fax: 425-821-2120 Project: Typical Footing Footing: 36" x 36" x 12" thick t Footing B = 3.00ft t = 12 in >1 Reinforcement R = (3) #4 As, = 0.60 in 2 ft~ f0oung d = 8.25 in Cover: 3 in Column C , = 5.50 in C2 = 5.50 in Materials F, = 2500 psi Normalweight 1.00 f y = 40000 psi Uncoated 1.00 Net Footing Weight PFTr, = 0.36 k Soil Pressure: PA5D = qaB' — PFTG One-way shear 0 = 0,75 V,, = 2AJBd 29.70 k Vu 15; 0 V, OV, 22.28 k Vu = quB B — Cz — d) - q. = 0 Vc 2 B C B (La2-'-Z — d) qu = 7128 psf or Two-way shear. 0 = 0.75 122.6.5.2(a)] vc = VOC, [22.6.5.2(b)] v,= 2+± fl ) A �f—c' lax d —, [22.6.5.2(c)] vc= 2+ t' C . )4f Vu = q.B ( B 2 C, — d) -+ qu B 0VC B ( 2 C'— d) 7128 psf Pu = quB1 64152 # 200 psi �n 300 psi '6 = 1.00 a), = 40 400 psi bo = 2(Cl+d)+2(C2+d) 55 VU 5 0 VC (pVc = ipvcbod 68.06 k 0 VC Vu = qu[B2 — (Cl + d)(C2 + d)] qu = [B2 — (Cl + d)(C2 + d)] qu = 8854 psf Pu = quB2 79687 # Moment: 0 = 0.90 M,,, = A,fy(d — a/2) = 16.2 k-ft a = A,fy/(0.85f cB) = 0.31 in M." :5 om"' OM, 14.6 k-ft B C ) 2 quB (� _2 20M,, MU �fu — 2 B((B — C2)/2 )2 qu 6013 psf or Development of Reinforcement, fy TPOPe*s Id = 0 — db (T3 A,.Ifc' (Cb + Ktr )) 12 in k db Soil Bearing Pressure 1500 psf Max Load (lbs), Soil 13140 Max Load (lbs), One -Way Shear 40095 Max Load (lbs), Two -Way Shear 49805 Max Load (lbs), Moment 33825 Max Load (ASD) 13140 Max Load (Factored) 21024 q.B B C MU (LZ2-a) nu 20M, )2 2 B((B — C,)12 6013 psf Pu = q,B' 54121 # ... 12 in available OK 2000 psf 12500 pst 1 3000 psf 17640 22140 26640 40095 40095 40095 49805 49805 49805 33825 33825 33825 17640 22140 26640 28224 1 35424 42624 3500 psf 4000 psf 31140 35640 40095 40095 49805 49805 33825 33825 31140 33825 49824 54121 Date: 3/19/2018 Page: M2.5 19011 Wood-Sno Road NE, Suite 100 WoodinviUe, WA 98072-4436 Phone: 425-814-8448 E NGIrqEERIK C Fax: 425-821-2120 Project: Typical Footing Footing: 42" x 42" x 12" thick t Footing B = 3.50ft t = 12 in Reinforcement R = (4) #4 v As, = 0.80 in 2 d = 8.25 in Column C, = 5.50 in Materials f', = 2500 psi Normalweight f y = 40000 psi I Uncoated Net Footing Weight PFrG = 0,49 k Soil Pressure: PAsD = q.BI — PFTG One-way shear 0 = 0.75 V,, = 2,14f,Bd 34.65 k V, :5 OV, OV, 25.99 k Vu = quB B — C2 _ d) 4 qu = 0 V, ( _2 B C B (IZ211 — d) qu = 5606 psf or Two-way shear 0 = 0.75 [22.6.5.2(a)] vc = 4A-A—C, = [22.6.5.2(b)] vc = (2 + ±fl) A�f—c' [22.6.5.2(c)] v, 2 + L--' I r.—C' = b, ) 'VJC Cover: 3 in C2 = 5.50 in V 1,00 1.00 V. = q.B (B C, — d) -+ qu 0 V, B(B 2C'—d) 5606 psf Pu = quB2 68677 # 200 psi <n 300 psi fl = 1.00 ax = 40 400 psi bo = 2(Cl+d)+2(C2+d) 55 VU !!9 0 VC ov, = .0vcbod 68.06 k Vu = qu[B 2 0 VC — (Cl + d)(C2 + d)] q. = [B2 — (CI + d)(C2 + d)] qu = 6223 psf P, = q,, B2 76233# Moment. 0 = 0.90 M,, = A,fy(d — a/2) = 21.5 k-ft a = A , fy/(0.85f , B) = 0.36 in MU 15 om" OM, 19.4 k-ft L quB B C (LZ2 a) 20M,, MU qu )2 2 B((B — C,)12 qu = 4785 psf or Development of Reinforcement: fy PtP,.,P, Id = ( T3 0 — Aj'(Cb + Ktr )) dI, 12 in k db Soil Bearing Pressure 1500 psf Max Load (lbs), Soil 17885 Max Load (lbs), One -Way Shear 42923 Max Load (lbs), Two -Way Shear 47646 Max Load (lbs), Moment 36639 Max Load (ASD) 17886 Max Load (Factored) 28616 quB B C MU = (L.:2—"1) '4U 20M,, )2 4785 psf 2 P,, = quB 2 B((B — CJ12 58622 # ... 15 in available OK 2000 psf 12500 psf 1 3000 psf 3600 psf 4000 psf 24010 30135 36260 42385 48510 42923 42923 42923 42923 42923 47646 47646 47646 47646 47646 36639 36639 36639 36639 36639 24010 30136 36260 36639 36639 38416 1 48216 58016 58622 58622 Date: 3/19/2018 Page: M2.6 ENGINEERING Project: Typical Footing Footing: 48" x 48" x 12" thick Footing B = 4.00 ft t = 12 in Reinforcement R = (5) #4 A,, = 1.00 in 2 d = 8.25 in Cover: 3 in Column C , = 5.50 in C2 = 5.50 in Materials f'� = 2500 psi Normalweight A= 1.00 fy = 40000 psi . Uncoated Oe = 1 .00 Net Footing Weight PFTG = 0.64 k Soil Pressure: PAsD = q.B 2 — PFTG One-way shear 0 = 0.75 V, = 2Alf,Bd 39.60 k V, 15 0 V, OV, 29.70 k V. = q.B (B — C2 — d) 4 qu = 0 V, B (1B C :2�—'z — d) qu = 4644 psf or Two-way shear 0 = 0.75 [22.6.5.2(a)] vc = 4A r--" VIC [22.6.5.2(b)] vc= 2+± ', ) A �f_c' [22.6.5.2(c)] vc 2 + a,--' )A �f_c' ,) 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 V. = q.R B — C, — d) , qu = OVc 2 B C B (� �2 — d) 4644 psf Pu = quB2 74298 # 200 psi 4�n 300 psi 6 = 1.00 a), = 40 400 psi bo = 2(Cl+d)+2(C2+d) 55 V. 15 .0 VC (pvc = (pvcbod 68.06 k V. = qu[B2 — (Cl + d)(C2 + d)] qu = 0VC [B2 — (Cl + d)(C2 + d)] qu = 4634 psf Pu = q,B2 74147 # Moment 0 = 0.90 M,, = A,fy(d — a/2) = 26.8 k-ft a = A,fyl(0.85f,B) = 0.39 in M" 15 om" OM, 24.2 k-ft quB B C 20M,, M. qu 2 B((B )2 — C2)/2 qu 3853 psf or Development of Reinforcement fy OtOeO, Id = (73 0 A �f—c, ( Cb + Ktr ) db 12 in Soil Bearing Pressure 1500 Psf Max Load (lbs), Soil 23360 Max Load (lbs), One -Way Shear 46436 Max Load (lbs), Two -Way Shear 46342 Max Load (lbs), Moment 38525 Max Load (AS D) 23360 Max Load (Factored) 37376 q,,B B C M. lu 20M, )2 2 B((B — C,)12 3853 psf P. quB2 61640 # 1 Bin available OK 2000 psf F2500 psfl 3000 psf 3500 psf 4000 psf 31360 39360 47360 55360 63360 46436 46436 46436 46436 46436 46342 46342 46342 46342 46342 38525 38525 38525 38525 38525 31360 38525 38525 38525 38525 60176 1 61640 61640 61640 61640 Date: 3/19/2018 Page: M2.7 ENGINEERING Project: Typical Footing Footing: 60" x 60" x 15" thick Footing B = 5.00 ft t = 15 in Reinforcement R = (6) #4 v As, = 1.20 in 2 d = 11.25 in Column C, = 8.00 in Materials f', = 2500 psi Normalweight fy = 40000 psi Uncoated Net Footing Weight PFTG = 1.25 k Soil Pressure: PAsD = q.BI - PFTG One-way shear 0 = 0.75 V, = 2Aff,Bd 67.50 k V, 15; 0 V, OV, 50.63 k V. = q.B B - C7. _ d) -* qu = 0 VC 2 B C B (!a2 -'-I - d) qu = 5116 psf or Two-way shear. 0 = 0.75 [22.6.5.2(a)) vc = 4A�f_,' = [22.6.5.2(b)] v, = (2 + ±fl) A�f_,' [22.6.5.2(c)] vc = 2 + c,-' " ) A�f_c' 19011 Wood-Sno Road NE, Suite 100 WoodinviUe, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 t Isokled J1006V Cover: 3 in C2 = 8.00 in A= 1.00 Oe = 1 .00 V. = q.B (B —_2C' - d qu = 0 VI B ( R _-2 C I- d) 5116 psf Pu = quB 2 = 127895 # 200 psi <--3 300 psi 6 = 1.00 a), = 40 392 psi bo = 2(Cl+d)+2(C2+d) 77 VU 15; 0 VC Ovc = q5vcbod 129.94 k V. = q.[B2 - (Cl + d)(C2 + d)] qu = 0VC [B2 - (Cl + d)(C2 + d)] 2 qu = 5794 psf P. = quB 144847 # Moment 0 = 0.90 M. = A,fy(d - a/2) = 44.2 k-ft a = A,fyl(0.85f,B) = 0.38 in M" 15 om" OM. = 39.8 k-ft quB ("B J C 2 _29 20M, B C quB (— 20M,, MU MU 2__1)2 1 2 B((B - C2)/2)2 2 lu B((B - CJ/2)2 qu 3393 psf or 3393 psf & = quB 2 84829 # Development of Reinforcement fy ot?peos Id __ db 12 in ... 23 in available OK (TO A,rfc' (Cb + Kt, Soil Bearing Pressure 1500 psf 2000 psf 2500 psf 3000 psf 3500 psf 4000 psf Max Load (lbs), Soil 36250 48750 61250 73750 86250 98750 Max Load (lbs), One -Way Shear 79934 79934 79934 79934 79934 79934 Max Load (lbs), Two -Way Shear 90530 90530 90530 90530 90530 90530 Max Load (lbs), Moment 53018 53018 53018 53018 53018 53018 Max Load (ASD) 36250 48750 53018 53018 53018 53018 Max Load (Factored) 58000 78000 84829 84829 84829 84829 Date: 12/27/2018 Page: M2.8 7� 7 L .1 Lei ENGINEERING W..�'Q� WA "M 150 -011- EQ APO'L rOf' 5AK 41 P%tOVIOt MRM-ORAININ& MATEMIAL AS A='P SY draMCHNICAL ENO'R lt ALL 1111oVt (ILL -AR) V-61 MIN FS t - Wall Height H = 10.00 it Soil Depth C Low End, d = 1.50ft Low End Length, B,,w = 2.50ft High End Length, Bhigh = 1.50 it Footing Thickness, if = 12 In Wall Thickness, tw = 8 in Slope of High Soil, 0 = 0 deg #4 & Smaller Steel Yield Strength, fy = 40 ksi #5 & Larger Steel Yield Strength, 1, = 60 ksl Concrete Compressive Strength, t,'� 2500 psi Footing Dowels #6 V Wall Vertical Steel #6 Wall Horizontal Steel vs V Top Footing Steel, #4 V Longitudinal Footing Steel #4 V Deflection Control, p fyflc'= 0.1180 Cover at Footing Dowels, cd_,, = 1.50 Cover at Wall, Cwg - 3.63 Cover at Top of Footing, c,,, = 1.50 Cover at Bottom of Footing, Cba = 3.00 b = 12 In d�a � 4.000 In ci�.t, = 6.125 in df_ting � 10.250 In Friction Coefficient C Base, 9b = 0.35 Friction Coefficient @Wall, = 0.00 Effective Friction Angle, = 20 deg Weight of Soil, W, = 115 pcf Weight of Concrete, Wc = 150 pcf Allowable Sol] Bearing Pressure, q �j = 2500 psf Active Lateral Earth Pressure, P. = 35 pcf At -Rest Lateral Earth Pressure, p = 0 pcf Passive Earth Pressure, p = 300 pcf Constant Wall Pressure, PL = 0 Psi Depth of ConstantWall Pressure, dL = 11,50 it Uniform Surcharge, w = 0 psi Wall Axial Load, P. = 0.25 kK Wall Shear Load, Vw = 0.00 kV Wall Moment Load, M. = 0.00 k-Mft 13 SF kxk.W V 10 ft Retainina Wall "'so"CO Down from l4inh-Fnd-ttill Ourflern, Ultimate tft-Afitl Minimum No Required p Maximum p- Required A, (101t) Vertical Bar Spacing 1/2 H 2.5 258 0.0015 O�0003 0,0146 O� 14 #6 18 In oc 'AH 5 1767 0.0015 O�0022 0.0145 0.21 #6 18 In oc Y.H 7.5 5400 O�0015 0,0074 O�0145 0.71 #6 7 In oc H 10 12033 - 0=115 0.0070 0.0145 0.67 #6 Q 8 In oc Mu = 1.utz + 1.bH Vertical Reinforcement: Minimum p = 0.0012 for bars notlargerthan #5 and yield strength not lessthan 60 ksi Minimum p = 0.0015 for all other bars Maximum p = 0.75pb pb - 0.85f,71, P, 187.000/(87,000 + f,)] p, = 0.85 - 0.05 1(f,- 4000YI000] 2: 0.65 P1 � 0.925 Horizontal Reinforcement: Minimum p = O.DO20 for bars not larger than #5 and yield strength not less than 6D ksi Minimum p = 0.0026 for ail other bars Horizontal Bar Spacing pmj� = 0.0020 #5 @ 18 in oc, Footing Reinforcement: Horizontal Bar Spacing 5F ?" Indw p = 0.0033 service #4 @ 9 in oc, service ultimate ultimate ultimate Seismic Pressure - 6 x H psi Seismic Pressure = 60 pst ChOCA Overturning at Too (ASD) MMSAQ (11.014) = 8468 ft-Wft M,.,In, (0.7E) = 3630 ft-#M FS against overturning (H): FS against overturning (H + 0, 7E): ChOO Sliding (ASD) Fcwmg (I.OH)= 1750NIt F-Mng (O-7E) = 420 #/it FS against sliding (H): FS against sliding (H + 0.7E): Foundation Pre"uree EM. = 6311 11411t EV = 4312 Wift d = EMdZV d = 1.46 ft e = 0.87 it I = 81114 Pa = VJA + Ve(B/2)/I P. = 1957 pet M�, = 14769 114AM 1.7 OK 1.6 OKfor Selsmicw/4/3 Increase (Friction) Frosistno = 1509 A/ft (Passive) F = 338 *it 1,5 OK 1.6 OK for Seismic wl4r3 Increase P� = V/A - Ve(B12)/I Pb = 0 pst M3.1 BTIL ENGINEERING 15=Nmw-� �P�'S�3 7�11 AVP'L TOP BAR 6k - - Ito, X . *-MOV19M I-REE-CORAINNS 1`4ATERIAL RV AS REOD &Y' 6eOTECHNICN. SNO'K it KALL COVER (C�XARJI R FOOTIMS, COVER (CLEAR) 1'-6* MIN Wall Height H = 8.00 it Soil Depth @ Low End, d = 1.50 ft Low End Length, Sim = 2.00 it High End Length. Bhigh = 1,25 ft Footing Thickness. tf = 12 in Wall Thickness, t. = 8 In Slope of High Sol[, 0 = 0 deg #4 & Smaller Steel Yield Strength, fy = 40 ks! #5 & Larger Steel Yield Strength, f. = 60 ksl Concrete Compressive Strength, fc'= 2500 psi Footing Dowels #5 V Wall Vertical Steel es V Wall Horizontal Steel -s �1 Top Footing Steel 04 V Longitudinal Footing Steel #4 Deflection Control, p fM,'= 0,180 Cover at Footing Dowels, cd_l = 1.50 Cover at Wall, c.., = 3.69 Cover atTop of Footing, c,op= 1.50 Cover at Bottom of Footing, C.t = 3.00 b = 12 in dw.� = 4.000 in dd-111 = 6.188 In dfm, = 10. 250 In 8 ft Retaining Wall Location Down from Ultimate Minimum P- Required P Maximum P- Required A, (in 2/ft) Vertical Bar Spacing %H 2 ill O�0012 0.0001 0.0145 0.12 #5 Q 18 in oc %H 4 861 O�0012 0.0011 0.0145 0.12 #5 18 in oc 1/4 H 6 2700 0,0012 0.0035 O�0145 0.33 #5 11 in oc H 8 6075 0.0012 O�0033 0.0145 031 #5 @ 11 In oc Mu = 11�ut + 1.bm Vertical Reinforcement: Minimum p = 0.0012 for bars not larger than #5 and yield strength not less than 60 ksl Minimum p = 0.0015 for all other bars Maximum p = 0.75Pb pb = 0.85f,/ty P, [87.000/(87,000 + fy)] p, = 0.85 - 0.05 1(f,' - 4000)/10001 a 0.65 01 = 0.925 Friction Coefficient @ Base, I% = 0.35 1-5 SF IrKidd Horizontal Reinforcement: Friction Coefficient@ Wall, N = 0.00 Minimum p = 0.0020 for bars not larger than #5 and yield strength not less than 60 ksl Effective Friction Angle, � = 20 deg Minimum p = 0.0025 for all other bars Horizontal Bar Spacing Weight of Soil, W � = 115 pcf p.,n = 0.0020 Weight of Concrete, W, = 150 pcf #5 @ 18 in cc Allowable Soil Bearing Pressure, q ej, = 2500 psf Active Lateral Earth Pressure, p. = 35 pcf Footing Reinforcement; At -Rest Lateral Earth Pressure, p = 0 pcf Horizontal Bar Spacing Passive Earth Pressure. p = 300 pcf 'SF Not WIuded p = 0.0016 Constant Wall Pressure, P L = 0 PSf service #4 @ 18 In cc Depth ofConstantWall Pressure, d L = 11,50 ft Uniform Surcharge, w = 0 psf service Check Overturning at Too (ASD) Wall Axial Load, P. = 0,25 kIf ultimate M-1.9 (11.014) = 4667 ft-#Ift M,.,v�g 8830 ft4tft Wall Shear Load, V, = 0.00 kj ultimate Mmsing (0.7E) = 1944 ft-#tft Wall Moment Load, Mw = 0.00 k-ftfft ultimate FS against overturning (H): 11 OK FS against overturning (H + 0.7E): 1 �8 OK for Seismic wl 4/3 Increase Seismic Pressure = 6 x H psf Seismic Pressure = 48 psf Check Sliding (ASD) F_,�,�g (I -OH)= 1120#tft (Friction) F_j,,w,, = 1118 4/ft F__g (0-71E) = 269 #/it (Passive) F_isti, = 338 #/it FS against sliding (H): 1.8 CK FS against sliding (H + 0.7E): 1.9 OK for Seismic w/ 4/3 Increase Foundation Pressures EM. = 4164 ft-#/R EV = 3195 #/ft d = EM�IZV d = 1.30 It a = 0.66ft 1 = 5 ft4 Pa = V/A + Ve(B/2)/l Pb = V/A - Ve(B/2)/l P. = 1635 psf P, = 0 psf M3.2 ENGINEERING �5= NXW..d�c`� P111 1�1 3 APP'L TOP MAR V-6" MIN ,I PRONAEM MtM-D"ININ6 HATISMAL '14 AS fWOV &*'( 6120TEC-04NICAL ENO'llt VOALL CO%MR (C-LEAR) 6 ft Retaining Wall Location - Down from ki,h Fnd fill ivi .1. ' ultimate fft-fifif� Minimum P- Required P Maximum - Required A, Vertical Bar Spacing %H 1.5 27 O�0016 0.0000 0,0252 0.14 #4 Q 16 In oc %H 3 324 0�0015 0,0006 0.0252 OA4 #4 16 In oc 3/*H 4.5 1080 O�0015 0.0020 0.0252 0.19 #4 12 In oc H 6 2484 0.0015 0,0019 0.0252 0.18 #4 13 In oc Mu = 1.ut + IAJH Vertical Reinforcement: i C�VVER (CLEAR) Minimum p = 0.0012 for bars not larger than #5 and yield strength riot less than 60 ksl Minimum p = 0.0015 for all other bars Maximum p = 0.75N pb = 0.85f,'If, P, 187,0001(87,000 + f,)] p, = 0.85 - 0.05 J(f,' - 4000YI0001 a 0.65 ploO.925 Wall Height H = 6.00 ft frfton Coefficient @ Base, p. = 0.35 I.S sF kxWW v j Horizontal Reinforcement: Soil Depth @ Low End, d = 1.50 it Friction Coefficient (a Wall, ja� = 0.00 Minimum p = 0.0020 for bars not larger than $5 and yield strength riot less than 60 ksl Low End Length, B. = 1.50 ft Effective Friction Angle, 0 = 20 deg Minimum p = 0.0025 for all other bars High End Length, B�O = 0.75 ft Horizontal Bar Spacing Footing Thickness, it = 12 In Weight of Soil, W � = 115 pcf p.. = 0.0020 Wall Thickness, tw = 8 In Weight of Concrete, Wc = 150 pcf #5 @ 18 In oc Slope of High Soil, 0 = 0 deg Allowable Soil Bearing Pressure, qN, = 2500 psi #4 & Smaller Steel Yield Strength, f, = 40 ksl #5 & Larger Steel Yield Strength, f. = 60 ksi Concrete Compressive Strength, f,'= 2500 psi Footing Dowels #4 Wall Vertical Steel Wall Horizontal Steel. 05 I Top Footing Steel, #4 Longitudinal Footing Steel #4 Deflection Control, p V,'= 0.180 Cover at Footing Dowels, 1.50 Cover atWall. cwl = 3.75 Cover at Top of Footing, ct,p = 1.50 Cover at Bottom of Footing, cm = 3.00 b = 12 In d.a = 4,000 In cld-11� = 6.250 In dt�ain, = 10.250 In Active Lateral Earth Pressure, p. � 35 pcT At -Rest Lateral Earth Pressure, p = 0 pcf Passive Earth Pressure, p = 300 pcf Constant Wall Pressure, P L = 0 PSI Depth of Constant Wall Pressure, c1L = 11.50 it Uniform Surcharge, w = D psf Wall Axial Load, P. = 0,25 k1f Wall Shear Load, V� = D.00 k1 Wall Moment Load, M. = 0.00 k-Wft Footing Reinforcement: Horizontal Bar Spacing jSFN,AWd.W p = 0.0007 service #4 @ 18 In oc service Check Overturning at Too (ASD) ultimate M,_, (I.OH) = 2205 ft-#tft ultimate M_, (01E) = 882 ft4Yft ultimate FS against overturning (H): FS against overtumIng (H + 0.7E): Seismic Pressure = 6 x H PSI Seismic Pressure = 36 psi Check Sliding (ASO) Fc_,, (1.OH) = 630 #tft F,.u,,, (07E) = 151 Ot FS against sliding (H): FS against sliding (H + 0.7E): Foundation Pressures EM, = 1780 ft-#tft EV = 2034 Xft d = EMWEV d = 0.87 ft e = 0.58 it I = 2 ft4 P. = V/A + Ve(B/2)11 P. = 1535 psf M'..'.0 = 3985 ft-*ft 1�8 OK 1.7 OK for Seismic w/ 4/3 Increase (Friction) F 712 #flt (Passive) 338 #/ft 2.2 CK 2.4 OK for Seismic W/ 4/3 increase Pb = V/A - Ve(B/2yl Pb = 0 psf M3.3 El 7 � L EOf '? 4, ISO ENGINEERING AS REO 0 BY 61150TIXHNICAL. V46'R 104ALL C4%101t (CLOAN it FOOTI" COVER (C4ZAW 1'-4&' MIN R-5-, (2)^4-/ Wall Height H = 5.00 ft Friction Coefficient C Base, ilt,= 0.35 I.S SIF U.*.W j Soil Depth Q Low End, d = 1.50ft Friction Coefficient Q Wall, 0.00 Low End Length, Bw = 1.00 ft Effective Friction Angle, 20 deg High End Length, %0 = 0.75 ft Footing Thickness, tf = 12 in Weight of Soil, W 115 pcf Wall Thickness, t. = 8 In Weight ofConcrete, Wc = 160 pcf Slope of High Soil, 0 = 0 deg Allowable SoU Bearing Pressure, q d, = 2500 psf #4 & Smaller Steel Yield Strength, fy = 40 ksl #6 & Larger Steel Yield Strength, fy = 60 ksl Concrete Compressive Strength, fc'= 2500 psi Footing Dowels #4 V Wall Vertical Steel 14 W Wall Horizontal Steel ps W Top Footing Steel #4 V Longitudinal Footing Steel #4 V Deflection Control, p fV?,' = 0.180 Cover at Footing Dowels, c�j = 1.50 Cover at Wail, c.. = 3.75 Cover at Top of Footing, c,,p = 1.50 Cover at Bottom of Footing, c. = 3.00 b = 12 In d-ii 2 4.000 In d,_.,, = 6.250 In clrw�o = 10.250 In Active Lateral Earth Pressure, p. = 35 pcf At -Rest Lateral Earth Pressure, p = 0 pcf Passive Earth Pressure, p - 300 pcf SF Ift, Ind-W Constant Wall Pressure, PL = 0 P91' service Depth of Constant Wall Pressure, d L � 11-50ft Uniform Surcharge, w = 0 psf service Wall Axial Load, P. - 0.25 kff ultimate Wall Shear Load, V. = 0.00 kit ultimate Wall Moment Load, M� = 0,00 k-tltft ultimate Seismic Pressure = 6 x H lost Seismic Pressure - 30 lost 5 ft Retaininci Wall Location � -1- Down from Ultimate Minimum Pm Required P Maximum P- Required A, ((Ort) Vertical Bar Spacing %H 1.25 4 0.0015 0.0000 0.0252 0,14 #4 16 In oc 'AH 2.5 166 U015 0.0003 0.0252 0.14 #4 16 In oc % H 3.75 591 0.0015 O�0011 0.0252 Q14 #4 16 In oc H - 5 ____ _1392 0.00 1 5 acia 11 0.0252 0.14 #4 16 In oc Mu = 1.ut + 1.brl Vertical Reinforcement: Minimum p = 0.0012 for bars notlarger than #5 and yield strength not less than 60 ksl Minimum p = 0.0015 for all other bars Maximum p = 0.75pb - pb = 0.85fc'tfv P, [87,000/(87,000 + fy)] p, = 0.85 - 0.05 [(fc'- 4000)110001 �t 0.65 Pi = 0.925 Horizontal Reinforcement: Minimum p = 0.0020 for bars not larger than #5 and yield strength not less than 60 ksi Minimum p = 0.0025 for all other bars Horizontal Bar Spacing pm�, = 0.0020 #5 C 18 In oc Footing Reinforcement: Horizontal Bar Spacing p = 0.0004 #4 a 18 In oc Check Overturning at Toe (ASD) M-Mg (1.01-1) = 1385 ft-#/ft M�,j, (0.7E) = 540 ft4ht FS against overturning (H): FS against overturning (H + 0�71E): Check SlAding (ASD) F_I�g (1, OH) � 438 */ft F_�I�g (0.7E) = 105 #/ft FS against sliding (H): FS against sliding (H + 0.7E): Foundation Pressures ZM� = 1184 ft-#/ft EV - 1703 #/ft d = EMdTV d = 0.70 ft a = 0.51 ft I = 1 ft4 P. = V/A + Ve(B/2)/l P. = 1603 psf Mr.Wng � 2569 ft-#tft 1.9 CK 1.8 OK for Seismic wi 4/3 Increase (Friction) Fr��ing = 596 #fit (Passive) F-t��, = 338 #/ft 2.8 OK 3.0 OK for Seismic W/ 413 Increase Pb = VIA - Ve(B/2)11 P, = 0 pal M3.4 lit Vd Eailh Solutions NWLLC 44, �Vj k 7,2 —low v jo4 ink, _ -%A%_ 0 PREPARED FOR PARADISE HEIGHTS, LLC March 5, 2018 Samuel E. Suruda, G.I.T. Staff Geologist Henry T. Wright, P.E. Senior Project Engineer Kyle R. Campbell, P.E. Principal Engineer GEOTECHNICAL ENGINEERING STUDY PROPOSED MULTI -FAMILY RESIDENCES 546 PARADISE LANE EDMONDS, WASHINGTON ES-5839 Earth Solutions NW, LLC 1805 — 136t" Place Northeast, Suite 201 Bellevue, Washington 98005 Phone: 425-449-47041 Fax: 425-449-4711 www.earthsolutionsnw.com 0 a a Geolechnincal Engineeping Repopt Geotechnical Sepvices Ape Performed top Specific Pupposes,, Pepsons, mid Ppolects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engi- neef may not fulfill the needs of a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solelyfor the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it. And no one — notevenyou —should apply the report for any purpose or project except the one originally contemplated. Read the Full Report: Serious problems have occurred because those relying on a geotechnical engineering report did not read it alL Do not rely on an executive summary Do not read selected elements only. A Geotechnical Engineering He opt Is Based an A Unique Set of Ppoject-Speciric Factops Geotechnical engineers consider a number of unique, project -specific fac- tors when establishing the scope of a study. Typical factors include: the client's goals, objectives, and risk management preferences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, paFkIng lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates oth- erwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: the function of the proposed structure, as when it's changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed structure, • composition of the design team, or ,P project ownership. As a general rule, always inform your geotechnical engineer of project changes —even minor ones —and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were nat informed Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geot6chnical engineer- ing reportwhose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctua- tions- Always contact the geotechnical engineer before applying the report to determine it it is still reliable. A minor amount of additional testing or analysis could prevent major problems. Most Geotechnical Findings Are Professional Opinions Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engi- neers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site, Actual subsurface conditions may differ --sometimes significantly — from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions. A Repopt's Recommendations Ape NotFinal Do not overrely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engi- neers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical engineer who developedyour report cannotassume responsibility or liability for the report's recommendations if that engineer does not perform construction observation. A Geotechnical Engineering Report Is Subject to MisinUrpretation Other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geo- technical engineer confer with appropriate member,,, of the design team after submitting the report. Also retain your geotechnical engineer to review perti- nent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnicall engineer participate in prebid and preconstruction conferences, and by providing construction observation. Do Not Redraw the FAgIneep's Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give con- tractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contrac- tors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disci- plines. This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their reports. Sometimes labeled "limitations" many of these provisions indicate where geotechnical engineers' responsi- bilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. GeDenVille0nmental Concerns Ape Not Covered The equipment, techniques, and personnel used to perform a geo6nviron- mental study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants- Unanticipated environmental problems have led to numerous project failures. It you have not yet obtained your own geoen- vironmental information, ask your geotechnical consultant for risk man- agement guidance. Do not rely on an environmental report prepared for someone else. Obtain Professional Assistance To Deal with Mold Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts of mold from growing on indoor surfaces. To be effective, all such strategies should be devised for the express purpose of mold prevention, integrated into a com- prehensive plan, and executed with diligent oversight by a professional mold prevention consultant. Because just a small amount of water or moisture can lead to the development of severe mold infestations, a num- ber of mold prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of the geotechniGal engineering study whose findings are conveyed iff-this report, the geotechnical engineer in charge of this project is not a mold prevention consultant; none of the services per- formed in connection with the geotechnical engineer's study were designed or conducted for the purpose of mold preven- tion. Proper implementation of the recommendations conveyed in this report will not of itself he sufficient to prevent mold from growing in or an the structure involved. Rely,, on Your ASFE-Membep Geotechnclal Engmeep for Additional Assistance Membership in ASFE/The Best People on Earth exposes geotechnical engineers to a wide array of risk management techniques that can be of genuine benefit for everyone involved with a construction project. Confer with you ASFE-member geotechnical engineer for more information. ASFE The BeSt F0008 on Earth 8811 Colesville Road/Suite G106, Silver Spring, MID 20910 Telephone: 301/565-2733 Facsimile: 301/589-2017 e-mail: info@asfe,org www.asfe.org Copyright 2GO4 by ASAE, Inc. Duplication, reproduction, or copying of this document in whole or in part, by any means whatsoever is strictly prohibited, except with ASM; specific written permission. Excerpting, quoting, or otherwise extracting wording from this document Is permitted only with the express written permission ofASF� and only for purposes of scholarly research or book review. Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report. Any other firm, individual, or other entity that so uses this document without being an ASFE member could be committing negligent or intentional (fraudulent) misrepresentation. 11GEH06045.0M March 5, 2018 ES-5839 Paradise Heights, LLG 24144 East Greystone Lane Woodway, Washington 98020 Attention'. Mr. John Rettenmier Dear Mr. Rettenmier: ' Earth art' Solutions lut'ons NWLI.0 L Nw,. Earth Solutions NW LLC • Geotechnical Engineering • Construction Monitoring • Environmental Sciences Earth Solutions NW, LLC (ESNW) is pleased to present this report titled "Geotechnical Engineering Study, Proposed Multi -Family Residences, 546 Paradise Lane, Edmonds, Washington". Based on the results of our study, construction of the proposed multi -family residential structures at the subject site is feasible from a geotechnical standpoint. The proposed residential structures can be supported on a conventional foundation system bearing on competent native soil, recompacted native soil, or structural fill. Competent native soils, suitable for support of foundations, should be encountered beginning at a depth of roughly two feet below existing grades across the majority of the site. Slab -on -grade floors should be supported on dense native soil, re -compacted native soil, or structural fill. Where loose, organic or other unsuitable materials are encountered at or below the footing subgrade elevation, the material should be removed and replaced with structural fill, as necessary. This report provides a geologically hazardous areas assessment, and recommendations for foundation subgrade preparation, foundation and retaining wall design parameters, drainage, the suitability of the on -site soils for use as structural fill, and other geotechnical recommendations. The opportunity to be of service to you is appreciated. If you have any questions regarding the content of this geotechnical engineering study, please call. Sincerely, EARTH SOLUTIONS NW, LLC S muel E. Suruda, G.I.T. Staff Geologist '18D5 - 136th Place N.E,, Suite 201 0 Bellevue, WA 98005 0 (425) 449-4704 9 FAX (425) 449-4711 Table of Contents ES-5839 PAGE INTRODUCTION....................................................................... General.......................................................................... Proiect Description .......................................................... SITE CONDITIONS .................................................................... 2 Surface........................................................................... 2 Subsurface...................................................................... 2 Geologic Setting ..................................................... 2 Groundwater.......................................................... 3 Geoloalcal Hazards Assessment ........................................ 3 Slope Reconnaissance ............................................ 3 Erosion Hazard Areas ............................................... 3 Landslide Hazard Areas ........................................... 4 Mapping of Geologically Hazardous Areas ................ 5 Special Study and Report Requirements ................... 5 Development Standards (General Requirements) ....... 7 Development Standards (Specific Hazards) ............... 7 Analysis of Proposal ............................................... 9 DISCUSSION AND RECOMMENDATIONS ..................................... 9 General........................................................................... 9 Site Preparation and Earthwork ......................................... 9 Temporary Erosion Control ............................................. 10 In -Situ Soils ....................................................................... 10 StructuralFill ..................................................................... 10 Excavations and Slopes ........................................... 11 Foundations.................................................................... 11 Seismic Considerations ......................... .............................. 12 Slab -On -Grade Floors ....................................................... 12 Retainina Walls ............................................................... 12 Drainage......................................................................... 13 Infiltration Evaluation .............................................. 13 Low Impact Development ......................................... 14 Utility Trench Support and Backfill ..................................... 15 Pavement Sections ........................................................... 15 LIMITATIONS............................................................................ 15 Additional Services .......................................................... 15 Earth Solutions NW, LLC U Table of Contents Continued ES-5839 GRAPHICS Plate I Vicinity Map Plate 2 Test Pit Location Plan Plate 3 Retaining Wall Drainage Detail Plate 4 Footing Drain Detail APPENDICES Appendix A Subsurface Exploration Test Pit Logs Appendix B Laboratory Test Results Earth Solutions NW, LLC GEOTECHNICAL ENGINEERING STUDY PROPOSED MULTI -FAMILY RESIDENCES 546 PARADISE LANE EDMONDS, WASHINGTON ES-5839 INTRODUCTION General This geotechnical engineering study was prepared for the three proposed multi -family residential structures to be constructed at 546 Paradise Lane in Edmonds, Washington. To complete the scope of services detailed in our proposal PES-5839 dated January 17, 2018 we performed the following: • Subsurface exploration and characterization of soil and groundwater conditions by way of test pits excavated at accessible areas of the site; • Laboratory testing of soil samples obtained during subsurface exploration; • An infiltration evaluation based on observed soil conditions and the results of a Small- scale Pilot Infiltration Test (PIT); • Geotechnical engineering analyses, and; • Preparation of this report. The following documents and resources were reviewed as part of our report preparation: • Preliminary Drainage and Plot Plan, prepared by Michel Construction, Inc., dated July 3, 2008; • Geologic Map of the Edmonds East and Part of the Edmonds West Quadrangle, Washington, prepared by James P. Minard, dated 1983; • Department of Ecology Stormwater Management Manual for Western Washington, Volume III Hydrologic Analysis and Flow Control BMPs, dated August 2012; • Edmonds City Code, Chapter 23.80 (Geologically Hazardous Areas), and; • Online Web Soil Survey (WSS) resource provided by United States Department of Agriculture (USDA), Natural Resources Conservation Services. Proiect Description Based on the site plan provided to us, the existing single-family residential structure and garage will be demolished and three new multi -family residential structures will be constructed. We anticipate grading activities will primarily include cuts to establish the planned building alignments and roadway improvements. Based on the existing grades, we estimate cuts to establish building pad and foundation subgrade elevations will be on the order of up to four feet. Site improvements will also include underground utility installations. Earth Solutions NW, LLC Paradise Heights, LLC ES-5839 March 5, 2018 Page 2 At the time this report was prepared, specific building load values were not available. However, we anticipate the proposed residential structures will consist of relatively lightly loaded wood framing supported on conventional foundations. Based on our experience with similar developments, we estimate wall loads on the order of one to two kips per linear foot and slab -on - grade loading of 150 pounds per square foot (psf). If the above design assumptions are incorrect or change, ESNW should be contacted to review the recommendations in this report. ESNW should review the final design to verify the geotechnical recommendations provided in this report have been incorporated into the plans. SITE CONDITIONS Surface The subject site is located at 546 Paradise Lane in Edmonds, Washington, as illustrated on the Vicinity Map (Plate 1). The site consists of one residential tax parcel (Snohomish County parcel number 27032500302600) totaling approximately 0.91 acres of land area. The property is currently developed with a single-family residence and associated improvements. The majority of the site is relatively level with a steep slope descending on the north side of the property adjacent to Paradise Lane and gentle slope descending to the east for the driveway adjacent to Paradise Lane. Based on site observation and available topographic data, the steep slope descending to the north has a slope gradient in excess of 40 percent and elevation change of up to about 12 feet; the steep slope extends beyond the property. Vegetation within the steep slope area consists of large trees and ivy groundcover. The subject site is bordered to the west by an easement for Edmonds Way, to the east and north by Paradise Lane, and to the south by a residential property. The Test Pit Location Plan (Plate 2) illustrates the approximate limits of the property. Subsurface As part of the subsurface exploration, four test pits were excavated in accessible portions of the site for purposes of assessing soil and groundwater conditions. The test pits were advanced to a maximum depth of approximately nine feet below existing grade. Please refer to the test pit logs provided in Appendix A for a more detailed description of the subsurface conditions. Soil conditions observed at test pit locations consisted of medium dense poorly graded sand (Unified Soil Classification System: SP) outwash deposits. Overall soil relative density increased with depth. Approximately nine feet below ground surface (bgs), dense to very dense silty sand with gravel glacial till was observed (USCS: SM). The glacial till was observed to be weakly cemented and exhibited iron oxide staining. Geologic Seffing According to the referenced geologic map, the subject site is underlain by advance outwash (Qva) deposits. Soil conditions observed at the test pit locations were generally consistent with outwash deposits. According to the referenced NRCS soil survey, the subject site consists of Everett series soils. Everett series soils are classified as outwash deposits and are consistent with observations made in the field. Earth Solutions NW, LLC Paradise Heights, LLC March 5, 2018 Groundwater ES-5839 Page 3 No groundwater seepage was observed during our fieldwork on January 7, 2018. Groundwater seepage rates and elevations fluctuate depending on many factors, including precipitation duration and intensity, the time of year, and soil conditions. In general, groundwater elevations and flow rates are higher during the winter, spring and early summer months. Geological Hazards Assessment As part of this geotechnical engineering study, the referenced chapter of the Edmonds City Code (ECC) was reviewed. Per the ECC requirements, the following topics related to development plans and site conditions are addressed. Slope Reconnaissance During our fieldwork, we performed a visual slope reconnaissance of the steep slope area. The main focus of our reconnaissance was to identify signs of instability or erosion hazards along the site slopes. The typical instability indicators include features such as head scarps, tension cracks, hummocky terrain, groundwater seeps along the surface and erosion features such as gulleys and rills. During the slope reconnaissance, no signs of erosion or slope instability were observed. The slope is vegetated with large trees and ivy groundcover. In general, based on the slope reconnaissance, stability of the sloped areas within and adjacent to the property can be characterized as good. Erosion Hazard Areas — ECC 23.80.020.A. With respect to erosion hazard areas, section 23.80.020 of the ECC defines erosion hazards as .1 at least those areas identified by the U.S. Department of Agriculture's Natural Resources Conservation Service as having a "moderate to severe", "severe", or "very severe" rill and inter - rill erosion hazard. Erosion hazard areas are also those areas impacted by shoreland and/or stream bank erosion. Within the city of Edmonds, erosion hazard areas include.- 1. Those areas of the city of Edmonds containing soils that may experience severe to very severe erosion hazard. This group of soils includes, but is not limited to, the following when they occur on slopes of 15 percent or greater: a. Alderwood soils (15 to 25 percent slopes); b. Alderwood/Evereft series (25 to 70 percent slopes), and; c. Everett series (115 to 25 percent slopes). 2. Coastal and stream erosion areas which are subject to the impacts from lateral erosion related to moving water such as stream channel migration and shoreline retreat; 3. Any area with slopes of 15 percent or greater and impermeable soils interbedded with granular soils and springs or ground water seepage, and; 4. Areas with significant visible evidence of ground water seepage, and which also include existing landslide deposits regardless of slope. Earth Solutions NW, LLC Paradise Heights, LLC March 5, 2018 ES-5839 Page 4 The on -site soils are generally consistent with Everett series soils. Based on the ECC definition, the steep slope areas within and adjacent to the property classify as erosion hazard areas. Construction of the proposed engineered retaining wall is expected to be sufficient for adequately managing and mitigating the erosion potential for this project. Landslide Hazard Areas — ECC 23.80.020.B. With respect to landslide hazard areas, section 23.80.020 of the ECC defines landslide hazard areas as "areas potentially subject to landslides based on a combination of geologic, topographic, and hydrologic factors. They include areas susceptible because of any combination of soil, slope (gradient), slope aspect, structure, hydrology, or other factors. Within the city of Edmonds, landslide hazard areas specifically include: 1. Areas of ancient or historic failures in Edmonds which include all areas within the earth subsidence and landslide hazard area as identified in the 1979 report of Robert Lowe Associates and amended by the 1985 report of GeoEngineers, Inc., and further discussed in the 2007 report by Landau Associates, 2. Coastal areas mapped as class U (unstable), UOS (unstable old slides) and URS (unstable recent slides) in the Department of Ecology Washington coastal atlas; 3. Areas designated as quaternary slumps, earthflows, mudflows, or landslides on maps published by the United States Geological Survey or Washington State Department of Natural Resources; 4. Any slope of 40 percent or steeper that exceeds a vertical height of 10 feet over a 25- foot horizontal run. Except for rockeries that have been engineered and approved by the engineer as having been built according to the engineered design, all other modified slopes (including slopes where there are breaks in slopes) meeting overall average steepness and height criteria should be considered potential landslide hazard areas, 5. Any slope with all three of the following characteristics: a. Slopes steeper than 15 percent; b. Hillsides intersecting geologic contacts with relatively permeable sediment overlying a relatively impermeable sediment, and; c. Springs or ground water seepage. 6. Any area potentially unstable as a result of rapid stream incision or stream bank erosion; 7. Any area located on an alluvial fan, presently subject to, or potentially subject to, inundation by debris flow or deposition of stream -transported sediments, and; 8. Any slopes that have been modified by past development activity that still meet the slope criteria. Earth Solutions NK LLC Paradise Heights, LLC ES-5839 March 5, 2018 Page 5 Based on site observation and the referenced topographic survey, a north -descending steep slope with gradient in excess of 40 percent is located to north of the subject property; based on site observations, the steep slope area was likely over steepened by historic excavations made to construct Paradise Lane. Per the above definition of landslide hazard areas, the steep slope to the north of the subject property classifies as a potential landslide hazard area based on a slope gradient of 40 percent or steeper with a vertical relief of 10 feet or more. The overall stability of the site can be characterized as good and it is our opinion that the potential landslide hazard for the slope to the north of the site can be considered very low. Additionally, we understand grading for the proposed development will include construction of engineered retaining walls that will effectively eliminate the steep slope hazard. Mapping of Geologically Hazardous Areas — ECC 23.80.030 Review of available geologically hazardous areas mapping did not reveal geologically hazardous areas within or immediately adjacent to the subject site. Special Study and Report Requirements — ECC 23.80.050 A. This geotechnical engineering study and geological hazards assessment was completed by a professional engineer licensed in the state of Washington with experience analyzing geologic hazards throughout the Puget Sound region. B. 1. The project area includes the subject site as delineated in the referenced preliminary plans. 2. No further geologically hazardous areas are located within 200 feet of the property or will be affected by construction on the property. C. This geological hazards assessment included a field investigation and an assessment of geologic hazards. This geotechnical report has been prepared, stamped, and signed by a qualified professional. I . It is our opinion the level of analysis completed for this geological hazards assessment is appropriate for the scale and scope of the project and scale of the geological hazard areas present. 2. A discussion of all geologically hazardous areas on the site and any geologically hazardous areas off site potentially impacted by the proposed project is provided in this report. 3. Based on the results of our study and on -site observations, the proposed project will not decrease slope stability or pose an unreasonable threat to persons or property either on or off site. These conclusions are based on the current conditions of the slope in question and proposed replacement of the slope with an engineered retaining wall, 4. This geological hazard assessment is provided as adequate information to comply with requirements of ECC geological hazards. 5. This geotechnical report generally follows the guidelines set forth in the Washington State Department of Licensing Guidelines for Preparing Engineering Geology Reports in Washington (2006). Earth Solutions NW, LLC Paradise Heights, LLC March 5, 2018 ES-5839 Page 6 6. It is our opinion a landslide hazard minimum building setback is not necessary, and erosion hazard mitigation recommendations are provided in this report. D. We are not aware of a previous study completed for the subject site. E. The mitigation recommendations include permanent solutions, such as construction of engineered retaining walls within the slope area in question and erosion control recommendations. F This geological hazards assessment and geotechnical engineering study should be reviewed as part of the overall submittal package. 1. Please refer to preliminary plans prepared by Michel Construction, Inc. for the site plan. a. The height of the slopes and slope gradients are discussed in this report and displayed within the preliminary plans. b. Springs, seeps, or other surface expressions of groundwater were not observed on or within 200 feet of the project area. c. No surface water runoff features were observed during our site visits. 2. a. Vegetative cover across the landslide hazard areas generally consists of non-native groundcover (i.e. ivy), shrubs, and large trees. b. Subsurface conditions are described in the Subsurface section of this report. c. Surface and groundwater conditions are discussed in previous sections of this report. Roughly two and one-half feet of fill was observed in TP-3. Based on current conditions and elevation changes present, it is evident that some degree of land modification has occurred within and adjacent to the potential landslide hazard areas. The potential landslide hazard areas were likely artificially steepened by excavations completed during construction of Paradise Lane. Local natural topography was likely more of a gradual consistent slope. d. The slopes within and adjacent to the subject site generally exhibit good overall stability. e. The slopes within and adjacent to the subject site are not characterized as bluffs and we do not anticipate a retreat of the slopes to occur. Based on the sand soils present on the site and no indications of groundwater, we would anticipate the run -out hazard of landslide debris to be confined to a distance of up to half the height of slope away from the toe. If such a landslide occurred, impacts of run -out on downslope properties or right-of-way would likely consist of a few feet of landslide debris covering the ground adjacent to the toe of the slope. Repair of the slide would likely require cleanup of debris and engineered reconstruction of the slope and/or construction of an engineered retaining wall at the toe of the slope; construction of the proposed engineered retaining wall will effectively mitigate this potential. It should be noted, based on the results of our study, likelihood of such a landslide event occurring adjacent to the subject site is very low and the proposed project will not increase the likelihood. Earth Solutions NW, LLC I Paradise Heights, LLC March 5, 2018 ES-5839 Page 7 g. We believe this report meets the criteria of a critical areas report to a degree adequate with respect to the severity of the steep slope hazard. h. Recommendations for building siting limitations are provided in this report. Proposed surface and subsurface drainage includes collecting surface water from impermeable surfaces and directing them to infiltration systems located along the eastern side of the site. The proposed drainage design is engineered and located in a manner which utilizes the native sand soils and minimizes impacts to sloped areas. The site soils are susceptible to erosion if exposed to surface water runoff without the implementation of BMP measures. However, typical temporary and permanent BMP measures will effectively mitigate the erosion potential. 3. This geotechnical engineering study was prepared by a licensed engineer. a. Geotechnical design parameters are provided within this report. b. Drainage and subdrainage recommendations are provided within this report. c. Earthwork recommendations are provided within this report. d. Recommendations for mitigation of adverse site conditions are provided within this report, as necessary. G. It is our opinion the site erosion hazard areas should be considered stable. H. Based on the results of our study, the site does not contain any seismic hazard areas. Development Standards (General Requirements) — ECC 23.80.060 Based on the results of our geological hazards assessment, the proposed project will not increase the threat of the geological hazard to adjacent properties beyond predevelopment conditions, the proposed project will not adversely impact other critical areas, the proposed project is designed so that the hazard to the project is eliminated or mitigated to a level equal to or less than predevelopment conditions, and the project is certified as safe as designed under anticipated conditions. Development Standards (Specific Hazards) — ECC 23.80.070 A. 1. We believe that with the construction of the engineered retaining wall adjacent to Paradise Lane at the toe of the slope hazard area, any structure placed atop the wall will not be at risk for landslides for the design life of the structure. 2. Based on the results of our study, it is our opinion that a buffer is not necessary for the landslide hazard areas. The proposed project will include reducing the overall height of the landslide hazard area as well as construction of engineered retaining walls in the slope area. Earth Solutions NW, LLC Paradise Heights, LLC March 5, 2018 ES-5839 Page 8 3. The proposed project will include construction of engineered retaining walls within the slope hazard area, effectively removing any permanent hazard found on site. The alteration will include establishing permanent erosion control and drainage measures at the top of the landslide and erosion hazard areas. Provided the recommendations in this report and subsequent geotechnical recommendations are incorporated into the design and construction of the project, the proposed alteration will not increase surface water discharge or sedimentation to adjacent properties beyond predevelopment conditions, will not decrease slope stability on adjacent properties, and such alterations will not adversely impact other critical areas. 4. a. As part of this geological hazards assessment, we assessed the current slope conditions and consider them to be stable in their current condition and configuration. We do not feel it is necessary to perform full slope stability analysis within the landslide hazard, as construction of engineered retaining walls will mitigate the hazard area prior to foundation loading and construction; however, an ESNW representative should be on -site during wall construction to observe changes to the steep slope area. b. It is our opinion that the structures and improvements have been located and engineered in a manner which sufficiently mitigates impacts to geologically hazardous areas; ESNW should review any plan changes. c. Historic development of Paradise Lane likely altered the natural contour of the slopes. The proposed project will construct an engineered retaining wall within the slope area, effectively eliminating any slope hazard. d. The structures and improvements have been located and engineered in a manner that effectively eliminates the most critical portions of the site by proposing engineered retaining walls to replace the artificially steepened slopes. e. The proposed development will not result in greater risk or a need for increased buffers on neighboring properties. f. Based on our study, building setback are not necessary. 5. We did not observe vegetation within the subject site which should be retained to maintain site and slope stability. 6. It is our opinion that this site should not be restricted to seasonal clearing and grading work. This opinion is based on the relatively small scope of the project and predominantly sandy soils, which are not as moisture sensitive as glacial till, of the geological hazard areas. 7. We are not aware of proposed point discharges. Earth Solutions NW, LLC Paradise Heights, LLC March 5, 2018 Analysis of Proposal ES-5839 Page 9 The proposed development will involve demolition of the existing single-family residential structure and construction of three new multi -family residential structures. Based on the referenced site plans, the grading will involve minor cuts to establish level building pad areas; we understand that an engineered retaining wall will be constructed at the base of the slope hazard area adjacent to Paradise Lane at the north edge of the site. The proposed project will eliminate the slope hazard area without creating any new geological hazards adjacent to the property. These determinations are based on the relatively small extent of the previously modified steeply sioped areas, stable nature of the site soils, and the construction of an engineered wall to retain the site grades. DISCUSSION AND RECOMMENDATIONS General Based on the results of our study, construction of the proposed residential structures at the subject site is feasible from a geotechnical standpoint. The primary geotechnical considerations associated with the proposed development include foundation support, temporary excavations, retaining walls, infiltration and drainage, and the suitability of the on -site soils for use as structural fill. The proposed residential structures can be supported on a conventional foundation system bearing on competent native soil, recompacted native soil, or structural fill. Competent soils suitable for support of foundations should be encountered beginning at a depth of roughly two feet below existing grades across the majority of the site. Slab -on -grade floors should be supported on dense native soil, re -compacted native soil, or structural fill. Where loose, organic or other unsuitable materials are encountered at or below the footing subgrade elevation, the material should be removed and replaced with structural fill, as necessary. This study has been prepared for the exclusive use of Paradise Heights, LLC and their representatives. No warranty, expressed or implied, is made. This study has been prepared in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. Site Preparation and Earthwork Based on the referenced site plans and given the existing topography, we anticipate grading for the project will involve Guts of up to about four feet to establish building pad and foundation subgrade alignments. Silt fencing and temporary erosion control measures should be placed along the perimeter of the site prior to beginning grading activities. Earth Solutions NW, LLC Paradise Heights, LLC ES-5839 March 5, 2018 Page 10 Temporary Erosion Control Temporary construction entrances, consisting of at least six inches of quarry spalls, can be considered in order to minimize off -site soil tracking and to provide a temporary road surface. Silt fences should be placed along the margins of the property. Interceptor swales and a temporary sediment pond may be necessary for control of surface water during construction. Erosion control measures should conform to the Washington State Department of Ecology (DOE) and City of Edmonds standards. In -Situ Soils From a geotechnical standpoint, the soils encountered at the test pit locations are generally suitable for use as structural fill. However, successful use of the on -site soils will largely be dictated by the moisture content of the soils at the time of placement and compaction. The site soils were generally in a damp condition at the time of the exploration on January 7, 2018. Based on the conditions encountered during our fieldwork, the site soils generally have a low sensitivity to moisture. During periods of dry weather, the on -site soils should generally be suitable for use as structural fill, provided the moisture content is at or near the optimum level at the time of placement. If the on -site soils cannot be successfully compacted, the use of an imported soil may be necessary. Imported soil intended for use as structural fill should consist of a well -graded granular soil with a moisture content that is at or near the optimum level. During wet weather conditions, imported soil intended for use as structural fill should consist of a well - graded granular soil with a fines content of 5 percent or less defined as the percent passing the Number 200 sieve, based on the minus three-quarter inch fraction. Structural Fill Structural fill is defined as compacted soil placed in foundation, slab -on -grade, and roadway areas. Fills placed to construct permanent slopes and throughout retaining wall and utility trench backfill areas are also considered structural fill. Soils placed in structural areas should be placed in loose lifts of 12 inches or less and compacted to a relative compaction of 95 percent, based on the laboratory maximum dry density as determined by the Modified Proctor Method (ASTM D- 1557). For soil placed in utility trenches underlying structural areas, compaction requirements are dictated by the local city, county, or utility district, and in general are specified as 95 percent relative compaction. Earth Solutions NK LLC Paradise Heights, LLC ES-5839 March 5, 2018 Page 11 Excavations and Slopes The native soils encountered in the upper approximately nine feet of the test pit locations consist of poorly graded sands in a dense condition. Temporary slopes within this layer should maintain a gradient of no steeper than 1HAV. If groundwater is present within acute the minimum gradient of a slope should be increased to 1.5HAV. The presence of perched groundwater may cause caving of the temporary slopes due to hydrostatic pressure. ESNW should observe site excavations to confirm the soil type and allowable slope inclination are appropriate for the soil exposed by the excavation. If the recommended temporary slope inclination cannot be achieved, temporary shoring may be necessary to support excavations. Permanent slopes should maintain a gradient of 2H: 1 V, or flatter, and should be planted with vegetation to enhance stability and to minimize erosion. A representative of ESNW should observe temporary and permanent slopes to confirm the slope inclinations are suitable for the exposed soil conditions, and to provide additional excavation and slope recommendations, as necessary. Foundabons The proposed residential structures can be supported on a conventional foundation system bearing on competent native soil, recompacted native soil, or structural fill. Competent soils suitable for support of foundations should be encountered beginning at a depth of roughly two feet below existing grades across the majority of the site. Where loose, organic or other unsuitable materials are encountered at or below the footing subgrade elevation, the material should be removed and replaced with structural fill, as necessary. Provided the structures will be supported as described above, the following parameters can be used for design of the new foundations: * Allowable soil bearing capacity 2,500 psf * Passive earth pressure 300 pcf (equivalent fluid) 0 Coefficient of friction 0.40 A one-third increase in the allowable soil bearing capacity can be assumed for short-term wind and seismic loading conditions. With structural loading as expected, total settlement in the range of one inch is anticipated, with differential settlement of about one-half inch. The majority of the settlements should occur during construction, as dead loads are applied. Earth Solutions NK LLC Paradise Heights, LLC March 5, 2018 Seismic Considerations ES-5839 Page 12 The 2015 IBC recognizes ASCE for seismic site class definitions. If the project will be permitted under the 2015 IBC, in accordance with Table 20.3-1 of ASCE, Minimum Design Loads for Buildings and Other Structures, Site Class D, should be used for design. In our opinion, the site is not susceptible to liquefaction. The soil relative density and the absence of an established shallow groundwater table are the primary bases for this opinion. Slab -On -Grade Floors Slab -on -grade floors should be supported on a firm and unyielding subgrade consisting of competent native soil or at least 12 inches of 'Structural fill. Unstable or yielding areas of the subgrade should be recompacted or overexcavated and replaced with suitable structural fill prior to construction of the slab. A capillary break consisting of a minimum of four inches of free - draining crushed rock or gravel should be placed below the slab. The free -draining material should have a fines content of 5 percent or less defined as the percent passing the Number 200 sieve, based on the minus three-quarters inch fraction. In areas where slab moisture is undesirable, installation of a vapor barrier below the slab should be considered. If used, the vapor barrier should consist of a material specifically designed to function as a vapor barrier and should be installed in accordance with the manufacturer's specifications. Retaining Walls Engineered retaining walls are proposed to eliminate the slope within the slope hazard area. The following parameters can be used for retaining wall design: * Active earth pressure (yielding condition) 9 At -rest earth pressure (restrained condition) a Traffic surcharge (passenger vehicles) * Passive earth pressure * Coefficient of friction 9 Seismic surcharge *Where H equals retained height 35 pcf 55 pcf 70 psf (rectangular distribution) 300 pcf 0.40 6H* Where sloping or other surcharge conditions will be present, supplement recommendations and design earth pressure values should be provided by ESNW. Drainage should be provided behind retaining walls such that hydrostatic pressures do not develop. If drainage is not provided, hydrostatic pressures should be included in the wall design. Earth Solutions NW, LLC Paradise Heights, LLC ES-5839 March 5, 2018 Page 13 Retaining walls should be backfilled with free -draining material that extends along the height of the wall, and a distance of at least 18 inches behind the wall. The upper one foot of the wall backfill can consist of a less permeable soil, if desired. A perforated drain pipe should be placed along the base of the wall, and should be connected to an approved discharge location. A typical retaining wall drainage detail is provided as Plate 3. Draina-ge Groundwater seepage was not observed during our fieldwork on January 7, 2018. Groundwater seepage is possible in site excavations, particularly in the winter, spring and early summer months. Temporary measures to control groundwater seepage and surface water runoff during construction will likely involve passive elements such as interceptor trenches and sumps, as necessary. Surface water should not be allowed to runoff over sloped areas and should not be allowed to pond near the top of sloped areas or retaining structures. Surface grades must be designed to direct water away from buildings. The grade adjacent to buildings should be sloped away from the buildings at a gradient of at least 2 percent for a horizontal distance of four feet or more as setbacks allow. In our opinion, perimeter footing drains should be installed at or below the invert of the building footings. A typical footing drain detail is provided on Plate 4 of this report. Infiltration Evaluation We understand drywells, trenches or other methods will be utilized for on -site infiltration. For design, the long-term infiltration rate was evaluated using a Small-scale Pilot Infiltration Test (PIT) completed at a depth of three feet in TP-3. Based on consistent nature of the upper outwash soils, it is our opinion one PIT is sufficient; once infiltration depths and locations are determined, we should reevaluate the need for additional testing. Table 3.3.1 of the referenced DOE Manual provides criteria for estimating the long4erm infiltration rate based on measured rates and applicable correction factors. The following long term infiltration rate was calculated using the following equation and correction factors: K design rate = K measured rate X C FT 9 Measured infiltration rate Kmeasured = 120 in/hr 0 Site variability; number of locations tested CFv = 0.33 e Test method Ut = 0.50 * Degree of influent control to prevent siltation Urn = 0.90 * Total correction factor CFT =0.15 Calculated Long Term Infiltration Rate* TP-3 = 18 in/hr Ter Stormwater Management Manual for Western Washington, August, 2012. Chapter 3.3.4 Earth Solutions NK LLC Paradise Heights, LLC March 5, 2018 ES-5839 Page 14 We recommend the proposed infiltration systems be located with a setback of at least 25 feet from the top of slope hazard area (and proposed retaining wall upon completion) to the north of the subject site. The geotechnical engineer should observe the excavations for the proposed infiltration systems to confirm soil conditions at the time of construction. We recommend an emergency overflow provision be included in the infiltration system design. If an overflow is not incorporated, we recommend reducing the design infiltration rate by half. Low Impact Development The following table provides our evaluation and recommendations regarding low impact development BMPs for the proposed project: BMP Viable? UmWons or t Infessiblifty Crfterla Lowns and Landscaped Areas T5.13: Post -construction soil quality 'Yes Considered infeasible on slopes of 33 percent or and depth (Volume V, Chapter greater. Roofs T5.30: Dispersion is not recommended near the T5.30: Full dispersion (Volume V, Yes* slope hazard area/proposed retaining wall of the Chapter 5) site. T5.10A, A design infiltration of 18 inches per T5.1 OA.- Downspout full infiltration Yes hour should be used for preliminary design. systems (Volume III, Chapter 3) Must be setback at least 25 feet from proposed retaining wall. A design infiltration of 18 inches per hour should Bioretention (Volume V, Chapter 7) Yes be used for design. Must be setback at least 25 feet from proposed retaining wall. T5. I OR Downspout dispersion Yes* Dispersion is not recommended near the slope systems (Volume 111, Chapter 3) hazard area/proposed retaining wall of the site. T5.10C: Perforated stub -out Yes No limitations. connections (Volume III, Chapter 3) Other H aces Prd $urf T5.30: Full dispersion (Volume V, Yes* Dispersion is not recommended near the slope Chapter 5) hazard area/proposed retaining wall of the site. Near -surface soils generally have a higher fines T5.15: Permeable pavement (Volume content and a design infiltration rate of 4.5 inch V, Chapter 5) Yes per hour should be used for design of permeable pavement. Must be setback at least 25 feet from proposed retaining wall. A design infiltration of 18 inches per hour should Bioretention (Volume V, Chapter 7) Yes be used for design. Must be setback at least 25 feet from proposed retaining wall- T5.12: Sheet flow dispersion T5.1 1: Concentrated flow dispersion Yes* Dispersion is not recommended near the slope (Volume V, Chapter 5) 1 hazard area/proposed retaining wall of the site. W dispersion is utilized all downspout areas should maintain at least a 25-foot buffer from the proposed retaining wall area. Dispersion is recommended to lead south or east boundaries of the site property where site topography is relatively level. Earth Solutions NW, LLC Paradise Heights, LLC March 5, 2018 Utility Trench Support and Backfill ES-5839 Page 15 In our opinion, the soils observed at the test pit locations are generally suitable for support of utilities. In general, the soils observed at the test pit locations may not be suitable for use as structural backfill in the utility trench excavations, unless the soil is at or near the optimum moisture content at the time of placement and compaction. Moisture conditioning of the soils may be necessary at some locations prior to use as structural fill. Utility trench backfill should be placed and compacted to the specifications of structural fill provided in this report, or to the applicable requirements of the City of Edmonds. Pavement Sections The performance of site pavements is largely related to the condition of the underlying subgrade. To ensure adequate pavement performance, the subgrade should be in a firm and unyielding condition when subjected to proofrolling with a loaded dump truck. Structural fill in pavement areas should be compacted to the specifications detailed in the Site Preparation and Earthwork section of this report. It is possible that soft, wet, or otherwise unsuitable subgrade areas may still exist after base grading activities. Areas of unsuitable or yielding subgrade conditions may require remedial measures such as overexcavation and replacement with structural fill or thicker crushed rock sections prior to pavement. For relatively lightly loaded pavements subjected to automobiles and occasional truck traffic, the following sections can be considered for preliminary design: Two inches of hot mix asphalt (HMA) placed over four inches of crushed rock base (CRB), or; 0 Two inches of HMA placed over three inches of asphalt treated base (ATB). The HMA, CRIB and ATB materials should conform to WSDOT specifications. LIMITATIONS The recommendations and conclusions provided in this geotechnical engineering study are professional opinions consistent with the level of care and skill that is typical of other members in the profession currently practicing under similar conditions in this area. A warranty is not expressed or implied. Variations in the soil and groundwater conditions observed at the test locations may exist, and may not become evident until construction. ESNW should reevaluate the conclusions in this geotechnical engineering study if variations are encountered. Additional Services ESNW should have an opportunity to review the final design with respect to the geotechnical recommendations provided in this report. ESNW should also be retained to provide testing and consultation services during construction. Earth Solutions NW, LLC ST I WW Irc I A0 so Pt 5r Im 0z" RL 13 PL 46" 7-7 oft A-10 je IF= I—i"' i� I — a , A 'Y W A. q6' I , I I , � I -WI 23 "We i S -'T -T" A ZI jkI P0 -3 Ell! `2 Id, w�c loll !107H "i r-s- 14L II -Oqe 4710 4: Z SIX nt Reference.- NORTH Snohomish County, Washington Map 454 By The Thomas Guide Rand McNally Vicinity Map 32nd Edition 546 Paradise Lane Edmonds, Washington NOTE: This plate may contain areas of color. ESNVV cannot be responsible for any subsequent misi n terpreta bon of the information Drwn. CAM Date 02/13/2018 P roj. No. 5839 resulting from black & white reproductions of this plate. Checked SES Date Feb. 2 18 Plate 1 BuildingA TP-2 Buil g B \\TP-31 Building LEGEND TP-1 Approximate Location of ESNW Test Pit, Proj. No. NORTH ES-5839, Feb. 2018 AN Subject Site Proposed Building Existing Building (To be Removed) NOT - TO - SCALE NOTE: The graphics shown on this plate are not intended for design purposes or precise scale measurements, but only to illustrate the approximate test locations relative to the approximate locations of existing and / or proposed site features. The information illustrated is largely based on data provided by the client at the time of our study� ESNW cannot be responsible for subsequent design changes or interpretation of the data by others. NOTE: This plate may contain areas of color. ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. 18" Min. 0 0 0 0 0 0 0 U 0 00 0 0 C(:) 0 0 b 0 0 0 co 0 0 0 0 � 0.0. 000 0 00 0 0 cp. 0 00 0 0, 0 0 0 a 0 '7 0 0 0 0 0 .. 0 L 0*0 0 0 0 V0 6 00 '0 0 0 0 0 0 —0 0 00 0. 0 . 0 0 .0 0 0. 00 0 :0 . 00 0.0 130 (Z d' 0 . 0 0 0 o . 0 oo .0 0 0 0 00 0 1 . 00 o 0 0 o o . 0 o 0 0. . .0o 0o o 00 . . oo 00 . .0 .0 00 - 0- o 00 0 -0 0 0 o .0. . . o 0 0 . 08 0 0 c9 o 0oo o o 0. a o 0 Oo% 0 . o-. 0 0 0 goop, NOTES: Free -draining Backfill should consist of soil having less than 5 percent fines. Percent passing No. 4 sieve should be 25 to 75 percent. 9 Sheet Drain may be feasible in lieu of Free -draining Backfill, per ESNW recommendations. Drain Pipe should consist of perforated, rigid PVC Pipe surrounded with 1 -inch Drain Rock. LEGEND: 000 0 0 .0 Free -draining Structural Backfill 1-inch Drain Rock Structural Fill Perforated Rigid Drain Pipe (Surround in Drain Rock) SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Perforated Rigid Drain Pipe (Surround in Drain Rock) NOTES: Do NOT tie roof downspouts to Footing Drain. Surface Seal to consist of 12" of less permeable, suftable soil. Slope away from building. LEGEND: Surface Seal: native soil or other low -permeability material. 1-inch Drain Rock SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING LL Earth 4 1 �- z , ��r. T 1 Solutions Nwil-C Z FOOTING DRAIN DETAIL 546 Paradise Lane Edmonds, Washington Drwn. CAM Date 02/13/2018IProj. No. 5839 Checked SES I Date Feb. 2018 1 Plate 4 1 Appendix A Subsurface Exploration ES-5839 The subsurface conditions at the site were explored by excavating two test pits at the approximate locations illustrated on Plate 2 of this report. The test pit logs are provided in this Appendix. The subsurface exploration was completed on February 7, 2018. The test pits were excavated to a maximum depth of nine feet below existing grades. Logs of the test pits advanced by ESNW are presented in Appendix A. The final logs represent the interpretations of the field logs and the results of laboratory analyses. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. Earth Solutions NW, LLC Earth Solutions NWLLC SOIL CLASSIFICATION CHART MAJOR DIVISIONS SYMBOLS TYPICAL DESCRIPTIONS LETTER GRAVEL AND CLEAN GRAVELS GW WELL -GRADED GRAVELS. GRAVEL - SAND MIXTURES, LITTLE OR NO FINES GRAVELLY SOILS (LITTLE OR NO FINES) GP POORLY -GRADED GRAVELS. GRAVEL - SAND MIXTURES, LITTLE OR NO FINES COARSE GRAINED SOILS MORE THAN 50% OF COARSE FRACTION GRAVELS WITH FINES GM SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES RETAINED ON NO. 4 SIEVE (APPRECIABLE AMOUNT OF FINES) GC CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES MORE THAN 50% OF MATMAL IS SAND AND CLEAN SANDS ......... .......... SW WELL -GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES LARGER THAN SANDY NO. 200 SIEVE SIZE SOILS (LITTLE OR NO FINES) x SP POORLY -GRADED SANDS, GRAVELLY SAND, LITTLE OR NO FINES SANDS WITH FINES SM SILTY SANDS, SAND - SILT MIXTURES MORE THAN50% OF COARSE FRACTION PASSING ON NO. 4 SIEVE (APPRECIABLE AMOUNT OF FINES) sc CLAYEY SANDS, SAND - CLAY MIXTURES INORGANIC SILTS AND VERY FINE ML SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLAST`ICITY FINE GRAINED SOILS SILTS LIQUID LIMIT AND LESS THAN 50 CLAYS CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MORE THAN 50% OF MATERIAL IS SMALLER THAN NO. 200 SIEVE MH INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS SIZE SILTS LIQUID LIMIT AND GREATER THAN 50 CLAYS CH 114ORGANIC CLAYS OF HIGH PLASTICITY OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS DUAL SYMBOLS are used to indicate borderline soil classifications. The discussion in the text of this report is necessary for a proper understanding of the nature of the material presented in the attached logs. Earth Solutions NW TEST PIT NUMBER TP-1 1 &)5 - 136th Place N.E., Suite 201 Bellevue, Washington 98005 PAGE I OF 1 Telephone: 425-449-47()4 Fax: 425-449-4711 PROJECT NUMBER ES-5839 PROJECT NAME 546 Paradise Lane DATE STARTED - 2f7/18 — COMPLETED 2/7/18 GROUND ELEVATION 265 ft TEST PIT SIZ_E EXCAVATION CONTRACTOR NW Excavatinq GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION LOGGEDBY SES CHECKED BY HTW AT END OF EXCAVATION NOTES Depth of Tor)soil & Sod 6" AFTER EXCAVATION W a- �w W (6 2 w uj _j TESTS (j C6 X (9 0 MATERIAL DESCRIPTION (L 2z 0 TPSL 0.5 TOPSOIL 264.5 Brown poorly graded SAND with gravel, medium dense, damp MC = 4.20% -becomes gray -caving from 2'to BOH MC = 3.60% MC = 4.00% SP -becomes dense MC = 9.20% -becomes moist 256.0 Test pit terminated at 9.0 feet below existing grade. No groundwater encountered during excavation. Caving observed from 2.0 feet to BOH. Bottom of test pit at 9.0 feet. I,- Earth Solutions NW TEST PIT NUMBER TP-2 1805 - 136th Place KE., Sufte 201 Bellevue, Washington 98005 PAGE I OF I Telephone: 425-449-4704 Fax: 425-449-4711 PROJECT NUMBER ES-5839 PROJECT NAME 546 Paradise Lane DATE STARTED - 217/18 — COMPLETED 2t7118 GROUND ELEVATION 265 ft TEST PIT SIZE EXCAVATION CONTRACTOR NW.Excavating GROUND WATER LEVELS: EXCAVATION METHOD AT 71ME OF EXCAVATION LOGGED BY SES CHECKED BY HTW AT END OF EXCAVATION NOTES Depth of Topsoil & Sod 3": grass AFTER EXCAVATION W a. LU — 2 :) TESTS 6 CL MATERIAL DESCRIPTION z 0 —SL Brown poorly graded SAND with sift and gravel, medium dense, damp MC = 8.60% Fines = 5.00% [USDA Classification: very gravelly coarse SAND] SP- MC = 3.50% SM -becomes gray 5— MC = 140% 5.5 259-5 Test pit terminated at 5.5 feet below existing grade. No groundwater encountered during excavation. No caving observed, Bottom of test pit at 5.5 feet. Uj 0 Earth Solutions NW TEST PIT NUMBER TP-3 180.5 - 136th Place N.E., Suite 201 Bellevue, Washington 98005 PAGE I OF 1 Telephone: 425-449-4704 low Fax: 425-449-4711 PROJECT NUMBER ES-5839 PROJECT NAME W Paradise Lane DATESTARTED 2f7118 COMPLETED 217118 GROUND ELEVATION 265 ft TEST PIT SIZE EXCAVATION CONTRACTOR NW Excavatinq GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION LOGGED BY SES CHECKED BY HTW AT END OF EXCAVATION NOTES Surface Conditions: grass AFTER EXCAVATION 3: �_ >_ I'_ W Ul rn a i? ._ TESTS 0 MATERIAL DESCRIPTION C) 2 z 0 Brown poorly graded SAND, medium dense, damp (Fill) SP MC 3.60% -caving to 8' 2625 Gray poorly graded SAND with gravel, medium dense, damp -infiltration test at 3' 5 P S SP MC = 10.60% Fines = 3.70% [USDA Classification: very gravelly coarse SAND] 8.0 -water from infiltration test mounding on till layer, groundwater seepage at 8' 257.0 Sm Gray silty $AND with gravel, dense, damp (Unweathered rill) 26&S MC = 11.20% Test pit terminated at 8.5 feet below existing grade. Groundwater seepage encountered at 8.0 feet during excavation. Caving observed from 2.0 to 8.0 feet. Bottom of test pit at 8.5 feet. Earth Solutions NW TEST PIT NUMBER TP4 1805 - 136th Place N.E., Suite 201 Bellevue, Washington 9W5 PAGE I OF I Telephone: 425-449-4704 Fax: 425-449-4711 PROJECT NUMBER ES-5839 PROJECT NAME 546 Paradise Lane DATE STARTED - 2f711 8 - COMPLETED 2/7/18 GROUND ELEVATION 265 ft TEST PIT SIZE EXCAVATION CONTRACTOR NW Excavatina GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION LOGGEDBY SES CHECKED BY. HTW AT END OF EXCAVATION NOTES Depth of Topsoil & Sod 12": duff AFTER EXCAVATION — W (L :C JL- �m iu� 0 X (L ui g _j 2 a. TESTS MATERIAL DESCRIPTION g n z (3 0 Dark brown TOPSOIL, roots to 2' TPSL,, 284.0 Brown poorly graded SAND with gravel, medium dense, damp MC = 3.90% -caving to 8! -becomes gray - MC = 3.90% SP 5- 8.0 257.0 Gray silly SAND with gravel, dense to very dense, damp (Unweathered Till) MC = 11.20% SM 119.0 -moderately cemented 256.0 Fines = 18.50% -NfUy�SD�ACIesslllcation: gravelly loamy SAND) Test pit terminated at 9.0 ket below existing grade. No groundwater encountered during excavation. Caving observed from 2.0 to 8.0 feet Bottom of test pit at 9.0 feet. A . Appendix B Laboratory Test Results ES-5839 Earth Solutions NW, LLC Cilllh solut , '"WI& j I . Report Distribution ES-5839 EMAIL ONLY Paradise Heights, LLC 24144 East Greystone Lane Woodway, Washington 98020 Attention: Mr. John Reftenmier Earth Solutions NW, LLC PERMITTING & DEVELOPMENT ENGINEERING D I V 15 10 N 121 5th Avenue N P: 425.771,0220 www,edmondswa.gov Name of Proposed Project: 546 Paradise Lane APPENDIX A Page I of 2 Transportation Impact Analysis RESUB Mar 02 2021 Worksheet CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Paradise Heights Owner/Applicant Applicant Contact Person: Paradise Hts HLD, LLC Rob Michel Name Name 24144 E Greystone Lane 7305 Soundview Drivie Street/Mailing Address Street/Mailing Address Woodway, WA 98020 Edmonds, WA 98026 city State Zip City State Telephone: 425-750-5965 Telephone: 206-930-2445 Traffic Engineer who prepared the Traffic Impact Analysis (if applicable): Finn Name Telephone: Contact Name E-mail: 1. PROJECT DESCRIPTION a. Location - Street address: 546 Paradise Lane b. Specify existing land use: SF Zip Attach a vicinity map and site plan.) c. Specify proposed type and size of development: 4unit condo (# of residential units andlor squarefootage of building) d. Date construction will begin and be completed: 4/21-4/23 e. Define proposed access locations: 546 Paradise Lane APPENDIX B Page 4 of 4 RESUB 7. MITIGATION RECOMMENDATIONS Mar 02 2021 CITY OF EDMONDS State recommended measures and fees required to mitigate project specific traffic impacqVELOPMENT SERVICES Traffic impact fee shall be calculated from the attached Impact Fee Rate Tables and as identified DEPARTMENT in ECDC 18.82.120, except as otherwise provided for independent fee calculations in ECDC 18.82.130. V CHANGE IN USE Fee for prior use shall be based on fee established at the time the prior use was permitted. If the previous use was permitted prior to the adoption of Ordinance 3516 (effective date: 09/12/04), the 2004 ECDC 18.82.120 impact fee shall be used. ITE Land Use Category Per Unit Fee Rate New Use 230 - Condominium Q318.13 $3,18.1 §§JQ.Z2 I Prior Use 210 - Single Family � . Q� Units in square feet, # of dwelling, vfv, etc. X 1 4 1 � X1 I I : $840.72 F77124-31.80 3.6 New Use Fee: $ 13,272.52 Prior Use Fee: 2,8? F1 = I a I . I 71 NEW DEVELOPMENT Per Unit ITE Land Use Category Fee Rate New Use OTHER Units in square feet, # of dwelling, vfh, etc. X1 I � MITIGATION FEE RECOMMENDATION: $ INDEPENDENT FEE CALCULATION: $240.00 (+ consultant fee) $ TOTAL TRANSPORTATION IMPACT FEE $ March 12, 2021 City of Edmonds, Engineering Division Approval Date 5 No impact fees will be due, nor will a credit be given, for an impact fee calculation resulting in a net negative. EX: CATCH BASIN TYPE I RIM= 243.86 — NOTE: 5EE CIVIL PLANO UNDER PERMIT # 13020190026 FOP GPAOING, 51TE IMPPOVEMEMNT5, UTILITIE5, RETAINING WALL5, ETC. NOTE: 5EE CIVIL PLANO UNDER PERMIT # 151-0201900265 FOP GRADING, 51TE IMPPOVEMEMNT5, LITILITIE5, RETAINING WALLO, ETC. APPROVED BY PLANNING fg��2/1�1/2021 LINE KEY EXISTING STRUCTU 5 ----- EXISTING GRADE PROPOSED GRADE ROOF OVERHANG ----- FIST FLOOR LINE INCLUDING DECKS PEDESTRIAN PATHWAY LOT COVERAGE I 4X BLD A = 4,500.50 SQ. FT. 14X BLD B = 4,367.25 SQ. FT. 54X BLD C = 3,957.40 SQ. FT. TOTAL SQ. FT. = 12,441.90 SQ. FT. LOT COVERAGE = 12,441.90/30,013.29 SOFT. 41% IMPERVIOUS BUILDING (WI EAVES) = 13,877.63 SQ. FT. DRIVEWAY = 10,197.29 SQ. FT. TOTAL = 24,074.92 SQ. FT. PARKING REQUIREMENTS (4) 2 BED 1.8X4 = 7.20 (8) 3 BED 2X8 = 16 TOTAL REQ = 24 SPOTS ACTUAL = 24 SPOTS 546 A PARADISE A. 256.7' B. 265.4' C ' 266.8' D1. 266.8 + D2 266 AVE GRADE = 264.34' 5SO B PARADISE A. 265.40' B. 264.90' C. 267.80' D. 267.1' AVE GRADE = 266.30' 5 54 C PARADIS A. 266.1' B. 263.6' C. 269.4. D. 268.00' AVE GRADE = 266.78 ALLOWABLE OPENING ANALYSIS PER TABLE 705.8 7-10'= 10% ALLOWA13LE AREA 202 (EAST WALL): 609.84 50, FT. X.10 60.96 SaFT. UNPROTECTED WINDOW OPENING ALLOWED. ACTUAL UNPROTECTED WINDOW OPENING = 59.755Q. FT. 302 (EA5T WALL): 544.50 50, FT. X.10 54.45 5aFt UNPROTECTED WINDOW OPENING ALLOWED. ACTUAL UNPROTECTED WINDOW OPENING = 55.75 50, FT FIRE SEPARATION 016TANCE: 5 TO LE55 THAN 10 DEGREE OF OPENING PROTECTION: UNPROTECTED. NON 5PRINKLEKED 10% ENGINEERING DIVISION APPROVED AS NOTED 2/10/2021 Refer to civil construction plans under fill/grade permit BLD2019-0026 for Engineering Requirements. ENG2021-0056 - sewer permit BLD2019-0025 RESUB Jan 05 2021 —F—NDS D— P L - D" T. SCALE: 1" = 20'-0" CD 00 a, 0 LO C14 x cc 0 C, LU C'*J 0 0 Z 0 < 00 0 _j UJI < U 0CM, < r) CL 7" 0 0 73; r) LU 0 C) C) Ly U LQ M z Ce D < I ry) 0 1-1 LL I . 1. . � . -- . 1.4.21 LLI L/I FH 0 EX: CATCH BASIN TYPE 1 M iRI�F= 243.86 241.76 IL L30X INN 2" CON LOC t 1%; A'?N lb V �J4 417 CONNECT 7 P F 00 DRA 16 TO T10HILINE - ---- - -------- 18 A� BUILDIN(i A 15 9 PROPOSED 4 UNIT "I tww", :19 CE#1 -------- 10 E �7 - 20 8 24 23 ------ rRENCH DRAIN— BUI LDI NG --------- 20.bO' PRCT1P6SED 4 14 - -------------- -- ----------- -------- t ---------- k -------- 13 r 3 12 zLj. u u 5 4 ----- BUILDING-9--- - ----- - -PROPOSED 4 UNI ENTRANCE*2 01 NOTE: 5EE CIVIL FLAN5 UNDER FE j E51.020190026 FOP GIRAPIN6, 5ITE IMPROVEMEMNT5, UTILITIEC7, jr, RETAINING WALL5, ETC. A& EXISTING LANDSCAPING t- ON HWY ROW PROPERTY APPROVED BY PLANNING PLANTING SCHEDUL 0 AZELEA: 5 GALLON 10 SEMPERVIRENS/ ITALIAN CYPRUSS: 6�10' M _'UCA - ER=A.A/ N CK .UNTA ': V-12' PINUS NIGRA /AUSTRIAN PINE: 6'-12' W-ACER CIRCINATUM/VINE MAPLE: W-10' ORNUS KOUSA/ KOUSA DOGWOOD: W-10' GINKO B[LOBA'PRINCETON SENTRY'P.S MAIDEN HAR"fr-10' C V BURNIUM DAVIDII/ DAVID V:BURNIUM 2 GALLON BERBERIS THUN. / ROYAL SURGANDY BARBERRY: I GALLON HOSTA: I CALLON PHORMIUM TENAX RUBRUM NEW ZEALAND FLAX: 5 GALLON RHODADENDRON/ 'UNIQUE: 24"-30" CHOISYA TERNATA/ MEXICAN ORANGE: 5 GALLON PRUNUS LAUROCERASUS/ OTnD WYKEN: 5 CALLON VINCA MINOR: 4" POTS/ 24" D.C. LAWN ARCTOSTAPHYLOS UVA-URSI/ KINNIKINNICK: 4" POTS/ 24�'O.C. CISTUS SALVIFOLIUS I SAGELEAF ROCKROSE: I GALLON/24" D.C. IRRIGATION CONTROL PANEL IIIIIgBIIIIIII 4'CEDAR FENCE ith ARBOR NOTE: PLANT SIZE, SPACIN &QUANTITIES PER ECDC 20.13.015 LIGHTING SCHEDUL 20 WATT MAX LED PORCH LIGHT HEIGHT: 7'-0" STYLE: 7" TEXTURED BLACK WALL LATERN P6087-313OK99DI BY: PROGRESS LIGHTING NOTE: GARBAGE AND RECYCLE CONTAINERS TO BE LOCATED INSIDE GARAGE AREA FOR EACH UNIT. ENGINEERING DIVISION APPROVED AS NOTED t" 2/10/2021 Refer to civil construction plans under fill/grade permit BLD2019-0026 for Engineering Requirements. BLD20219-0025 RESUB Jan 05 2021 CITY-13MONDS n—D-ENT SERVI— DE_TMENT 0 F..q 546 PARADISE LN BLDG A 0 0 LU Z 0 I 0 < LU 00 cy) V) 0 < < ln:� < Vi 0 a- Z 0 LU V) 0 0 Lu U V) 0 Z:) ryo ___10 ry-) 1__� U_ PRINTED: 1.4.21 I 00 a, C) x 0 P. SCALE: I" — 20'-0" CALC. LOCATION PER SNOHO. Co. DATA BASE FROM TIES TO SW SEC. CDR. AND S 1/4 CDR. HWY. CENTERUNE P.C. L_70+10.63 CALC.S 0.14� W OF LINE 2 i77.22's ',X R-5116116 A =3'2�'08- C. BEARING S 80'28!2e E CORD 30.39, OFND �bo ASPH. W RIM 243.72 IE 12* N 2 52 41 5 CB RIM 242.81 l2e! OR 254 CA 21 45 - --------- 0)< R=955." C. BEARING N 31'OSIO" CORD 1OIZ91' r MH 2_298 - JE = APPROX 8.75' BELOWRIA, EL 265.4 /* 2 266- FOUND SURFACE MON'S 'J4 .4 p RE18AR a 0 6 21 '�4 364 CB RIM 247.3 '262 ------- 2 - 6zs � - - - - - - - - - - 264--_:_� 2,2 :__j - 26U --------------------- 26rll!l 302N � FT #546 0.6514 ACikEs* S W/BSMT_ 162.. 26&9 Q"A,7 211 167.5 R=835.94* C. BEARING N 40-32,oS-,W CORD 177."13' 267.0 CALC POSITION PER MOWS IN PEAT OF BODINE NE COFL.OF THE SW 1/4, NW 1/4, SW 1/4 FOUND 2 " DOMED BRASS DISK DWN 0.6 NORTH LINE OF THE SOUTH 1/2 CALC' 0. 2V WEST OF OF THE SIN 1/4, NW 1/4, SIN 1/4 SECTION 1/64TH LINE s smllg��. 3'3 56 op, L,245.$V w r� R-448.84' Q BEARING N 6019`09' W D 242.85* �262 26 L�44 .26 % 1=446..4! A=5*40' \Ll. BEAR13N2G".Il 42'.1'41- W CORD 44.25 266 LOT BOL. ASPH. _'16 ARAGE 6. H 2-61- 26U FND 1/2 EBAR__� W/.A' &112,Z,.4 N C Rd CB RIM 255.60 GRAPHIC SCALE CII RIM 255*10 30 0 15 30 60 120 IN FEET I iNcH - 30 Fr. N ai742'00- W 6573� MON 'B" FOUND MON. 106TH AVE W & 228TH ST SW CALC. 0.08' N OF LINE 658.49' CALC SE88-361 47. S 88*36*4 4* 2631-03' CALC. GROUND SNOHO. DATA 13ASE FOUND 2� PIPE MON. IN CASE OWN 08' STA. L-80+77.02 PT NOTE: "g, 2" BRASS DISK WIX OWN 0.35' 'A LOT A ui 15' 04 SE CDR. OF THE SW 1/4, NW 1/4, SW 1/4 MON. 'B' FOUND MON. 10M AVE W & 228TH ST SW CALC. 0. 08! N OF LINE -N ar-1,111UN IINIULA S 25 T 27 N, R 3 E, W.M., SNOHOM;SH COUNTY, WASHINGTON. LEGAL DESCRIPTION: APN: 27032500302600 ALL THAT PORTION OF THE SOUTH HALF OF THE SOUTHWEST QUARTER OF THE NORTHWEST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 25, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M., IN SNOHOMISH COUNTY, WASHINGTON, LYING NORTH OF STATE ROAD NO. 1-W AND SOUTH OF COUNTY ROAD; EXCEPT THE EAST 15 FEET THEREOF, AS MEASURED ON THE SOUTH LINE; EXCEPT THE WEST 262.90 FEET OF SAID SOUTHWEST QUARTER OF THE NORTHWEST QUARTER OF THE SOUTHWEST QUARTER, MEASURED ON THE NORTH LINE; AND EXCEPT THE FOLLOWING DESCRIBED TRACT. BEGINNING AT A POINT ON THE SOUTH LINE OF SAID SOUTHWEST QUARTER OF THE NORTHWEST QUARTER OF THE SOUTHWEST QUARTER 15 FEET WEST OF THE SOUTHEAST CORNER THEREOF; THENCE NORTH 1* EAST 95.54 FEET TO THE SOUTHERLY LINE OF COUNTY ROAD; THENCE NORTHWESTERLY ALONG THE SOUTHERLY LINE OF COUNTY ROAD 168.19 FEET, THENCE SOUTH 1* WEST 71.94 FEET, MORE OR LESS, TO THE NORTHEAST CORNER OF TRACTCONVEYED TO OTTO E. MARTEN AND WIFE, BY DEED UNDER RECORDING NO. 1029868; THENCE NORTH 8832' WEST 260.05 FEET, MORE OR LESS, TO THE NORTHERLY LINE OF STATE ROAD 1-W; THENCE SOUTHEASTERLY ALONG THE NORTHERLY LINE OF SAID STATE ROAD 236.05 FEET, MORE OR LESS, TO POINT A ON THE SOUTH LINE OF SAID SUBDIVISION, 180 FEET WEST OF THE SOUTHEAST CORNER THEREOF; THENCE SOUTH 88*32' EAST 165 FEET TO THE TRUE POINT OF BEGINNING; ALSO EXCEPT PORTION CONVEYED TO THE STATE OF WASHINGTON UNDER RECORDING NO. 2159660. SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON LEGEND 3" BRASS SURFACE MONUMENT MONUMENT IN CASE FOUND 1/2- REBAR NTH CAP LS x FOUND BRASS TACK IN LEAD 0 ELECTRIC METER / VAULT _9_ FIRE HYDRANT 13 GAS METER Ill GAS VALVE c GUYANCHOR HOSE B[S LIGHT MAIL BOX MONITOR WELL 0 STORM CATCH BASIN -0- UTILITY POLE UTILITY POLE WITH LIGHT & DROP VALVE WATER METER ASPH ASPHALT CALC CALCULATED DW DRIVEWAY F.0 FLOW CONTROL PIPE G GAS IE INVERT ELEVATION MEAS. MEASURED SO STORM DRAIN W WATER DECIDUOUS OR ORNAMENTAL EVERGREEN TREE TRUE EXTENT OF CANOPY NOT SHOWN CONIFEROU TREE TRUE EXTEST OF CANOPY NOT SHOWN 20�O VA SPOT ELE TION IS LOCATED AT THE DECIMAL POINT OF ELEVAT10N UNLESS NOTED WITH LEADER OR X -77777 BUILDING LINE X_ CHAINLINK FENCE # WOOD FENCE LAND SURVEYOR'S CERTIFICAT EQUIPMENT AND PROCEDURES REFERENCE SURVEYS SEE RECORDERS -AUDITORS FILE NUMBERS THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER MY DIRECTION IN CONFORMANCE WITH THE REQUIREMENTS OF THE SURVEY RECORDING ACT AT THE REQUEST OF ROB MICHAEL IN AUGUEST, 2018. ALL MEASUREMENTS WERE MADE WITH AN LEICA T-16 ELECTRONIC TOTAL STATION NTH A ONE SECOND HORIZONTAL AND VERTICAL DISPLAY AND MANUFACTURES STANDARD POINTING DEVIATION OF FIVE SECONDS AND AN ELECTRONIC DISTANCE MEASUREMENT DEVICE 'NTH A STANDARD DEVIATION OF 3MM± 3PPM, AND CHC X900 RTK CPS. 201102105003, 201110275004, PLAT OF PARADISE LANE VOL 21 PG 71, PLAT OF BODINE VOL 35 PG 69 & 70, AND W.S.D.O.T. SR 104 MP 24.45 TO MP 25.81 EDMONDS FERRY TERMINAL TO 5TH AVE. UNDERGROUND UTILITIES: FOUND REBAR LS 21364 N 0.36' & W 1.0' OF 6ALC. CORNER RECERVED GU CERTIFICATE NO. 29539 FIELD TRAVERSE METHOD IN COMPLIANCE NTH W.A.C. 332-130-090 ALL POINTS INDICATED FOUND WERE VISITED IN 9 -2017 UNLESS OTHERWISE NOTED. SEWER CITY OF EDMONDS 425-771-0220 OLYMIPIC VIEW WATER 425-774-7769 FOUND REBAR LS 21364 N 0.37' & E 3.13' OF'CALC. CORNER CITY COPY JAN 08 N19 FOUND 1/2- PIPE N 0.39' & E 0.68' OF CALC. CORNER SERVICES GTFL 13 LDZO I ci ct)zs- CITY OF EDMONDS <M REVISIONS DESIGNED BY RG GENERAL NOTES - GREENE LAND SURVEYING! BOUNDARY AND TOPOGRAPHIC SURVEY 7408 f64TH ST S17 OF A LYNN7000, 17A. 98087 546 PARADISE LANE, EDMONDS, INA 98020 FOR ..�EVELOPMENT JOB NO. 2018.40 DRAWING NO. 18-40PARA 'Lf. 0 z 2953 L LPtk\' DRAWN BY HORIZONTAL DATUM: (BASIS OF BEARINGS) S 8836'47" E ALONG THE SOUTH LINE OF THE SOUTH WEST 1/4 SECTION 25 TOWNSHIP 27 NORTH, RANGE 3 EAST. MEASURED NTH GPS R.T.K. VERTICAL DATUM: NAVO 1988 PER ON SITE OPUS SOLUTION. DATE PRIN70 9/14/2018 1:25:36 PM SCALE 1" = 20' PHONE (206) 498-0979 PARADISE HEIGHTS HLD LLC SHEET OF F.B. NO. DATA-C 1.1"ARCEL: ALL THAT PORTION OF THE 5 HALF OF THE 5WQUARTEKOF THE NWQUARTEP OF: THE 5WOUARTER OF SECTION 25, TOWNSHIP 27 N, FANqE 3 E, WM, LYING N OF STATE RD NO. 1-11 & 5 OF COUNTY RE), EXCEPT THEE 16THEREOF, AS MEASURED ON THEO UNIE.EXCEPT W 262-40' OF SAID SIN QUARTER OF THE NW QUARTER OR THE SIM QUARTER, MEASURED ON THE N LINE, & EXCEPT THE FOLLOWING DESCPJ13ED TRACT: 13EGINNING AT A POINT ON THE 5 LINE OF SAID SIN QUARTER OF THE NW QUARTER OF THE 5W QUARTER 16W OF SE CORNER THEREOF, THENCE N TE 95.54 TO THE SOUTHERLY LINE OF COUNTY KP, THENCE NW ALONG THE 5OUTHEKIY LINE OF COUNTY RD 16519', THENCE 6, 1- IN 87-94?. MORE OR LESS, TO THE NE CORNER OF THAKCT CONVEYED TO OTTO E. MARTEN & WIFE, BY DEEP UNDER AUDITOR-5 FILE NO. 1029&68-, THENCE N 58-32'W 200.05'MOPE OR LESS. TO THE NORTHERLY LINE OF STATE RD I-W, THENCE SOUTHEASTERLY ALONG THE NORTHERLY S LINE OF SAID 51.115DIVISION, 180'W OF THE 5E COKNER THEREOF. THENCE 5 88-3Z E le5'10 THE TRUE POINT OF BEGINNING; ALSO EXCEPT PORTION COVEKYED TO THE STATE OF WA UNDER AUDITOW6 FILE #2159660. 51TUATE IN THE COUNTY OF SNOHOMISH, STATE OF WA. la.EASEMENT5: NIA. 2. PROPERTY TAX ACCOUNT NUMBER.- 27032500302600. 3. VICINITY MAP (SEE THIS PAGE). 4. NEW CONOTPUCTION FOP A 3-510KY, 4 UNIT BUILDING AT 646 A FAKADI5E LANE EDMONDS, WASHINGTON 98020. 5. OWNEK-. J5KETWGMAIL.COM PARADISE HEIGHTS HOL LI-C, 24114 E. GKEY5TONE LANE, WOODWAY WA. 98020 6. CONTKACTOr: ROD MICHEL 206-930-2445 PEFENT CONOTRUCTION, INC. KFGENCIa9lK5 7305 SOUNVVIEW DRIVE EDMONDS, Wk 98026 7. CONSTRUCTION DRAWING: MICHEL DE61GN - ROB MICHEL 20r.-950-2445 6. 5TKUCTUPAL ENGINEER: OKIAN LAMPE, PE., S.E. 15TL ENGINEERING DKIAN.LAMPEODTLENG.NET 9. CIVIL ENGINEEK.- DONNA L. DRE5KE, PE., S.E. 6621 POSTER SLOUGH PP SNOHOMISH, WA. 915290 354-9980. 10. GEOTECHNICAL ENGINEEK: EARTH SOLUTIONS NW, LI-C lW5-136TH PL NE, #200 BELLEVUE, WA. 98005 425-449-4704 11. LEAP PE51GN PKOFE5SIONAIJCONTACT PERSON: ROD MICHEL 206-9W-2445. 12. ZONING:. KM 2.4,30,015.29 5aFT LOT SIZE, 45% LOT COVERAGE = 13,505-95 ea F-E 13. PROPOSED LOT COVERAGE = 5,851.50/30.015.29 = 1276. 14. 15T FLOOR = GARAGE 201:4,37.96 SQ. FT GARAGE 202:549.15 50. FT., GARAGE 501: 992.10, 5a FT, GARAGE 502:971.06 Sa FT: COMMON SPACE: 574.19 50. FT. TOTAL: 3,624.50 5Q. FT. - 15. PROPOSED 2NO FLOOR = 201: (LIV) 1.559.15 Sa FT(DECK) 112.00 50, FT., 202: (LIV) 1,&73.99 60. FT. (PECK) 91.00 50, FT., COMMON AREA 185ZG Sa FT. TOTAL: 3,651.50 50, FT. 16. PPOP06ED 3RD FLOOR = 501: (LIV) 1,557.85 SO. FT. (PECK) 112.00 50, FT, 302: (LIV) 5C. FT. (PECK) 91.00 5a FT., COMMON SPACE: 186.72 Sa FT., TOTAL- 5,754.7560, FT. 17. WIND EXPOSURE 15, SEISMIC ZONE P, SOIL: 2500 FOR 13. OCCUPANCY. GROUP I, CATEGORY 2, & GROUP U, CONSTRUCTION TYPEVIr. 19. THIS 15UILDING 15 TYPE V13 CONSTRUCTION. ALL BEARING WALLS, NON-15EAKING WALLS, PARTITIONS, FLOOR -CEILINGS, KOOF-CEILING5, SHAFT ENCLOSURES, & INPIVIDUAL COLUMNS & BEAMS MUST BE PROTECTED TO T-HOUP FIRE RESISTIVE CONSTRUCTION IN ACCORDANCE W1 113C CHO. 6&7. 3.0, LAZING U VALUE VERTICAL =.25U (WSEC CREPIT 111, 1) VALUE OR BETTER, OVEKHEAP U VALUE =.50, CEILING K VALUE--49, WALL R VALUE=21, FLOOR INSULATION K-380"EC CREDIT It, 1), SLAB K VALUE=K-10 MAN UAL WINDOW VENTS W1EXHAU5T FAN OR TIMER IN LAUN PRY ROOM 22. COM FLY WITH 2015 I5CjMCIFGC� IFC, UPC, ALL WITH STATE AMEN PMENT5,20115 WC3EC, 2015 W[AQ (WAC 51-13), ECDC-CURKENT EDITION. 25. LOT SLOPE = 7% E-W. 24. CA FILE NUMBER: CKA20170212 25. 5ErA FILE NUMBER: FLN20180025 01,15 26. AD13 NUM5Er, FLNZOI&0025 27. REZONE NUMDEK: R-2007-26. 28. SET BACKS: STREET 16 (1), SIDE 10' (2) BACK 16 (1). 29. PARKING SPOTS KEQUIREP: 8, PROPOSED: 43, ONE MUST 15E HANDICAP ACCESSIBLE. 30. ANY NEW G.E. ELECTRIC DRYER VENT PEP, MFG SPECS. PKOVIPE SPECS ON 51TE FOP INSPECTOR TO VEKIFY VENT LENGHT. 31. INTERIOR WATERFLOW ALARM NOTIFICATION PEP IDC 904.11.2.2 32. FIKE ALAKM SYSTEM PEQUIKEP, CENTRAL 5TAnON SERVICE FOP 5PKINKLEI?JFIKE ALARM MONITORING. 33. NFPA-13K SPRINKLER SYSTEM PEaD ON ALL 3 FLOORS OF BUILDING PEP IBC 504 INCLUDING GARAGE (NFFA, 13K). 34. HANDICAP RAMPS W1 5LOPE5 OF 1:20 OR GREATER SHALL HAVE HANDKAIL5 AND EDGE PROTECTION PER ICC/AN6I A117.1 ' (2009 EDITION). 55. SPECIAL INSPECTIONS HAVE BEEN CALLED FOP ON TH[SPROJECT&AKE NOTED ON THE APPROVED CONGT9TJChON-FWH6'-&�ULOING FEKMIT. IT 15 THE OWNER WOK CONTRACTORS FE5PONSIDLTY TO A55UFE THAT PEPORT5 ARE PROVIDED TO THE CITY INA TIMELY MANNEK. 13E APVI5EP--IF SPECIAL INSPECTION REPORTS AKE NOT FORTHCOMING, THE 13UILPING OFFICIALS MAY 156UE A STOP WORK OKDEF & NO CITY INSPECTIONS WILL BE PROVIDED UNTIL SUCH TIME AS THE PEPOKTING AGENCY HAS COMPLIED & KEPOKT5 ARE REVIEWED & APPROVED 15Y THE CITY. 30, SPECIAL INSPECTION PEaD: 37. SEPERATE PERMIT KEat): 3b. FLAME SPREAD FOR ENCL05ED VEK11CAL EXITWAY5 0-25 CLASS A. OTHER EXITWAY5 2&75 CLASS 15, ROOMS OR AREAS 76-200 CLAC 5 C. 39. PROIDE F&T STOPS PEP 113C. 714. 40. SITE DENCHMAKK. KIM OF EXISTING CATCH 15ASIN #5 IN THE RIGHT OF WAY OF PAPAP15E LANE ELEVAAON: 243.&G 41. VER11CAL DATUM: W.C.C.S. SURVEY CONTROL PATADA515-POINT ID: 2067 FOUND MAG NAIL W/ SNOHOMISH COUNTY TAG ELEVATION: 192.96' 42. MAX HEIGHT-30', MEASURED FROM AVERAGE ELEVATION OF UNDISTURBED SOIL AT COPNEF5 OF EXTENDED BUILDING KECrANGLE, SUBJECT TO FIELD CHECK BY BUILDING DEPARTMENT. 43. TRANSIT SHALL BE SET UP FOR INSPECTOR AT FRAMING INSPECTION TO CHECK HEIGHT OF STRUCTURE. 44, LOT LINE & SETBACK STAKES MUST 15E IN PLACE AT TIME OF FOUNDATION INSPECTION. 45. APPKE55 NUMBERS (12" HEIGHT ON APPK CONTRASTING BACKGROUND) SHALL BE FOOTED PLAINLY V15115LE & LEGII3Lff?OM STREET OR ROAD FRONTING PROPERTY 40. PROVIDE PIKE E5TINGU15HERS , PEP NFPA 6TANPAPP 10-1. 47. ALL NEW EXTENDED, RE-DUILT OR KELOCATED ELECTRICAL UTILITY& OR SERVICE SHALL BE PLACED UNDERGPOUND. 45. ACCEPTA13LE TIGHTLINE MATERIAL 5CH 40 PVC OR EQUIV 5PR 34, (A5TM 03TM 03034). 49. ANYKFOUESTFOP MODIFICATION,VARIANCE OROTHER ADMINISTRATIVE DEVIATION (HEKEINAFTEFVAPIANCE) MU5T5E5?ECIFICALIY CALLED OUT& IDENTIFIED. APPROVAL OF: ANY PLAT OR PLAN CONTAINING PROVISIONS WHICH 00 NOT colvirtYwnl-i CITY CODE & FOR WHICH A VARIANCE HAS 140T 15EEN SPECIFICALLY IDENTIFIED, FE-QUE5TED & CONSIPEFED 15Y THE-APPROPKIATE CITY OFFICAL IN ACCORDANCE WITHE APPROPRIATE PROVISION OF CITY CODE OR STATE LAW DOES NOT APPROVE ANY ITEMS NOT TO CODE, SPECIFICATION. 60. COORDINATE WITH FIRE DEPT. FOR LOCK 15OX AUTHORIZATION & INSTALL 51. SPECIFY TIMBER SPECIES AND GRADE OF ALL LUMBER, PLYWOOD INDEX FOR ALL SHEATHING, MATERIAL SPECIFICATIONS AND NAILING SCHEDULES SEE SHEET 51 E52. ELEVATOR EQUIP. ROOM 13TU/HK = 6,108 COOLING PATE = (1.08X(46)) = 1.08X41ro = 49.6,5 The elevator equipment manufacturer FAN CFM = 81043/49.66 = 165 shall specify the appropriate venting system 55. BY TIME OF FINAL INSPECTION, DOCUMENTS MUST BE SUBMITTED VEKIFING THAT CONDOS HAVE 13EEN FECOKDED WITH SNOHOMISH for the elevator machine mom COUNTY OR SUBMIT COMPLETE APPLICATION FOR LOT CONSOLIDATION. to Comply 54. PLAN CHECK A with IBC 3005.2 55. BUILPING PERMIT NUM13ER:)000(-)(X EXR XX20 -0 oUILDING INFO. COVER SHEET: PI VICINITY MAP FLOOR AREA SUMMARY PROJECT INFORMATION P2 PLOT LI LANDSCAPE PLAN ARCHITECTURAL: A1.1-2 ELEVATIONS A2 119T FLOOR PLAN A3 2ND FLOOR PLAN A4 5RP FLOOR PLAN A5-O DETAILS A7 ROOF PLAN STRUCTURAL DRAWINGS: 5 PAGES 13UILPING ENCLOSURE: 13151� OUILDING ANALY515 OCCUPANCY. KZU CONSTRUCTION TYPE: V-5 ALLOWABLE HEIGHT (NFPA 15K)k 60' ALLOWABLE STORIES: 3 STORIES ALLOWA13LE FLOOR AREA: 7,000 50. FT. ALLOWABLE BUILDING AREA 7,000 50, FT. X 5 STORIES - 21,000 50, Fr. ACTUAL HEIGHT 5i-i" ACTUAL 3 STORIES ACTUAL AKEA:, IOT FLOOR: 5,524.50 5Q -ff 2ND FLOOF:,3,551.50 50. FT. 3PD FL60P: 3,734.75 BaFT ACTUAL 15UILDING AREA: 11,110.75 50, FT. lb EFI But GEWE PElln P-iPtive compliance is based on Table R402.1.1 with the following andifications: Venical fenestration U = 0.25 Wall R-21 plus R-4 ci Fluor R-3 Baseman wall R-21 int plus R-5 ci Slab an grade R- 10 licrinicam and under entire Slab Below grade Slab R- 10 perimeter and under entire Slab or Co. liance based on Section R402.1.4: Red �c a �Tomj UA b 15V. 2a AIR LEAKAGE CONTROL AND --FN I VEN RLATION 2a: Compliameebacrod-R402.4.1.2h Reduce the tested ail leakage to 3.0 air changes per himr-inturn mail All whole house ventilation requirements � determined by Section M1507.3 ofthe Interma .. a[ Residnalid Code shall be met with a high officiency fan (mazinsurn 0.35 wato/ofic), not interlocked with the furnace fan. Ventilation systems using a furnace including an ECM motor are allowed, provided that they = controlled toplate, at low speed in ventilation only made. To quali6qo claim this credit, the building permit drawings shall specify the option being selected and shall specify the maniffirman tested building air leakage and shall how list system. EFFICIENT WATER HEATING 5a: All showerhead and kitchen sink faucets installed in the house shall be mitedut 1.75 GPM or less. All other lavatury faucets shall be rated at 1.0 GPM or linra- To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the mmimum fiew rates for all showorlicads, kitchen sink faucets, and other lavatory fimcce. 5. EFFICIENT WATER HEATING 5.: Water heating system shall include mus of the following: Gas, propaine or oil water heater with a minimum EF OfO.91 or Soler water heating Supplementing a minimum standard water heater. Solar water heating will Ima,ide a rated minimum sa,ings 1785 therms or 2000 kWh based on the Sole, Rating and Certification Corporation (SRCC) Annual Performance ofOG-300 Collated Sol. Water Heating Systems. or Electric head pump water heater with a minimum EF 0172.0 and meeting the Standards of NEEA's Northern Climate Specificati ... for Hent Pump Water Hasters. To qualify to claim this credit, the building p=it dinaMnits shall specify the option being selected and shall Specify the water heater equipment type and the minimum I equipment efficiency and, for sola, water heating systems, the calculation ofthe minimum energy savines. Separate Permit Required for: Plumbing, Mechanical, Electrical, Elevator, Fire Sprinkler, Fill/Grade Special Inspectio s Reouired By the Geotechnical Engineer --Grading/Soils/Drainage --Foofing bearing capacity The building enclosure must be inspected by a qualified inspector. See permit conditions. Survey required for building setbacks and building height 0 Waln Elevator rit4ftem Otato Labor& ft*udrWt Owl Eltectrical Pmscripfive Energy Code Compliance for AM Climate Zones in Washington FrQW(hro'st- 1309 Can- Todd E.h�lba, This pirojectwill use Vie requirements of the P .... rlptiv. Path tel- and Incorporate Via the minimum values Ilsted. In addition, based on file size of the structure. file appropriate number of additional credits am checked as chosen by file penuft applicant. Awhoaz.d Repma.m.ti- M. All CV ate Zones R-Valu.' LY-Favtor' Farta,buidim U-Facme Wa skylight U-Faclor ria Glazed Fenemnstion SHGCP n1a rthi Cellinr� 49J 0026 Wood F-Wall- M ... Wall R-Vadlij.' 21?21' 0-056 Floor IV, 1,821-Grad.W.11- A24*A A hit' R-Vahta & Depth 10, W 41"Wis I oh dwallini unit In a "BidemIlW�""'Ing shall empty with sufficient Ptl-. franaTiVil. R4061- a to the lowing minimum number .1 -cl t Small DwetlIng Unit: 1.5 credits Dwelling units less than ISDO square feet ta conditioned floor area w1th less than 300 Square feet of fenestration au� Additions to tuasting bnLdln that Ore, greater than 600 square feet of heartsel floor area but less than 15W square feet. 'L Medlum DmIling Unit- 3.6 credit. All diielling units Mat iuO net Included In dl or 43 ftereption: ChweAng units Serving R-2 occupancies shall mqulre 2.6 crealt.. 1, Large Dwelling Unit: 4.8 credits Dwelling units exceeding 500) square fe�t oficarAllored floor area. 111I 'Jol )WAY 1xigionclutin'ti" ree� , D.-I 0% Viachu-tt R6 3: us no ic Ad- 0 -7 ZZ Z W LU Z OC: J� !>: < co- w LU 0. %r Z LL 0 0 Z < W in cc U. W LL > 0 CD W 1. cc Cr I 0 . M 0 0 CI 3�. 0 0 < IL 0 0- -1 <C0 kvMky (if Edmonds BuUding Deprime zV, PRO12D PLAN GITY COPY MAR 0 li 2020 VICINITY MAP N Z 2 U) Z R CD Cq C) 00 0 �4 " L U 0 Lr) REVISIONS: 1.16.19 6.24.19 11.4.19 A5PHAI HORIZONTAL SIDING WHERE SHOWN CEDAR SHINGLE 51DING WHERE SHOWN VERTICAL 51PING WHERE SHOWN 42'HIGH HANDRAIL WHERE SHOWN LEDGE510NEVENEEK INSTALL PER MFP. 5PEC5 m Imilmi limillm EXISTIN jQFAQE -------------------- 11111 11111 EAST ELEVAT10"N SCALE: 1/4" =1'-O" ROOF PUCH 6/12 PITCH z ROOFOVERHANGS ALAIN ROOF: 2'-D" BLIMP OUT DErAIIS: f-o" un LIGHTING REQUIKEMENT SECTION 404-ELECTRICAL POWER & LIGHTING SYSTEMS ! 404.1 LIGHTING: A MINIMUM OF 757. OF ALL LUMINARIES SHALL 15E HIGH EFFICACY LUMINARIES Av INFLITKATION PERFORM 15UILPING AIR LEAKAGE TEST (SLOWER POOP TEST IN ACCORDANCE TO W5EC PROVIDE DUCT 5EALU15G AFFUDAVIT (IF APPLICADLE) ALL HOT WATER PIFE5 IN UNHEATED SPACES MUST E5E INSULATED WITH4k-4 INSULATION PEP-E&4&W5EC 5EC403.5Z I— I I. -I cq = 00 ;4 al� 0 Lr) 14 MAX HEIGHT: 294.5W G) — ACT HEIGHT: 293,57, 2NP FLOOR-- 251.5' ' 5T FLOOR: 271.4,V. 1.14.19 REVISIONS: 2.28.19 6.24.19 Ela 10.30.19 9.23.20 --- ----------- L,4AYE GRADE: 264.34' LA13: 262.4,V -IFR-INTED- 9.73.20, RESUB Sep 28 2020 DEPART-T ASPHAL COME 5HINGLE5 ON 15# FE CEDAR SHINGLE 510ING WHERE 5H( HORIZONTAL SIDING WHERE SHOWN YEPTICAL SIDING WHERE SHOWN 4Z'HIGH HANDRAIL LEOGE5TONE VENEER INSTALL PEP SOUTH ELEVATI SCALE: 1/4" =i'-d' ROOF PITCH 6/12 PITCH ROOF OVERHANGS AWN ROOF: 2'-0" 2 BUMP OUT DETAILS: '.4 -IGHTING REQUIREMENT- u 3ECTION 404-ELECTKICAL POWER & LIGHTING 5Y5TEM5 104.1 LIGHTING: A MINIMUM OF 75% OF ALL -UMINAPIES, SHALL 5E HIGH EFFICACY LUMINARIES �[K INFLITRATION 'ERFOKM 15UILPING AIR LEAKAGE TEST (SLOWER POOP rE5T IN ACCOPPANCE TO WSEC 'KOVIDE DUCT SEALU5G AFFUDAVIT (IF APFLICAIXE) \LL HOT WATER PIPE& IN UNHEATED SRACE5 MUST 5E INSULATED WITH" INSULATION PEP, QQlaW5EC 5EC403.5,3 I— I F2.751 R-3 C14 00 ol� U C) z C) 0 Lr) u PT REVISIONS: 2.28.19 6.24.19 10.30.19 9.23.20 9.23.20 RESUB Sep 28 2020 .1111011INT SEIV .11A.—I At In ID 75' 112" THR!SHOUP PER ISO 110+' _C Al -09,402 , 171 13EVE-ED NO STEEPER THE 1:2 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 2 HOUR WALL - - 1-HR u STORAGE 302 2 HOUR WALL UNHEATED AREA E HEAT40MINJEMP PER 5a FT. MAX Ic WAC 427.4 IZ20-1-AMP LECTKICAL VEHICLE CHARGING 15, 11'2-1/Z' 55-1/2" 211-1/2" �\7 bO.22 ft' -------------- ----- AM131ENT AIR TEMPERATURE AND MIPITY IN THE MACHINE ROOM HU BE KEGULATFPIAA50CFM To FAN PER MFG. RECOMMENDATION5 PER 113C 3005.2 1 45 M N W1 SELF CLOSING HINGE HR MACHINE RM TYR TyF TyF' re 1-HR Ail* u Tyr I0, ---- 7DF -------- 7 ro_'� I �T '/W/ PAINTED ACCESS AOILE ;;t ,.A MIN W1 SELF ING H"GE GARAGE 302 ----------------------------------------- L 002 W, r 11 HIIN Wl EL LEVAjM ------------------ w__ A x WAC 4Z7.4 208124OV40AMI ELECTRICAL VEHICLE CHARGING v 11114274 _V__ ELECTRICAL VEHICLE CHARGING 1-HR GOMINW15EUF C IIV:E ASE 3 GARAGE 201 --------------------- I I 2 HOUR WALL C4 913Z ------------------- I-HR >1 U) H TYR Tyll Tyr H E: 0.81' I : V4 :u F 1- R ---------- GARAGE 301 16068, OV HEAD DOOR Z/ THRESHOLD RE' , fl3C 1104-, ICZA117.1-0),402 IlZ BEVELED NO STEFEK THEN 1:2 STAIR Nr CARPET 5' 211-1/2" Tyr T 90 MIN W15ELF CLOSING HINGE -------------------------- 7 j TYR UNHEATED AREA ELECTRIC N TEMF I WATT PE 50. MAX X4 5070 -HR IZ7-1/2" 10,51, 1/1 U GARAGE 202 I TYR Typ Q ts ---- ------ -------- V� 7( 51vro" Z- THREf'HOLIPPERIDC1104-, [CC A117.1-09,402 I/Z'DEVELED 140 STEEPER THEN le Tyr --- ---------- 2020 202 ,V7-11Z' 23�' 4)7-1/2" �7' \_SIlNONDOOK I I I "FIrE SYSTEM I I CONTrOL!' j =1 2X6 0 16- 0,C. STUD WALL Wl R-21 INS UL. (2)2X4 0 16' O.C� I" AIR SPACE I HK METAL STUD WALL (AFTER ELEV INSTALL) =1 2X4 0 16"O.C. 2XG 0 16" O.C. PLUMBING WALL WOODCOLUMN OA PROVIDE CUTS PE AIR FOR FUKN. & WATER HEATER 1p (RELIEF MUST VENT TO OUTSIDE (NOT GARAGE) 22)W'AMC ACCESS (W' MIN. VEIZT. CLEARANCE WEATHEPSTIZIr & INSUL. TO K-49 "NOE)aT'rIGN 120V5MKOErW/DATTi5AcKup(INTEKCONNECTEP) FIRE PETECTOK INTERCONNECTED 4(" EMERGENCY LIGHTING W/15ATT 13ACKUP INDICATES ILLUMINATED EATrIGNr W1 DATT DACKUF' CONTORLJOINTS BARRIER FREE DIRECTIONAL I.NAGE LOCATION FUTURE GRAS SAKE: PROADE 13LOCKING ZM HORIZONTAL CENTEKLINE P0511014 = 3&'FROM FLOOR PER ICC/ANSI 609 .4 Ig CARBON MONOXIDE PETECIOF rEKIKC515 ALL UNITS ARE To 15E TYl`E VP'UNITIS FIER [CC-AN51 A117-1 SECTION 1004. INSTALL SOLID Z< MOCKING FOR FURTURE GRA1313AR5 IN ALL VATHIKOOM5 CLEAR FLOOF5 AREAS APE INDICATED IN THE TYPE "OP'5ATHFOOMS AND KITCHEN CERTIFICATE WILL DE POSTED IN FURNACE (OR OTHER APPROVED AREA) WITH THE FOLLOWING INFORMATION: K-VLAUNES, U-VALUESKESULT5 FROM DUCT SYSTEM TEST AIR LEAKAGE TESTING, RESULTS FROM 13UIPLING ENCELOPE AIR LEAKAGE TESTING, TYPES AND EFFICIENCIES OF HEATING, COOLING, AND SERVICE WATER HEATING EQUIPMENT PER K401.3 DUCTS ARE REQUIRED TO DE INSULATED TO A MINIMUM OF K-43 PER r4O3Z.1 THE DWELLING 15 REQUIRE[) TO 13E TESTED & VERIFIED AS HAVING AN AIR LEAKAGE PATE NOT EXCEEDING 3 AIR CHANGES PEP HOUR PER R402A1 I MECHANICAL DUCTS ARE REQUIRED TO 13E SEAL TESTED IN ACCORDANCE WITH 403.5.2 TE5nNG TO COMPLY WITH WSU K5-35. EXTERIOR HEADERS APE REQUIRED TO 13E INSULATED WITH A MIN. OF P-10 INSULATION. COPNEP-5 OF STUD WALL$ APE REQUIRE[) TO 13E FULLY INSULATED. N IST FLOGIR'll-LAN SCALE: 1/4" = l'-O" GARAGE 201:437.96 SQ. FT. GARAGE 202:549.13 SQ. FT. GARAGE 301:992.16 SQ. Fr. GARAGE 302:971.06 SQ. FT. COMMON AREA: 574.19 SO. FT -135' HEAT DETECTOR 0 SPRINKLER HEAPS -PRO01 FRESH AIR THROUGH 4�' DUCT -EXAU5T FAN TO MAINTAIN A MAX. TEMROF 90- &VENT To OUTSIDE IN AS KFaP DY MFG rPEC5 :UNHEATEP 5FACE-CONTINOU5 KIM 0 FLOORS. INSTALLATION OF ADDITIONAL ELFYATOR DOORS r HALL NOT VIOLATE LISTINGS OF ELEVATOR (TYR) MECHANICAL CHASES -CONTINUOUS KIM 0 FLOOR. SPRINKLER ROOM -FIRE ALARM CONKOL PANEL IN SPRINKLER ROOM W1 CENTRAL STATION 5EKVICE MONITORING -ANNUNCIATOR IN LOB15Y -MAINTAIN KEqP I HK STAIRS ENCLOU5UKE6 & MIN &-8' HEADROOM 0 STAIRS -ELECTRIC HEAT 40 MIN:rEMP 1 WATT PER 'a FT. UNHEATED SPACE -STAIR 13ACKING FOR HAND I RAIL -CONTINUOUS KIM 0 FLOOR -15ACEMENT STAIR - RISE =S-51"RUN = 11" ALL OTHER STAIRS. RISE = 6.7Z' �U CLEARANCE FIPEFFA-CE-W/ DIRECT VENT FACT)KY 15UILT FIKEPLCE SHALL BE INSTALLED PER MANUFACTUPEK's SPECS AND SHALL HAVE AFFROAL LA13EL ATTACHED 518" TYPE'W. GINS TO ROOF 5HEATING FIREPLACES & STOVES MUST BE PGE CERTIFIED & LABELED AS SUITABLE FOR USE PUKING A FIRST STAGE BURN DAN. PROVIDE ONE OPENADLE ESCAPE WINDOW IN 5ArEMENT & IN EACH SLEEPING ROOM MEETING ALL THE FOLLOWING REQUIREMENTS: 1. AN OPENA5LE AREA OF NOT LE55 THEN 5.7 Barr. ? A MIN. CLEAR HEIGHT OF 24j' 3. A MIN. CLEAR WIDTH OF 27' 4. FINISHED BILL HEIGHT OF NOT MORE THAN 4,V'ADOVE THE FINISH FLOOR. 5. ALL WINDOWS TO INCLUDE FRESH AIR VENTS OR METERED FPF_'H AIR SUPPLY 0 FURNACE SALL NNDOW5 & DOOF_' , HAVING ACCESS TO EXTERIOR OR UNHEATED TO BE SEALED PER SEC. 402,4.1.1(WAC) KECECEED LIGHTING TO BE Ic RATED ALL TYPE WDECK SURFACES TO BE NO MORE THANN' 5ELOWINTEK[OKFLOOK LEVEL -ALL TYFE"W'FRONT DOORS TO BE Z-10"MIN. & ALL DOOR THKE6HOLV5 CANNOT EXCEED 1/Z'FEK 404 -ALL DWELLINGS MUST 15E TTPE D, OFT. D .ALL KEUUIKEP DOOR HARDWARE TO MEET 15C CHAPTER 11 & EXITING PER 101O.W.11 IMC TYPE 13ORLYENTCONNECrOFZ51ZEaDONFUEL-13UKNING A I IANCE 51ACE5 PrL 0 IN '=NG SYSTEM HYDR NIC APPROVAL BY THE WATER SURVEYOR DOES NOT RELIEVE THE CUSTOMER OF THE RESPONSIDLITYTO COMPLY W1 THE REQUIREMENTS OF OTHER AGENCIES HAVING JURISDICTION. APPROVAL OF THIS PLAN POES NOT VEST THE BUILDING OR PLUMBING SINCE FUTURE CHANGES IN THE CUSTOMERS WATER USE MAY INCREASE THE ASSESSMENT RISK & THE SURVEYORS PROTECTION REQUIREMENTS. DUILPING INSPECTORS MUST 0135EKVE A HYDROSTATIC TEST -TEST. 100 PSI WATER PFE55UKE OR 1-1/2 TIMES THE OPERATING PRESSURF-WHICHEVEKISGREATEIR MIN30 MINUTES TEST. -PIPING EM13EPPEP IN CONCRETE MUST BE PRESSURE TESTED PRIOR TO POURING OF CONCRETE AND 15E MAINTAINED DURING PLACEMENT - GARAGE HEADROOM TO 13E MIN. OF 7-0" CLEARANCE FROM ALL PIPES, SPRINKLER HEADS, DUCTS, BEAMS, & INBULAAON, ETC. -MIN. H 'OOM CLEARANCE OF T-W 15 KE(7D IN ALL EADr HADMAL SPACES. & 7-C'[r KECrD ELSEWHERE -LOCATION OF EMERGENCY LIGHTING SHALL BE APPROVED BY FIRE MARSHAL -PEC!D MHEEL STOP 0 ALL PAIWNG STALLS -EXHAUCT OUTLETS TO BE A MIN. OF V-01' FROM 13UILPING OPENING5 & I0`-C"FKOM SUPPLY AIR INLETS (rM. -DOUDUE CHECK VALVE INSPECTION PEaP SY CITY CK055 CONNECTION CONTROL r PECIALIST PRIOR TO HYDRD STATIC TEST OF FIRE SPRINKLER SYSTEM. - ACCE55 TO DOU15LE CHECK VALVE MUST 13E WITHIN 51 ABOVE FIN15HEV FLOOR OR A WMOl' MIN PLATFORM MUST BE INSTALLED FOR ACCE59 -WALLS SEPARATING DWELLING UNITS FROM COMMON AREAS (STAIR ENCLOSURES. ELEVATOR SHAFT, ETC) MUST HAVE AN STC OF 50 OR MO .SMOKE & DRAFT - ASSEMBLIES IN LOBBY. I-HK AREAS & ELEVATOK51 ENTRY LOCATIONS $11ALL HAVE A FIRE PROTECTION RATING OF NOT LESS THANWMIN. & 13EAK AN APPROVED LABEL IDENTIFING THE RATING OF THE ASSEMBLY FOLLOWED 15Y THE LETTER'V. ODORS SHALL 13E MAINTAINED 5ELF-CL05ING OF BE AUTOMA11C CLOSING 15Y ACTIYATION OF A SMOKE DETECTOR ADDITIONAL PLUMBING REQUIREMENTS: -MAIN DUILPIN65HUT-OFF KEaPON WATER SUPPLY LINE. -PRE5 LIKE REDUCTION VALVE ON MAIN WATER SUPPLY LINE KEqP BY CITY CODE -EXPANSION TANK REaD ON EACH HOT WATER Tkiqr� -VENT HOT WATER TANK KELIFF VALVE DIRECTLY TO THE OUT61PE -HOTWATERHEATER MUST BE 5EI5MICALY ANCHORED OR STRAPPED 0 POINTS WITHIN THE LIPPER 1/5 & LOWER 1/3 OF ITS VERTICAL DIMENSION. 0 THE LOWER POINT AMIN, DISTANCE OF 4" MUST BE MAINTAINED ABOVE THE CONTROLS Wt THE STRAPPING -?KOIVIPE INDIVIDUAL SHUTOFFS FOR EACH UNIT :1" AIKOAP KE(XD ON DISHWAH5HER ALL SHOWERS HEADS TO 15E EQUIrMD WITH FLOW CONTROL DEVICE TO LIMIT FLOW TO 1.75 GPM INSULATION PER 2015 WSEC EEC 403B.3. RIESUB MAR 0 4 2020 ��MZT%�s z z 00 6' Lr) 1.14.19 6.24.19 10.30.19 3.4.20 TOTAL: 3,524.50 SQ. FT I N I �I: b) I N I �N F TYPE "b" 16, 55-1/2" WSEC CREDIT 5. (.5 '.d�) TRITON BONE BY KOHLER (FAUCET) K-WMO-4AKL-CF 1.0 GFM E5 LIV CARPET UNIT 201 U n 1-Hk FLOOP/CEILING OCGUFANCY SEPARATION FE(ZO TEFZMIrrENT WHOLE HOUSE VENTILATION N#1 IN 7 ING E`NAUS FA & FRESH AIR INLETS. IMC 405.&.6 5" ALL HABrIABLEM50U. RE IREOUTDOOF AIR INLETS ,2=r 0% RUN TIME IN EACI 4 EG.EII1 RUN TIME FACTOR I -HOUR C G, 165TUII� lug"7 1 L - 70 CFM WHOLE WSEC CUDIT 0 N #4 (I,mdIt) & ELECT.TA KLEC5HOTWATEr, HEATER (W/MIN EFF OF,95) WATER SUPPLY FOP HYPRONIC HEATERS 3YDEACON/MOR EANDMIXINGVALVE FOR HOTNATER SUPPLY TO EACH UNIT MBED CARPET 16 SHOWER HEAD 1.75 GrM TRITON DOWE 13Y �OHLER (FAUCE K- PC REINFOAME(NA FOR GRAS 5 GRAS BAR HT W'M]N- �U'MAX A13OVE FLOOR VEFTICLA SPAE5 BAR 39 FL, .1 18" BATHROOM PER [CC 1004.11.3 ONE 15ATHING FACILITY THAT 5 ON AN ACCES5115LE ROUTE 5 IREQU KEE) TO COMPY WITH ornow!b" PROVIDE REINFORCEMENT FOP FUTURE INSTALLATION OF GPA1313AK5 WATER CLOSET, LAVATORY. AND 15ATHTU13 w 1016, 77" 12Y w v 1. ZVI 37-1/Z' 94-1/2" 29" *N' 415.. 29" lull, 211" 2660 CIA v DUCT. HOOP 'D 0- 7 DN CLEA� C PET !CLEAR LIV F CARFET �SFACE (13 UNIT 202 5. 2T I-HIR FLOOF/CEILING OCCUPANCY SEPARATION IREal? KIJ- - - V 0 V 1) FIRESTOPPING REOD AT FIRE RESICTANT WALL FOR R� TYP "MKITCHEN�rli ELECTRICAL, MECHANICAL& PLUMBING ELEMENTS ICC 1004.12 j PEP, IBC 714.1 WX 77' 1 67" 24-1/2". 5`1` ENTRY CARPET CLE R SeACE I I E.C. Nt Ej 2'b" 65-1/2" 21 BATH 11_� TILE 17 BED #2 CARPET 11 W-01.ii rgrr- 1 L 0 Mm 11 11M 11.1 go! we 00111 L -1 vw Ulm:, ... ....... nw.I.0 CARPET WSEC CREDIT ELECT. TANKLESS HOT WATER HEATER (W/MIN EFF OF.95) WATER SUPPLY FOR HYDRONIC HEATERS BY DEACON/MO 'PISANI) MIXING VALVE r FOP HOTWATEK SUPPLY TO EACH UNIT BATH TILE 0 CFM 170 C HOU FA LAUNDRYL I- -TIL 1 CLEAR SPACE ----------------- W.I.C. .3- MBED CARPET 14� D EECK GAS 5T[ 1[5 ELA51`0� 5050 IEPIC DECK ID R 2660 DIN CARPET 6. 1 w I 2-l" KIT HARDWOOD TYP "A" KITCHEN PEP ib ICC 1004.12 4 CLEAR 5FACE X. f I W5EC CFEDIT 5a (.5 cmdIts) GROHE26117COFARBORN CHOWERHEAPI.75GPM TRITON BOWE BY KOHLER (FAUCET) K-80OT70-4AKL-CP 1.0 GPM El ce 1_z BED #2 CARPET < r - --------------- C4 HOUr VE..N LrI11EXHAUCT "t FANS & FRESH AIR INLETS IMG 403.&.0 ALL HABITABLE ROOMS WILL REQUIRE OUTDOOR AIR INLETS RUN TIME FACTOR 2 = 50% RUN TIME IN EACH 4-HOUK SEGMENT. Tyr BED #3 CARPET us < REMOVABLE VANITY * NO CAD. UNDER SINK ALL-ING FOP A FORWARD APrPOACH 69.1 1 691. 67-1/2" GRAD DAR HT 38" MAX ABOVE FLOOR VERTICLA GRAB BAR 16, MIN. IN LENGTH 46. MAX A15OVE FLOOR v w 5`1 1 M 2XG 0 16- D.C. STUD WALL W/ R-21 1145UL. (2)2X4 016- O.C., V AIR SPACE I HP METAL STUD WALL (AFTER ELEV INSTALL) 2X4 0 I&'O.C. 2X6 0 16- D.C. PLUMBING WALL WOODCOLUMN . OA PROVIDE OUTSIDE AIR FOR FURN. & WATER HEATER (RELIEF MUSTVENT TO OUTSIDE (NOT GARAGE) 22'-,W ATTIC ACCESS (50" MIN. VERT. CLEARANCE ,',,IWEATHEIZSTKIP & INSUL TO K-49 "NO EXIr'5IGN 12ovemKDETwA5Al'rBACKUI'(INTERCONNECFED) FIRE DETECTOKINTEKOCINNECTED 4(91 EMERGENCY LIGHTING, wA3ATT BACKUP INDICATES ILLUMINATED EXIT SIGNS W1 15ATT BACKUP CONTOKL JOINTS BARRIER FREE DIRECTIONAL SIGNAGE LOCATION FUTURE GRAB BARS: PROVIDE BLOCKING P7/2 HORIZONTAL CENTEKLINE POSTION = 55" FROM FLOOR PER ICCIAN51 609.4 Ej CARBON MONOXIDE DETECTOR PER IRC 515 ALL UNITS APE TO 51E TYPE 15" UNITIS PEP ICC-AN51 A117-1 5ECTI INSTALL SOLID 2X 13LOCKING FOP FURTURE GRAE5 DAP5 IN ALL DATHFOOM5 WSEC CREDIT Ba (.5 croditio) CLEAR FLOORS AREAS APE INDICATED TRMN 130WE BY KOHLER (FAUCET) K-&00170-4AKL-CP 1,0 GPM IN THE TYPE "b"BATHPOOM5 AND KITCHEN CERTIFICATE WILL BE POSTED IN FURNACE (OR OTHER APPROVED AREA) WITH THE FOLLOWING INFORMATION: K-VLAUNE5. U-VALUESPE5ULT5 FROM DUCT SYSTEM TEST AIR LEAKAGE TESTING, RESULTS FROM BUIPLING ENCELOPE AIR LEAKAGE TESTING, TYPES AND EFFICIENCIES OF HEATING, COOLING, AND SERVICE WATER HEATING EQUIPMENT PER R401.3 DUCTS ARE REQUIRED TO 13E INSULATED TO A MINIMUM OF F-b PEP K403.3.1 ; ;THE DWELLING 15 REQUIRED TO 15E TESTED & VERIFIED AS HAVING AN AIR LEAKAGE RATE NOT EXCEEDING 5 AIR CHANCES PEP HOUR PER F402Al_.___ MECHANICAL DUCTS ARE REQUIRED TO 15E SEAL TESTED IN ACCORDANCE WITH 405.52 TESTING TO COMPLY WITH W5U F5_33. EXTERIOR, HEADERS APE REQUIRED TO BE INSULATED WITH A MIN. OF P-10 INSULATION, CORNERS OF STUD WALL9 ARE REQUIRED TO 13E FULLY INSULATED. HATCHED AREAS 50 LOCATIONS FOR REINFORCMENT3 FOR GRAB SAKE, (TYP) GFAB 15AP HT 33" MIN-46"MAX ABOVE FLOOR VE CLA GRAD BAR 18"MIN. IN LENGTH 39'-41" MAX ABOVE FLOOR I ALLOWABLE OPENING ANALYSIS PEP TA13LE 705.a 7-10'= 10% ALLOWABLE AREA 202 (EAST WALL): 609.84 50. FT. X.10 60.98 5O.FT UNPROTECTED WINDOW OPENING ALLOWED. ACTUAL UNPROTECTED WINDOW OPENING = 59.75SQ. FT. FIRE SEPARATION DISTANCE 6 TO LESS THAN 10 DEGREE OF OPENING PROTECTION: UNPROTECTED, NON SPRINKLEIZED 1014 MBATH-, WSEC CREDIT Ba (.5 awdito) GROHE 2611700 FAIRE50PN T11 F SHOWER HEAD 1.75 GPM 50 CFM TRITON BOWE 13Y KOHLER (FAUCET) --fl .. E K-80OT70-4AKL-CP 1.0 GPM 2'9" 127-1/2" ELEVATOR EQUIPMENT ROOM -155- HEAT DETECTOR 0,5PPINKLEF HEAFS -PROVIVE FRESH AIR THROUGH 4!' DUCT -EXAU5T FAN TO MAINTAIN A MAX. TEMP. OF 90- &VENT TO OUTSIDE IK AS KEaP 13Y MFG SPECS ELEVATOR NOTES :UNHEATED 511ACE-CONTINOU5 RIM 0 FLOORS. INSTALLATION OF ADDITIONAL ELEVATOR POORS SHALL NOT VIOLATE LISTINGS OF ELEVATOR TM MECHANICAL CHA5E6 -CONTINUOUS, RIM 9D FLOOR SPRINKLER ROOM -FIRE ALARM CONROL PANEL IN SPRINKLER ROOM W/ CENTRAL STATION SERVICE MONITORING ANNUNCIATOK IN LOBBY STAJR NOTES -MAINTAIN REaD 1 HIP STAIRS ENCLOUSUFZE5 & MIN 6-&' HEADROOM 0 STAIRS -ELECTRIC HEAT40 MINSEMP I WATT PEP Sa FT. UNHEATED SPACE -STAIR 13ACKING FOP, HAND ?AIL -CONTINUOUS, RIM 0 FLOOR -BASEMENT STAIR. R15E = 6.51" RUN = IT' ALL OTHER STAIRS: RISE = 6.7Z' FIREPLACE NOTES ICY CLEARANCE FIREPLACE W/ DIRECT VENT FACTORY BUILT FIREPLCE SHALL BE INSTALLED PEP MANUFACTUFZEF�5 SPEC5 AND SHALL HAVE AFPROAL LABEL ATTACHED 5/8" TYPE'r GWI3 TO ROOF 5HEATING FIREPLACES & 5TOVE5 MUST 15E D.O.E CERTIFIED & LABELED AS SUITABLE FIRSTSTAG FOR USE DURING A E BURN DAN. IC PROVIDE ONE OPENABLE ESCAPE WINPOW IN BASEMENT & IN EACH SLEEPING ROOM MEETING ALL THE FOLLOMNG REQUIREMENTS: 1. AN OPENADLE AREA OF NOT LESS THEN 5.7 50.FT. 2. A MIN. CLEAR HEIGHT OF 2,V' 5. A MIN. CLEAR WIDTH OF 20" 4. FIN16HED SILL HEIGHT OF NOT MORE THAN 4-VADOVE THE FIN15H FLOCK 5. ALL WINDOW5 TO INCLUDE FRESH AIR VENTS OR METERED FRESH AIR SUPPLY 0 FURNACE GALL WINDOWS & DOORS HAVING ACCESS TO EXTERIOR OR UNHEATED TO BE SEALED PER SEC. 402.4.1.1(WAC) RECE55EP LIGHTING TO 13E IC RATED ALL TYPE "B" DECK SURFACES TO BE NO MORE THAN 4P BELOW INTERIOR FLOOR LEVEL -ALL TYPE -113-1 FRONT DOORS TO BE Z-191 MIN. & ALL DOOR THRESHOLDS CANNOT EXCEED M" PEP 404 :ALL DWELLINGS MUST BE TYPE D, OPT B ALL REQUIRED DOOR HARDWARE TO MEET 115C CHAPTER 11 6, EXITING PEP 1010.1.9.1 ImC TTFE B OR L VENT CONmEcToP5 PEaD ON FUEL-DUPNING APPLIANCE IN UNHEATED SPACES HYDRONIC HEATING SYSTEM APPROVAL BY THE WATER SURVEYOR DOES NOT RELIEVE THE CUSTOMER OF THE RE5PONSIBLITY TO COMPLY W/ THE REQUIREMENTS OF OTHER AGENCIES HAVING JURISDICTION. APPROVAL OF IF115 PLAN DOES NOT VEST THE BUILDING OR PLUMBING SINCE FUTURE CHANGES IN THE CUSTOMERS WATER USE MAY INCREASE THE A55ESSMENT RISK & THE SURVEYORS PROTECTION REQUIREMENTS. IMC. CHAPTER 12 13UILVINO N51PECTORS MUST OBSERVE A HYDROSTATIC TEST ON THE HOT WATER SUPPLY LINES & THE PANEL SYS rEM. -TEST. 100 1`51 WATER PKE55UFZE OR 1-1/2 TIMES THE OPERnNG PPE6SUFF, WHICHEVER 15 GREATER. MIN W MINUTES TEST. -PIPING EMBEDDED IN CONCRETE MUST BE PRESSURE TESTED PRIOR TO POURING OF CONCRETE AND BE MAINTAINED DURING PLACEMENT. - GARAGE HEADROOM TO BE MIN. OF 7-O"CLEAKANCE FROM ALL PIPES. SPRINKLER HEAD5, DUCTS. SEAMS, & INSULAIIONL ETC, -MIN. HEADROOM CLEARANCE OF 7-615 KEaD IN ALL HA15T,AL SPACES. & T-OPIS 'EQD ELSEWHERE P -LOCATION 01 EMERGENCY LIGHTING SHALL BE APPROVED BYFIREMAIR5 AL -REaP WHEEL STOP 0 ALL PARKING 5TALL5 -EXHAUST OUTLETS TO BE A MIN. OF V-01- FROM BUILDING OPENINGS & 10"0" FROM SUPPLY AIR INLETS (TYP). -DOUBLE CHECK VALVE INSPECTION KEaP BY CITY GROSS CONNECTION CONTROL SPECIALIST PRIOR TO HYPRO STATIC TEST OF FIRE SPRINKLER SYSTEM. - ACCESS TO DOUBLE CHECK VALVE MUST 15E WITHIN 9 ABOVE FINISHED FLOOR OR A 30"0" MIN PLATFORM MUST BE INSTALLED FOR ArCF55 -WALLS, SEPARATING DWELLING UNITS FROM COMMON AREAS (STAR ENCLOSURES, ELEVATOR 5HAFr, ETC) MUST HAVE AN SIC OF 50 OR MORE -SMOKE & CRAFT - ASSEMBLIES IN LOBBY I-HK AREAS & ELEVATORS/ ENTRY LOCATIONS SHALL HAVE A FIFE PROTECTION RATING OF NOT LESS THAN 50 MIN. & BEAR AN APPROVED LABEL IDENTIFING THE RATING OF THE A55EMDLY FOLLOWED 15Y THE LETrEK"5". DOOFZ55HALL 15E MAINTAINED 5ELF-CLOSING OR BE AUTOMATIC CLOSING 15Y ACnVA1ON OF A SMOKE DETECTOR ADDITIONAL FLUM13ING REQUIREMENTS: -MAIN BUILDING SHUT-OFF REaP ON WATER SUPPLY LINE, PRE55UPE REDUCTION VALVE ON MAIN WATER SUPPLY LINE REaP 13Y CITY COPE :EXPANSION TANK REOT? ON EACH HOT WATER TANK. VENT HOT WATER TANK RELIEF VALVE DIRECTLY TO THE OUT51DE -HOT WATER HEATEK MUST BE 5E15MICALLYANICHOREP OR STRAPPED 0 POINTS WITHIN THE UPPER 1/3 & LOWER 1/3 OF ITS VERTICAL DIMENSION. 0 THE LOWER POINT. A MIN. DISTANCE OF 4?'MU5T BE MAINTAINED A13OVE THE CONTROLS W/ THE 5TFAPPING :PKOIVlPE INDIVIDUAL SHUTOFFS FOR EACH UNIT 1" AIRGAP. REOID ON PISWAH9HER -ALL SHOWERS HEAPS TO BE EQUIPPED WITH FLOW CONTROL DEVICE TO LIMIT FLOW TO 1.75 GPM -A K SWITCH FOP DISPOSAL IN SINK -ALL HOTWATEK PIPES MUST BE INSULATED WITH K-5 INSULATION PER 2015 WSEC SEC 403,5Z z II-� , MIA Z cuI. 19 An c) C:) zW oo U C 1.4.19 REVISIONS: 1.14.19 6.24.19 10.30.19 6.16.20 9.23.20 PRINTED: RESUB 9.23.20 Sep 28 2020 -o-moNm N D-PMENTSE- ). "i 2NTUFLn'__"R PLAN %Ju I I - SCALE: 1/4" Y-O" 201: (LIV) 1589.15 SQ. Fr., (DECK) 112 SQ. Fr. = 1,701.15 SQ. FT. 202: (LXV) 1873.99 SQ. FT., (DECK) 91.00 SQ. FT. = 1,964.99 SQ. FT. CONMON AREA: 195.36 SQ. FT. TOTAL = 3 851.50 SQ. Fr. m MUM n ;4- 81 1019.1 C STUD WSEC CREDIT OPTION #4 (1 �,mllt) & 5� (IE ELECT TANKLE55 HOT WATER ' M - _ HEATER ( WIMIN EFF OF 95) ' :_RON H EM ATER SUPMY FOR HYDRONIC HEATERS W w T UMy OR BY DEACON/MORKRICAND MIXING VALVE CC . VE FOR HOTWATER SUPPLY TO EACH UNIT , . TER , z MBED CARPET P 16 1A wSE"R5Pn75aT5crRMj- TRITON t5OWE BY KOHLER (FAUCET) HAjCHEV At �EAS FOR REIN MENT5 Fop GRAS I AM (TYP) GRAS BAR HT W'MIN- �6' MAX ABOVE FIX )R VERTICLA 3RAD BAR lv'M[N. It LENGTH 39",41" M X ABOVE P. . 5. TYPE '131' 13ATHFOOM PER ICC 1004.11.3 ONE 15ATHING FACILITY THAT :5 ON AN ACCE591BLE ROUTE 0 KEQU F 0 TO COMPY WITH OPTION'!ITPROVIDE REINFORCEMENT FOR FUTURE INSTALLATION OF GRAB SAKS WATER CLOSE-� LAVATORY, AND BATHTUB K-80OT70-4AI GRCHE 261170 SHOWER HEAC 77' 12' 13, 46-1/2" Z311 L 3191, 1 1 319.1 1. 25" 4�8" ---------------------- ---- ------------ 6"PIA PuCTjHOOD EN 4036 SUPER WSSCCRfDIT5. .......... TRITON DC WE By KOHLER (FAUCET) K-aOOT7C 4AKL-CP 1.0 GPM LIV DIN CARPET UNIT 301 CARPET 1-HP FLOOP/CEILING OCCUPANCY SEPARATION REaD � OPTION M; INTEKMITTENTWHOLE HOUCd VENTILATION w 5050 1-1 20E50 DE'�CK LIV E Kl� ;�cr. CARPET GAS 5TUJ I . nogn. 1 lork CLEAF 2 5FACF 4EAR -SPACE DIN UNIT 302 CARPET 1-HP FLOOK/CEILING OCCUPANCY 5EPAPATION KEaP FIKE5TOrPING REDD AT FIRE RESI-IWALL FOR ELECrg[CALMECHANICAI.&FLUMD114G ELEMENTS KIT PER, IVC 714.1 r ='' 60' TYP PETAIL CIAG APPLIES E. tE A OPTION #1: INTERMITTENTWHOLE TO THE ENTIRE HOUS VENnl_AnON U61NO EXHAUST CEILING OF UNIT 302 FAN &FRE5HARINLEIS IMC405.8 ALLHADITADLEROOM5 ............ WILLK UIREOUTPOORAIRINLET5 RUNTIM FACfM2=50%RUNTIME WSECCREDITS.(.B��U) IN EACH *HOUR SEGMENT. TRITON SOME BY KOHLER (FAUCET) K-8O0T7O4AKL-Crl.O GPM ZV Z13" 4Z-1/2!' 7' 4 NTRY] CAPPET --EN E OR " 0 v KrF--- HARDWOOD TYP "B" KITCHEN PEP 12 '6 b 1 CLEAR V [CC 1004.12 SPACE L 4 E ELECTRIC RELEASE GO MIN W1 SELF CLOSING ------- 7-7 11 -will -IT- WSEC CREDIT 51 (.5 j") Hill 170 C WH GKOHE Z611700 FAIRBORN ENTERED 0 Ar SHOWER HEAD 1.� GPM A': 50 CFM 1-fiR AUNI V� TRITON IOWE BY KOHLER (I WCET) X"Ry 36,6,& N1.1 STA �:T K-aoovo�AKL-cp Lo Grk CAFFET I" CAPPET ---------------- : - - - - 8111. 4! BED #2 CARPET 14"MAX SILL HEIGHT 4 5 0 5LII O.Y. - - - - - - - - - - - - - - - - - - - - - - -- I CLEA - - - Mal 29" VIl" 6 6. w 91 WSEC CREDIT OPTION #4 (1 dlit) & B. (1.5 -dit) ELECT. TANKLE55 HOTWATER HEATER , (W�MIN EFF OF.95) WATER SUPPLY FOR HYDFONIC HEATERS BY DEACON/MORK 5ANP MIXING VALVE FOR HOTIVATER SUPPLY TO EACH UNIT (n BED #2 CAPPET W5EC CREDIT 5. IS di�) GKOHE 2611700 FAIROORN SHOWER HEAD 1.75 GPM T T RITON BOWE BY KOHLER (FAUCET) t,VK-5O0T7O,4AKL-CP _S LO GPM W.I.C. APPET BED #3 71- CAPPET REMOVABLE VANITY NO CAB. UNDER SINK ALLOWING FOR A FORWARD APPROACH L__j MBED to w 15) CARPET a) 4! 44" MAX SILL HEIGHT 11.6, 14� 1 KAD VAR HT 38" MAX A50VE FLOOR c_ VEKTICLA GRAD 13AR 10" MIN. IN LENGTH 48"MAX ABOVE FLOOR MF w 52 ME E D HATCHED AREAS 50 LOCATIONS FOR PEINFORCMENT5 FOR GRAD BARG (TYl') GRAB DAR HT 35" MIN-46"MAX A13OVE FLOOR VERnCLA GRAS BAR 76"MIN. IN LENGTH 39'-41" MAX ABOVE FLOOR WSECCREDIT5a(bmMU) GROHE 2611700 FAIPE50PN SHOWER HEAD 1.75 GPM TRITON BOWE BY KOHLER (FAUCET) K-80OT70-4AKL-CP 1.0 GPM M 2X6 0 16- D.C. STOP WALL Wl R-21 INSUL; (2)2X41 0 16' O.C.. I" AIR SPACE 1 HIZ METAL STUD WALL (AFTER ELEV. INSTALL) ZX4 0 IG'O.C. M 0 16" D.C. PtUMDING WALL WOODCOLUMN CIA rROADE OUTSIDE AIR FOP FURN. & WATER HEATER (RELIEF MUSTVENT TO OUT51DE (NOT GARAGE) 2Z)ZO" ArnC ACCESS (30" MIN. VERT. CLEARANCE WEATHER CTKIP&INOUL. MP-49 "NOEX11"SIGN l2GV5MKVETWIDATT5ACKUP(INTEFCONNEcrED) FIRE DETECTOR INTERCONNECTED EMERGENCY LIGHTING WIDATT BACKUP INDICATES ILLUMINATE[) EXIT SIGNS W/ BATT 15ACKUP CONTOKL JOINTS BAR.El FREE DIIECTIORAL C-AGE LOCATION FUTURE GRAB BARE: PROVIDE 13LOCKING V7/-2 HORIZZONTAL CENTEKLINE P05TTON 35"FROM FLOOR PEP ]CC/AN51609.4 El CAK13ON MONOXIDE DETECTOR PER IPC 515 ALL UNITS ARE TO BE TYPE "13P'UNIT16 PEP ICC-AN51 A117-1 SECTION 1004. INSTALL SOLID 2X 13LOCKING FOP FURTLIKE GRAS SAPS IN ALL 15ATHPOOM5 CLEAR FLOORS AREAS ARE INDICATED IN THE TYPE "B" BATHROOMS AND KITCHEN CERTIFICATE WILL 13E POSTED IN FURNACE (OF OTHER APPROVED AREA) WITH THE FOLLOWING INFORMATION: P-VLAUNE5, U-VALUE5,PESULTS FROM DUCT SYSTEM TEST AIR LEAKAGE TESTING, RESULTS FROM 13UIDLING ENCELOPE AIR LEAKAGE TESTING, TYPES AND EFFICIENCIES OF HEAnNG, COOLING, AND SERVICE WATER HEATING EQUIPMENT PEP F401.3 DUCT'S ARE REQUIRED TO BE INSULATED TO A MINIMUM OF P-8 PEP R4,05.5.1 THE DWELLING IS REQUIRE[) TO 13E TESTED &VERIFIED AS HAVING AN AIR LEAKAGE PATE NOT EXCEEDING 3 AIR CHANGES PEP HOUK PEP K4024.1 MECHANICAL PUCT5 AKE REQUIRED TO BE 5EAL TESTED IN ACCORDANCE WITH 403.5.2 TESTING TO COMPLY WITH W5U F5-33. EXTERIOR HEADEK5 APE REQUIRED TO 15E INSULATED WITH A MIN. OF F-10 INSULATION. COPNER5 OF STUD WALLS APE REQUIRED TO 15E FULLY INSULATED. ALLOWABLE OPENING ANALYSIS PER TABLE 705.5 7-10'= 10% ALLOWABLE AREA 302 (EAST WALL): 544.50 CO. FT X.10 54-45 SQ.Fl� UNPROTECTED WINDOW OPENING ALLOWED. ACTUAL UNPROTECTED WINDOW OPENING= 53.75 50, FT. FIFE SEPARATION P15TANCE: 5 TO LE55 THAN 10 DEGREE OF OPENING PROTECTION: UNPROTECTED, NON OPKINKLEPED 10% ELEVATOR EQUIPMENT ROOM -135' HEAT DETECTOR 0 SPRINKLER HEAFS -PROVIDE RESH AIR THROUGH 4!'DUCT -EX&U5T FAN TO MAINTAIN A MAX. TEMP. OF 90' &VENT TO OUTSIDE AS Mal? BY MFG SPECS ELEVATOR NOTES :UNHEATED 5PACE-CONTINOIJ5 KIM 0 FLOORS. INSTALLATION OF ADDITIONAL ELEVATOR DOORS SHALL NOT VIOLATE LISTINGS OF ELEVAIOR (TYP) MECHANICAL CHASES -CONTINUOUS RIM 0 FLOOR. SIPRINKLER ROOM -FIRE ALARM CONMOL PANEL IN SPRINKLER KOOM W1 CENTRAL STATION SEIZIACE MONITORING -ANNUNCIATOR IN LOBBY STAIR NOTES -MAINTAIN PEaV I HR STAIRS ENCLOUSURE5 & MIN 6-8. HEADROOM 0 STAIRS -ELECTRIC HEAT 40 MINJEMPI WATT PEP SO. FT. UNHEATED SPACE -STAIR BACKING FOP HAND RAIL -CONTINUOUS RIM 0 FLOOR. -13ASEMENT 5TAIK. RISE = 6.81" RUN = 11" ALL OTHER STAIRS: RISE = 6.72" FIREPLACE NOTES IC CLEARANCE FIREPLACE Wl DIRECT VENT FACTOKYOUILT FIREPI-CE SHALL BE INSTALLED PEP, MANUFACTUREW5 SPECS AND SHALL HAVE APPROAL LABEL ATTACHED 51FTYPE ")('CM TO ROOF 5HEATING FIREPLACES & STOVES MUST DE D.O.E CERTIFIED & LA15ELED AD SUITABLE FOR USE DURING A FIRST STAGE DURN DAN. PROVIDE ONE OPENADUE ESCAPE WINDOW IN 15ASEMENT & IN EACH SLEEPING ROOM MEETING ALL THE FOLLOWING REQUIREMENTS: 1. AN orENABLE AREA OF NOT LESS THEN 5.7 SaFT 2. A MIN. CLEAR HEIGHT OF 2#' 3. A MIN. CLEAR WIDTH OF 29- 4. FINISHED SILL HEIGHT OF NOT MORE THAN 4#'ABOVE THE FIN15H FLOOR 5. ALL WINDOWS TO INCLUDE FRESH AIR VENT6 OR METERED FRESH AIR SUPPLY 0 FURNACE GALL WINDOWS & DOOM HAVING ACCESS TO EXTERIOR OR UNHEATED TO BE SEALED PEP, SEC. 402.4.1.1(WAC) PECE55ED LIGHTING TO BE IC RATED ALL TYPE "W DECK SURFACES TO BE NO MORE THANV' BELOW INTERIOR FLOCK LEVEL -ALL TYPE "B"FRONT 1) ORS TO 13E 2`10"MIN. & ALL DOOR THRESHOLDS CANNOT EXCEED 112" PER 404 :ALL DWELLINGS MUST BE TYPE 13, OFT. 5 ALL REQUIRED DOOR HARDWARE TO MEET DC CHAPTEK 11 & EXITING PER 1010.1.9.1 IMC TYPE 15 OR L VENT CONNECTOM REaO ON FLIEL-BURNING, APPLIANCE IN UNHEATED SPACES HYDRONIC HEATING SYSTEM APPROVAL BYTHEINATER15LIRMYOR DOES NO`r RELIEVE THE CUSTOMER OF THE RE5?ONSISLITYTO COMPLY Wl THE REQUIREMENTS OF OTHER AGENCIES HAVING JURISDICTION. APPROVAL OF TH15 PLAN DOES NOT VEST THE BUILDING OR PLUMBING SINCE FUTURE CHANGES IN THE CUSTOMERS WATER USE MAY INCREASE THE ASSESSMENT RISK & THE SURVEYORS PROTECTION REQUIREMENTS. IMC. CHAPTER 12 BUILDING INSPECTORS MUST OBSERVE A HYDROSTATIC TEST ON THE HOT WATER SUPPLY LINES & THE PANEL SYSTEM. -TEST. 100 PBI WATER PRESSURE OR 1-1/2 TIMES THE OPERATING PRESSURE, WHICHEVER 15 GREATER. MIN 30 MINUTES TEST. -PIPING EMBEDDED IN CONCRETE MUST DE PRE55UFZE TESTED PIZIOK TO POURING OF CONCRETE AND 15E MAINTAINED DURING PLACEMENT. - GARAGE HEADROOM TO BE MIN. OF T-O"CUFARANCE FROM ALL PIPES, SPRINKLER HEADS, DUCTS, BEAMS, & 11,15ULAMON, ETC, I -MIN. HEADROOM CLEARANCE OF 7-6'16 RECrD IN ALL HADITAL SPACES, & 7_a, 15 REGID ELSEWHERE -LOCATION OF EMEWE14CY LIGHTING SHALL BE APPROVED BY FIRE MARSHAL -REQD WHEEL STOP 0 ALL PARKING STALLS -EXHAUST OUTLETS TO 13E A MIN. OF V-01' FROM BUILDING OPENINGS & 101-o" FROM SUPPLY AIR INLETS OYF). -DOUBLE CHECK VALVE INSPECTION REaV DY CITY CP055 CONNECTION CONTROL 5PECIAL15T PRIOR TO HYDRO 51AT[C TEST OF FIRE SPRINKLER SYSTEM. - ACCE55 TO DOUBLE CHECK VALVE MUST BE WITHIN 9 ABOVE FINISHED FLOOR OR A 30"00" MIN PLATFORM MUST 15E INSTALLED FOR ACCESS -WALLS SEPARATING DWELLING UNITS FROM COMMON AREAS (STAIR ENCLOSURES, ELEVATOR SHAFT; ETC) MUST HAVE AN STC OF 60 OR MORE -SMOKE & CRAFT - ASSEMBLIES IN LODBY. 1-HR AREAS & ELEVATORS/ ENTRY LOCATIONS SHALL HAVE A FIRE PROTECTION RATING OF NOT LESS THAN E50 MIN. & BEAK AN AF'F'Fj)WP LABEL IDENTIFING THE RATING OF THE A55EMDLY FOLLOWED BY THE LETTER "0". COOKS SHALL 13E MAINTAINED 5ELF-CLOSING OR BE AUTOMATIC CL05ING By ACnVAnON OF A SMOKE DMCTOR ADPITIONAL FLUM15ING REQUIREMENTS: :MAIN 13UILVING SHUT-OFF RECrD ON WATER SUPPLY LINE. PRESSURE REDUCTION YALYE ON MAIN WATER SUPPLY LINE IZEaP 15Y CITY COPE -EXPANSION TANK KEaD ON EACH HOT WATER TANK. -VENT HOT WATEK TANK RELIEF VALVE DIRECTLY TO THE OUTSIDE -HCrr WATER HEATER MUST BE 5EISMICALLY ANCHORED 0 ' 5TRAFFED 0 POINTS WITHIN THE UPPER 1/3 & LOWER 113 P OF ITS VERTICAL DIMENSION. 0 THE LOWER POINT. A MIN. P15TANCE OF #'MUST 15E MAINTAINED ABOVE THE CONTROLS W/ THE 5TKAPFING -PROVIDE INDIVIDUAL 5HUTOFF6 FOR EACH UNIT -I" AIPGAP RE90 ON 019HWAH5HEr -ALL SHOWERS HEADS TO BE EQUIPPED MTH FLOW CONTROL DEVICE TO LIMIT FLOW TO 1.75 GPM -AIR SWITCH FOR DISPOSAL IN SINK -ALL HOIWATE PI K PESMU5TDEIN5UL INSULATION PER 2015 MEC SEC 403.5.3 SCALE: 1/4�! = l'-O" 301: (LIV) 1587.85 SQ. FF., (DECK) 112.00 SQ. FT. = 1,598.85 SQ. FF. 302: (LJV) 1858.18 SQ. FT., (DECK) 91.00 SQ. Ff. = 1,949.18 SQ. Fr. COMMON AREA: 186.72 SQ. Fr. TOTAL = 3,734.75 SQ. FF. RESUB Sep 28 2020 CFE-S I till 2 t_j c) C-4 C) 00 U 90 u U) 0 r4 REVISIONS: 1.14.19 6.24.19 10.30.19 6.16.20 9.23.20 PRINTED: 9.23.20 /7% /FN /TN ��j w w mw 2X PLATE TY? FLOOR CONST, CARPET & 1/2" IZEDONP PAD 16d 0 61 O.C.. 31W'T&C, 5U5FI OOR P-30 INSULATION ad a V O.C.. TJI PER FRAMING PLAN LSL RIM JOIST 101 518"G.W.15. (2) KOW5 TOE NAILS lad 0 61 O.C. 2X JOIST (2) 2X TOP PLATE 1/Z'0515 NAILING REP . EP TO F-21 INSULATION SHEAR WALL SCHED. MT,YP NON -SW @ EXT. WALL \1�11 =I -u TYPICAL ROOF CONSTRUCTION COMP051TION ROOFING IN ACCORDANCE WITH 113C TABLE 1505.1,15 L5 FELT 7/16'0515 ROOF DIAPHRAGM, U.N.C. — 2X ENGINEERED TKU55 ad a 61 D.C. 2X SOLID ' OLKO.W/Vt< HOLES AS PEQ�� 7/16'0515 - FOP NAILING REFEP TO SHEAR &ALL OCHED. BLOW ATTIC IN5ULATIOI, R - 49 FLAME SPREAD NOT TO EXCEED 25 AND SMOKE DENSITY NOT TO EXCEED 450 IN ATTIC USE APPROVED iNSULATION 15AFFLE W1 V MIN. AIKSMACE ABOVE INOULATON H-I OR EQUAL 0 EACH TIZU55 PEP 'SHEARWALL SCHP. 5/8" GW15,(2-LAYEP 5/8" GM IF 1-HOUR ri ALL STAIRWALLS BLOCKED VERT. & HORIZ. III) IO'O.C. �EXTENP HANDRAIL 6' PRIVATE AOTE: HANDRAIL MUST- TE U 'T' �T : IZ PU13LIC TOP BE 34�'TO 36' MAX. 6 5 M 2': 1 PUBLIC 130TTOM FE515T 200# LOAD R I AND RETURN OR CONT. FEK 115C 16607.1.1 z / .; _ . ,_ I IIW'- 001A� CONT �D (2) - 2X HEADER W1 W1 I I/Z'CLR. F ALL LEDGER OR JST. HGR5. " 4 THRUST 15LOCK TH - p FOP CARRIAGE SUPPORT "\ ) _ 26 ' :2 (3) - 2XI2 STRINGERS (3 HU52124 EA. SIDE & O.0 di . TREA1 b 2� 1/4!'-2" DIA. IR NOSING TO 13E z z OUNDED & SLIP RESTA114T I < 'S." 5/8"TYPE 1)? GYP. 131). 0 AREAS ACCE55113LE UNDER 5TAfPS 2X4 FIPEDLOCr 0 MlOrt OF EA. STAR PUN STRINGER 0 WALL STAIR SECTION w SCALE: 3/4"= 1' - (r TYPICAL ROOF CONSTRUCTION 15LOW ATTIC INSULATION K - 49 FLAME POSITION ROOFING IN ACCORDANCE n0 N 00 : SPREAD NOT TO 115C TA15LE 1505.1,15 L13 FELT BL EXCEED 25 AND �'0513 ROOF DIAPHRAGM, U.N.O. ' W SMOKE DENSITY ENGINEERED TRUSS NOT TO EXCEED 6, O.0 0 )C 450 IN AMC USE APPROVED SOLID INSULATION 13AFFLE 0 T W1 I" MIN. AIRSPACE E�IAS FEC. A13OVE INSULATION 5/8"GIN15, (2-LAYEK 5/&'GWD If 1-HOUP com WITH 7/1 2X 811 2x BL HOL A-,' 5H SCHEDULE 7116" 0515 - FOR NAILING REFER TO CHEAP 5/8'. Gm WALL SCHEP. (2) 2X05 TOP Pt I 5/6, OW15 (2) 2xr, Tor rL �M TRUSS @ EXT. WALL TYR Q TRUSS @ EXT. SW \11ir SCALE: 3/4" = Y- V' _ w SCALE: 3/4" = Y- 0" LAI, & 161 a, A 5 ACCE55IDLE FAKING 5IGN ACCES515LE MAKING 5TALL WAC 1107 1701 111ILT-11 1001 6y5T1115 .��A jkA;I., T =AT_ "A FLA5HING DETAIL FO MODIFIED PIN T �A T FLASHING DETAIL FOR E.P.D.M. OR 'y S LI N r L E. _,. 0�� __ FAST U—y No M= 019MM9= ,0,,W,,MV0_VM,,V— III NWA 5 /-u\ 2" ROOF DRAINS JW 1VhK1UUUbQ.kl.XUUFAEtA SCALE: N.S. A Z< PLAI-- lad 0 01 O.C. TJ( PER FRAMING PLAN 5/6, G.W.D. (2) 2X TOP PLATE 4-L t*-PN'INT. NON -BEARING WALL J015T 5FACE FOP FIRE WALLr WM _ BOTTOM PLATE ,1-3/4"MI-7/&' TIMBEK5TKANP RIM(comnNUOU5 MOCKING TO MAINTAIN CONKNuny) DOUBLE Tor PLATE 50- TYPE 'r GMA W1 MIN. FIKE TAPE (I LAYEK 0 ClAIR & 2 LAYEF5 0 ELEVATOK) IN FLOOr DOTTOM PLATE nMl3Er5TRANP RIM(CONnNUOU5 13LOCrING TO MAINTAIN CONTINUITY DOUBLETOP PLATE I HK WALL I LAKER 5/&' TKPE'r GRA W1 MIN. FIKE TAPE I H CEILING STANDARD 'OFFSET /-vVIRE BARRIER BLOCKING NO1E! FULL WIDTH BLOCKING NOSCALE 15 REaD AT ALL SHAFT & STAR ENCLOSURE WALL5 FLOOR STRucnON INKLER PIPE III VOID VE INSULATION )LATION PEP 15C PANT 5FIZINKEP (PRY) SPRINKLER t-Q-N@ GARAGE CEILING w =LE �AP 15Y 9 coNn NALL NG /w-\ SHAFT TERMINATION SCALE: 3/4- = 7= E THROUGH PENETPAnON5 & MEMBPAN ��) PENTRATIONS SHALL 13E PROTECTED IN ACCORDANCE W1 113C 714.1 Fe.Ad.Fl, fb, pIpm z U-) U .-I DEFEPPEDC,U15MITTAL ,�21RE STOP @ PIPE PENIT. SPRINKLER 1/2!'OW5 DRAFT STOP 0 PARTY WALL LOCATE TRU55 OVER PARTY WALL. TRUSS TO 5EPE5IGN FOP ADDITONAL LOAD OF 110 GWI5 AND TO HAVE 2X4 15ACKING 0 249 O.C. 518" GWD TYPEX 51&'GWI3 TYPE "X' RE51LIENT CHAN14EL OVER Z<4 STUDS 0 loll D.C. Pli INsaknoN PARTY WALL FIFE5TOPS PEO a la INTEKvAI,5 ALONG STA0,0EFED PAM WALLS TRUSS @ /x-\DRAFT STOP 5ULATION PER 16C rNTING MATERIAL )OF FRAMING ro SPRINKLER HEAP TENTING C14 g 00 zz U) Lr) .4 .24.19 0.30.19 RESUB NOV 12 2019 GPICKETFPAMING VENT AS PEa 50LUDaTAFT`ElI LASS'U'ROOF 11, IN 1Z'MIM FOR OVE 1/Zl MY CKIMT DRAINAGE Del 0 61, O.C. — _\ I l_'. ___ _1�1 ONE HOUR EXtEPIOP WALL FLOOR -CEILING SYSTEMS, WOOD FRAMED rGA F—ILIE # VVP 5510')1 R-49 INI GA FILE NO WIF 8105-F]PE TEST WP 5510 GAFILENO.FC6011 PROPRIETARY' I F'OUR 1111 STC STC55-59 RE ll..UNR T D 14OUSI MOD STFLUITURUIU. PANELS Gypsum HOUR F.R. FIX—ORTOPPI 4 RESUENTCROUNNELS, GLASS FIBER UNIT 2X6 FRAMING OR LOWE FILL INSULATION, GYPSUM IMULLBOARD o.c. ROOF -CEILING SYSTEMS 1 LAYER OF K-21 INSULATION lyp d,WWl[ 1W o.c. G I- W. I- I I IWIY on I HOUR 'd GA FILE NO. IRC 2602 GENERIC 5/5" TYPE `X'GYPSUM -1 8' -ell—I Pill, Of FIRE 1,,g 4,Oushl 3' b�,,dft,,d,ofehdPI,t. RaliohtftnntlsaRplIad8tfl9hl""gI WOOD TRUSSES, GYPSUM WA 2X4 50LID L NG WALL130APD 1w -P �ph III wh "I' T_ B MWI Emi X Mium mill— 6PIPI,A1 W Nht tlW t.MRh, N' 13EVEL TOP 5 0 N 112NOSB PER 5W SCHEDULE App.. Wing With 1 111 T W., IS d—N.— .c. III S.' 1. B CONTINUE OWD ENTIRE I —I st 1,h, WnB. th 11I NITI —I.1, Iql T� E vW'I" 3 P.f WsUftMhJmgy;,aurn,Nthaorb mappli�,tdght��gil�b�111,W�l�Ty�W GYPSUM WALLBOARD, WOOD STUDS R.T.Wh: LI.R1319,05INKINSE). ,Sd,WIlI12' oc LENGTH OF TRU55 .Wnt . Q E., Nn — 1. ;UI BASE LAYER ll#'OYF5UM WALLBOARD GINNomEtI APPLIED PARALLEL TO EACH SIDE OF Mubfi.r.ppl. IS dgh-B., b I.. WE, III WUhWl,.Wd nq ih.k ULDWilignt.570 to—EI With W nalli, Apph,pems R,hfWlrO 2 LAYERS 5/6" ,,II Thhl: _`)T�%Qul UbLE RON OF 2X4 WOOD STUDS 16" O-C- ST. TWO .1. 11— p- EWW lI J -IN— II _o GWD TYPE'X' SHANK, 1/#' .P_YBMPWL.�.rtRPPIhq-.—r'lePh,F nlMq It d RALLoTIG-DE.— H ANDI I/Z'AFARTW/4d COATED NAIL51 110'LONG,0.099' 2=2 HEADS. 12" O.C. FACE LAYER 1/2"TYPE X GYPSUM WALLBOARD, Wit.n.— lrI .91— — W-1. 1-ppl.d . I., ETC 66 —1 RALOTO 4-ZI 51MPSON A34 012" O.C.. WiU.M'j'u"I (S2.,IW (2 PEP JOIST SPACES) EXTERIOR SURFACE Wl 3/4!'DROP SIDING OVER 1/2" VENEER BASE OF VINYL FACED GYPSUM BOARD LAMINATED I-r.)RAILOTOM. TO BASE LAYER IPAPALLEL TO 5TUD5 W1 318" RIBBONS OF ADHE51VE 161" PROPRIETARY GYPSUM COMPONENTS 41�: A,prRA.CWlIhg W1 (5) 8� X 1 IIIV' NAILS GYPSUM SHEATHING ON Z'X*'WOOP STUDS AT O.C. & 5d COATED NAILS 13/4!' LONG, O.O99'5HANK, I/W� HEADS, 16" O.C. UMShWG,,M,,Nily VISIAE—IS.—FIRECODE&C (64-1 5Pd EACH LEG 16"ON CENTER, INTERIOR SURFACE TFEATMENT AS c.. G,phRrh I... MOM-10,VM3 I'l—k FM PC 172.272: REQUIRED FOP 1-HOUP-RATED SITEPIOF OR INTERIOR TO TOP & BOTTOM PLATES. 4d FINISH NAILS 11/2" LONG, 0.07Z'SHANr, UEVEUROChRIB,,dFlUrdWl.yhWrt ITS, &B-98 ZX4�'WOOD 5TUD PARTITIONS. GYPSUM SHEATHING 0.1055" HEADS, 0 45 DECREES ANGLE 16" O.C. HORIZONTALLY. 24'O.C. NAILED NTH 1-3/4�' BY Noil GUAGE DY 7116" HEAD VERTICALLY SOUND TESTED W/ 1112" MINERAL FIBER IN 5TUI? SPACE. GALVANIZED NAILS AT 5" O.C. SIDING NAILED WITH 7d STAGGER BASE LAYER JOINTS 10" O.C. & FACE JOINTS 21V'O.C. EACH GALVANIZED SMOOTH 13OX NAILS. LAYER & SIDES. (LOAD-DEARING) I TRUSS @ 1 HR PARTY WALL rt--� 1 HOUR FLOOR & CEILING 1 HOUR ROOF-CEILNG DRAFT STOP (PERR) 1 HOUR EXT. WALL w ONE HOUR INTERIOR WALL TEST UL DES 327 D PLATE LATION PEPPLAN ILATIO14 )PENING INSULATED HEADER Nw NO SCAIX ALUMINUM PPE-MANUF. FAIL MUST FE515T 200# LOAD AND 601 LOAD TEMPERED GLA55 PANEL r//Z�5-1/2" X PLATE Wl (2) 11Z' PIA. BOLTS INTO 15EAM MUST PE61ST 50# PEP Sa FT. LOAD WOOD BEAM PER PLAN 3/4)'EXr. FLY. SLOPE 1/4�71`00'r TO OUTSIDE W1 ELA5TOMEPIC COAT 2X SLEEPERS POP 5LorE SIMPSON C52200" STRAP 0 ALT J015T J015T FIN156 W1 SOFFIT DOAPP, PVA 5EAL, & r iu -I SEE 1 HOUR FLOOR/CEILING SYSTEMS DETAIL FOR DECK CONSTRUCTION RAILING @BEAM TST PERP SCALE: 1/2" = l'-O" 2X65TUDWALL WELDED ANCHOR BOLTS WIPE MESH PEP SHEAR WALL SCHEDULE . . . . . . . . .1 (1) #4 CONT. #4 0 0O.C. ON MI POLY 01 4!' G L BASE W/ 6xox#IO W.W.M. MIN *'FOO'nNG DRAIN (2) #4 CONT, FOOTING @ EXT. G-DOOR SCALE: 31V=1'-O" 2X6 FRAMING (GA FILE # WP 3605 0 16" O.C. I STIC 30-34 R21 INSULATION IN HOUR F.R. E)CrEPIOP WALL i 5/8"TYPE "X'GYPOUM WALLE50APD WOOD COLUMN WITH GYPSUM WRAP GYPSUM WALLBOARD, WOOD STUDS ONE LAYER 5/6' TYPE X PLAIN OF PKEPECOPATEP GYPSUM WALLBOARD, WATER RESISTANT 15ACKEK 13OAKP 09 VENEER BASE APPLIED PARALLEL WITH OR AT RIGHT ANGLES TO EACH 51DE OF A 2X4 WOOD STUDS 16" o.c. Wl Bel COATED NAIL5.1-718" LONG, 0.0111* HEADS, 7'o.c. JOINTS OF SQUARE EDGE. 15EVEL EDGE OF PPEPECOFATED WALLE30APP MAY 15E LEFT EXPOSED. STAGGER JOINTS EACH SIDE. (LOAD-DEARING) WOOD COLUMN EXCEEDS WF 3605 PER ASTM E119 1 HR WALLCOLUMN ALUMINUM PPE-MANUF RAIL MUST KE515T 200# LOAD AND 50#/L.F. LOAD TEMPEPEP GLASS PANEL 3-1/2" X &I1Z'X 3116� PLATE W1 (2) 10 DIA. BOLTS INTO 13EAM , MUST RESIST 50# PEP 50, FT. LOAD WOOD BEAM PEP PLAN 5/4!'EXT. FLY. SLOPE I/*7FOOT TO A OUT51DE W1 ELA5TOMEFIC COAT 2X 9LEEPEP5 FOR SLOPE PROVIDE 2X 15LOCKING 2 DAYS 11�111_5[MP'5011 C52200" 5TFAP 0 ALT JOIST W/ SOFFIT DOAPP, PvA SEAL, & SEE 1 HOUR FLOOR/CEILING SYSTEMS DETAIL FOR DECK CONSTRUCTION RAILING @ BEAM JST PARA SCALE: 1/2" = Y-0" 2X6 FRAMING 016"o.c. 'GA ZFILE# WP �3605 TIC 30-34 �Sl HOUR F.R. FJ0513 WALL SHEATHING PER 5W SCHEDULE 518" TYPE 'X'GYP5UM WALL130APP SUM WALLBOARD, WOOD STUDS NE LAYER 5/8"TYPE X PLAIN OR O GYPSUM WALLBOARD, WATER PE515TANT 15ACKER BOARD OR VENEER BASE APPLIED PARALLEL WITH Or AT RIGHT ANGLES TO EACH 51PE OF A 2X4 WOOD STUDS 16"o.c. W1 Od COATED NAIL5.1-7/6'LONG, 0.0915" SHANK, 114, HEADS, 7'o.c. JOINTS OF SQUARE EDGE, 13EVEL EDGE OF FFEPECOFATEO WALLBOARD MAY BE LEFT EXPOSED. STAGGER JOINTS EACH SIDE. (LOAP-13EAFING) R2/U, S2/U 1H FIRE SEPARATION NO SCALE EXTERIOR 9HEATING 1/2" GYPSUM L30APP (2) LAYERS 2" RIDGIP INSULATION INSULATED EXTEPIOK WALL INSULATED CORNER STUD NO SCALE IP2" OYP 13D. OVER 6113"SHEETFOCK. 2X6 STU D5 0 IS" O.C, 2.x 6TUO5 0161, O.C. R-21 IN51.UATIO" DEAPINGWALL 112'0513 5HI PEP SW5CHEDULE (2)#4HORZ,CONT. BAR 12X6 PT SILL FIL Wi A.B. FEF. GEN. NOTES, U.O." 2X PT. BILL PL, Wl IIZ'X 10.5"A.B. 0 4I-Ol' D.C. U.N.O. - #4 V E RT BAR 6 32" 0 5 ILICONE CAULK BEAL REFER TO SHEAF 5CHED. EXTEPIORSLAD THERMALBREAK 4"CONG. ELA )N OXOA OXI 0 W., �11.1% N cl MIL V.13. ON .............. ............. 4j'GRA EL FILL (2) #5 OAKS, CON] M .......... X.: . X-.-.::*l*.: GONC_ SLAB OVER MIL POLY GRANULAR FILL 'j 4P P-10 INSULATION (24P) BEAR ON FIFM FER FLAN �LAB UNDISTURBED 501L ry-� INSUL. SLAB FI. ru-� THICKEND SLAB V7 SCALE: 3/4"Wil' 2X6 FRAMING 016"o.c. /2" GLASS F115EP MIN. 515" TYPE "X" GYPSUM WALLBOARD PE51LIENT CHANNEL FIFE SIDE GYPSUM WALLBOARD. CLASS FIBER, WOOD STUDS ONE LAYER 518" TYPE X GYPSUM WALLBOARD OR VENEER 13ASE APPLIED AT FIGHT ANGLE TO RESILIENT CHANNELS 8"o.c. W1 V TYPE 5 DRYWALL 5GPEW5. END JOINTS 15ACK15LOCKEP WITH FESIL. CHANNELS. RESILIENT CHANNELS ATTACHED AT RIGHT ANGLES TO 2X4 WOOD STUDS 16" o.c. WITH Wl 1-1/,V'TYPE 5 DRYWALL SCREWS. ON OPP091TE 51PE: ONE LAYER 5/8"TYPE X GYPSUM WALL50AP0 OR GYPSUM VENEER BASE APPLIED AT FIGHT ANGLES TO 5TUD5 W1 6d COATED NAII-5.1-7/8"LONG, 0.0915" SHANK, 15A6 HEADS 7'o.G. STAGGER END JCINT5 24"ox. EACH SIDE BOUND TESTED W1 3-1/2' GLA55 FIBER INSULATION. (LOAD-DEARING) R2/R2, R2/U, R2/S2 �LlH FIRE SEPARATION mv SCALE: N.S. GYP-CRETE BOUND 13APPIOP TONGUE & GROOVE O.S.D. TFU55 JOIST 5/5" IYP "I ....... ..... ....... ... .......... LINER CONTINUOUS RESILIENT CHANNEL 5/6'GYP5UM DRYWALL LNED J015T 13AYS FOP DUCTS, FANS, LIGHTS, ETC. DETAIL rp�LOOR (11) SIDING PER PLAN (10) 15# FELT . . ................ .. ......................... ; - (9) HEAD FLASHING Z METAL 0 ................ EXPOSE[) WINDOW .................... ........... (4) 49 MIN MI 5ELF-HEAL .......... PAPER OF, EQUAL SHEATHING (2) WINDOW FRAME (3) MOISTOP STICKY SELF -HEAL OR HEAP EQUAL 15UTTED TO WINDOW AND 6' MIN OVER WINDOW FACTNI (7) 15# FELT JAM13 (6) TRIM (11) 51PING PER PLAN (15) CAULK WINDOW NA[L TOP EDGE LONEK FELT FLANGE Z SILL fl?�?!LE.L! FAFEF, WRAP WINDOW BEFORE LW, 1.-. L L AT I... (5) 50# FELT OVER FI INI 131 UNDER JAMB FELT (1l'SIDING FER PLAN TYR EXPLODED L�WINDOW FLASHING W NUMBEF5 INDICATE ORDER OF APPLICATION PER PLANS � CEILING PER PLANS IV, DUCT 2 X FRAME I LAYER GYPSUM WALL130APP TYPE'T'FIFE TAPED MIN. 1H DUCT SOFFIT PROTECTION rw ADHERED VENEER SHALL BE ELDORADO STONE OR EQUAL. EXTERIOR WALL 5UPFACE5 SHALL 13E COVERED W1 A MIN. OF ONE LAYER OF A WATEP-PE515TIVE BARRIER COMPI.YING W1 THE REQUIREMENTS OF THE APPLICA13LE CODE. GALVANIZED EXPANDED DIAMOND MESH METAL LATH COMP[.YING Wl ASTM C547. Wl A MIN. WEIGHT OF 2.5 L13ND2 (1.4 KG/MI SHALL 15E ATTACHED TO STUDS SPACED lro" ON CENTER W1 GALCANIZED ROOFING NAILS. THE NAILS SHALL 13E SPACED 6" ON CENTER VERTICALLY & SHALL HAVE SUFFICIENT LENGTH TO PENETRATE INTO THE STUDS A MN OF 1". A MIN 1/2" THICK SCRATCH COAT OF TYPE 5 OR TYPE N PORTLAND CEMENT MORTAR COMPLYING W! A5TMI C270 SHALL BE APPLIED TO THE METAL LATH AND SHALL GUPE FOR A MIN. OF 4,5 HOUF5. THE STIONE55HALL 15E ADHEFED TO THE CUFED SCRATCH COAT W1 A NOMINAL 12' THICK BEP OF TYPE 5 OR TYPE N MORTAR. JOINTS BETWEEN THE STONES SHALL 13E GROUTED. SHEAF STRENGTH 50 P51 MIN. ��DHERED VENEER SPECS 4Xr. CEDAR 4M. CEDAR 4X6 CEDAR 4X6 CEPA 4 X6 P �EDA F 1,0 1, z 2 II ROOF ANGLE BRACE Mw C) FLO OR IN Z c) 2X BLOCKING 00 ADJACENT ROOMS 1 HOUR FLOOP-CEILING A55EM13LY(TYP) 0 2X n15LXKIN'GO' 61 CORRIPOP WOOD <� ADJACENT 05 P� Z ROOMS U ADJACENT /' (D ROOMS IRE-PE515TIVE ?ROTCnON 1H FIRE PARTITION CONSTRUCTION NOSCALE IWO HOUR INTERIOR WALL LL DES U301 2X6 FRAMING SIC 52 0 16' O.G. /2" GLA55 F15EP MIN. 5IGYf-,UM U E_ 0 ;1� RESUB Sep 28 2020 " I. ..... " DEVELOPMENTEER—S DEPARTMENT REVISIONS: 6.24.19 HIENEE, 10.30.19 SUM WALLBOARD, GLASS FIBER, WOOD STUDS 3.4.20 TWO LAYER 516" TYPE X GYPSUM WALLBOARD OR 9.23.20 13ASE APPLIED AT RIGHT ANGLE TO RESILIENT CHANNELS 8'o.G. W/ 1" TYPE 5 DRYWALL 5GPEW5. END JOINTS DACK15LOCKED WITH PE51L. CHANNELS. RE51LIENT CHANNELS ATTACHED AT RIGHT ANGLES TO 2X4WOOD STUDS 16'oz. WITH W1 I-IIW'TYPE 6 DRYWALL 5CFEW5, ON OPPOSITE SIDE: PRINTED: TWO LAYER 5/8" TYPE X GYPSUM WALL130APD OF GYPSUM VENEER BASE APPLIED AT RIGHT ANGLES TO STUDS W1 6d COATED NAIL5,1-7/&'LONG, 9.23.20 0.0916" SHANK� 15116 HEADS 7'o.c. STAGGER END JOINTS 24�'ox. EACH SIDE SOUND TESTED W1 3-1/Z' GLASS F113EP INSULATION. (LOAD-DEARING) /-jc-�R2/R2, R2/U, R2/S2 %W2H FIRE SEPARATION SCALE: N.S. ELEVATOR VENTILATION OCHED ATTIC VENTILATION FREaD 5.5 O.F.1100 5.F. AREA = a3.6912,9 X 144 = 4155% 5.1. KEal) 16'X16" POOF JACK 0 230 5.1. / EACH PROVIDE I JACKS = 230 5.1. 13UT MIN OF 3 S.F X 144 = 4,32 5.1, PROVIDED 2 JACKS = 460 5J. VENTILATION VENTILATION A171C VENTILATION KEQ'D I 5.FJ3OO 5A. AREA = 3754.75/300 X 144 = 1792.6a 5J. IREap FAVE5 2a2.00 L.F. X 4.7 SO IN/LFQ3RD BLOCK W/ (5) 2" HOLE ) = 1525.40 9.1. = 747. 16'X161ROOF JACK 230 5.1. / EACH PROVIDE 7 JACK5 = 1,610.00 6.1. = 907. Or FIDOE VENT a 24 5.1./LINEAL FOOT PROVIDE 581 = 78% ROOF DRAIN CALCS 594.60 (POOF AREA) 1500 50, FT. (v- ROOF DRAIN)= AO(l PFAIN) e4a.00 (poor AREA) IWO 5a FT. (YROOF DRAIN) =.4,3 (I DRAIN) 521.11 (ROOF AREA) / 1500 Sa FT. (V' FOOF DRAIN) =.35 (1 DRAIN) 0 5XN'DOWN 6FOUT5 Of St. by B EST MATE R IALS 91 Ph: 800-474-7570 1 wvvw.BestMateeals.com I Email: Sales@BestMaterials.co m Z165 ZURN8.3181213] DIAMETER COMBINATION MAIN ROOF & SPECIFICATION SHEET . OVERFLOW DRAIN W/ LOW SILHOUETTE DOMES TAG & DOUBLE TOP -SET' DECK PLATE X 1(i _21. 21-- .-T ,A 42� [114] 1 1 J1 4-,O.� 1/4�71'51LOPE �_ —A ' Ij 'i�7 �, 07 [178] �] 0.112 PITCH 30 YEA [2`1541 A Approx. D.—Op.n ENGINEEPJNGSPECIFICATION:ZURNZ166 P Si fps m1n.[mm) wt. I Ares, I I 8-3ffl"1213mm]lDiamtermofdrECinandovaffmdmin,Dwa-CostedeBst e. [kal Sq. In. [4 iron bodies with combination membrane fiBshing clamNgravel guards. 2.3.4i.-I.76.1021_1_��6119.]__A3p L _j 71 double ToIpSet� deck plate, and law s 11houatt. cast iran domes. OPTIONS (Chaddspecffi/ appmpflata apt—) PIPESIZE (Spedfy.!�.Aylp.) OUTLET 'E'BODY HT. DIM. 2,3 - 4161,76,102] IC Inside Caulk 3-71819 2[61i P Threaded 2-7tI6 IS:i 3[7. IF Threaded 2-N4 [70] 4[1021 IP Threaded 3 [7G] 2 3 4 t5l: 7 NH No -Hub 4 [1021 :,1, 2:3:4 [6, 7: 02] NL N—Lo. 3-13!16 197] PREFIXES _ Z D'C'C' :.:.dyWAh Dom. (4-1/4 [1081D ... Height)- _ZA D.C.C.. ody�Wjth Aluminum Dome (4-114 11081 Dome Height) SUFFIXES -AR Acid Resistant Epoxy Coated Finish _E State Extension I th' 4 [25 thrulO21 (Specify HL) C -G _SC Secondary Clamping Collar -SS Stahl.. Sisal Mesh Screen 0 Dome _TC N—L..T..t Cap Gask.t(2.3.4 [151� 76.1021 NLBtt.. 0.11.t.nly� -VP V-daliPronfSecured7op — XJ Vertical Expansion Joint (Ste Z190) _-84 Stainless Steel Perforated Gravel Guard — -85 Stainless Steel Perforated Extension R.9.1.1y �.I�h�d p.6fi.d. BUY NOW HERE: hhp, O—q. OF..".. � OR- J U — P063�ft., 4118: 09f2w2al? h C—d. I Z W-fl,. V.11,d C M. No. 137812 P,.d,ID4g_No. Z165 RE3UM MAR 0 4 2020 Ax Z U 0 U 0 1.-� R 00 z C;*N U) U-) z 8 L0 U 14.19 24.19 ROOFPLAN SCALE: 1/4" = Y-0" GENERAL STRUCTURAL NOTES: CRITERIA: 1.1 All Materials. workmanship, design, and construction shall confomn to the drawings, specIfloations, and the International Building Code (IBC), 2015 Edition. 1.2 Design Loading Criteria T n 1 -1- � fh. - 'f Is Live Loads (in accordance w1th ISC Table 1607.1) Occupancy or Use Uniform Live Load Concentrated Live Load Notes Floor, Residential 40-psf Balconies & Decks 60-psf 1,5 x Occupancy Load Uninhabitable attic, with storage 20-psf Concurrent with Snow Loads Unimbitable attic, Without storage 10-psif Non -concurrent with Snow Loads Handrails and Guards 200-lbs Any point, any direction (ASCE 7-10, Section 4.5.1) Wind Design Data ASCE 7-10, Chapter 28: Simplified Envelope Procedure Seismic Design Data ASIDE 7-10, Section 12.11: Equivalent Lateral Force Procedure Ultimate Design Wind Speed (3-sec gust), Vu, Nominal Wind Speed, V..d 110-mph Risk Category Seismic Importance Factor, Is 1.0 Risk Category Mapped Spect. Accel., Short Period, So Mapped Spect. Acrel., 1-Sec, S, 1.264 0.495 Wind Exposure B I Internal Pressure Coefficient NIA I Site Class D Exterior Components and Cladding 25-psf Spectral Response Cooff., Short Period, Sao Spectral Response Coeff., 1 -Sao, SDI 0.842 0.497 Topographical Factor, K� 1.001 Seismic Design Category D Snow Loads (ASCE 7-10, Chapter?) eismic-Force-Resistance System Ply. Shear Walls esp n a Modification Factor, R 6.5 Ground Snow Load, P. 25-psf _�Slsmlo Response Coefficient, CS 0.13 Flat Roof Snow Load, Pf = 0.7 C, Ct is pg Sri= Exposure Factor, C. Snow Load Importance Factor, 1, Thermal Factor, Ct 1.0 1 * 0 1.2 25-psf Design Bas 48.07 kips See Drawings for Additional Loading Criteria. 1.3 Structural Drawings shall be used In conjunction with all other project documents for bidding and construction. Contractor shall verify dimensions and Conditions for compatibility and shall notify architect of all discrepancies prior to consitnictlon. 1.4 Contractor shall provide Temporary Bracing for the structure and structural components until all final Connections have been Completed in accordance with the drawings. 1.5 Contractor shall be responsible for all safety precautions and the methods, techniques, sequences or procedures required to perform the work. 1.6 Contractor -initiated changes shall be submitted In writing to the Architect and Structural Engineer for approval prior to fabrication or construction. Changes shown on shop drawings only will not satisfy this requirement. 1.7 Drawings Indicate general and typloal details of construction. Where conditions am not specifically Indicated but am of similar character to details shown, similar details of construction shall be used, subject to review and approval by the Architect and the Structural Engineer. 1.8 All structural systems composed of components to be field erected shall be supervised by the Supplier during manufacturing, delivery, handling, storage and erection In accordance with Instructions prepared by the Supplier. GEOTECHNICAL 2.1 Allowable Sall Pressure, Lateral Earth Pressure, and Soil Profile Type am assumed and therefore must be verified. If soils am found to be other than assumed, notify the Structural Engineer for possible foundation redesign. Footings shall bear on fin, undisturbed earth at least I B" below adjacent finished grade. Unless otherwise noted, footings shall be centered below columns or Wells above. Backfill behind all mtal�fihg walls with free draining, granular fill and provide for subsurface drainage. Gootechnical Properties Soil Site Class D Allowable Soil Bearing Pressure 2500-psf Active Lateral Earth Pressure (Restrained 60-pcf Active Lateral Earth Pressure (Unrestrained) 35-pcf Seismic Lateral Earth Pressure 6H-psf Passive Lateral Earth Pressure 300-pef Base Friction Coefficient 0.35 CONCRETE: 3.1 Concrete shall be mixed, proportioned, conveyed and placed in accordance with IBC Chapter 19 and ACI 318-14. Mix shall be proportioned to produce a slump of 5n or less. All concrete with surfaces exposed to standing water shall be air -entrained with an air -content conforming to ACI 318-14 Table 4.2.1. rqffh h-H - iRr R.Mori 1904.1. shall be as follows: Type or Location of Concrete Constru Ion (Moderate Exposure) Min. 28-Day Compressive Strength, fc Interior Slabs -on -Grade 2500-p.1 Footings, Basement Walls, Foundaflon/Stem Walls 3000-psi' specified compressive strengin (T,)SPeC1T1oSgu1maUub Strength of Concrete is 2500-pid, therefore, strength tests am not required. Provided concrete Mix tickets verifying strength specifications. 32 Reinforcing Steel shall wnform to ASTM A615-12 and the following: r !re Steel Grade b.�7ncl larger Grade 60, fy = 60,000-ps! #4 bar and smaller Grade 40, fy = 40,000-ps! Woman Wine --abric Shan comorm to Ab i m � i u- i o 3.3 Reinforcing Steel shall be detailed (including hooks and bonds) in accordance with ACI 318-14. Lap all continuous reinforcement (#5 and smaller) 40 bar diameters or 2'-0" minimum. Provide comer bars at all wall and footing intersections. Lap comer bars (#5 and smaller) 40 bar diameters or 2'.0" minimum. Laps aF larger here shall be made In accordance with ACI 318-14, Class B. Lap adjacent mats of welded wine fabric a minimum of 8" at sides and ends. No here partially embedded in hardened concrete shall be field bent unless otherwise noted on the drawings or appra ved by the structural engineer. 3.4 Concrete Protection (cover) for Reinforcing Steel shall be as follows: Condition Clear Cover Footings and Unformed Surfaces cast against and permanently exposed to Earth T' Formed Surfaces "posed to Earth or Weather (#6 bars or larger) 2" Formed Surfaces exposed to Earth or Weather (#5 bars or smaller) Slabs and Walls, interior face (#11 bars and smaller) Y4" Column Ties or Spirals and Beam Stirrups I IV WOOD: 6.1 Framing Lumber shall be kiln dried or MC-1 9, and graded and marked In conformance With WCUB Standam Grading Rules for West Coast Lumber No. 17. Unless otherwise noted, furnish to the following minimum standards: Member Use Size Species Grade Studs 2., 3x Hem -Fir or SPF STU5 Joists/Rafters 2x, 3x Hem -Fir No. 2 Plates/Misc. 2x, 3x Hem -Fir No. 2 Beams 4x Douglas Fir -Larch No. 2 Posts 4x Douglas Fir -Larch No. 2 Timber, Beams fix & Larger Douglas Fir -Larch No 2 Timber, Posts fix & Larger I Douglas Fir-Lor 6.2 Glued Laminated Members shall be fabricated In conformance with ASTM and AITC Standards. Each member shall bear an AITC Identification Mark and shall be accompanied by an AITC certificate of conformance. Furnish to the following minimum standards: IMember Use I Combination species Fb.+ _�P��X I Fvic I Ex I Beams 124F.V4 DF/DF 2400-psi 11850-psi 1 650-ps! 1 265-ps! I 1800-ksi I Camber all glularn beams to 3,500' radius, unless otherwise noted. Glued laminated members exposed to weather or moisture shall be treated with an approved preservative. 6.3 Engineered Wood shown on the drawings are based on product manufactured by Weyerhaeuser ln accordance with ICC Report No. ES ESR-11387. Alternate manufacturers may be used subject to review and approval by the Architect and Structural Engineer. All hangem and other hardware not shown shall be designed and supplied by the Joist Manufacturer. Each piece shall bear a stamp or stannips.noting the name and plant number of the manufacturer, the grade, the ICC report number, and the quality control agency. Furnish to the following minimum standards: Member Use Product Fb Fc, Fv E Beams 1.55E Laminated Strand Lumber (LSL) 2325-psl 800-ps! 310-psi 1550-ks! Beams 2.01E Laminated Veneer Lumber (LVL) 2600-psi 750-psi 285-ps! 2000-k S! Beams 2.01E Parallel Strand Lumber (PSQ 2900-ps! 750-psi 290-psi 2000-lksl Rim Boards Laminated Strand Lumber (LSQ 1700-ps! 680-ps! 400-ps! 1300-ks! 6.4 Engineered Wood I -Joists shown on the drawings am based on joists manufactured by Weyerhaeuser In accordance with ICC Report No. ES ESR-1 153. Alternate Engineered Wood I -Joists manufacturers may be used subject to review and approval by the Architect and Structural Engineer, 6.5 Prefabricated Connector Plate Wood Trusses shall be designed by the manufacturer in accordance with To 1.2007 for the spans and conditions shown on the drawings. Wood trusses shall utilize approved connector plates (MITEK, ITW or other approved Truss Plate Manufacturer). Unless otherwise noted, loading shall be as follows: Roof Truss Design LoadIng Member Uniform Load Top Chord Snow Load 25-psf Top Chord Wind Load (Uplift) 15-psf Top Chord Dead Load 7-psf Bottom Chord Live Load 10-psr 16-_�nn Chord Dead Load 5-psf Submit shop drawings and design calculations prior to fabrication. Submitted documents shall bear the stamp and signature of a registered Professional Engineer, State of Washington. Truss design drawings shall Include, at a minimum. the following: A. Slope or Depth, Span and Spacing B. Location of all Joints and Support Locations C. Number of Plies if greater than one D. Required Bearing Widths E. Design Loads and Locations: Include Top and Bottom Chord Live and Dead Loads. Girder Loads, and Environmental Loads (Seismic, Wind, Snow, etc.) F. Other Lateral Loads, including Dreg StriA Loads G. Adjustments to Wood and Metal Connector Plate Design Value for Conditions of Us. H. Maximum Reaction Form and Direction (Including Maximum Uplift) 1. Metal-Cornector-Plate Type, Size, Thickness, and Location J. Size Species and Grade for each Member K. Tmss-to-Triiss Connections and Truss Field Assembly Requirements L. Calculated Span -to -Deflection Ratio and maximum Vertical and Horizontal Deflection for Live and Total Loads M. Maximum Axial Tension and Compression Forces In each Truss Member N. Required Permanent Individual Truss Member Restraint Location and the Method and Details of Restraint Bracing to be used 0. Placement Layout including Bearing Points, Intersections, Hips. Valleys, etc. P. Tnuss-to�Truss and Truss -to -Beam Connection Details and Hardware 6.6 Roof, Floor & Wall Sheathing shall be APA Rated, Exterior or Exposure 1 Plywood or 0813 manufactured under the provisions of Voluntary Product Standards DOC PS-1 or DOC PS-2, or APA PRP-1 08 Performance Standards and Policies for Structural Use Panels. See Drawings for thickness, span rating, and nailing requirements. Unless otherwise noted, wall sheathing shall be %" (nominal) with Span Rating of 24/0. Glue floor sheathing to .11 supporting members with adhesive conforming to APA Specification AFG-01. 6.7 Wood members shall be protected against decay and termites in accordance with IBC Section 2304.12. 1 Where required, members shall be naturally durable species or shall be treated with waterbome preservatives wood In accordance with American Wood Prolection Association specification AWPA Ul. Members shall be clearly labeled. 6.8 Timber Connectors shall be "Strang -Tien by Simpson Company, as specified in their current Catalog. Provide number and Size of fasteners as specified by manufacturer, Connectors shall be Installed in accordance with the manufacturers Instructions. Where oonnector straps connect two members, center Strap on joint and provide nurn bar and size of fasteners as specified by manufacturer, with equal number andsize of fasteners in each member, Alternate hardware manufacturers, such as USP Connectors, may be substituted for items shown provided they have ICC approval for equal or greater load capacities. All Joist hangers and other hardware shall be compatible in size with specified framing members. See Hanger Conversion Table for pro -approved hanger substitutions. Timber Connectors and their fasteners shall be protected from corrosion In accordance with manufacturers recommendation and AWPA Ul. 6.9 Dowel-Tvoo Fasteners (Bolts, Lag Screws, Wood Screws and Nails) shall conform to Sections 1 land 12 of the ANSI/AWC NDS-2015. Dinved Type Fastener Grade Installation Bolts ASTM A307 ANSIIAWC NDS-2015 Section 12.1.3 Hole = Bolt 0 + (1/32"to 1116") Washer @ Bolt Head and @ Nut All-Thread/Threaded Rod ASTM P1554 ANSI/AWC NDS-2015 Section 12.1.3 Hole = Rod 0 + (1132" to 11111TI Washer @ Each Nut Lag Screws ASTM A307 ANSI/AWC NDS-2016 Section 12.1.4 Lead Hole = 0.5 x Shank 0; Shank Hole Shank 0 Washer@ Lag Head I Wood Screws ANSI/AWC NDS-2015 Section 12.1.5 Pilot Hole = 0.76 x Root 0 (Unless Self-BorIng) Nails ASTM F1667 ANSI/AWC NDS-2015 Section 12.1.6 Avoid Overdriving or Underdriving; Avoid Wood Spilling Toenails 30', 1/3 Nail Length from Joint Nails scissolflad an the drawinas shall be as follows: Nail Use Penny Weight Grade Framing Nails 12d Box 0.13l"0x3Y4" FS�eerllhing Nails 18d Common 10.l3l'0x2W 6.10 All Metal Fasteners shall be protected train corrosion in acoorclancewith AWPAUI. WOOD Continued). 6.11 Wood Framing Notes: The following apply unless otherwise noted on the drawings: A. All wood framing details shall be constructed to the minimum standards of the IBC. Nailing not specified on the drawings shall conform to ISO Table 2304.101 or ICC ES ESR-11539. Coordinate the size and location of all openings with Mechanical and Architectural Drawings. B. Wall Framing: Stud wall size and spacing shall be in accordance with the plan notes. Two studs minimum shall be provided at the ends of all Wells, at each side of all openings, and at the ends of all beams and reactors. All stud bearing Wells on mod framing shall have their lower mod plates attached to framing or concrete below per P1 .6 of the shear wall schedule. C. Individual members of Built -Up stud posts shall be nailed to each other with framing nails @ 12"oc, staggered. Individual members of Built -Up joist beams shall be nailed to each other with framing nails @ 12"oc, staggered. D. Solid blocking for wood columns shall be provided through floom to supports below. E. Floor and Roof Framing: Provide solid blocking at all bearing points. Toenail joists to supports with two framing nails. Attach timber joists to flush headers or beams with metal joist hangers in accordance with notes above. F. Roof and floor sheathing shall be laid up with grain perpendicular to supports and nailed per plan notes. Allow 1/8" spacing at all panel edges and ends of floor and roof sheathing. Provide approved panel edge clips centered between joists/trusses at unblocked roof sheathing edges. All floor sheathing edges shall have approved tong ue-and-groove joints. Toenail blocking to supports with framing nails @ 12"oc. At blocked floor and roof diaphragms. provide flat 2x blocking at all unframed panel edges and nail with edge nailing specified. QUALITY ASSURANCE: 7.1 Standard Inspections shall be In accordance with IBC Section 110. Special Inspection shall be in accordance with ISO Section 1704. 7.2 Structural Observation Is not required. Hanger Conversion Table TYPE I.I.ON STRONG IE PRODUCTO .1 CON CTORS PRODUCT# HOUDOWN HOU2.SD85.5 PHD2A HOLDOWN H 114�13D!35.5 PHD4A HOLDOWN DUS-SOS5.5 PHD&A HOLDOWN HDUS.SDS5.5 PHOS HOUDOWN STHD14 STAD14 HOLDOWN STHD14RJ STAD14FU .otbc,,� LT.Ie-T7 w/ 11 "Y" PLATE WASH'ER STRAP MST48 KST248 STRAP KST216 STRAP ST6224 KST224 STRAP CS16 RS150 STRAP MASA I MASAP FA4 STRAP CMSTC16 CMSM16 TIES LGT2 UJGT2 TIES LTP4 MP4F TIES LTPS MP6F TIES A34 MP34 TIES A35 MPAI TIES H1 RT15 TIES H2.5 RT7 TIES H2SA POSTCAP UPCXZ PB..6TZ POSTOAP LCE4 PBES74 POSTCAP EPC- EPCM. POSTCAP CCQ.SDSES KCCQxx POST CAP ECCQxxSDS6.6 KECCO. POST CAP ACX Pas. POST BASE Pa. WE. POST BASE _U_ PAU_ POST BASE AISA. PA.E DRAG ST�� HTS30C HTW30C DRAG STRUT HTS30 HTW30 DRAG STRUT OSC5 DSC4 HANGER Lus. JUS. HANGER IUS- THP. HANGER ITrxx THO. HANGER HU.1HUCxx H�IHD.IIF .HANGER Met. THF. HANGER HUS. HUS. �j I '01 t3 0 Z Z Z c .4 12128/2018 REVISIONS: 4/29/2019 PRINTED: 4/29/2019 �E US �GENERAL STRUCrURAL JUN �7 2019 NOTES BLDG A T.. 41'-0" 24'-0" Z ie —is - - - - - - - - - - - - - - - - - - - - - - - , - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- — — — — — — — — - 7 -7�— 7T T7 40 �:A A PIRI 7 2 �"A A�. zA -I- 7A A., Z2 �4' z 4. ':"'1 HDU.5 r HDUS Z r1l, MIT H q. T� A. ;'4 J, 4 Wly 4 4::. '*2 7mll�.�L. �t\j, HDUS 1.4 51, STEM TYP W. T.O. KALL ivw LN , PY.P !NTMO?, , PER — — — — — — — — — — — — — --- — — 4 1 T,� h" FOUNDATION PLAN NOTES: I . Slalb-on-Gra de Shall be 4- thick with RXG W1.4xWl.4 WWM at ceri u.o.n sia-b-shal =be poured over base soil in 7 prepared accordance with the Geotechnical Report. see Architectural Dravvings for Slab Elevation, Depression, and Slope requirements. 2. For additional crack control Provide C-lat—flon/Controf Joint in Slab per Architectural Drawings. Areas shall be approklmately square and 400�f or less. See 17IS3.2. it Ln 3. B ftom of Footings shall be set on competent, prulper�y compacted gearing Soil below Frost Do apth. 4, T otor shal I The Contra I determ ne actual footing alevations based on flnel grades and site conditions. Consult with the Geotechnical Engineer as required. 4 4. Anchor Bolts for Exterior Stud Wells shall be in accordance with P1-6 of the shear Wall Schedule of 1/S3.1, u.o.n. :C� 12/28/2018 .4' LEGEND R I VI S 10 -S: 4/29/2019 Zj�, L ETAlLCAU1..T 4 s. z ANCHORBOLTS FOR SHEAR WALL ABOVE PER SCHEDULE OF l/S3.1 AIR .11B..-.R.A.E PER 1. NOTE I FOUNDATION WALL AND FOOTING T.O. (T111P KALL V-6" SEARING OR SHEAR WALL ABOVE EXTERIoR) PRINTED: 4/29/2019 1.STA..VE FOOTING CALL -OUT SEE 13/S3.2 JUN 2 7 2019 STM'i FOUNDATION PLAN FOUNDATION FRAMINS, REFERENCE ELEVATION T-W = PLAN o 1 2 4 a 262AIV BLDG A] T.. K Z C51&x48" TOP PLATE SPLICE 0) 40 4- -4" 11 it M / it ?21 go li 6,Ls (r) 757 ce El! r 4, gill &4;14 Ik (7) HHU55.5/10 I W4� slim 1-1 2X'10 'I' :4 15 1101 Y� I ILIS2.06/14 d 5,(: IF 20 HSUS.410� T. I — t —4 J L- 11 .11, 1) aE 4, P I . 5v2xl4 1-51- (F) '7.25/10 97�=.= L' L - .. — .. ... - ... HISS -,.J V2" CA U1 -TX14 P51- (F) 14" rJI- 10 A z .10111111111 K 14LILO 5Y2x14 1-51- (F) II KIO 0"—, 14 TJ 960 oll -ki 12 14 5/10 kL 4 &.5 Is— loll 61 14 1 L (F) IS 5v2xl4 L9L (P) 4 ir LL=:jj i U14 H &A lid 0 Yl 9 -10 '\-U4[0 14 LI L -1 III=' , A )_2 FLOOR FRAMING PLAN NOTES: T. -71230FU�Fathmg shall a 48124 ON. Sheathing to .11 15 Hi Framing Members andbBlocklng below with adhesive corriorm S bmingt.A.P.A. pacification AFG,01. Fasten Sheathing to Framing with WSNTL2LS S. or Screws (#B x 2-) or -It �If T-PT-� 1"OxZS�Nalls 'a$ 6 "001 10,00 '0, \eo Woe (), rop V At .4480tolr other Sheathing Nailing requirements. T. joists 2. Floor :hh:�� be 1 1%'TJI 210 @ 16-oc, u.o,n. Drock Joists be P.T.'200 @ 16"oe, u.o,n. =31i 3. Allowance has been made for 1)2'Gypcmte Floor Topping. KNEE BRACE ,U41 0 WAIL FRA INGN M LAN NOTES' &x& BEHINIZI 4. Exterior .. I . U5.—.rWIr1pm P1-6 with 2x6 Studs@ 16"oo. u.o.n. Interior Walls shall be 2x4 Studs@ Iff'oc, u,o.n. Dernising Wells shall be (2) wall with 1" Air Spam. Each wall shalt be 2.4 Studs (III 161-oc, ....n. Uf14 HOR I i Where adjacent Shear Walls am In contact, together 14183.1. See 1/S3.1 for 4 TJI 561� %x14 LSL (r-)—_j, oti III ; � . — . — nail studs per special stud requirements at Shear Wall types P1-3, P1-2, P2-4, P2-3, and P2-2. U410 W Yel :, a 11411, u,—, 11 DIIIII 111SIA, ST117IFENERS (TYP Built-up Stud Groups in Walls supporting Beams, Posts or Girder Tr —es abm shall be (2) Studs, u.o.n. See General Structural Notes for fst,ning requirom-N. 1212812018 REVISIONS: 0 Tit 560 JO15T5) 4/29/2019 =;TL z�l V-- VW4 LSL (F) 2xaalb"o KALL TH15 LINE LEGEND I 15/4xl4 LEL RIM DETAIL CAL1.UT PRINTED: SHEAR WALL BELOW PER SCHEDULE OF 1/S3.1 4/29/2019____ BEARING OR SHEAR WALL BELOW E I BEARING OR SHEAR WALL ABOVE 1�1 MROUB 1.. E. JUIi, 27 2019 1st FLOOR -W rM&TISN'r 15t FLOOR FRAMIN& PLAN 0 1 2 4 a 16 7 Qr T.. HUi 10 (-DTTIZ BEAM- dQ1 (ZMAYJ TO -RIM CSIbx4&" 6 95. F.T. &xI2 -1 SLB HDR RIM-TO-BBAM HD I — —HDR— HOR H12K HUi-t 14 L P.T. 2xIO— I (ZMAX) P.T. 4xIO '7' '1Z TTI; BE I T522 QOIST-TO-RIV) m riz $E H12K .14 JI 0 PEP 16/55.5 H/ 6x6 BEHIND 0 P.T. 2xIO of A 016"Oc L�(Um= I 14 BL' r z z 1010 XIO TT�' %x14 LSL (F) PIM 0 -4 R r, 1- �' OR 1 HU612 KNEE BRACE HUd 410 P.9 1' 1 4 LSL 4 616,06 —5Y4X R 16/55.5 0 AX) B -1 Ibx4b" 1 �:--4 — F, 71- I; P5L F) A/ bxb BEHIND IWO Al s T-1 Sim 9 � '-:', M-TO - +' J015T) --- '<A1 .1 4 Y4 %pc14 L M RIM I AVOLJOISTALI&N IL Vil ELEVATOR KALL======. -JILIL OJ11 r� VY BL�'6-TO S/ Q111 1—�—PER KNEE 5RAr, 16/55.5 A/ 6X6 BEHIND 14 LSL 4 0 Ck —=HDR FLOOR FRAMING PLAN NOTES: 1. Floor Sheatinhig shall be "he (Pan. —HDR- panRating4W all g to Framing Members and Blooldin ba&l=G with a'dghesive con mning'OVA ,=n '4 AFG-01. Fasten Sheathing to Framing WSNTL2LS Subiloor Scraws (#8 x 2-) or with 0.131"0 x 2,Y2" Nails follows: as 0 IFF�a2 .. �2ngg! FMeld Itioundanes, Slow IS KNEE BRACE See Drawthas for other Sheathing Nailing requirements. FER I&IS5.5 6X6 BEHIND 2. FloorJo�! is shall be ll%"TJI 210 @ 16�co, —n. DeckJoists shall be P.T. 2xl0Q 1(yoc, u.o,n. 'Azze\" 3. Allawance has been made for %2" Gypcmb, Floor Topping. pq & WALL FRAMING PLAN NOTES: T Exterior Walls be Shear Wall 55.9 shall type P1"w'tha6Studa@ 16"w, u.o.n. interior Wails shall be 2A Studs @ 16'oc, u.o.n (TYF) Demis'ng Walls shall be (2) wall with 1" Air Spam. Each wall shall be 2x4 Stud, @ 16--oc, =Af I I u.o.n. KNEE BRAGE PER 16/95.5 Where adjacent Shear Walls am In contact, nail stud. together per 141S3.1. Sea I/S3.1 for H/ ii BEHIND speclial stud requirements at Shear Wall types P1-3, P1�2. P24, P2-3, and P2-2. 5. Headers shall be 4x8, u.o.n. See Detail 19/S3.1. 6. Built-up Stud Groups In Walls supporting Beams, Posts or Girder Trusses abo,e shall be (2 Studs, u.o.n. See General Structural Notes for fastening requirements. 12/28/2018 REVISIONS: 4/29/2019 (TYF) LEGEND DR DETAIL CALL -OUT rF1--X-1 SHEAR WALL BELOW PER SCHEDULE OF 1/S3.1 A BEARING OR SHEAR WALL BELOW PRINTED: E I BEARING OR SHEAR WALL ABOVE 4/29/2019 1..T.ELOW U 0 JUN 2 7 2019 2nd FLOOR 2nd FLOOR FRAMINIS5 FLAN 0 1 2 4 8 16 ............... FRAMING PLAN T.. K (r.o. &RvEpt) 53 TS. -+41:?R— T522 TO -TOP PLATE) -HDP— _HVR_ mov" E q'IRM IM/11 150 PLIF /71 It to TRU FILE I L. 11 OR H ;b 16 Z., —J� C.Ks- &iRvEfZ PROF rz IRDER TRU�5 2 5ZUAT;B)� Trl'12-TOF :11 5. IVROMLE 0 X0110 ___A___1 A- J .0 GIRD Z44 L) 1� FL Z 1� 55 PROFILE I� / 11 1 it 21 -1777 I I z - i 1�51` 11 11 TRUW PRO Q6._1 N I U MONO &IRP TKUSSP 5.1 7' It T522 (STRJJT- iU TO -TOP PLATE) JAOKS '0 NO ql A 4, 1rRq THrW lu J 01<9 GIRDER TRSS PROFILE 4 TRU55 ROF�IE 5.4 T522 (5TRUT — �7 TO -TOP PLATE) T ROOF FRAMING PLAN NOTES: TRU55 FILE 5. 177RUofsheathin6ihall be %' thick (Panel Span Rating 32116)_1077e —th ck(PaneISpan Rating24/16)]. Fastan Sheathing to Framing with 0.13 -OxZX" Nails aefollows: 1 U1 LEE: 11 41 PAt Unframed Panel Edge, provide PSCA Framing Clips centered between each Framing Member. See Drawings for other Sheathing Nailing 14� requiraments. 2. Re Framing shall be Connect Plate Trusses @2,Voc, u.on. Refer to General Structural 0 TRU55 PROFILE 2z 3. Trusses marked Strut shall be designed to accommodate the indicated loads and cenneclions. L W\ 4. Overframing Members shall be 20 @ 24"oc. Post down to Framing Members below w/ 2x4 @ 46"oc, staggered. 55 PROFILE S.1— S. Provide solid Flat Blocking at all Valleys. Fasten Sheathing to Blocking In accordance with A. LL Hl' 'ROr LE 2 (2_1L No.. 1 WALL FRAMING PLAN NOTES: a or ass ar a be - 6 tuds 16 , u.o.n. I It Int.ft,W.Ilastall b.2.4 Stud.@ 16'..,, o.n. =ing Walls shall be (2) wall with V Air Spam. Each wall hall be 2x4 Studa@ lWoc, 12/28/2018 REVISIONS: Where adjacent Shear Walls am In contact, nail studs together per 14/S3.1. See 1/83.1 for special stud requirements at Shear Wall types P1 -3. PI -2. P2-4, P2.3, and P2-2. RUSS FILE 1 (Tyr) j %D 7. Headers shall be 4x8, u.o.n. See Detail 19/33.1. A 4/29/2019 Zj� d) 8. Built-up Stud Groups In Walls supporting Beams, Posts or Girder True— above shall be (2) Studs, u.o.n. See General Structural Notes for fastening requirements. LEGEND A > ETAIL —1.11T FIFF—T SHEAR WALL BELOW PER SCHEDULE OF 1 IS3.1 BEARING OR SHEAR WALL BELOW BELOW 10. RESUIS JUN 2 7 2019 ROOF ROOF FRAMIN& PLAN 1 2 4 a I& FRAMING PLAN T.. T-O., ClaL 12 12 12 12 1 !,F 16 ]b 12 12 4 & 4r— 12 !k N 4V4" 44 12� 14'-0" TRUSS PROFILE I TRUSS PROFILE 4 TRUSS FROrILE 8 TRUSS PROFILE 11 r--=l z 1 12 4 12 STUB FOR &RDER Z:zI 25 -6 PROFILE 5.1 PROFILE z TRU55 PROFILE 2 TRUSS TRUSS 12 T-O" 51-111, 12 12' 12 12 4 411 12 1 �4 4 4 C) 4'4" F -z =p fSTU5 FOR FLUSH BEAM STUB FOR ClIRVER STUB FOR (SIPOER 'TU15 FOR C'RVE ir 211' -4V2 —25, -b.. TRUSS PROFILE 5.1 TRUSS PROFILE 5.2 TRUSS PROFILE 11 4 �—'2 12 STUB FOR. GIRDER STUB FOR CSIRVIER fSTUB FOR FLUSH SCAM TUB FOR &IRVER — - 1 1� I.-W TRUSS PROFILE 5,2 TRUSS PROFILE 6.1 TRUSS PROFILE 12.1 -T-O" S.-W. 1. "1 2 0 SIS.. T-01. 11 12 12 12 12 12 12 --icl i �cl - 11 �l 4 �14 6EK rw,� - STUB FOR GIRDER STUB FOR GIRDER 25'-1"— 2q*-442" MRIJ55 PROFILE 5.5 TRUSS PROFILE 6.2 TRUSS PROFILE 12.2 12 12 1 12 -,4 4 4 4F 4— 12 12/28/2018 REVISIONS: 4/29/2019 Al �k zz" TRUSS PROFILE TRUSS PROFILE -1 TRUSS PROFILE 15 TRU55 PROEILE 14 5 -Ti, 20 -_ 14T4 r'—: 12 12 PRINTED: 4/29/2019 12 4 4 6 21�W2"— RMUM ROOF TRU55 PROFILE 15 JUN 27 2019 TRUSS PROFILES '09 MPAR BLDG A TOP PLATE PER 15/55.1 12d a Woa MACE NAIL PER 1/55.1 5HEAR NALL 5CHEPULE CRIPPLE STUDS TO a SHEAR AALLS) MATCH NALL STUDS (IN ACCORDANCE A/ ANSI/AP4PA SDPWS-2015 SECTION 4.3) E CRI LE L 4 53- i M '0 STUD -T IF IF \-TOP LESS T14AN 24" CHORD SPLICE E30TTOM CHORI;' SPLICE� PER HEADER FER PLAN —ADVIL FULL 2x HEADER a OPENING HEIGHT STUD IAV(Z 12d TOENAILS MIN. 5ETAEEN V-L'CES—� EA. END STUD5 PER PLAN FASTENED TOGETHER LOCATE SPLICE a CENTERILINE A/12d o b1loc, OF VERT. STUP, TYP. [0)2x U.O.NJ 20 z--PANIkILIN6..--- PLAN (AHtflt UG��UK�) PACE RAILIN6 PER SHEAR NALL SCHEDULE J- I PANEL EDGE NAILING �,V DONN AND ADDL PER SHEAR KALL STUD PER PLAN SCHEDULE (AHERE OCZURS) FACE NAILING PER STUDS PER FLAN--' SHEAR NALL SCHEDULE STRAP HOLD DOAN PER PLAN (INHERE OCCURS) FACE NAILING PER PANEL EDGE NAILING SHEAR KALL SCHEDULE PEP, SHEAR AALL SCHEDULE *HOLP DOAN AND ADD-L STU12 PER PLAN (AHERE OCOURS) STU115 PER PLAN: (D MINIMUM AIDTH or KA LED PA4rz OF PRA26 a ADJOINING ANCHOR.&SE To SEISMIC AND PANEL PANEL EDGES CONCRETE CAPACITY' C.APAC.Irr NALL EDGE KJOSILL FACE FRAMINS h1b 2 h/b 2 LT -UP ANCHOR MUDSILL TTM SHEATHING NAILING MEMBER MEMBER PLATE NAILING CLIPS BOLTS ANCHORS h1b 35 h1b 3.5 PI-6 I SIDE 6`0c, 2x 2X 2x (Voc' ASS a 50"oc. or %"41 0 bo"or MASAP & 52"oc- 240-pl? 240-plf LTP5 a 26"oc lq4-pl? 1-14-plf PI-4 1 SIDE 4"or, 2x 2x 2x 41oa A35 a 20110c or %"Oe4b"oa MASAP9S&"oa 950-ple 550-plf LTPS a la"06 264-pif 254-plf PI-S I SIDE 5110� Bx (2)2x 2x 5"06 A55 a I( Vo� or %110 a 56"or MASAF a 26"ca 450-plf 450-plf LTM a 14"oa 566-plf 566-plf PI-2 1 SIDE 2"oa Bx (2)2x 2x 21,06 ASS a 517"-o—c or %"41 a 20"oe. MASAP a I-l"oo 540-pip 620-PIP I I LTPS 8 -11`2"04 4'76-plf 6-1-1-pif F2-4 EA. SIDE 4"o� 5x (2)2x 5x (2) RONS A55 a Wo� and %114, a 25"oa MASAP 0 15"oc *100-ple '700-PIP LTF5 a Wo� 1 568-PIP sea-pl? 1 P2-5 EA. SIDE 5110a 5x (2)2x 5x (2) RO AS, 9 15"oe, A55and 9/J'41 0 22"o� MASAP 0 11"oo cqOO if '155;f -100-pif '755-pif Woo LTP5 a Vor P2-2 EA. SIM 2"or 5x (2)2x 5x (2) ROAS, ASS @ 6" O'� ond W-p 0 12"oc. MASAP a -A"oe. I "I'S01--lp 2"oe, LTI-s-96"oc. 5HEAR NALL SCHEDULE NOTES WW095 or %2" PLYNOOZ? SHEATHING OR Sim& EXCEPT GROUP 5 SPECIES. MINIMUM PANEL SPAN RATING or- (24/o). PANELS SHALL NOT BE LESS THAN 4-XV, EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING. ALL EDGES OF ALL PANELS SHALL BE SUPPORTED BY FASTENED TO FRAMING MEMBERS OR BLOCKING. (SECTION 4.5.'r.1.1) PANEL EDGE RAILING APPLIES TO ALL SHEATHING PANEL EDGES. NAIL SHEATHING TO INTERMEDIATE FRAMING MEMBERS V41TH SHEATHING NAILS 6 12"oc. MAXIMUM STUD SPACING SHALL BE 16"oc. SHEATHING NAILS SHALL BE 0.15PIP x 2&'. PLYNOOD EDGE NAILING SHALL BE STAGGERED. RAILS SHALL BE LOCATED AT LEAST %" FROM THE PANEL EDGES. (SECTION 43.1.12. 4 SECTION INTERMEDIATE MIN KAI jPANEL EDGE NAILMS FM MIN SCHEDULE (STAGGERED) THE MINIMUM NOMINAL AIDTH OF THE NAILED FACE Or FRAMING AND BLOOKIN& AT ADJOINING PANEL EDGES SHALL BE AS INDirAl-Ep IN THE SCHEDULE. (SECTION 4.5.114) SINSLE MEMBER (FLATME) PER STUDS PER PLAN S-IUIl, PLATE ISLOOKINO, 14 RIM OR'OTHER PER (9) MtAMNO MEMBER (2)2x STUD - NAIL --- SHEATHING TO E��H or V Z2x STU12 - NAIL NTHIN6 MEMBER N1 HALF OF I I I I I W, TO EACH MEMBER A/ HALF Or �11--(2)2x STUv, - NAIL SHEATHING SHEATHING NAILS MIN ADJOINING MIN SHEATHING NAILS TO EACH MEMBER A/ HALF OF SOLID 5LOCKII LON PANEL EDSE5 SHEATHING NAILS BUILT-W STUDS BUILT-UP mrhgm STRAP HOLD DOAN PER —AN STRAP HOLD DONN ----\ , 11 .. ARAPPED AROUN12 BEAM - PER PLAN NAIL (9) PER NAIL 57RAP OVER SHEATHING STRAP HOLD DOM STRAP OVER STUD, PLATE, BLOCKING, NIRAPPED AROUND BEAM - RIM OR OTHER NAIL STRAP OVER SHEATHING SHEATHING FRAMINS, MEMBER 5 50LID BLOCKIN& BELON BUILT -Up STUDS ---- ----------- - - - - - V, ----- ----------------- ---------------- — ---- — ---- ------------ 2 2 W" ------ ---------------- ------ MIN ADJOINING BEAM PER I -LAN PANEL EDGES MAIN STU, 5TU� MIN FACE NAILING APPLIES TO CONDITIONS AHERE FRAMING NAILS CAN BE STRAIGHT DRIVEN THRU FIRST MEMBER AND PENETRATE ----------------- MEMBER MINIMUM OF V2". FRAMING NAILS SHALL BE 0.151"0 x 0.151"OX5" NAILS MA-e BE USED AHEN STITCHING TOGETHER (2)2x MEMBERS AITH NO SPACERS. AT ADJOINING PANEL EDGES AHERE SHEATHING CANNOT LAP ON SINGLE MEMBER AND FA/-E NAILING CANNOT BE ACCOMPLISHED, FRAMING CLIPS SHALL BE USED TO FA517EN BUILT-UP MEMBERS. BEAM MR PLAN -Z (2)2x S`W - NAIL SHEATHING TO EACH MEMBER W HALF OF SHEATHING NAILS 5 I I LAP RIM OPTION LAP PLATE OPTION HDU HOLD DOAN PER PLAN K/ Wo ALL -THREAD W @ ANCHOR BOLTS EMBEDMENT SHALL BE '7", U.O.N. ALL ANCHORS SHALL HAVE S" x 5" x 0.22-r" PLATE INASHEIRS. PLATE AASHER SHALL NLT 0 AA5HER EXTEND TO AITHIN)�" OF THE EDGE OF THE BOTTOM PLATE ON THE SIDE INITH SHEATHING. IF SHEATHINS is ON BOTH SIDES or THE NALL, I I STAGGER THE ANCHOR BOLTS, AS REOUIRED, SO THAT HALF OF THE PLATE AA5HI ARE AITHINY." OF THE r=pr.F or THE BOTTOM ANCHOR BOLTS MR I/Sa.1 PLATE ON EACH SIDE. HOLE IN PLATE AASHERS MAI( BE DIAISONALLI' SLOIlE . (SECTION 4.5.6.4.5) I I ALTERNATIVELT', SIMPSON STRONG TIE MUDSILL ANCHORS SHALL BE INSTALLED IN ACCORDANCE P41TH MANUFACTURES PROCEDURES AND STEM KALL FIER ESR-2555. FOUNDATION PLAN ANCHOR BOLT OPTION MUDELL ANCHOR OPTION )VI MAX N NSNO.2211' SNO.2211' I -LATE 1006HERS, '4 CONCRETE 517EM CONCRETE STEM m: NALL PER PLAN NALL PEP PLAN P.T. tUOSILL P.T. MUD51LL RESUB JUN 27 2( FL MUZISILL ANCHOR (ANCHOR BOLTS) PER SCHEDULE -&L" WOW, �TRAP LOCAT 0 I -LAN I PANEL EDGE ILINS FULL HEIGHT 0916x5b" STRAPS P V------------ �(-"'��--Y-OVE—RS:FATHINZ r:�:l I z i C:) 00 z z 12128/2018 REVISIONS: 4129/2019 PRINTED: 4 1 RLATERAL 11 DETAILS I BLDG A TOP REINF. PER PLAN BURKE "KEYED KOLD" JOINT - SLAB ON &R,4DF Ya" x VY CONT PPZMOLDED STOP REINFORCING " �L PLAN MASTIC, JOW STRIP OR OF EACH SWEI SAA-,CUT -x 4 4. .4 Tr 11- PREPARE B,7.11;1 JILA17� CUT ALTERNA OR. AS SPECIFIED D'f' AIRES AT JO PREPARE BASE PER PLAN 4 ECIFIED BY SEOTEC,HNIrAL ENSINEER SEOTECHNICAL ENGINEER APP'L VERT. REINF. CONSTRUCTION JOINT CONTROL JOINT 4 .1 4. 20 CRACK CONTROL CORNER BARS TO 5'-0" MIK " O`ZLNLF., (ALT. .00". INTERMEDIATE :7) LC_ SIZE REINFOR4,11,16 DETAIL REPIZ-11C. 36" aq x 12' thick (504 EA. KAY BOTTOM - NFLAN 4,211 sq x *12" thick (4)#4 EA. HAY BOTTOM - �R 46" aq x 12" thick (5) #4 EA - 60" sq x 15" thick 'j— _ (0#4 x 56" DI 0 �ADVITIONAL VERT. ACONORETE HALLS M ZORMAL FOOTING BAR a CORNER AND FOOTINGS 51-0 A./ REINFOROINC, DIP'L BARS TO MATCH NORMAL \-NO j REINFORCING RMAL FOOTING INS REINFORC, �1��INE OF F-D!XCAVATION 14 15 CORNER BARB 12 STEF IN FOOTIN6 11 POST PER F-LAN------- 2x STUD HALL PER POST BASE PER PLAN "'j E"LDFR9 2x PT PLATE IAIER BARRIER A.13.'s N STANDARD 5TYqN HOOD AND 12"4) PLINTH V4/ ",-%"0 KASHER5 o&O"oa #4 TOP BASI:-: (5)1*4 VERT 4 05X'1�7TIES a 12"or SLAB -ON -SR ADE #4, TOP SLAB-ON-ORAVE T IVEAAr PER ARr-H'L PER PLAN N PER I -LAN x X— X I /---#4 @ 24"or, HO I RZ. I I I >1 X T� FOOTING PER PLAN RREINF. PER PLAN *k4x J DOilIEL5 a -OMPA07 STRUUGTIURAL 24"oe, (ALT. HOOKS) FILL JT (2)#4, E3077071� FOOTING AN12 REINF.—/ PER 1/55.1 bcl -Pb-- - --bq- STUD HALL PER PLAN SHEATHING PER 1/55.1 SEE 2/55.2 a HOOD SHEAR HALLS PANEL EDGE NAILING .01 NOTES1 PER 1/53.1 2xr, P.T. PLATE W 1. FROVICIE MISC. METALS AND 2x STUD HALL PER PLAN- //-5HEATHIN& #3 TOP T.O.NALL EMBEDS AS REG'D Blo EL. m 5�6" ELEVATOR MFR. A.B.' A/ PLATE AA5HER5 x X 2, REFER TO 5/55,2 FOR 2x FT PLATE PlI 1 #5 @ Woc, HORI J" A SUMP PIT DETAIL. PANEL EDGE NAILING M a 15"oa, VERT. (2)#4 xil-OR.40 S. PROVIDE CORNER BARS PER ALTERNATE HOOKS 5 A.B.'. W PLATE MHER (.2) 5112E5 GENERAL STRUrTURAL NOTES. SLAB ON-6R.AVE #4, TOP KASHERS PEP 1/55.1 ov, \--4 x -r6R4O PEP, PLAN SLAB-01,1-5RADE - PER PLAN il� b #4x L @ O"oc, VERT., 16"oc. I .. (2)#4 x E) CENT. (EMBEDT' X X >s INTO PIT SLAB) — -] I 2 —A5 REOV FOR FORMNORK a 2! Fl-r�VATOR PIT - #4 a 12"aa, HORIZ. #4x J DO]VIEL5 d I I =1 .1 1 R SUE SLAB PER 5/55.2 24"oc (ALT. HOOKW AN Y (2)05 JU 4 2 7 2019 W04, BOTTOM___-", Ll. �ffl §,F%9=68R� 'qj L HAr (2)#4 x EA. #15 a 16"ca, EA. AAf 2 mm z z 1.4 1212812018 REVISIONS: 4/29/2019 PRINTED: 4/29/2019 11 DETAILS BLDG A - -tA- DIAPHRAGM BOUNDARY IL y4' T. NAILING (TIMBER SOREN PER AR 2x4 BLOOKINS-,, SIMPSON STRON6-TIE) bx8 BEAM PER PLAN H/ WSDAH2-110006 �HANPRAIL5 2x4 BEVELED LEDGER A/ (2) 12d 9 Woe, (TIM5ER-HEX SCREN FACENAIL PER 11991 SIMPSON STRONS-TIIE) zT,.barLoK TLOK6 TO KNEE BRACE DIAPHPASMI SOUR DAR EA.TRUSS NAILING ALT, to HI SHEATHINS SLOPE PER SHEATHING PER I -LAN FE:F FL AN ARCATL - ME�m SHEATHING SLOPE PER SL A4"H7LPER PER PLAN ARCWL - SHEATHING PER PLAN 5111, &x6 BEAM - LET P DIAPHRAGM BOUNDARY INTO BACK PLATE NAILIN& .JOISTS I ER PLAN J OISTS A I &xC7 KICKER - LET I" INTO MONP TRU55ES PER PLAN - BEAM 4 BACK PLATE W HANGER MR PLAN HANGE' '7LA7 N JOISTS PER PLAN HOLD BACK TOP CHORD (2)SVNHI-100005 EA. END 1 A" L9L BLOCKING, ILAN7 JOISTS PER I -LAN FOR LED61ER, EXTEND Wr--. PER PLAN TRUE PER (TIMBER -HEX SOREN5 by P.T. 2XIO LEDGER '.T .2xI, .11 \_5EAM PER PLAN HANGERS PER PLAN BOTTOM CHORD PLAN SIMPSON 5TROW-TIE) 04'" L5L RIM BOARD YV(2) Rom SONS225001213 HANGERS PER PLAN FLUSH BEAM PER PLAN HAN&ER PER TRUS5 MFR HI CLIP EA. TRUSS 2x FULL DEPTH BLOCKING (SEE GENERAL STRUCTURAL SX6 BACK PLATE H/ COW. TOP PLATE oWoo, STAGGERED NOTES FOR REQUIREMENTS SDAH1,160OVID a Woe, (SPLICE PER 16/95.1) o TREATED NOOD) BEAM PER PLAN (TIM5ER-HEX SOREN5 by SIMPSON STRON(5-TIE) SEE 11553 bx6 IN STUD WALL BEHIN12 FOR CALL-OUT5 IN COMMON 20 1-7 BACKPLATE 1 IR r= PER bq bq STUD NALL PER I'LAN :,I-- z 00 PIAPHRAGM BOUNDARY __DIAPHRA6M BOUNDARY r 06".6 NAILING NAILING FACENAIL PER 1/55.1 rACr:NAIL PER 1/55.1 12d @(Vo� DIAP 6 /__PANEL UNDARY NAILING EDGE NAILING 5HE-ATHIN& R PLAN SHEATHING PER PLAN-\ SHEATHING SLOPE PER .Allr,llL PER PLAN AROHL c� �X= '--EXTEND &NB TO I EXTEN0,6NE 17 F rL UNDER5 DE OF FLOOR SHT& AT EA. J015T SHTS AT CA. JOIST �ViXI4 PER PLAN-/ \-HANGER5 JOISTS PER \-HANGERS J015TS PER PLAN RI 5V2x14 L5L M BAY PER AROHL Bljx14 L5L KIM BAY PER APZH'L JOISTS FIER PLAN HAN.,SER PER PLAN BOARD 5Y2x14 L5L 13LOOKINS LSL BLOCKING FLUSH BEAM PER I'LAN PER I -LAN FLUSH BEAM PER PLAN PER PLAN a EA. -1015T BAY EA J IST BAY FLUSH BEAM PER PLAN P.T. 2xIO LEP&ER LTF5 @ 45"oc PER AROH'L LTP5 @ 45"oc XH L N/(2) ROYe 2-LAYERS GAB PER 2-LAYIER5 (S-M PER SDA92250005 PLAN NOTES 4 ARCHIL , CL" FLAT FRAMIN& OILIP5 PLAN NOTES 4 APZH'L \-SHEAR olVor, STAGGERED PER 1/95.1 NALL SHEATHING PER 1/55.1 STUD HALL 14 S= NALL 13 12 PER PLAN PEP. PLAN R SPACE PER ARCH AIR SPACE PER ARCHL STUD NALL PER PLAN g STUP KALL PER PLAN SHEAR NA.-L SHEATHING DIAPHRAGM BOUNDARY MR 1/55.1 FACENAIL PER /e5.1 -bq- NAILING u 4r DIAPHRAGM BOUNDARY NAILINS 121APHRAC-M E30UNDARY SQUASH 5LK'S UNDER NAILING POSTSYBUILT UP STUDS I2.d ob"oa 12d sb"oc FACERAIL PER 1/55.1 (MATC44 ARtAJ FAOENAdL PER 1/55.1 1241 @6"od SHEATHING PER PLAN /-FANEL EDGE NAILING PANEL E06E NAILING JOISTS PER P LAN-\ SHEATHING PER PLAN SHEAR NALL EDGE HAILINS SPLICE SHEATHING �11.14 EXTEND 6N5 TO UNDERSIDE OF FLOOR \�%X14 JOST5 Fl-_R PLAN LSL, ljl�. tv4xl4 LSL RIM SH-Ar SHEAR nALL EDGE NAILING BEAM PER PLAN SHT& AT EA. JOIST BAY PER ARCH L HANGERS FER PLAN HANGERS PER PLAN V4`XI4 L5L EILOCKIN&_,_�l SHEAR AALL L EDGE NAILING JOISTS PER P -LAN \-HEAVER BLOCKING a EA. SEAM PER PLAN BEAM PER PLAN FRAMING, OLIF5 IP4"XI4 L5L RIM 50ARO PER PLAN FRAMING CLIF5 PER 1/55.1 JOIST BAY PER AROHL \-.'-LAYERS PER 1/55.1 HEADER FER PLAN (N (NHERE OCCURS) (AHERE OCCURS) CONTINUOUS TOP PLATE 6M PER PLAN NOTES $ APZHL CONT, TOP PLATE (SPLICE PER 15/55.1) 2x STUD NALL PER PLAN (SPLICE PER 15/55.1) 2 STUD HALL PER PLAN --\-,HEA7H[Nr. x PER 1/55-1 SEE 1/55.1 SHEATHIN& PER 1/53.1 FOR CALL -OUTS IN COMMON -7 12/28/2018 SHEAR NALL EDGE NAILING SHEAR NALL EDGE NAILING SEAM PER I -LAN DIAPHRAGM BOUNDARY NAILING bq REVISIONS: 4/29/2019 Al DIAPHRAGM BOUNDARY DIAPHRAGM BOUNDARY SMASH 5LK'S UNDER SQUASH 5LK'G UNDER NAILINO NAILING P05T5 AND BUILT UP POSTS AND BUILT UP STUDS ABOVE (MATCH SQUASH ELK UNDER FACENAIL PER 1/55.1 FRAMING OLIF5 PER 1/55. SIDES) DIAPHRAGM BOUNDARY I (ALT. SlU05 A50VE (MATCH FACENAIL PER 1/55.1 SIZE ABOVE) FAOENAIL PER 1/95.1 P POSTS/DUILT'Cu' STUDS DIAPHRAGM BOUNDARY ILIN& 51ZE ABOVE) (MATCH AREA) NAILINC, SHEATHINS NAILS 6 4"oa� 2� 14 LSL RIM SHEATHING, NAILS a 4"o� SHEATHING PER PLAN�\ V4".14 LSL BLOCKING SHEATHING PER PLAN-\ SHEATHING-\ 'HEAr SHEAR NALL EDGE NAILING SHEATHING-\ SHEATHING PER PLAN-\ PER PLAN PER PLAN SPLICE SHEATHING PRINTED: 4/29/2019 FRAMING OLIF5 PER 1/55.1 FRAMING CLIPS PER 1/55.1 JOISTS PER I -LAN "'�-12d TOENAILS a (Voc. JOISTS PER PLAN FACE NAIL PER 1/55.1 J015TS PER PLAN HEA 514EAR NALL EDGE NAILING S r JOISTS PER PLAN a SHEAR AALL5 I JOISTS PE PLAN-/ p """-HMAPM FRAMING CLIPS MR 1150.1 '�__HEAPER JOIST SLOCKINS L6 J015T BLOCKING FRAMING OLIPS PER PLAN `JB @ VWX14 L 5L RIM BOARD \\"ADFR PER I/S5.1 PER PLAN (NHERE OCCURS) 40"oc KNK LSL RIM BOJAR-D ADER PER PLAN PER PLAN @SHEAR KALLS "-ERE 000iRs) CONT. TOP PLATE (SPLIar PER la/r IY4"XI4 LSL RIM 50JAR-D�\ HEADER PER PLAN J H r JN 2 7 20*19 (AHERE OrrUR5) CONTINUOUS TOP PLATE (AHERE OrlrlUR5) CONT. TOP PLATE 2x STUD NALL PER I'LAN (NHE (AHERE OCCURS) SLN xpaMRW FLOOR (SPLICE PER 2x STUD NALL PER PLAN CONT. TOP PLATE (SPLICE PER I) 2x STUD NALL PER PLAN STUD NALL PER PLAN (SPLICE PER 6/95.1) SHEATHING PER 1/55.1 \-. " 2x STUD NALL FER PLAN x S FRAMING SHEATHING PER 1/95.1 SHEATHING PER 1/59.1 o SHEAR nALL5 CONT. TOP PLATE E DETAILS SHEATHING PER 1163.1 - o 5WAR KALLS (SPLICE PER 15/55.0 SHEATHING PER 1/55.1 HE BLDG A 9HEATHIN15 PER PLAN� ///-IIIAPHRACIM BOUNDARY SHEATHING PER PLAN DIAFHRA(9m BOUNDARY NAILINe NAILINC, FRAMINS CLIPS F R 1/55.1 Al: 55 W VERT. �—AVD'L TRU55 OVER AALL M STUDS a 24"oG STUDS PER ARCH'L PANEL EDGE NAILIN6 pqTRUSSES PER PLAN TRUSSES PEP. PLAN lL '�'�HEADER PER PLAN 12d TOENAILS 0 6"oo '-5HIEATHIN& PER 1155.1 -- (AHERE OCCURS) 2x 97UD KALLL PER I -LAN CONTINUOUS TOP PLATE STUD AALL PER PLAN S.N.B. PER ARCHL (SPLICE PER SHEATHINE, PER 1/55.1 20 pt- AR NALL) o SHEAR AALLS 5HEATHIN6 PER PLAN DIAPHRASM LTF4 a ALT, BLOCKS W vy S DIAPHRA6M BOUNDARY VALLEY OVERFRAMINS BOUNDARY 0.191"41 x NAIL NAILING PER TRUSS WR. NAILIN6 5HFATHIN6 PER PLAN 2x4 ELOOKINC, 11-2X4 BLOCKIN5 IN)>, 2x4 OUTRI&SER-15 0 2'-O"o6 2X4 OUTRierIER-S a" a 2'-O"oc m DROPPED TOP CHORD END a 5'-O"OC H/ A54 TRUSS H/ 5TUD5 0 24"oa PANEL ED(5E NAILIN6 EACH END VESIeN FOR 15psf KIND LOAD (5)12d TOENAILS DROPPED TOP CHORD PANEL EDSE NAILIN6 END TRUSS A/ STUDS SHEATHING, PER PLAN--� Q 24"oc DESIr5N FOR 15p.f ININD LOAD TRUSSES PER PLAN 12d TOENAILS 11 6"o, (:22yYx&'-O" ACCESS HOLE) 12d TOENAILS a W'o� �HEAIMR PER PLAN TRUSSES PER PLAN CONTINUOUS TOI (INHERE OCCURS) (SPLICE PER 195/55.1) HANOERS PER TRUSS MPR \-HEADER PER PLAN 7 *1 GIRDER TRUSSES PER PLAN (INHERE OCCURS) 2x STUD AALL FER PLAN --2x STUD K4LL 2X4 BLKC, a 4a"06 PER PLAN 5HEATHINe PEP. 1/55.1 A/ (5)12.1 TOENAILS @ SHEAR NALLS a EA. END SHEATHIN(5 PER 1/55.1 CONTINUOUS TOP PLATE 'q I a SHEAR YJALL5 12 11 (SPLICE PER 20, -50, SHEATHIN6 PER PLAN -111APHPASM BOUNDARY //// NAILINr. SHEATHIN(9 PER I -LAN TRUSS BLOCKING- - zTI"barLOK TLOKJ§p EA. SPACE EA. TRU55 c 61-T. to HI FRAMINO CLIPS PER 1/55.1 DIAPHRAeM BOUNDARY KAILIN6 TRUSSES PER PLAN TRUSSES PER PLAN EA Lor 'r Ur 4 TL 0 r 6 _A' NAILI 5 AN L �HEADER PEP. PLAN HI CLIP EA. TTRU55 2x4 VENTED BLOCKIN6 (AHERE OCCURS) W 12d TOENAILS 0 Woo 'OU T L CONTINUOUS TOP PLATEE L F 0 CONTINU US TOP PLATEV ---_2x STUD MLL PER PLAN (SPLICE PER 5/55.1) PANEL ED61E NAILIN(S (SPLICEOPER 15/55.1) '--�5HFATHIN& PER 1/55.1 HEADER PER PLAN . 2x STUD NALL PER PLAN a SHEAR AALL5 (AHERE OCCURS) SHEATHIN PEP 1/95.1 & SHEAR KALL5 12/28/2018 REVISIONS: 4/29/2019 PRINTED: 4/29/2019 RESUB ROOF JU� 2 7 2019 FRAMING DETAILS BLDG A 106E 15115 OR )THEP PPOJEC HEAD FLASHING TPAPEP AND DUIPLING PER PETAIL5 NON -FLANGE PROJECTIONS ADHERED VENEER SHALL DE ELDORADO STONE OR EQUAL. EXTERIOR WALL SURFACES SHALL 13E COVERED W1 A MIN. OF ONE LAYER OF A WATEK-KE515TIVE DAPKIEK COMPILYING W1 THE REQUIREMENTS OF THE APPLICA13LE CODE. GALYANIZED EXPANDED DIAMOND ME5H METAL LATH COMPLYING W1 A5TM C&47, W1 A MIN. WEIGHT OF 2.5 LI51YD2 (1.4 KG/M2), SHALL 15E ATTACHED TO STUDS SPACED 16"ON CENTER W1 GALCANIZED ROOFING NAILS. THE NAILS SHALL 15E SPACED 6" ON CENTER VERTICALLY & SHALL HAVE SUFFICIENT LENGTH TO PENETRATE INTO THE STUDS A MN OF V. A MIN 1/2" THICK SCRATCH COAT OF TYPE 5 OR TYPE N PORTLAND CEMENT MORTAR COMPLYING W1 A5TM C270 SHALL DE APPLIED TO THE METAL LATH AND SHALL CURE FOP A MIN. OF 46 HOURS. THE STONES SHALL 5E APHEFED TO THE CUPED SCRATCH WATWIA NOMINAL 1.2" THICK15EDOF TYPE 5 OF TYPE N MORTAR. JOINT$ 13ETWEEN THE STONES SHALL 13E GROUTED. SHEAR STRENGTH 50 PEI MIN. ADHERED VENEER SIDING MIN OVERLAP 0 ALL VERTGALJOINTO INrTALL W MIN. GRADE D BUIDLING PAPER WEATHER130ARP FASHION STARnNO FROM THE BOTTOM ,UILDING PAPER INSTALLATION STEP 1: IN51ALL ONE PIECE DOOR F'AN OF MEMEDFANE FLA5HING AT THRESHOLD (ONE PIECE POOR PANO TO BE USED WITH 5LA13 MEMEMANEFLASHING UNDER DOOR FAN DOOR FLASHING INSTALLATION 1Y P111 11 A- A. IE FLASHING DETAIL FOR MODIFIED rIN �l 511E�m W.— A1 E� U.- AL-1=1 T FLASHING DFLAIL FOR E.?.DwMa DR 16 �11= =1 "I =TUTII� N �0 r5l i8m.—I -I 1Y FA.1.11,yl I I .1TI 3" ROOF DRAINS 1405.17.2 HORIZONTAL LAP SIPING. LAP SIDING 5HALL 15E LAPPED A MIN. OF 1-11W'& 5HALL HAVE THE EN05 5EALEP WCAULKING, COVERED W1 AN H-5ECnON JOINT COVER OR LOCATED OVER A STRIP OF FLASHING. LAP SIDING COUR5ES SHALL DE PERMITTED TO 13E INSTALLED W/ THE FASTENER HEADS EXrOOED OR CONCEALED, ACCORDING TO APPROVED MANUFACTUREPS'IN5TFUMN. CAULK ALL SUITT JOINTS. HARDIPLANK SIDING INOTALL SO MIN GRAPE P BUILDING PAPER WEATHEP130AFD FASHION STARTING FORM THE 50TTOM P , o-o O�F PAFTEP: )o 0 '0 0 _ L LOIN EP P N� , P '13 PLACEI3UI 13EHIIND )F� 990 'AFTE f�COF KAFTEP <Z LEAVE 1/4" GAF -]!A�.�EN FA5CIA P WAtb—___ ROOF TO WALL OF CAULK THAT RETURNS UPTHEJAMI5V'A5SUPE THE THRESHOLD If, SEALED DOOR / FLASHING INSTALLATION 6'HOPIZONTAL SIDING W1 &'FE% 2X3 7'FLA5HING W1 PKIP EDGE CAULK ALL JOINTS 2)(12 DELLY 15AND TYPICAL ?ENiTRAnON: DRYER DUCT OVERSIZE HOLE 1" MAX. CAULK ALL OPENING5 BELLYBAND/ PENIT. SCREEN, IL CAP W1 DRIP EDGE. IL WALL FLASHING, EATING CONTRACTOR ?DOF TO WALL FLA5HING CHIMNEY/ CHASE TERM. INSTALL 60 MIN GPAOE 1) DUILPING PAPER WEATHEPBOARP FASHION STAFnt��m ---------- WATER FLOW R SPACE -OVE 5HING,V'UPWALL FLA5HING AKIEKTAPE OF FLA5HING P KICK OUT FLASHING 11,15TALLOO MIN GRAPE D DUILPING PAPER WEATHEP130ARD FA5HION STARTING FORM THE 130TTOM 15UILPING PAPER --tW 4ZQL4TAL WALL TO ROOF FLASHING OVER PLACE STEP FLASHING COIRNERFLACHING OVER INOIDECOPNEP WALL WALL ONE PIECE FL NG WATER FIL 0 IN51DE NER E)TEND POOF PAPER UPTHESIDEOFTHE WALL A MIN. OF 6' ROOF @ INSIDE CORNER PLACE STEP FLAS114G OVER OUTSIDECORNER ONEFIF.1 11 OUTSIDE CORN I,--FLAF 1ILII1PING PAPER - FLOW 3EHIND ROOF PAITEI LVIATIEF KE UEAVEI/4�'GAP- DETWEEN FASCIA FASCIA ANPWACL ROOF T WAL RAKE 5TEP 5: PLACE TRIP WITH CAULK DEHIND STEP 6: PLACE '7FLA5HING ON TOP OF TKIM-F EP DETAIL ON DI-WNPOWIPOOK HEAD TRIM" 5TEP4. ATTA�F OVER FRAME 8 LAP OVER SILL DOOR / FLASHING INSTALLATION FASCIA _-2XW.W_ROOF PAPER UP THE SIDE OF THE WALL A MIN. OF 6" [%TALL 60 ""' GRA — U = JL*4�� FWEK WEATHER15OAKD FA5H ON 5AKTING FORM THE WUOM M DETAIL E ROCIF @ OUTSIDE CORNER APEP MU5T LAP SHINGLE 5TYLE FASHION OVER "Z'FLACHING 11,15TALL 60 MIN GRADE P DUILPING PAPER WEATHEPL30ARD FASHION STARTING FORM THE 130TTOM 12" WIDE CORNER WRAP ATIN51DE&OUTSIPE FLASHING CORNERS CONT FROM )F_PF MUST FON. TO EAVE DOOR FLASHING INSTALLATION Note: 60 MIN FAFEK OK WEATHEK 5MART DUILDING WRAII Nfl@N 1PIERFORMANCIE MMIDION IFLMNOW W Dead Sealant (Molstop Sealano U-1 11h moislop Comer Shield 2 Head Flashing E-Z SeaM z z Bld A SP/ Flash Sill Window M06FWP FF 3 Ja mb Flashing Jamb Flashing (Moistop Weather -Resistive es' Ba ffier (Makmp Nor malseep nan E-zseao Oumho Tex*, Fa or WeatheSZ W Cq 00 6, U "o C) L0 Third Party Independent Inspector: Construction Consultants of Washington, LLC 40 Lake Bellevue, Suite 100 Bellevue, WA 98005 (425)709-6100 Diane Glenn 6530 REGISTERED RCHITECT ERIC GEDN S STT ON TATE O�OFWASH ON "The undersigned has provided building enclosure documents that in my professional judgment are appropriate to satisfy the requiremenls of RCW 64.55.005 through 64.55.090." k @!�z 11-15-2019 Eric Geiney, Archite�_V Pate tt, cw. A RESUB ,Oupz o\o, -oD25 MAR 0 LI 2020 CITY COPY -ATIMMr U REVISIONS: 11.14.19