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Home My WebLink AboutPermit D16-0179 - PETERS RESIDENCE - NEW SINGLE FAMILY RESIDENCEPETER RESIDENCE 12215 50T" AVE S D16-0179 � Cit�of Tukwila ' Department of Community Development • 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 �" Phone:206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov COMBOSFR PERMIT Parcel No: 0179001745 Address: 12215 50TH AVE S Project Name: PETERS RESIDENCE Owner: Name: RAU CHALENE Address: 5107 DELAWARE AVE , EVERETT, WA, 98203 Contact Person: Name: HAROLD FRENCH Address: Contractor: Name: 21620 84 AVE S- SUITE 200 , KENT, WA, 98032 STILLWATER HOMES Address: 17837 FIRSTAVE S PMB 101, NORMANDY PARK, WA, 98148 License No: STILLH*845DC Lender: Name: KALEN PETERS Permit Number: D16-0179 Issue Date: 3/14/2017 Permit Expires On: 9/10/2017 Phone: (253) 670-1�11 Phone: (206) 914-6582 Expiration Date: 3/3/2018 � Address: 19655 FIRSTAVE S, NORMANDY PARK, WA, 98148 DESCRIPTION OF WORK: CONSTRUCTION OF A 2589 SQ FT SINGLE FAMILY RESIDENCE WITH 498 SQ FT ATTACHED GARAGE AND A 120 SQ FT COVERED DECK Project Valuation: $354,475.88 Fees Collected: $48,875.04 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: v-b Occupancy per IBC: r-3 Electrical Service Provided by: TUKWILA Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: 2015 National Electrical Code: 2014 International Residential Code Edition: 2015 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2015 WAC 296-466: 2014 Uniform Plumbing Code Edition: 2015 WA State Energy Code: 2015 International Fuel Gas Code: 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: 1 Hauling/Oversize Load: Land Altering: Volumes: Cut: 40 Fill: 40 Landscape Irrigation: Sanitary Side Sewer: Number: 1 Sewer Main Extension: Storm Drainage: 1 Street Use: 1 Water Main Extension: Water Meter: Yes Permit Center Authorized Signature: w Date: "/ -/ I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development p it and agree to the conditions attached to this permit. Signature: � Date: � � � �P � � Print Name: � F� �� .1.� 0.v1S This permit shall become nuil and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***PUBLIC WORKS PERMIT CONDITIONS*** 2: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 3: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 4: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 5: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 6: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 7: Any material spilled onto any street shall be cleaned up immediately. 8: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 9: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 10: The Land Altering Permit Fee is based upon an estimated 40 cubic yards of cut and 40 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 11: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 12: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 13: The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer. Designer shall verify in writing to the Public Works Inspector that a 3/4-inch water meter and service line meets domestic water and fire flow requirements. If domestic water and fire flow requirements are not met, then a 1-inch water meter with a 1-inch service line is required. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW-THROUGH SYSTEM. Coordinate with Public Works Project Inspector. 14: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out to the City of Tukwila for possible property damages caused by activites. 15: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 16: Owner/Applicant shall sign a Hold Harmless Agreement for work within the City right-of-way. 17: Prior to Public Works Final Inspection approval Owner/Applicant shall pay in full the current fee set for the King County Sewer capacity charge and provide proof of payment the City's Permit Center. City of Tukwila Ordinance no. 2177. 18: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x$xx.xx per sq. ft. _ $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 22: Finished floor of House shall be at least one (1) foot above the Allentown flood prone elevation. 19: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15%. Turning radii shall be a minimum of 5'. 20: Driveways shall be paved for a minimum distance of 20' from the edge of the existing road pavement. 21: Prior to Public Works Final, building(s) shall be built and Public Works shall receive a Flood Zone Final Elevation Certificate. 23: Dispersion trenches and/or drywells shall be a minimum of 5 feet from any property line or structure. Per the 2009 King County Surface Water Design Manual. 24: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 25: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 27: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 28: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 29: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 26: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 30: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 31: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 32: ***BUILDING PERMITCONDITIONS*** 33: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 34: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 35: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 36: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 37: All wood to remain in placed concrete shall be treated wood. 38: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 39: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 40: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 41: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4-inches shall be maintained above the controls with the strapping. 42: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 43: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 44: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 45: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 46: ***MECHANICAL PERMIT CONDITIONS*** 47: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 48: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 49: Manufacturers installation instructions shall be available on the job site at the time of inspection. 50: Except for direct-vent appliances that obtain all combustion air directly from the outdoors; fuel-fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 51: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor-fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 52: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 53: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 54: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 55: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 56: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 57: All plumbing and gas piping systems shall be tested and approved as required by the Plumbing Code and Fuel Gas Code. Tests shall be conducted in the presence of the Plumbing Inspector. It shall be the duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work is ready for inspection. 58: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision is made to protect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall be insulated to minimum R-3. 59: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 guage. 60: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall be directly embedded in concrete or masonry. 61: All pipes penetrating floor/ceiling assemblies and fire-resistance rated walls or partitions shall be protected in accordance with the requirements of the building code. 62: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 63: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. 64: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 65: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH-IN GAS PIPING 0701 ROUGH-IN MECHANICAL 8005 ROUGH-IN PLUMBING 5070 SANITARY SIDE SEWER 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALLSHEATHING/SHEAR 5130 WATER METER - PERM Citv of Tukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206-431-3665 Web site: http://www.TukwilaWA.�ov Parcel No: 0179001745 Address: 12215 50TH AVE S Applicant: PETERS RESIDENCE WATER METER INFORMATION Permit Number: D16-0179 Issue Date: 3/14/2017 Permit Expires On: 9/10/2017 DESCRIPTION OF WORK: CONSTRUCTION OF A 2589 SQ FT SINGLE FAMILY RESIDENCE WITH 498 SQ FT ATTACHED C�ARAGE AND A 120 SQ FT COVERED DECK METER #1 METER #2 METER #3 Water Meter Size: .75" Water Meter Type: PERM Work Order Number: 21640122 Connection Charge: Installation: Plan Check Fee: Inspection Fee: Turn on Fees: Subtotal: Cascade Water Alliance (RCFC): $60.00 $490.00 $10.00 $15.00 $50.00 $625.00 $6,005.00 TOTAL WATER FEES: $6,630.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 �J�.11114 �M1,Q � s , O �x Z J y �, r z lvoa CITY OF TUKWILA Community Develop»zent Depa�tment Public Works DeparMeent Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 httg://www.TukwilaW A �v CombinationPermitNo. �1�� Proj ect No.: Date Application Accepted: _��—d"�` Date Application Expires: �'yi/�'ti1't,�p (For o%fice use onlv) COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. �`*piease print�`* SITE LOCATION King Co Assessor's Tax No.: C� l 7'r1 d O Z? y� SiteAddress: ��XX � D � A1/f 5 • ��vK[.c��L/.,� , w�4 `��/7 � ENGINEER OF RECORD Company Name: • • � •�-7r � L ► w,�� . �v �e. Engineer Nam : � �t�iAarc/.cia�� .�TT;Li v� I Address: City: ,n , _ , . _ � State: Phone: - � - - Fax: Email: /l.�! cm�rl"'f•t: cN�:�/�C�2:�G.. H:\4pplicatiom�Forms..4ppliwtioaa Oo LincL.Ul 1 AppGcatiom�Combination Pam't Application Rcvixd 7S-9-I l.dooc Revised: August 20t 1 Page 1 of 4 bh PROJECT INFORMATION — Valuation of project (contractor's bid price): $��Ui � D� Scope of work (please provide detailed information): DETAYLED BUILDING INFORAMTION — l o� PROJECT FLOOR AREAS Basement 1�` floor 2" floor Garage carport ❑ Deck — covered uncovered ❑ Total square footage PROPOSED SQUARE ,�b O�? Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the fiome. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value oJmecl:anical work ,S ��/ �l% fuel t3pe: elecxric ❑ g� � furnace <100k btu ( appliance vent i ventilation fan connected to single duct 6 thermostat � wood/gas stove I water heater (electric) � emergency generator �other mechanical equipment PLUMBING: r Value oJplumbing/gas piping work $ %J ! �b � bathtub (or bath/sho�ver combo) � bidet � dishwasher � floor drain � lavatory (baduoom sink) � sink b water heater (gas) � lawn sprinkler system H:\4ppiicatiom�Formc-Appliwtioffi On Li�12U1 � AppGcatio`a�Combination Pcmit Applicaiioe Rewed ri-9-ll.docx Revised: August 20l I bh � clothes washer � shower 3 water closet � gas piping oudets Page 2 of 4 PUBLIC WORKS PERMIT INF'ORMATION - Scope of work (please provide detailed information): Call before you Dig: 811 Please refer #o Public Works Bulletin #1 for fees and esfimate sheet. WATER DIS CT ...Tukwila ❑... Water District #]25 ❑ .. Highline ...Letter of �vater availability provided SEWER DISTRI ..TukwiIa ❑... Valley Vie��= ❑ .. Renton ❑...Se�ver use certiScate ❑... Letter of se�ver availability provided ❑ .. Renton ❑ .. Seatde SEPTIC SYSTEM: ❑.. On-site septic system —for on-site septic system, pmt�ide 2 copies of a cwrent septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑...Civil Plans (Maaimum Paper Size — 22" X 34") ❑...Technical Information Report (Storm Drainage) ❑.. Geotechnical Report ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ... Hold Harmless — (SAO) ❑ ... Hold Harmiess — (ROV� PROPQSED ACTIVITIES (MARK BOXES THAT APPLI�: ❑ ...Right-Of-Way Use - Potential dishubance ❑ .. Construction/Excavation/Fill - Right-of-Way... ❑ -or- Non Right-of-Way.. ❑ ❑ ...Total Cut Cubic Yards ❑ ...Tota! Fill Cubic Yards ❑ .. Woric In Flood Zone ❑ .. Storm Drainage ❑...Sanitary Side Sewer ❑.. Abandon Septic Tank ❑._.Cap or Remove Utilities ❑.. Curb Cut ❑ ...Frontage Improvements ❑ .. Pa�ement Cut ❑ ...Traffic Cnntrol ❑ .. Looped Fire Line ❑ ...Perrnanent Water Meter Size ............... " WO # ❑ ...Residential Fire Meter Size ................. " WO # ❑ _..Deduct Water Meter Size .................... " ❑ ...Temporary Water Meter Size .............. " WO # ❑_..Se�ver Main Extension ..................... Public ❑- or - Private ❑ ❑ .. Trench Excavation ❑ .. Ufility Undergrounding ❑ .. $ackflow Prevention - Pire Protection lrrigation " Domestic Water ❑...Water Main Er.fension Public ❑- or - Private ❑ m m FINANCE IIVFORMATION — THIS INFOTtMATION IS RE UIItED TO BE F7LLED OUT WHEN RE STING WATER OR SEWER SERVICE Fire line size at property line � nvmber of public fire hydrant(s) � �.water �...sewer ❑.._se�vagetreatment MONTHLY SERVICE BILLING TO: Name: STi L L L�,>y�T��,_ P VeLO.o�-i e� T�� Day Telephone: (7 �i ��Li �0��.2 Mailing Address: l Cl �o SS ' � s T /f •�/� $ _ ��o��n. r�.x.i� .. i>.�I•�C �� /1 cl �l �! � c�ri scac� z�P WATER METER REFUNDBILLING: Name: S%.��L �r�/� ��Pvec ��ie�ir Gnou.� D� Mailing Address: � �� ,�,� % S r ✓� �/C ,s . �1/DQ .`LA�t/d �,ri • H:\4pplicatiorolForms-Applicatio�u On Line�.01 1 Applicntions\Combiealion Pvmit Application Revisc18-9-1 l.dooc Reviscd: Auyust 2D11 bh w swc� z�P Page 3 of 4 1'ERMIT Al'PLICATION NOTES — APPLICABLE TO ALL PERMITS IN TKIS APPLICATION — Valae of construction — In alt cases, a value of constniction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comgly with current fee schedules. Egpiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall e�cpire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERTURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMiT. PROPERTY OWNER OR AUTHORIZED AGENT: C7Q11AY17iP' / / C.�/�� /�%�i�//C / \ r4� PrintName:1��IQ['Ln �--��h/C.L, Date: �--� 3 —��D Day Telephone: � �3 � 7� ! �p � � Maiiing Address: %Z �C� .Z O �f' �i � �j V� c� . �1 L� / [,�14- � �a 3 2 Gry State Zip H:\4ppGsatiom�Form.Applicatioav OnLinnV.O�I 1 Applicatiuns\CombimtionP�xmII Application Reviscd 8-5-11_dooc R vised: August 20t 1 bh Page 4 of 4 � BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may ad�ust estimated fees PROJECT NAME P� i L(� S��►-'P � PERMIT # �%� - t� /� 9 � �` ! 2Z 15 S o �"� ✓-tv� • S � If you do not provide contractor bids or an enginee `r s estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. l. APPLICATION BASE FEE 250 (1) 2. Enter total construction cost for each improvement category��_ Mobilization � � Erosion prevention �-p �v o Water/Sewer/Surface Water -�-��a 75v��oo �2 Sao Road/Parking/Access � _ 2. d n o A. Total Improvements �� 2�i7 3. Calculate improvement-based fees: B. 2.5 °Io of first $100,000 of A. �_ r� � g � ZS C. 2.0% of amount over $100,000, but less than $200,000 of A. � D. 1.5% of amount over $200,000 of A. ' 4. TOTAL PLAN REVIEW FEE (B+C+D) $ S 1/ (4) 5. Enter total excavation volume '�� cubic yards Enter total fill volume �� `�o cubic yards Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUAI�ITITY IN CUBIC RATE YARDS U to 50 CY Free ------ --_ ___-- ---------------------------- --- Si _ �nn ��z sn 101 - 1,000 1,001 - 10,000 10,001 - 100,000 100,001 - 200,000 200,001 or more GRADING Plan Review Fees $37.00 $49.25 $4925 for 1 ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. $269.75 for 1 ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. $402.25 for i ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION 2� (1+4+5) $ `�3 � �'' The Plan Review and Approval fees cover TWO reviews: 1) the frst review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. ,�„ Approved 09.25.02 1 Last Revised 01/15/16 �'� ��f �'� �� „�' �� `� �s��`�� JUN 2 41A16 P��°$' ��°�R BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) $ 181 --2-~ (6) 7. Pavement Mitigation Fee � �� ) $ The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. Approx. Pavement Overlay and Remaining Years Repair Rate ( er SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes frem Item 5. ��) v � Z 3 � (g) QUANTITY IN CUBIC RATE YARDS �/ 50 or less � $23.50 51 —100 $37.00 101 — 1,000 $37.00 for ls` 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1 S` 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or mare $919.00 for lst 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01/15/16 � �v 2�" (9) � �F BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW mav adiust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only�= E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin A1 Total A through E � $ C�:zS= (9) ; 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ ' B. Allentown Sewer (Ordinance 1777) $ � C. Ryan Hill Water (Ordinance 1777) $ � D. Allentown/Foster Pt Water (Ord 2177) $ 4Y��`�� E. Allentown/Foster Pt Sewer (Ord 2177) $ I�I� � o 0 F. Special Connection (TMC Title 14) $ � G. Duwamish $ � ,� —�� H. Transportation Mitigation $ /d/3 "� I. Other Fees �$ � do S os C,�4 5 c/k� 6(.��t � ��✓�� Total A through I $ 3'7 ZDS` (10) �iJE WHEN PERIVIIT IS ISSUED (6+7+�+9+10+11) $�� , 5`�Sb� ESTIMATED TOTAL PERMI'T ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. Size (inches) 0.75 1 1.5 2 3 4 6 Approved 09.25.02 Last Revised 01/15/16 WATER METER FEE Permanent and Water Onl Meters Installation Cascade Water Alliance RCFC 01.01.2016 —12.31.2016 �/ $625 �/ $6005 �. $1125 $15,012.50 $2425 $30,025 $2825 $4425 $7825 612525 $150,125 $300,250 Tem orar Meter 0.75" $300 2.5" $1,500 � 3 Total Fee $6630 16,137.50 $32,450 $100,505 $157,950 $312,775 � ' ' • � • i � ' � � PermitTRAK =� $46,272.30 D16-0179 ' Address: 12215 50TH AVE S Apn: 0179001745' $46,272.30 OJSINCH $6,630.00 `- CONNECTION CHARGE R401.379.002.00.00 0.00 $60.00 METER/INSTALL DEPOSIT 6401.245.100 0.00 $49Q.00 WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN-ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALLIANCE 8640.237.500 0.00 $6,005.00 DEVELOPMENT ' $3,624.10 PERMIT FEE R000.322.100.00.00 0.00 $3,619.60 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 ' FI RE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,399.88 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $181.25 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $181.25 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 SEWER SERVICE FEE $20,400.00 SEWER ALLENTWN/RYAN/FOSTER PT R402.379.004.00.00 0.00 $20,400.00 TECHNOLOGY FEE $213.27 TECHNOLOGY FEE R000.322.900.04.00 0.00 $213.27 WATER SERVICE FEE $11;216.05 WATER ALLENTWN/RYAN/FOSTER PT R401.379.004.00.00 0.00 $11,216.05 � � ' � � : ' • � � � . 1 Date Paid: Tuesday, March 14, 2017 Paid By: STILLWATER CONSULTING Pay Method: CHECK 001444 Printed: Tuesday, March 14, 2017 12:17 PM 1 of 1 SYSTEM5 Date Paid: Friday, June 24, 2016 Paid By: STILLWATER CONSULTING GROUP LL Pay Method: CHECK 5032 Printed: Friday, June 24, 2016 3:19 PM 1 of 1 � SYSTEMS 1NSPECTION RECORD Retain a copy with permit �� 9 INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISIUN 6300 Southcenter Bl�d., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 �Approved per appticable codes. � Gorreciions required prior to approval. COMMENTS: � - ��Cv� `/j/� � �- 8 f°� - �c� �� Gr L f1/ � nspector: � �uate: �_ � � z -� � REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter 8lvd.. Suite 100. Calt to scheduEe reinspection. INSPECTION RECORD q Retain a copy with permit ��I7 I INSPECTION N0. PERMIT N0. CITY �F TUKWILA BUILDING DIVISION 6300 Southcenter Bfvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Reques# Line (206) 438-9350 � Appr�oved per applicable codes. �Gorrections required prior to approvat. rL 's -� -- -- � I �.: y zo-z�o, � REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. NSPECTION RECORD l Retain a copy with permit �� b�� 7 1 NSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Soufihcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit lnspection Request Line (206) 438-9350 � Approved per appl � Corrections required prio� to approval. � REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Calt to schedule reinspection. .�� 1NSPECTION RECORD ��, t,��, �� Retain a copy with permit � �% � INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUIlDING DIVISION . 6300 Soufihcenter Bivd., #100, Tukwila. WA 98788 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 �Approved per applicable codes. � Corrections required prior to approval. COMMENTS: Inspector: /� Date: � a �� I��w �: �1 � u REINSPEGTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catl to schedule reinspectian. �� 1NSPECTIOIV RECORD � � �,� Reiain a copy with permit ��6 �� INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISIC)N . 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 � Approved per appiicable codes. � Corrections required prior to approval. COMMENTS: Inspector: Date: g �� U rctin�rt��uN rtt rc�uuirccv. rnor to nexi inspeaion, ree musc oe paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD i� � ��,a � `� Retarn a copy wlth permrt INSPECTION N0. PERMIT N0. CiTY 4F TUKWILA BUILDING DIVISION � 6300 Southcenter Blvd., #100, Tukwila. WA 9$188 (206) 43T-3670 Permit Inspection Request Line (206) 438-9350 � Approved per applicable codes. � Corrections required prior to approval. U paid at 6300 Southcenter Btvd.. Suite 100. Calt to schedule reinspection. � 1NSPECTION RECORD o ,�� Retain a copy with permif �r�` �d l INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DtV1514N . 6300 Southcenter Blvd., #100, 7ukwila. WA 98788 (206) 431-3670 Permit Inspectian Request Line (206) 438-9350 � Approved per applicable codes. � Gorrections required prior to approval. COMMENTS: inspector: Date: �,� � u REINSPECTION FEE REQUIRED. Prior ta next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Calf to schedute reinspection. ��l 1NSPECTION RECORD � Retain a copy with permit �`�� IQN N0. PERMfT N0. CITY OF TUKIiViIA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 � Approved per applicabie codes. r� Gorrections required prior ta approval. Y'� COMMEN?S: l y+f�r�, ��i ° �� C�/.�i(� ��t'✓�-.�' .,�" Inspector: Date: � � %� C'� � REINSPECTION FEE REQWRED. Prior to next inspectian, fee must be paid at 630Q Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit �� INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION � 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 � Appr�oved per applicable codes. �Gorrections required prior to approval. COMMENTS: L� f��l! ,/r/e �^ ,z s�- C�i, L- �� R�>�l�'��'�T pector: � REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 5outhcenter Blvd., Suite 100. Catl to schedule reinspection. q INSPECTION RECORD � f o Retain a copy with permit �j�` 'U�� INSP N N0. PERMIT N0. CITY OF TUKWlIA BUILDING DIVISION - 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 �Approved per applicable codes. � Gorrections required prior to approval. COMMENTS: lnspector: Date: n .7.� � � �� REINSPECTION FEE REGIUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Calt to schedule reinspection. ,� INSPE� Retain a I ION N0. :TION RECORD p �� copy with permit �j�"-�17 / PERMIT NQ. CITY UE TUKWIL.A BUILDING DIVISION 6300 Southcenter Bfvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 �Approved per applicabie codes. �Gorrections required p�ior to approval. � REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Btvd.. Suite 100. Galt to schedule reinspection. �; � INSPECTION RECORD � � s � � Retain a copy with perm�t �� 17� INS ION N0. PERMIT N0. ClTY OF TUKWIL.A BUILDING DIVISION . 6300 Southcenter Bfvd., #100, i'ukwila. WA 98188 (206) 431-3670 Permit Inspection Request line (206) 438-9350 � Appr�oved per applicabte codes. � Gorrections required prior to approval. nspector: Date: � REINSPECTION FEE REQUIRED. Prior to next inspeciion, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Calt to schedute reinspection. 1NSPECTION RECORD � �y %6 �� -�j?! � Retain a copy with permit INSPECTION N0. PERMIT NQ. CITY OF TUKWILA BUILDING DIVISION � 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 �Approved per applicable codes. � Corrections required prior to approval. � paid at 6300 Southcenter Blvd., Suite 100. Calt to schedule reinspection. �-- INSPECTION RECORD �a��,�� Retain a copy with perm�t INSP ON N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, iukwila. WA 98388 (206) 431-3670 permit Inspection Request Line (206) 438-9350 �Approved per applicable codes. � Corrections required prior to approval. COMMENTS: ` �4--r-' ,� � � �� '� -�� nspecior: ate�� c � � REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. �� INSPECTION RECORD � ��„� � �� % Retain a copy with perm�t INS ION N0. PERMIT N0. CITY OF TUKWIlA BUILDING DIVISION 6300 Southcenter Bivd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 �Approved per applicabie codes. �Corrections required prior to approval. u paid at G30Q 5outhcenter Blvd.. Suite 100. Call to schedute reinspectian. �� INSPECTION RECORD , 3 Retain a copy with permit �� INSPECTION N0. PERMIT N0. GITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 � REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd,. 5uite 100. Call to schedute reinspection. INSPECTION RECORD � � �` Retain a copy with permit ��a�� INSP ION N0. PERMIT N0. CITY OF TUKWII,A BUILDING DiVISION - 6300 Southcenter Bivd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 � Approved per applicable codes. �Gorrections required prior to approvai. COMMEN?S: t S �,�'i�.'' �� ,��.✓�' ��' ""��' = .,�. � REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedute reinspection. INSPECTION RECORD J , _ � � ! I Reta�n a copy wrth permrt � G" �� INSP TION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 �Approved per appiicable codes. � Gorrections required prior to approvai. COM M ENTS: nspector: �'/ �� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 1 OQ. Catl to schedule reinspection. � INSPECTION RECORD �� Retain a copy with permit �d�- �t7� , INS ON N0. PERMIT N0. ClTY �F TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98788 (206) 431-3670 Permit Inspectian Request Line (206) 438-9350 �Approved per applicable codes. � Corrections required prior to approvai. COMMENTS: inspector: Date: � l � 5� � f u REINSPECTION FEE ftEQUiRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedute reinspection. INSPECTION RECORD � Retain a copy with permit ��`Q� �� INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISIUN � 6300 Southcenter Bfvd., #100, Tukwila. WA 98188 (206) 431-367Q Permit inspection Request Line (206) 438-9350 � Approved per applicable codes. � Corrections required prior to approvaf. COM M ENTS: � � � �� 2 . -. Inspector: Date: l/ � � , <� � u REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. � INSPE� Retain a IN CTION N0. :TION RECORD �` copy with permit �,� � a17� PERMIT N0. C1TY (JF TUKWILA BUILDING DIVISION . 6300 Southcenter Bfvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 � Corrections required prior to app� oval. U paid at 6300 Southcenter Btvd.. Suiie 100. Calt to schedule reinspection. INSPECTIUN RECORD � � � �p, ��,`� � Retain a copy with permit � � INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION - 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 � Approved per appticable codes. �( Gorrections required prior to approvai. L"C COMMENTS: 1 ! s ��ii' � � � ,�' :� ��'�' nspecior: C% � RElNSPECTION FEE REQUIF2ED. Prior to next inspecfion, fee must be paid at 6300 Southcenter Blvd.. Suite 10Q. Call to schedute reinspection. INSPECTION RECORD � Retain a copy with permit �� '� � INSP ION N0. PERMIT N0. CITY OF TUKWIIA BUILDING DIVISION . 6300 Southcenter Bivd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 � Appr�oved per applicable codes. � Corrections required prior to approvaf. U paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. � iNSPECTION RECORD � � � 1�.-af � � Retain a copy with permit INSPECTION N0. PERMIT N0. CITY UF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98988 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 �Approved per applicable codes. � Gorrections required priar to approval. U paid at 6300 Southcenter Btvd., Suite 10Q. Call to schedule reinspection. INSPECTION RECORD ! � Retain a copy with permit ��°" _� �7� IN TION N0. PERMIT N0. C1TY Q� TUKWIL.A BUILDING DIVISION 6300 Southcenter Bf�d., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 � Approved per applicabie codes. �Corrections required prior to app�oval. � paid at 630Q Southcenter Blvd., Suite 100. Call to schedute reinspection. ' INSPECTION RECORD � Retain a copy wit�h permit �� '�� INS ION N0. PERMIT N0. CITY C)F TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 9$788 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 � REINSPECTION FEE REQUIRED. Prior to next inspectiorr, fee must be paid at 63b0 Southcenter Blvd., Suite 100. Call to schedute reinspection. INSPECTION RECORD �� Refain a copy with permit �� INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DlVISION � 6300 Southtenter Bivd., #100, Tukwila. WA 98188 (206) 431-3670 Permit lnspection Request Line (206) 438-9350 � Appr�oved per appiicabie codes. � Gorrections required prior to approval. � REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid et 6300 Southcenter Blvd., Suite 100. CaIE to schedule reinspection. INSPECTION RECORD 2 Retain a copy with permit Dl �� 9 INSPEtTION N0. PERMIT N0. CITY t)F TUKWILA BUILDING DlVISION 6300 Soufihcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 iinspector: �� IDa�:`�g!/, I { � REINSPECTION FEE REQUIRER. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catl to schedule reinspection. INSPECTION RECORD �� Retain a copy with permit �� -�� INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter B{vd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: �/i%/Z� �i�%�Ll��Oe-� �/%/�CT �� ». � 2 �/�`� ��- �/�, . S: ster: �Approved per applicable codes. � Gorrections required prior to approval. �� COMMENTS: nspector: —2l ' ; � REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD � / Retain a copy with permit �� ?� IN TION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION . 6300 Southcenter 8[vd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 � Appr•oved per appticabie codes. � Gorrections required prior to approval. COMMENTS: ns pettor: � REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedute reinspection. � � INSPECTION RECORD I)/ _ —r��--t� � Retain a copy with permit y+ �� I �� r � ---f/�� INSPECTION NUMBER ; PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: �� S � Type of Inspection� �/ ,� � �--�� Address: .� Contact Person: Suite #: �Z Z i � S Special Instructions: Phone No.: Approved per applicable codes. � Corrections required prior to approval. COMMENTS: %`�,� �{--- •%��L�S w �� . _ 1 _ �, 4_ r . .. ,5 � �! !� -� f�� a f>,e �� ,�q► / � � f l �G�. � l� Needs Shift I Fire Alarm: Monitor: Permits: Sprinklers: Hood & Duct: Pre-Fire: e Inspector: �� Date: ��,�`� �'( � Hrs.: � �$100.00 REINSPECTION FEE REQUIRED. You will receive �n invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Address: Citv: Word/Inspection Record Form.Doc Companv Name: State: 3/14/14 Zlp: T. F. D. Form F. P. 113 INSPECTION NUMBER Project: /� �` 1'! �jl Address: Suite #: l��r� Special Instructions: INSPECTION RECORD Retain a copy with permit .. fr /!s^%�{f �/ r� / , _; i. _'.S ._' /�'. ,.. PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 l��j,,s Type of Inspection: - � , ��'�— j-z Contact Person: �,,.-- �v �;,��- S �� r-� per applicable codes. �� Phone No.: �, � �� I �Q �`� � � � Corrections required prior to approval. COMMENTS: r��, . ��' � !''�S r� � � S,� �z�r 2 f-�'° S �/ V . � y j�'� � Y � � ��`____ �� : r __. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre-Fire: Permits: Occu ancy T pe: Inspector: Date: (��'�'� ��—� Hrs.: �$100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn : Address: Comqanv Name: State: ZID: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 � ATTILI DESI�N & ENGINEERING, �NC. 1002 39�' Ave. SW, Suite 207 Puyallup, WA. 98373 253-235-2000 November 23, 2015 STRUCTURAL CALCULATION & LATERAL DESIGN ANALYSIS FOR IHB Architects SITE ADDRESS Peters Residence �22zx� SQth Ave S. Tukwila, V�VA 981i8 Par+c�l Number: 0�790Q�74� FZ'�""EVjEWEQ FOR C�D�PRROVEDNCE NOV 2 2 2016 City of Tukwi�a BUILDING DIVISION ��'�'��dJ�� I�'�' �� '� e�`�� JUN 2 4 2016 ��ei ��-�� AI! ir�formation for construction is detaited on the prints. This engineering report summarizes the engineering calculations and assumptions made to develop the print information. Contractor must review engineering assumptions for vatidity. Engineering assumptions are listed below. Jf these condrtions are not present at the site these calculations are void and Attili Design & Engineering Inc. must be contacted immediateJy. Scope ofi Services: The purpose of our services is engineering analysis and design to resist lateral and aravity loads in accordance with the 2012 IBC. Our services extend from the mudsill up to the roof. Foundations are engineered to support the structure on a flat surtace with 1500 psf soil bearing. Special foundations far lots not level or with poar soil �earing are not �rovided unless noted otherwise. The enclosed documents are to be used in conjunction with the house plans referenced on the cover. It is essential that the contractor study the engineering requirements and required changes to the architectural plan prior to start of work. Changes may include additional foundations or footings, beam size changes, siding changes etc. CODE CRITERIA Building Codes Seismic Zone Period T (sec) Response Mod Factor Soil Profile Seismic Source Type Distance To Source Reliability Factor Rho Wind Zone SOILS CRITERIA Soils Consultant Soils Report # Bearing Pressure Req'd Bearing Depth '2012 (BC Code D 0.109645 5.5 D D 0 1 85 mph Exposure C None None 15Q0 psf uno 18" MATERIALS CRITERIA Concrete (28 day strength) Faundations and Slab Fc= 2500psi Structural Slab Fc= 2500psi Walls . Fc= 2500psi Reinforcing Steel ASTM A-615 Grade 60 PLINVOOD APA RATED Roof: 15132 cdx or osb PI = 24/0 Floor: s/4 T&G cdx or osb — PI = 48/24 LOADING CRITERIA FOR ROOF AND/OR CEILING ITEM MATERIAL LOAD PSF Roofin As halt Shin les 3.0 Tile Roofin Tile 20.0 Sheathin or Deckin 15/32 CDX 1.5 Insulation R38 3.Q Ceifin 5/8 GWB 2.8 Fixtures — Mech. 2.6 Electrical Point loads Framin Truss 2.1 TOTAL DEAD LOAD= 15 PSF comp 20 PSF tile LIVE LOADS Snow — 25 PSF (Non reducible) Ceiling Oniy —10 PSF Increase in Fb and Fv of 15% ailowed for duration of load when noted. �OADING CRITERIA FOR FLOOR ITEM MATERIAL LOAD PSF Floor Coverin Car et and Pad 3.0 Floor Sheathin g/" T&G CDX 2.3 Ceilin ��2n GWB 2.2 Fixtures — Mech. 1.02 Electrical Point loads Framing, Joists TJI or BCI 2.48 Beams 1.0 TOTAL DEAD LOAD FLOOR = 10 PSF Floor Live Loads Residential — 40 psf (reducible) Office — 50 psf (reducible) Assembly —100 psf (non-reducible) Private Garage Corridors and Exits — 100 psf (reducible) � WoodWorksO Shearwaiis SOFTWARE FOR WOOD DESIGN Peter Residence whibe center.wsw WoodWorks� Shearwalls 7.01 Dec. 4, 2d15 13:58:26 Level 2 of 2 � �o N 1 � oi � � � � 1 V; N rn c� � t N � <o � N � i � N N 28.5 � 87.8 87.8 87.8 - 23.7 �� 0.0 0 � �U � F-1 � F-2 ' �`�,, �� , ;�---- a, `�. !' li j' i! ri E-1 �' i l I I. ` � �.---• � �-----.�---, --- -- -- _ I! � � �p_� i ( i , _�-- - ;� --r :.__: I� i �r ' �� ! � i �� . . . . .. .. . . .. . . _,. ._ . . i � . , . . _ . . _. .. .�i . . . , , .. _ �� !I '' A-1 �; �' . .. � ---- ---�r" C & C 14.1 / 17.4 U.0-26 32.6 - 38.9 38:9 - 46.8 45.8 - 52.99�i.3 52.3 - 39.4 _��-�--,...'_ ~ 0.0 39.4 - 31.0 50' 45' 4Q' �, � N 30' ] m c'i � 25' 20' � 15' w 1 � � 10' 5' a -5' -10' -15' -20' -5' 0' S' 10' 15' 20' 25' 30' 35' 40' 45' S0' 55' tiii.i Unfactored generated shear load (pl� � WoodWorks@ Shearwalts SOFTWARE FOR WOOD DESIGN Peter Residence white center.wsw Level 1 of 2 N � � N � �t WoociWorks� Shearwatls 7.81 Dec. 4, 2015 13:58:26 _ 50' 45' c.8�_c ia.ti_� �7_a _ _ _ ao __ _ - �..�----� ------- �-- — ---------- J-1 � , 35� _ 30' 25' �p N `- _ � 20� '� j c.� � °'� __ 15� U i �� N 01 V' O� . . . . . ...�� -�� fi0.8 ' -15' 64.8 60.8 -5' 0' S' 10' 15' 20' 25' 30' 35' 40' 45' S0' S5' L�ii Unfactored generated shear load (pi� � WoodWorksO Shearwails SOFTWARE FOR WOOD DESEGN Peter Residence white center.wsw WoodWorks� Shearwalis T.01 Dec. 4, 2015 13:58:26 ' . . 30� Elevation View Shearline 2, at X= 9.5 ft, Level 2. Flexlbie Diaphragm Wind Design. 25� 2044 ' � _i. _�, _� _�� _� _�. _� _�i, _� �. � i � +65.9 _ . ' _ _ . 20. � 7 724 C&C 2-1 tntenor 14.1 End 2one i 7.4 � _ _ _ . _ _.. _ 15� 73.0 ' ' 73.0 . r �� r- �- �- � � �- �- �- �- S 657 ' � S 657 ' S 657 S 657 _. _ _._ ..... _ _ 10� All shearvvalls: Design group 1 Forces (factored uniess indicatedy Ext Sheath: 7/15' Structural Sheathing Vertical (tbs} Horizontat Nails: 8d @ 6/10" 68 Ibs Shear. 338.5 plf; C&C: 240 �f � Holddown force =-► Vs - Shearline force (Ibsj Withdr: Load 19.34 Ibs Cap 68.06 Ibs � Compression force -- Vs / diaphragm length (pl� Frame Hem-Fir 15' Block� S- Shear overturning !— V! full height sheathing (plf) _ _. @ _ _ _. 5� , D -Dead (unfactored) �-► Dragstruf fo�ce (Ibs) � ' U -Wind uplift - Combined: S - 0.6D + U 5' 10' 15' 20' 25' 30' 35' 40' � WoodWorks� Shearwalls SOFTWARE FOR WOOD DEStGN Peter Residence white center.wsw WoodWork� Shearwalls T.01 Dec. 4, 2015 13:58:26 _ . � _ � . ' ' . . . . 30� Elevation View Sheariine 2, at X=1.5 ft, Level 2. � __ _ . _ _ _ 25� Flexibie Diaphragm Wind Design. , 2044 ' J J J �. �a �� r �i. �� iv ��. ��. ��. �r �i �a , ' 6J.J . . . . ` . . . . . . .. .. _ . _ . . �� .. . . .. . . . . .. .... . .. . . . .. .. . . .... _ _ . . .. . . .. � . .. . _ . . _ . . _ . . _ . _ . _ _. .. . . . 20� 7 124 � C&C ' 2_1 Interior 14.1 End Zone i 7.4 _ _ _ _ _.. �' 15 73.0 73.0 � �� -^ t� r T r �� r� T� �� r� !� r�� S fi57 S 657 ! S 657 S 657 ' __... _..... ' � �� All shearwaits: Design group 1 Forces (factored uniess indicated) Ext Sheath: 7/16" Structurai Sheathing Vertiql (Ibs) Horizontal Nails: 8d @ 6l10" 68 Ibs Shear: 338.5 plf; C&C: 240 psf � Holddown force -► Vs - Shearline foroe (Ibs) Withdr. Load 19.34 Ibs Cap 68.06 Ibs � Compression force � Vs / diaphragm length (plt� Frame Hem-Fir � 16" Blocked S- Shear overturning �— V/ full height sheathing (plf) _ _._ _.. _ _ __ 5� D -Deaii (unfactored) �+- Dragstrufforce (Ibs) � ; ' U -Wind uplift - Combined: S - 0.6D + U 5' 10' 15' 2b' 25' 30' 35' 40' �, WoodWorks� Shearwalls SOFTWARE FOR WOOD DESIGN Peter Residence white center.wsw WoalWork� Shearwalis 7.01 Dec. 4, Z(115 13:58:26 ' _. __ __._. _ _ ._ ,.. _ _ __ . . 30' � � Elevation View � Shearline 9, at X= 41.5 fi, Levei 2. � , __ _ Flexible Diaphragm Wind Design: .. _ _ _ _ . _ 25, �s7o ��, �55.5 _ __ _. i _. _.. . ,•. . _ . _ _ _ _ _ . _ _ 20 166 � 6 218 ; CSC 9-1 interior 14.1 End Zone 17.4 _ _ ,_ _. _ . _ _... . _ _ _ 7i.6 71.6 �� , S S45 ' S 645 S 645 S 645 _ __ ... ... ..... ;._.... 10 _ _ _. . ... . . .. _ _ _ _ __. _. .. __... .. ._ _ . _ _ . . _ �. All shearvwalls: Design�group 1 Forces (factored unless indicabed� Ext Sheath: 7/16" SUuctural Sheathing ; Vecticat (Ibs) Fforizontal ; Naiis: 8d @ 6/10" 68 Ibs � Shear. 338.5 p�f; C&C: 240 psf � Holddown force —► Vs - Shearline force (Ibs) _._ _ Withdr. Load ]9.34. Ibs Cap 68_06 Ibs � Compression force -- Vs / diaphragm length (plf� : 5, Frame Hem-Fir � 15' Blocked S- Shear overturning �- V/ full height sheathing (pl� D - Dead (unfactored) �-► . Dragstrut force (Ibs) , ! ' U -Wind uplift , - Combined: S - 0.6D + U , 0' 5' 10' 15' 20' 25' 30' 35' 40' � WoodWorksO Shearwaiis SOFTWARE FOR WOOD DESIGN Peter Residence white center.wsw WoodWorks� Shearwails 7.01 Dec. 4, 2015 13:58:26 _. .. _ 25� Elevation View Sheariine A, at Y=-5.5 ft, Levei 2. Fiexible Diaphragm Wind Design. 382 � � � � � � ` � � All shearwalls: Design group 1 Ext Sheath: 7/16" Structural Sheathing : Nails: Sd � 6/10" 68 Ibs Shear. 338.5 pif; C&C: 240 psf Withdr: load 19.34 Ibs Cap 68.06 ibs Frame Hem-Fir � 16" Blocked 25' Forces (factored unless indicated) Vertical (Ibs) Horizontal � Holddown force -► Vs - Shearline force (Ibs) � Compression force --� Vs / diaphragm length.(pif) S- Shear overturning V/ full height sheatMir�q (pif} D - Dead (unfactored) �-•� Dragstrut force (I�} U -Wind uplift - Combined: S - 0.6D +'U 30' 35' 20� � 5� 10' � WoodWorksO Shearwalls SOFTWARE FOR WOOD DEStGN Peber Residence white center.wsw WoodWorks� Shearwalis 7.01 Dec. 4, 2015 13:58:26 _: _ _ . _ _ _.30' Elevation View Sheariine F, at Y= 7.5 ft, Level:2. Flexibie� Diaphragm Wind Design: ` 25' 1539 13Q2 . �� . 8.3, _r.,�..,��, ' _ ... _ _ _ _ _ 20' C&C F-1 F-2 interior i4.1 ' End Zone 17.4 '_ _ _ _ _ ' . ' . _ _ ; �5� 255.2 � S 2297 5 2297 � , � , _ _. __ . _. _...... ._.... ��. Ali shearwalis: Design g�oup 1 Forces (factored uMess indicateci) Ext Sheath: 7/16" Structural Sheathing Vertical (Ibs� Horizontal Nails: 8d � 61�10" 68 Ibs � � Holddown force � Vs - Shearline force (Ibs) _ Shear. 338.5 If; G&C: 240 f __ _. 5. Withdr. Load 19.34 Ibs Cap 68.06 Ibs i'� Compression force —� Vs / diaphragm length (pl� Frame Hem-Fir � 15' Blocked S- Shear overturning �-- Y/ full height stieathing (pl� D -Dead (unfactored} �-► Dragstrut force (Ibs) U;-Wind uplift ' - Combined: S - 0.6D + U _._ ;_ ._._ _. ....__...__...._ __ __ _.... ......__ _. �� 0' S' 10' 15' 20' 25' 30' 35' 40' 45' � WoodWorksO Shearuvalls SOFTWARE FOR VUOOD DESIGN Peter Residence white center.wsw WoodWorks� Shearwails 7.01 Dec. 4, ZQ15 13:58:26 � _ _ ; . _ _ _..:. _ . _ _ 30� Elevation View Sheariine G, at Y= 21.5 ft, Leve12. flexibleDiaphragm Wind Design. __ _; _ _ ; _ _ 25, 1508 _,_. , r.37.7 .r. � ., J. r. � �. , , r. '.._ _ _'_... _ _ _ ___. _ _ . _ __ _' .... �� ; _ ' _ _ _ __ ...._ 15� S 1006 ' S 10Q6 . � , 10 _. _ . . .... ._.. _.. , _ _ _ . .. .. . ... . . .. . .... . . _ _ _ . , ' Ati shearvrails: Design group 3 Forces (factored unless indicafied) Ext Sheath: 7/16" Structural Sheathing Vertical (tbs) Horizontai Nails: 8d � M10., ' - - -Shear. 494:8 pif - - - . _ � Holddowm force --► Vs - Sheartine force (ibs) 5� Withdr. Load 0 Ibs Cap 0 Ibs �' Compression force —� Vs / diaphragm length (plf) Frame Hem-Fir � 15' Biocked S:- Shear overturning �-- U/ full height sheathing (pifl � � D -Dead (unfactored) s-► Dragstrut force (Ibs) ' U; - Wind uplift : , _- Combined: S,- 0.6D + U p _ _._._ ._.. _ _. .. .. ... .. . __ _ _... ...__ , . .. . _ _ . _ _ . 0' S' 10' 1b' 20' 25' 30' 35' 40' 45' � WOOCfWOt'kS0 Shearwalls SOFTWARE FOR WOOD DESIGN Peter Residence white center.wrsw WoodWorksO Shearwalls 7.01 Dec. 4, 2015 13:58:26 _i _ ___ . 30� � Elevation View Shearline I, at Y= 28 ft, Level 2. , __ __ � Fiexibie Diaphragm Wind Design. .. 25, 906 • �� J � ,. _._. , �. � ,. r. �22.6 �. � , ,. ' , _ _ _ _ _ _ _ � _ 20 _ 15� i � ' S 652 S 652 ; __ , _ _ : _. _ 1�, , ; Alt sh�rvwafls: Design group 4 Forces (factored unless indicated) ' Ext Sheath: 7/16" Structural Sheathing Vertical (Ibs) Horizonta! Nails: 8d � 4/12" � Holddown force --► Vs - Sheariine force (Ibs} ghear. 494.8 plf __ 5, Withdr. Load 0 Ibs Cap 0 Ibs � Compression force —� Vs / diaphragm length (plf� Frame Hem-Fir � 15' Blocked S- Shearoverturning � V 1 full height sheathing (pl� D - Dead (unfactored) �-► Dragstrut force (Ibs) U - Wind uplift - Combined: S - 0.6D + U _ . _ . -_ _. ...... _ �� 0' S 10' 15' _ 2p' 25� 3b, 36 40 _ 45 aWaodWorks� Shearwalis SOFTWARE FOR WOOD DESIGN Peter Residence whibe center.wsw WoodWork� Shearwalls 7.Q7 Dec. 4, 2015 13:58:26 _ ' ___ ...... ; _ _. _. . _. . . . .' _ _ . 30 Elevation View Shearline J, at Y= 38.5 ft, Level 2. __ Flexibie Diaphragm Wind Design. _ _ 25� 394 � � 9.9 _ _ _ �, 35 3 1 16 2 23 I C&C J-1 lt�teriar 14.1 End Zone 17.4 _. ' _ . _ _ _ __ _. _.. . _ ' __q5� 14.9 14.9 14.9 14.5 S 134 S 134 ' S 134 S 134 S t 34 S 134 S 9 34i 34 _ � _ _ _ _ _ _10' All shearwalls: besign group 1 Forces (factored unless indicabed) Ext Sheath��. 7t36" Structural Sheathing Vertical (ibs) Horimntal Nails: &i 6/�0" 68 Ibs � Hoiddown force –► _ Vs - Sheariine force (Ibs} g Shear: 338.5 plf; C8�C: 240 psf Withdr. Load 19.34 I� Cap 68.06 Ibs � Compression force j Vs ( diaphragm fength (plfl Frame Hem-Fir � 15' Blodced S- Shear overturning �— V/ full height sheathing (pif} D - Dead (unfadored) ♦. Dr�qstrut force (Ibs) U - Wind uplift _ _ _ _ _ _ Combined: S - 0.6D + � _ �� 0' S' 10' 15' 20' 25' 30' 35' 40' 45' , �' WoodWorksO Shearwalis SOFTWARE FOR WOOD DESlGN Peter Residence white center.wsw WoodWorksO Shearwalls 7.01 Elevation View Sheariine 1, at X= 0 ft, Leve11. � � Flexible Diaphragm Wind Design. 30Q8 Dec. 4, 2015 13:58:26 20' �$� , 77.1 ' _ _ �p� 43 199 30 C&C 1-1 ' Interior 14.1 ' End 2one 17.4 _ ' _ 5, 94.0 94A � � _-- S 846 , $ 846 S 846 S 846 ' �� All shearwalis: Design group 1 Forces (factored unless indicated) Ext Sheath: 7!'16" Structural Sheathing Vertical (Ibs) Horizonfal Nails: 8d @ 6/10" 68 Ibs � Holddown force —► Vs - Shearline force (Ibs} Shear. 338.5 plf;,C8�C: 240 psf ' Com ression force -- Vs / dia hra m len th _5� Withdr. Load 19.34 Ibs Cap 68.06 Ibs p p 9 9(p� ; Frame Hem-Fir � 15' Blocked S= Shear overturning -- V/ full height sheathing (pl� : D -Dead (unfactoted) �-► Dragstrut force (Ibs) U - Wind uplift � Combined: S - 0.6D + U 0' S' 10' 15' 20' 25' 30' 35' 40' . �• WoodWorksO Shearwalis SOFTWARE FOR WOOD DESlGN Peter Residence white center.wsw WoodWorks� Shearwalis 7.01 Dec. 4, 2015 73:58:26 _ __ _ _ . 25' _ _ _ _ _; _ . 20� Elevation View � � ' Shearline 5, at X= 21 ft, level 1. � Fiexible Diaphragm Wind Design. _ _ __ . . __ _ _ 15� ' 2313 ; 1 +5 79 _ , . _ . _ i ! _. 1p� �: � � C&C ; 5-1 5-2 interior 14.1 � : End Zone 17.4 � ' 5� �. , ._ , _ _ . _ ; 115.6 5 1041 S 1041 ' _ ' . _ _ _._ . . , 0� Non shearwalis: Group 1 A(i shearwalis: Design group' 1 Forces (factored unless indicated} Ext Sheath: 7/16" Structural Sheathing Exf Sheath: 7/16" Structurai Sheathing Vertical {Ibs) Horizontal ! Nails;_ Sd � 6/10" 681bs _. Nails: 8d @ 6l10" . C&C: 24d psf Shear: 338.5 pif; C&C: 240 psf � Hoiddown force —s Vs - Sheariine force (fbs} -5' Withdr. Load 19.34 Ibs Cap 68.06 Ibs Withdr. Load 0 Ibs Cap 0 Ibs � Compression force � Vs ! diaphragm length (pif} Frame Hem-Fir @ 16" Blocked Frame Hem-Fir @ 16" Blocked S- Shear overturning �— V/ full height sheathing (pl� D- Dead (unfactored) �-. Dragstrut force Qbs) U -Wind upiift - Combined: S - 0.6D + U -5' 0' 5' 10' 15' 2b' 25' 30' 35' 40' 45' ,� WoodWorks� Shearwalis SOFTWARE FOR WOOD �ES[GN Peter Residence white center.wsw WoodWorksO Shearwalis 7.01 Dec. 4, 2015 13:58:26 _ _. _.. . _.... _ Elevation View Shearline 8, at X= 41 ft, Leve11. ' Flexible Diaphragm Wind Design. 3027 � i �.�r �r �r� J ��v J �� J �► .r � � � ' �� 7.7 I I I 1 I 1 1 1 � ' I . I� I 1 ' ' 1 _ � � � � � � 14 379 � � i ; i �', � � i i �', i i i � � � � � � � $-1 � � � � � � � � � � � � � _. _ . _. � � � � � � � � _ � � , i � � � ; 106.2 ' ; ; ; 106.2 ; ' �� r �� r �� .�� 1'�' �I� T �r r �r �� S 956 S 956 S 956 S 956 0 _ 20' 15' 10' C�C lnteriar 14.1 End,Zone 17.4 5� _ . __ _ _ All shearvvalls: Design group 1 Forces (factored uni�s indicated) F�ct Sheath: 7l15' Structurai Sheathing Vertical (Ibs) Horizontal Nails: 8d � 6/10" 68 Ibs C Holddown force —� Vs - Sheariine force (Ibs) Shear: 338.5 plf; C&C: 240 psf Withdr. Load 19.34 Ibs Cap 68.06 Ibs � Compression force -- Vs / diaphragm length (pl� Frame Hem-Fir � 15' Blocked S- Shear overturning ; V/ full height sheathing (pi fl D - Dead (unfactored) � Dragstrut force (�bs) , U - Wind uplift - Combined: S - 0.8D + U 5' 10' 15' 20' 25' 30' 35' 40' 0' ,� � WaodWorksO Shearwalis SOFTWARE FOR WOOD DESIGN Peter Residence whibe center.wsw ; WoodWorks� Shearwalls 7.01 � Elevation View 5hearline C, at Y=-0.5 ft, Level 1. ' Fiexible Diaphragm Wind Design. 2905 ; � Dec. 4, �15 13:58:26 _ . . . 2p' ; _ � 5, _ __. _ _1p� S 4423 S 4023 _.. . Alt shearwails: Design group 2 Ext Sheath: 7/16" Structural Sheathing Nails: 8d � 3/10" 68 Ibs � Shear: 638 plf; C&C: 240 psf ; Withdr. Load 19.3Q Ibs Cap 68.06 Ibs Frame Hem-Fir @ 16" Blocked 0' 5' 10' SSA�Q23 __ _ _ ___. _. Forces (factored uNess indicated} � Vertical (Ibs� Horizontal ' � Holddown force �'Vs - Shearline force (Ibs) � Compression force --� Vs / diaphragm length (pl� S- Shear overtuming -- V/ futl height sheathing (plf) D - Dead (unfactored) �-•- Dragstrut force (Ibs) U - Wind uplift - Combined: S - 0.6D + U 15' 20' 25' 30' 35' 0' � WoodWorks� Shearwalls SOFTWARE FOR WOOD DESIGN , Peter Residence white center.wsw WoodWorks� Shearwaiis 7.d1 dec. 4, �15 13:58:26 _ ' _ _ _ _ _ 20� Elevation View Shearline H, at Y= 23.5 ft, Level 1. flexible Diaphragm Wind Design: ' ' . 15� 4445 ' � ' r 108. ---- 2114 _ 10' H-1 , , �� 206.7 S 1861 S 1861 ; _ _ _ 0' All shearvvalls: Design group 1 Forces (factored untess indicated} �xt Sheath: 7116" Structural Sheathing Verticat (Ib5) tiorizontal Naiis: 8d � 6(10" Shear: 338.5 plf � Holddown force —► Vs - Sheariine force (ibs) _5, Withdr. Load 0 Ibs Cap 0 Ibs { Compression force --- Vs / diaphragm length (pffy Frame Hem-Fiv � 16" Blocketl S- Shear overtuming � V/ full height sheathing (pif) D - Dead (unfactored) �-► Oragstrut force (Ibs) U -Wind uplift - Combined: S - 0.6D + U 0' S' 10' 15' 20' 25' 30' 35' 40' 45' � WoodWorks� Shearwalls SOFTWARE FOR WOOD DESIGN Peter Residence white center.wsw WoodWorks�r7 5heann►aUs 7.01 Dec. 4, 2015 13:58:26 ; ; _ .. 20' Elevation View i Shearline J, at Y= 38.5 ft, Leve11. Flexible Diaphragm Wind Design. � ' _ _ _ _ 15� 1404 . S 549 S 452 ' Ati shearvvalls: Design group 1 Ext Sheath: 7/16" Structural Sheathing , Nails: 8d � 6/10" 68 ibs Shear: 338.5 pif; C&C: 240 psf Withdr. Load 19.34 Ibs Cap 68.06 Ibs Frame Hem-Fir @ 16" Biocked 0' S' 10' 15' � p� C&C Interior 14.1 End Zone 17.4 5. S 586 S 19483 S 627 SJ 349 , S3>S�9 S 134 _ �� Forces (facfored unless Er►dicated) Vertical (tbs) Horizontal � Holddown force -► Vs - Shea�line force (Ibs) __. _5, + Compression force --- Vs! diaph:ragm fength (pl� S- Shear overturning -r V/ full height sheathing (pif� D - Dead (un#adored} �-. Dragstrut force (Ibs) U -Wind uplift - Combined: S - 0.6D + U 20' 25' 30' 35' 4D' 45' � WoodWorks� Shearwalis SOFTWARE FOR WOOD DESIGN WoodWorks� Shearwalis T.01 Peter Residence white center.wsr Project Information COMPANY AND PR�JECT INFORMATION Com an Pro'ect Attili Design & Engineering, Inc. Peter Residenc white Center 1002 39th Ave SW Suite 207 puyallup, WA. 98373 5 DESIGN SETTfNGS Dec. 4, 201513:58:16 Design Code Wind Standard Seismic Standard IBC 2012 ASCE 7-12 Al1 heiqhts ASCE 7-12 Wind Capacity increase Load Combinations Buifding Code Capacity Reduction Shear C8�C Panels o. �o seismic Wind Seismic 1.40 1.60 1.00 Wind 1.00 1.00 Nail Withdrawal Modi�cation Max Shearwail Offset [ft] Duration Temperature Moisture Content Pian Elevation Factor Range Fabrication Service (within story) (between stories) 1.60 T<=100F Dry Dry 0.50 0.42 Maximum Height-to-width Ratio Plywood Fiberboard Lumber Gypsum �rtd Seismic Wind Seismic Biocked Unblocked 3.5 3.5 - - - - - Shearwall Relative Rigidity: Designed capacity using flexible distribution HOid-dOwl7 FOt'C@S: Based on ap lied shearline force Seismic Materials: Include gypsum on exterior walls Case 2 rigid diaphragm load distribution: �5% loads, torsional moment SITE INFORMATION IBC Occupancy ASCE 7 Equivalent Category II - All others Category II - All others �nd Seismic ASCE 7-12 General analytic method for all bld �CE 7-12 Equivalent lateral force procedure Design Wind Speed 85mph Use Group I Exposure Exposure B Design Category D Enclosure Enclosed Site Profile Class D Topographic Information [ftj Spectral Response Acceleration Shape Height Length S1: o.noog Ss: o.75og - - - Fundamental Period E-W N-S Site Location: - T Used o. i � 5 s 0.17 5 s _ ApproximateTa o.175s o.1�5s - Maxlmum T o. 21os o. 21os Response Factor R 6. o 0 6. o 0 WoodWorks� Shearwalls Peter Residence_white center.wsr Dec. 4, 2015 13:58:16 Structural Data STORY INFORMATION Story Floor/Ceiling Wail Elev ft De th in Hei ht Ceiling 21. 6� o. o Level2 12.67 10.0 9.00 Level1 2.a3 10.0 9.00 Foundation 2 . o0 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions ft Face T e Sio e Overhan ft BIoCk 1 2 Story E-W Ridge Location X,Y = 0. 00 -1. 50 North Side 30 .0 1. 00 E�ent X,Y = 41. 50 40 . 50 SOUth Side 30 . 0 1. 00 Ridge Y Location, Offset 18 . �5 0. oo East xip 30 . 0 1. o0 Rid e Elevation Hei ht 33 . 36 11. 69 West xi 30 . 0 1. o0 2 WoodWorks�? Shearwalls Peter Residence_white cerrter.wsr Dec. 4, 2015 13:58:16 MATERIALS b WALL GROUP , Wall Sheathing [in] 1 Ext Struct Shthg 7/16 Horz 2 Ext Struct Shthg 7/16 Horz 3 1 Struct Shthg 7/16 Horz 4 1 Struct Shthg 7/16 Horz Grp - Watt Design Group; Surf - Exterior or interior G- Specific gravity, Spe - Wall stud spacing Fasteners Spcg [n] � Framing Members [n] � Apply 8d Nail 6 10 yes Hem-Fir 0.43 16 1,3 8d Nail 3 10 yes Hem-Fir 0.43 16 1,2,3 8d Nail 4 10 yes Hem-Fir 0.43 16 1,2,3 8d Nail 4 12 yes Hem-Fir 0.43 16 1,2,3 �rface of exterior wall; Spcg - Edge or frefd nait spacing; Btkg - B/ocked,� 3 WoodWorksC�? Shearwalis ��er Residence_vrfiite cer�ter.wsr �eC. a, za�s 13:58:16 SHEARLINE, WALL and OPENING DIMENSIONS North-South Type Wall Location Exterrt [ft] Length FHS Height Shearlines Grou s X ft StaR End it ft ft Line 1 Level 1 Line l, Level 1 Seg 1 0.00 -0.50 38.50 39.00 32.00 9.00 Wall 1-1 Seg 1 0.00 -0.50 38.50 39.00 32.00 Opening 1 25.00 28.00 3.00 5.00 Opening 2 34.50 37.50 3.00 5.00 Line 2 Level 2 Line 2, Level 2 Seg 1 1.50 7.50 38.50 31.00 28.00 9.00 Wall 2-1 Seg 1 1.50 7.50 38.50 31.00 28.00 Opening 1 18.00 21.00 3.00 5.00 Line 3 Leve12 Line 3, Level 2 NSW 7.50 4.50 7.50 3.00 0.00 9.00 Wall 3-1 NSW 7.50 4.50 7.50 3.00 3.00 Line 4 Level 2 Line 4, Level 2 NSW 15.00 4.50 7.50 3.00 0.00 9.00 Wall 4-1 NSW 15.D0 4.50 7.50 3.00 3.00 Line 5 Levei 2 Line 5, Level 2 NSw 21.00 -5.50 20.00 25.50 0.00 9.00 Wall 5-1 NSW 21.00 -5.50 7.50 13.00 13.00 Level 1 Line 5, Level 1 Seg 1 21.00 -0.50 38.50 39.00 20.00 9.00 Wall 5-2 Seg 1 21.00 0.00 20.00 20.00 20.00 Wall 5-1 NSW 21.00 -2.50 -0.50 2.00 0.00 Line 6 Leve1 1 Line 6, Level 1 NSW 32.50 -2.50 4.00 6.50 0.00 9.00 Wall 6-1 NSW 32.50 -2.50 4.00 6.50 6.50 Line 7 Level 2 Line ?, Level 2 NSW 33.50 -5.50 3.00 8.50 0.00 9.00 Wall 7-1 NSW 33.50 -5.50 3.00 8.50 8.50 Line 8 Level 1 Line 8, Level 1 Seg 1 41.00 4.00 38.50 34.50 28.50 9.00 Wall 8-1 Seg 1 41.00 4.00 38.50 34.50 28.50 Opening 1 12.00 18.00 6.00 5.00 Line 9 Level 2 Line 9, Level 2 Seg 1 41.50 3.00 38.50 35.50 27.50 9.00 Wall 9-1 Seg 1 41.50 3.00 38.50 35.50 27.50 Opening 1 4.00 6.00 2,00 5.00 Opening 2 20.00 25.00 5.00 5.00 East West Type Wail Location Extent [ft] Length FHS Height Sheariines Grou s Y ft Start End fi ft Line A Level 2 Line A, Level 2 Seg 1 -5.50 21.00 33.50 12.50 8.00 9,00 Wall A-1 Seg 1 -5.50 21.00 33.50 12.50 8.00 Opening 1 24.50 29.00 4.50 5.00 Line B � WoodWorks� Shearwails Peter Residence_white center.wsr Dec. 4, 2015 13:58:16 WALL and OPENING DIMENSIONS Leve11 Line B, Level 1 NSW -2.50 21.00 32.50 11.50 0.00 9.00 Wall B-1 NSW -2.50 21.00 32.50 11.50 6.50 Opening 1 24.50 29.50 5.00 6.75 Line C Level 1 Line C, Level 1 Seg 2 -0.50 0.00 32.50 32.50 6.50 9.00 Wall C-1 Seg 2 -0.50 0.00 21.00 21.00 6.50 Opening 1 3.50 18.00 14.50 6.75 Line D Level 2 Line D, Level 2 NSW 3.00 33.50 41.50 8.00 0.00 9.00 Wall D-1 NSW 3.00 33.50 41.50 8.00 0.00 Opening 1 35.00 40.00 5.00 5.00 Line E Level 2 Line E, Level 2 NSW 4.00 7,50 41.00 33.50 0.00 9.00 Wall E-1 NSW 4.50 7.50 15.00 7.50 0.00 Opening 1 9.50 13.00 3.50 5.00 L.evel 1 Line E, Level 1 NSW 4.00 7.50 41.00 33.50 0.00 9.00 Wall E-1 NSW 4.00 32.50 41.00 8.50 3.00 Opening 1 35.50 38.50 3.00 5.00 Line F �eve12 Line F, Level 2 Seg 1 7.50 1.50 41.50 40.00 6.00 9.00 Wall F-2 Seg 1 7.50 15.00 21.00 6.00 0.00 Opening 1 17.00 20.00 3.00 5.00 Wall F-1 Seg 1 7.50 1.50 7.50 6.00 6.00 Line G Level 2 Line G, Level 2 Seq 3 21.50 1.50 41.50 40.00 13.50 9.00 wall G-1 Seq 3 21.50 1.50 15.00 13.50 13.50 tine H Level 9 Line H, Level 1 Seg 1 23.50 0.00 41.00 41.00 21.50 9.00 Wall H-1 Seg 1 23.50 0.00 21.50 21.50 21.50 Line I Level Z Line I, Level 2 Seg 4 28.00 1.50 41.50 40.00 12.50 9.00 Wall I-1 Seg 4 28.00 29.00 41.50 12.50 12.50 Line J Levei 2 Line J, Level 2 Seg 1 38.50 1.50 41.50 40.00 26.50 9.00 Wall J-1 Seg 1 38.50 1.50 41.50 40.00 26.50 Opening 1 3.50 5.00 1.50 5.00 Opening 2 12.50 15.00 2.50 6.75 Opening 3 22.50 25.00 2.50 5.00 Opening 4 32.00 37.00 5.00 5.00 Leve11 Line J, Level 1 Seg 1 38.50 0.00 41.00 41.00 23.00 9.00 Wall J-1 Seg 1 38.50 0.00 41.00 41.00 23.00 Opening 1 5.50 16.50 11.00 5.00 Opening 2 23.50 26.50 3.00 5.00 Opening 3 32.50 36.50 4.00 6.75 Type - Seg = segmented, prf = perforateal, NSW = non-shearwall,� Location - dimension perp. to wail; FHS - length of ful!- height sheathing,� Wall Group(s) - refer to Materials by Wall Group table, refer to Shear Resu/ts tables for each design case if more than one group 5 WoodWorks� Shearwalls Peter Residence_white center.wsr Dec. 4, 2015 13:58:16 Loads WIND SHEAR LOADS (overlapping loads combined) Leve12 Magnitude Trib Biock F Elemerrt L.oad Wnd Surt Prof Location [ft] �bs,pif,psfj Ht Case Dir Dir Start End Start End ft Block 1 W 1 W->E Wind Line -5.50 -2.50 22.5 Block 1 W 2 W->E Wind Line -5.50 -2.50 22.4 Block 1 W 2 W->E Wind Line -2.50 4.50 22.4 28.0 Block 1 W 1 W->E Wind Line -2.50 4.50 22.5 42.7 Block 1 W 1 W->E Wind Line 4.50 7.50 65.2 73.9 Block 1 W 2 W->E Wind Line 4.50 7.50 50.4 52.8 Block 1 W 1 W->E Wind Line 7.50 18.75 51.4 83.8 Block 1 W 2 W->E Wind Line 7.50 18.75 30.4 39.3 Block 1 W 2 W->E Wind Line 18.75 38.50 39.3 23.6 Block 1 W 1 W->E Wind Line 18.75 38.50 83.8 26.8 Block 1 W 2 W->E Wind Line 38.50 40.00 1.2 0.0 Block 1 W 1 W->E Wind Line 38.50 40.00 4.3 0.0 Block 1 E 1 W->E Lee Line -5.50 -2.50 22.5 Block 1 E 2 W->E Lee Line -5.50 -2.50 15.3 Block 1 E 1 W->E Lee Line -2.50 3.00 22.5 38.4 Block 1 E 2 W->E Lee Line -2.50 3.00 15.3 28.3 Block 1 E 1 W->E Lee Line 3.00 4.50 38.4 42.7 Block 1 E 2 W->E Lee Line 3.00 4.50 28.3 31.9 Block 1 E 1 W->E Lee Line 4.50 7.50 65.2 73.9 Block 1 E 2 W->E Lee Line 4.50 7.50 47.1 54.3 Block 1 E 1 W->E Lee Line 7.50 18.75 51.4 83.8 Block 1 E 2 W->E Lee Line 7.50 18.75 39.0 65.7 Block 1 E 2 W->E Lee Line 18.75 38.50 65.7 18.8 Block 1 E 1 W->E Lee Line 18.75 38.50 83.8 26.8 Block 1 E 2 W->E Lee Line 38.50 40.00 3.6 0.0 Block 1 E 1 W->E Lee Line 38.50 40.00 4.3 0.0 Block 1 W 2 E->W Lee Line -5.50 -2.50 15.3 Block 1 W 1 E->W Lee Line -5.50 -2.50 22.5 Block 1 W 2 E->W Lee Line -2.50 4.50 15.3 31.9 Block 1 W 1 E->W Lee Line -2.50 4.50 22.5 42.7 Block 1 W 2 E->W Lee Line 4,50 7.50 47.1 54.3 Block 1 W 1 E->W Lee Line 4.50 7.50 65.2 73.9 Block 1 W 1 E->W Lee Line 7.50 18.75 51.4 83.8 Block 1 W 2 E->W Lee Line 7.50 18.75 39.0 65.7 Block 1 W 1 E->W Lee Line 18.75 38.50 83.8 26.8 B].ock 1 W 2 E->W Lee Line 18.75 38.50 65.7 18.8 Block 1 W 2 E->W Lee Line 38.50 40.00 3.6 0.0 Block 1 W 1 E->W Lee Line 38.50 40.00 4.3 0.0 Block 1 E 2 E->W Wind Line -5.50 -2.50 22.4 Block 1 E 1 E->W Wind Line -5.50 -2.50 22.5 Block 1 E 2 E->W Wind Line -2.50 3.00 22.4 26.8 Block 1 E 1 E->W Wind Line -2.50 3.00 22.5 38.4 Block 1 E 2 E->W Wind Line 3.00 4.50 26.8 28.0 Block 1 E 1 E->W Wind Line 3.00 4.50 38.4 42.7 Block 1 E 2 E->W Wind Line 4.50 7.50 50.4 52.8 Block 1 E 1 E->W Wind Line 4.50 7,50 65.2 73.9 Block 1 E 2 E->W Wind Line 7.50 18.75 30.4 39.3 Block 1 E 1 E->W Wind Line 7,50 18.75 51.4 83.8 Block 1 E 1 E->W Wind Line 18.75 38.50 83.8 26.8 Block 1 E 2 E->W Wind Line 18.75 38.50 39.3 23.6 Block 1 E 1 E->W Wind Line 38.50 40.00 4.3 0.0 Block 1 E 2 E->W Wind Line 38.50 40.00 1.2 0.0 Block 1 S 2 S->N Wind Line -1.00 1.50 0.0 2.0 WoodWorks� Shearwalis Peter Residence_white center.wsr �ec. 4, 2015 13:58:16 WfND SHEAR LOADS (overiapping loads combined) ( continued Block 1 S 1 S->N Wind Line -1.00 1.50 0.0 2.6 Block 1 S 2 S->N Wind Line 1.50 7.50 24.4 29.2 Block 1 S 1 S->N Wind Line 1.50 7.50 32.6 38.9 Block 1 S 2 S->N Wind Line 7.50 15.00 29.2 35.1 Block 1 S 1 S->N Wind Line 7.50 15.00 38.9 46.8 Block 1 S 1 S->N Wind Line 15.00 20.25 46.8 52.3 Block 1 S 2 S->N Wind Line 15.00 20.25 35.1 39.3 Block 1 S 2 S->N Wind Line 20.25 21.00 39.3 Block 1 S 1 S->N Wind Line 20.25 21.00 52.3 Block 1 S 2 S->N Wind Line 21.00 21.25 39.3 Block 1 S 1 S->N Wind Line 21.00 21.25 52.3 Block 1 S 1 S->N Wind Line 21.25 33.50 52.3 39.4 Block 1 S 2 S->N Wind Line 21.25 33.50 39.3 29.6 Block 1 S 1 S->N Wind Line 33.50 41.50 39.4 31.0 Block 1 S 2 S->N Wind Line 33.50 41.50 29.6 23.2 Block 1 S 1 S->N Wind Line 41.50 42.50 1.1 0.0 Block 1 S 2 S->N Wind Line 41.50 42.50 0.8 0.0 Block 1 N 2 S->N Lee Line -1.00 1.50 0.0 5.9 Block 1 N 1 S->N Lee Line -1.00 1.50 0.0 7.9 Block 1 N 1 S->N Lee Line 1.50 20.25 28.5 87.8 Block 1 N 2 S->N Lee Line 1.50 20.25 21.3 65.8 Block 1 N 1 S->N Lee Line 20.25 21.25 87.8 Block 1 N 2 S->N Lee Line 20.25 21.25 65.8 Block 1 N 1 S->N Lee Line 21.25 41.50 87.8 23.7 Block 1 N 2 S->N Lee Line 21.25 41.50 65.8 17.8 Block 1 N 1 S->N Lee Line 41.50 42.50 3.2 0.0 Block 1 N 2 S->N Lee Line 41.50 42.50 2.4 0.0 Block 1 S 1 N->S Lee Line -1.00 1.50 0.0 7.9 Block 1 S 2 N->S Lee Line -1.00 1.50 0.0 5.9 Block 1 S 2 N->S Lee Line 1.50 7.50 21.3 35.6 Block 1 S 1 N->S Lee Line 1.50 7.50 28.5 47.4 Block 1 S 1 N->S Lee Line 7.50 15.00 47.4 71.2 Block 1 S 2 N->S Lee Line 7.50 15.00 35.6 53.4 Block 1 S 2 N->S Lee Line 15.00 20.25 53.4 65.8 Block 1 S 1 N->S Lee Line 15.00 20.25 71.2 87.8 Block 1 S 1 N->S Lee Line 20.25 21.00 87.8 Block 1 S 2 N->S Lee Line 20.25 21.00 65.8 Block 1 S 2 N->S Lee Line 21.00 21.25 65.8 Block 1 S 1 N->S Lee Line 21.00 21.25 87.8 Block 1 S 2 N->S Lee Line 21.25 33.50 65.8 36.8 Block 1 S 1 N->S Lee Line 21.25 33.50 87.8 49.0 Block 1 S 2 N->S Lee Line 33.50 41.50 36.8 17.8 Block 1 S 1 N->S Lee Line 33.50 41.50 49.0 23.7 Block 1 S 1 N->S Lee Line 41.50 42.50 3.2 0.0 Block 1 S 2 N->S Lee Line 41.50 42.50 2.4 0.0 Block 1 N 2 N->S Wind Line -1.00 1.50 0.0 2.0 Block 1 N 1 N->S Wind Line -1.00 1.50 0.0 2.6 Block 1 N 1 N->S Wind Line 1.50 20.25 32.6 52.3 Block 1 N 2 N->S Wind Line 1.50 20.25 24.4 39.3 Block 1 N 1 N->S Wind Line 20.25 21.25 52.3 Block 1 N 2 N->S Wind Line 20.25 21.25 39.3 Block 1 N 1 N->S Wind Line 21.25 41.50 52.3 31.0 Block 1 N 2 N->S Wind Line 21.25 41.50 39.3 23.2 Block 1 N 1 N->S Wind Line 41.50 42.50 l.l 0.0 Block 1 N 2 N->S Wind Line 41.50 42.50 0.8 0.0 Levef 1 Magnitude Trib Block F Elemer�t Load Wnd Surf Prof Location [ft] [Ibs,pif,psfl Ht Case Dir Dir Start End Start End ft Block 1 W 1 W->E Wind Point -5.50 -5.50 382 WoodWorks� Shearwalis Peter Residence_white center.wsr Dec. 4, 2015 13:58:16 WIND SHEAR LOADS (overlapping loads combined) continued Block 1 W 1 W->E Wind Line -2.50 -0.50 49.2 Block 1 N7 2 W->E Wind Line -2.50 -0.50 45,6 Block 1 W 1 W->E Wind Line -0.50 38.50 49.2 Block 1 W Z W->E Wind Line -0.50 38.50 45.6 Block 1 W 1 W->E Wind Point 7.50 7.50 1531 Block 1 W 1 W->E Wind Point 21.50 21.50 1508 Block 1 W 1 W->E Wind Point 28.00 28.00 906 Block 1 E 2 W->E Lee Line -2.50 4.00 33.3 Block 1 E 1 W->E Lee Line -2.50 4.00 49.2 Block 1 E 1 W->E Lee Line 4.00 38.50 49.2 Block 1 E 2 W->E Lee Line 4.00 38.50 33.3 Block 1 W 1 E->W Lee Line -2.50 -0.50 49.2 Block 1 W 2 E->W Lee Line -2.50 -0.50 33.3 Block 1 W 2 E->W Lee Line -0.50 38.50 33.3 Block 1 W 1 E->W Lee Line -0.50 38.50 49.2 Block 1 E 1 E->W Wind Point -5.50 -5.50 382 Block 1 E 2 E->W Wind Line -2.50 4.00 45.6 Block 1 E 1 E->W Wind Line -2.50 4.00 49.2 Block 1 E 1 E->W Wind Line 4.00 38.50 49.2 Black 1 E 2 E->W Wind Line 4.00 38.50 45.6 Block 1 E 1 E->W Wind Point 7.50 7.50 1531 Block 1 E 1 E->W Wind Point 21.50 21.50 1508 Block 1 E 1 E->W Wind Point 28,00 28.00 906 Block 1 S 2 S->N Wind Line 0.00 21.00 45.6 Block 1 S 1 S->N Wind Line 0.00 21.00 60.8 Block 1 S 1 S->N Wind Point 1.50 1.50 2044 Block 1 S 2 S->N Wind Line 21.00 32.50 45.6 Block 1 S 1 S->N Wind Line 21.00 32.50 60.8 Block 1 S 1 S->N Wind Line 32.50 41.00 60.8 Block 1 S 2 S->N Wind Line 32.50 41.00 45.6 Block 1 S 1 S->N Wind Point 41.50 41.50 1970 Block 1 N 1 S->N Lee Line 0.00 41.00 44.9 Block 1 N 2 S->N Lee Line 0.00 91.00 33.7 Block 1 S 1 N->S Lee Line 0.00 21.00 44.9 Block 1 S 2 N->S Lee Line 0.00 21.00 33.7 Block 1 S 1 N->S Lee Line 21.00 32.50 44.9 Block 1 S 2 N->S Lee Line 21.00 32.50 33.7 Block 1 S 2 N->S Lee Line 32.50 41.00 33.7 Block 1 S 1 N->S Lee Line 32.50 41.00 44.9 Block 1 N 1 N->S Wind Line 0,00 41.00 60.8 Block 1 N 2 N->S Wind Line 0.00 41.00 45.6 Block 1 N 1 N->S Wind Point 1.50 1.50 2044 Block 1 N 1 N->S Wind Point 41.50 41.50 1970 Block - 8lock used in load generation, Accum. = loads from one block combined with another, Manual = user-entered loads (so no b�ock); F- su��a�ng face (nonn, souin, east or wesi); E�ement - bui�ding surtace on which loads generated or entered; Load Case - ASCE 7 A!I heights Case � or 2, ASCE 7 low rise T= Transverse, L= Longitudinal; Surt Dir - Windward or leeward side of the building; Prof - Profile (disfributionj; Location - starf and end points on building element,� Magnitude - Starf = intensity of uniform and point /oads or leftmosf intensity of trapezoidal load, end = right intensify of trap load,� Trib Hf - Tributary height of user-apptied area loads only Loads on the East, West face(s) based on 90 psf mir�imum wind pressure as per ASCE 7-02 Section 6. 9.4. 9. 8 WoodWorks�} Shearwaffs Peter Residence white center.wsr Dec. 4, 2015 13:58:16 WIND C8�C LOADS Block Building Level Magnitude [psfl Face Irrterior End Zone Block 1 West 2 14.1 17.4 Block 1 East 2 14.1 17.4 Block 1 South 2 14.1 17.4 Block 1 North 2 14.1 17.4 Block 1 West 1 14.1 17.4 Block 1 East 1 14.1 17.4 Block 1 South 1 14.1 17.4 Block 1 North 1 14.1 17,4 WoodWorks�? Shearwails Peter Residence white center,wsr Dec. 4, 2015 73:58:16 BUILDING MASSES Level2 Magnitude Trib Force Buiiding Biock Wa11 Profile Location [ft] [Ibs,pif,psf] Width Dir Elemerrt Line Start End Start End it E-W Roof Block 1 1 Line -2.50 40.00 217.5 217.5 E-W Roof Block 1 9 Line -2.50 40.00 217.5 217.5 N-S Roof Block 1 Line -1.00 42.50 212.5 212.5 N-S Roof Block 1 Line -1.00 42.50 212.5 212.5 Both Wall 2-1 n/a 2 Line 7.50 38.50 45.0 45.0 Both Wall 3-1 n/a 3 Line 4.50 7.50 45.0 45.0 Both Wall 4-1 n/a 4 Line 4.50 7.50 45.0 45.0 Both Wall 5-1 n/a 5 Line -5.50 7.50 45.0 45.0 Both Wall 7-1 n/a 7 Line -5.50 3.00 45.0 45.0 Both Wall 9-1 n/a 9 Line 3.00 38.50 45.0 45.0 Both Wall A-1 n/a A Line 21.00 33.50 45.0 45.0 Both Wall D-1 n/a D Line 33.50 41.50 45.0 45.0 Both Wall E-1 n/a Line 7.50 15.00 45.0 45.0 Both Wall F-1 n/a F Line 1.50 7.50 45.0 45.0 Both Wall F-2 n/a F Line 15.00 21.00 45.0 45.0 Both Wall J-1 n/a J Line 1.50 41.50 45.0 45.0 Levei 1 Magnitude Trib Force Building Block Watl Profile Location (ft] [ibs,pif,psfj Width Dir Elemerrt Line Start End Start End E-W Floor F2 n/a 1 Line -0.50 4.00 162.5 162.5 E-W Floor F3 n/a 1 Line 4.00 38.50 205.0 205.0 Both Wall 2-1 n/a 2 Line 7.50 38.50 45.0 45.0 Both Wall 3-1 n/a 3 Line 4.50 7.50 45.0 45.0 Both Wall 4-1 n/a 4 Line 4.50 7.50 45.0 45.0 Both Wall 5-1 n/a 5 Line -5.50 7.50 45.0 45.0 E-W Floor Fl n/a 5 Line -2.50 -0.50 57.5 57.5 E-W Floor Fl n/a 6 Line -2.50 -0.50 57.5 57.5 E-W Floor F2 n/a 6 Line -0.50 4.00 162.5 162.5 Both Wall 7-1 n/a 7 Line -5.50 3.00 45.0 45.0 E-W Floor F3 n/a 8 Line 4.00 38.50 205.0 205.0 Both Wall 9-1 n/a 9 Line 3.00 38.50 45.0 45.0 Both Wall A-1 n/a A Line 21.00 33.50 45.0 45.0 N-S Floor F2 n/a B Line 21,00 32.50 205.0 205,0 N-S Floor F1 n/a C Line 0.00 21.00 195.0 195.0 Both Wall D-1 n/a D Line 33.50 41.50 45.0 45.0 N-S Floor F3 n/a E Line 32.50 41.00 172.5 172.5 Both Wall E-1 n/a Line ?.50 15.00 45.0 45.0 Both Wall F-1 n/a F Line 1.50 7.50 45.0 45.0 Both Wall F-2 n/a F Line 15.00 21.00 45.0 45.0 N-5 Floor F1 n/a J Line 0.00 21.00 195.0 195.0 Both Wall J-1 n a J Line 1.50 41.50 45.0 45.0 10 WoodWorks� Shearwafls peter Residence_white center.wsr Dec. 4, 2015 13:58:16 BUILDING MASSES N-S Floor F2 n/a J Line 21.00 32.50 205.0 205.0 N-S Floor F3 n/a J Line 32.50 41.00 172.5 172.5 Both Wall 1-1 n/a 1 Line -0.50 38.50 45.0 45.0 Both Wall 5-1 n/a 5 Line -2.50 -0.50 45.0 45.0 Both Wall 6-1 n/a 6 Line -2.50 4.00 45.0 45.0 Both Wall 8-1 n/a 8 Line 4.00 38.50 45.0 45.0 Both Wall B-1 n/a B Line 21.00 32.50 45.0 45.0 Both Wall C-1 n/a C Line 0.00 21.00 45.0 45.0 Both Wall E-1 n/a E Line 32.50 41.00 45.0 45.0 Both Wall 3-1 n/a J Line 0.00 41.00 45.0 45.0 Force direction - Direction in which the mass is used for seismic load generation, E-W, N-S, or Both; Building element - Roof, gabte end, wall or floor area used to generate mass, wail line for user-applied masses, Floor D# - refer to plan view for floor area number,• Wall line - For generated masses, shearline fhat equiva/enf line load is assigned to, or line that user-applied mass is applied to - Location - Start and end points of equivalent line load on wall line; Trib �dth. - for user applied area loads only 11 WoodWorks� Shearwalls Peter Residen� white center.wsr Dec. 4, 2f115 13:58:16 SEISMIC LOADS Level 2 Force Profile Location [ft] Mag �bs,plf,psfj Dir Start End Start End E-W Point -5.50 -5.50 75 75 E-W Line -5.50 -2.50 11.9 11.9 E-W Line -2.50 3.00 69.6 69.6 E-W Point 3.00 3.00 48 48 E-W Line 3.00 4.50 69.6 69.6 E-W Point 4.50 4.50 45 45 E-W Line 4.50 7.50 81.5 81.5 E-W Point 7.50 7.50 72 72 E-W Line 7.50 38.50 69.6 69.6 E-W Point 38.50 38.50 239 239 E-W Line 38.50 40.00 57.7 57.7 N-S Line -1.00 1.50 56.3 56.3 N-S Point i.50 1.50 185 185 N-S Line 1.50 7.50 68.3 68.3 N-S Point 7.50 7.50 18 18 N-S Line 7.50 15.00 68.3 68.3 N-S Point 15.00 15.00 18 18 N-S Line 15.00 21.00 68.3 68.3 N-S Point 21.00 21.00 78 78 N-S Line 21.0� 33.50 68.3 68.3 N-S Point 33.50 33.50 51 51 N-S Line 33.50 41.50 68.3 68.3 N-S Point 41.50 41.50 212 212 N-S Line 41.50 42.50 56,3 56.3 Level 1 Force Profile Location [ft] Mag [Ibs,plf,pst] Dir Start End Start End E-W Point -5.50 -5.50 429 429 E-W Point -5.50 -5.50 41 41 E-W Line -5.50 -2.50 6.5 6.5 E-W Point -2.50 -2.50 37 37 E-W Line -2.50 -0.50 21.4 21.4 E-W Point -0.50 -0.50 68 68 E-W Line -0.50 3.00 36.6 36.6 E-W Point 3.00 3.00 26 26 E-W Line 3.00 4.00 36.6 36.6 E-W Point 4.00 4.00 28 28 E-W Line 4.00 4.50 42.7 42.7 E-W Point 4.50 4.50 24 24 E-W Line 4.50 7.50 49.2 49.2 E-W Point 7.50 7.50 39 39 E-W Point 7.50 7.50 1152 1152 E-W Line 7.50 38.50 42.7 42.7 E-W Point 21.50 21.50 755 755 E-W Point 28.00 28.00 626 626 E-W Point 38.50 38.50 264 264 N-S Point 0.00 0.00 127 127 N-S Line 0.00 1.50 34.8 34.8 N-S Point 1.50 1.50 1670 1670 N-S Point 1.50 1.50 101 101 N-S Line 1.50 7.50 41.3 41.3 N-S Point 7.50 7.50 10 10 12 Peter Residence_white center.wsr Dec. 4, 2015 I WoodWorks� Shearwalis 13:ss:�s ' SEISMIC LOADS f conti N-S N-S N-S N-S N-S N-S N-S N-S N-S AT-S N-S Id-S N-S Line Point Line Point Line Point Line Point Line Point Line Point Point 7.50 15.00 15.00 21.00 21.00 32.50 32.50 33.50 33.50 41.00 41.00 41.50 41.50 15.00 15.00 21.00 21.00 32.50 32.50 33.50 33.50 41.00 41.00 41.50 41.50 41.50 41.3 10 41.3 49 42.7 21 38.0 28 38.0 112 6.5 1625 116 41.3 10 41.3 49 42.7 21 38.0 28 38.0 112 6.5 1625 116 Loads in table can be accumulation of toads from several building masses, so they do not correspond witfi a particular building element. Location - Start and end of load in dir�ction perpendicular to seismic force direction AI! loads entered by the user or generated by program are specified (unfactored) loads. The program will apply a load factor of D. 70 and reliability/redundancy factor to seismic loads before distributing them fo the shearlines. 13 WoodWorksO Shearwalls P�er Residence white center.wsr Dec. 4, 2015 73:58:16 Fiexible Diaphragm Wind Design SHEAR RESULTS North-South W For Shear force [plt] Ailowable Shear [pif] Crit. Shearlines G Dir Ld. Case V bs V/L V/FHS Int Ext Co C Total V bs Res . Line 1 Level 1 Lnl, Levl 1 Both 1 3008 77.1 94.0 339 1.00 S 339 10833 0.28 Line 2 Levei 2 Ln2, Lev2 1 Both 1 2044 65.9 73.0 339 1.00 S 339 9479 0.22 Line 5 Level 1 Ln5, Levl 1 Both 1 2313 59.3 115.6 339 1.00 S 339 6770 0.34 Line 8 Ln8, Levl 1 Both 1 3027 87.7 106.2 339 1.00 S 339 9648 0.31 Line 9 Level 2 Ln9, Lev2 1 Both 1 1970 55.5 71.6 339 1.00 S 339 9309 0.21 East-West W For Shear Force [plf] Allowable Shear [pit] Crit. Shearlines G Dir Ld. Case V bs V/L V/FHS Irrt Ext Co C Total V bs Res . Line A Levei 2 LnA, Lev2 1 Both 1 382 30.6 47.8 339 1.00 S 339 2708 0.14 Line C Level t LnC, Levl 2 Both 1 2905 89.4 447.0 638 1,00 S 638 4147 0.70 Line F Leve12 LnF, Lev2 1 Both 1 1531 38.3 255.2 339 1.00 S 339 2031 0.75 Wall F-2 1 Both 1 - 339 1.00 339 0.0 - Wall F-1 1 Both 1 1531 - 255.2 339 1.00 339 2031 0.75 Line G LnG, Lev2 3 Both 1 1508 37.7 111.7 495 1.00 S 495 6679 0.23 Line H Levet 1 LnH, Levl 1 Both 1 4445 108.4 206.7 339 1.00 S 339 7278 0.61 Line f Level 2 LnI, Lev2 4 Both 1 906 22.6 72.5 495 1.00 S 495 6185 0.15 Line J LnJ, Lev2 1 Both 1 394 9.9 14.9 339 1.00 S 339 8971 0.04 Level 1 LnJ, Levl 1 Both 1 1404 34.2 61.0 339 1.00 S 339 7786 0.18 W Grp - Wal! group as listed in Materrals table; For Dir - force direction, always "both"; HM/ factor - Factor due to shearwall nelgnt-taw�crtn rauo tor mtenor ana extenor wau sneatnmg; v- Factored snear torce app�ied to entire line and amount taken by each wall; V/L - Diaphragm shear force = facfor�d shearline force divided by length of shearline; Following values marked with " means that vatue for shearline is the one for walf with critical design res,00nse on line,� V/FHS'` - Design shear force = factored shear foroe per unit full hefght sheathing, Int" - Unit shear capacity of interior sheathing,- Ext' - Unit shear capacity of exterior sheathing Co" - Perforation factor, C- Sheathing combination rule, A= Add capacities, S= Strongest side only, X= Strongest side or twice weakest; Total* - Comb+ned unit shear capacity inc. perforation facfor and H/W factor, V- Combined shear capaary of wall or totai capacity of shearline ; Crrt Resp" - Criticat response = Vapp/FHSNcap = design shear force/unit shear capacity 14 . r WoodWorks� Shearwails Peter Residence_white center.wsr Dec. 4, 2015 13:58:16 DRAGSTRUT AND HOLDDOWN FORCES Level 1 Line- Position on Wail Location [ft] Wali or O enin X Line 1 1-1 Right Opening 1 0.00 1-1 Left Wall End 0.00 1-1 Left Opening 1 0.00 1-1 Left Opening 2 0.00 1-1 Left Opening 1 0.00 1-1 Right Openinq 1 0.00 1-1 Left Opening 2 0.00 Line 2 Line 2 Vert. Element 1.50 Line 2 Vert. Element 1.50 Line 2 Vert. Element 1.50 Line 2 Vert. Element 1.50 Line 5 5-2 Left Wall End 21.00 5-2 Right Wall End 21.00 5-2 Left Wall End 21.00 5-2 Right Wall End 21.00 Line 8 8-1 Left Opening 1 41.00 8-1 Left Wall End 41.00 8-1 Right Opening 1 41.00 8-1 Right Wall End 41.00 8-1 Left Opening 1 41.00 8-1 Right Opening 1 41.00 Line 9 Line 9 Vert. Element 41.50 Line 9 Vert. Element 41.50 Line 9 Vert. Element 41.50 Line 9 Vert. Element 41.50 Line A Line A Vert. Element 21.25 Line A Vert. Element 24.25 Line A Vert. Element 29.25 Line A Vert. Element 33.25 Line C C-1 Left Wall End 0.25 C-1 Left Opening 1 3.25 C-1 Right Opening 1 18.25 C-1 Right Wall End 20.75 C-1 Riqht Wall End 21.00 C-1 Left Opening 1 3.50 C-1 Right Opening 1 18.00 Line F Line F Vert. Element 1.75 Line F Vert. Element 7.25 Line G Line G Vert. Element 1.75 Line G Vert. Element 14.75 Line H H-1 Right Wall End 21.25 H-1 Left Wall End 0.25 H-1 Right Wall End 21.50 Line i Line I Vert. Element 29.25 28.25 -0.25 24.75 34.25 25.00 28.00 34.50 7.75 17.75 21.25 38.25 0.25 19.75 0.00 20.00 11.75 4.25 18.25 38.25 12.00 18.00 6.25 19.75 25.25 38.25 -5.50 -5.50 -5.50 -5.50 -0.50 -0.50 -0.50 -0.50 -0.50 -0.50 -0.50 7.50 7.50 21.50 21.50 23.50 23.50 23.50 28.00 Ld. 15 Tensile Holddown Force (ibs] Dragstrut �r Dead Uulift Cmb'd Force (ibs 1 846 1 846 1 846 1 846 1 1 1 1 657 1 657 1 657 1 657 1 1041 1 1041 1 1 1 956 1 956 1 956 1 956 1 1 1 645 1 645 1 645 1 645 1 430 1 430 1 430 1 430 1 4023 1 4023 1 4023 1 4023 1 1 1 1 2297 1 2297 1 1006 1 1006 1 18 61 1 1861 1 1 652 846 846 846 846 657 657 657 657 1041 1041 956 956 956 956 645 645 645 645 430 430 430 430 4023 4023 4023 4023 2297 2297 1006 1006 1861 1861 652 430 199 309 148 979 148 379 1028 1252 45 2114 WoodWorks�? Shearwails Peter Residence_white center.wsr Dec. 4, 2015 13:58:16 DRAGSTRUT AND HOLDDOWN FORCES flexible wind desi n continued Line J Line J Vert. Element 22.25 38.50 1 134 134 J-1 Left Wall End 0.25 38.50 1 549 549 J-1 Left Opening 1 5.25 38.50 1 452 452 J-1 Right Opening 1 16.75 38.50 1 586 586 J-1 Left Opening 2 23.25 38.50 1 493 493 J-1 Right Opening 2 26.75 38.50 1 627 627 Line J Vert. Element 31.75 38.50 1 134 134 J-1 Left Opening 3 32.25 38.50 1 549 549 J-1 Right Opening 3 36.75 38.50 1 549 549 Line J Vert. Element 37.25 38.50 1 134 134 J-1 Right Wall End 40.75 38.50 1 549 549 Line J Vert. Element 41.25 38.50 1 134 134 J-1 Left Opening 1 5.50 38.50 1 147 J-1 Right Opening 1 16.50 38.50 1 229 J-1 Left Opening 2 23.50 38.50 1 42 J-1 Right Opening 2 26.50 38.50 1 144 J-1 Left Opening 3 32.50 38.50 1 16 J-1 Right Opening 3 36.50 38.50 1 121 Leve12 Tensile Line- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut Wall or O enin X Y Ld. Case Shear Dead U lift Cmb'd Force ibs Line 2 2-1 Left Opening 1 1.50 17.75 1 657 657 2-1 Left Wall End 1.50 7,75 1 657 657 2-1 Right Opening 1 1.50 21.25 1 657 657 2-1 Right Wall End 1.50 38.25 1 657 657 2-1 Left Opening 1 1.50 18.00 1 74 2-1 Right Opening 1 1.50 21.00 1 124 Line 9 9-1 Right Wall End 41.50 38.25 1 645 645 9-1 Right Opening 1 41.50 6.25 1 645 645 9-1 Left Opening 2 41.50 19.75 1 645 645 9-1 Right Opening 2 41.50 25.25 1 645 645 9-1 Right Opening 1 41.50 6.00 1 166 9-1 Left Opening 2 41.50 20.00 1 60 9-1 Right Opening 2 41.50 25.00 1 218 Line A A-1 Left Opening 1 24.25 -5.50 1 430 430 A-1 Left Wall End 21.25 -5.50 1 43Q 430 A-1 Right Opening 1 29.25 -5.50 1 430 430 A-1 Right Wall End 33.25 -5.50 1 430 430 A-1 Left Opening 1 24.50 -5.50 1 60 A-1 Right Opening 1 29.00 -5.50 1 77 Line F F-1 Left Wall End 1.75 7.50 1 2297 2297 F-1 Right Wall End 7.25 7.50 1 2297 2297 F-1 Right Wall End 7.50 7.50 1 1302 Line G G-1 Right Wall End 14.75 21.50 1 1006 1006 G-1 Left Wail End 1.75 21.50 1 1006 1006 G-1 Right Wall End 15.00 21.50 1 999 Line I � I-1 Right Wall End 41.25 28.00 1 652 652 I-1 Left Wall End 29.25 28.00 1 652 652 I-1 Left Wall End 29.00 28.00 1 623 Line J J-1 Right Opening 1 5.25 38.50 1 134 134 J-1 Left Opening 2 12.25 38.50 1 134 134 J-1 Ri ht O enin 2 15.25 38.50 1 134 134 �s J-1 J-1 J-1 J-1 J-1 J-1 J-1 J-1 J-1 J-1 J-1 J-1 WoodWorks� Shearwalis Peter Residence_white cerrter.wsr Dec. 4, 2015 13:58:16 T AND HOLDDOWN Left Openinq 3 Riqht Opening 3 Left Opening 4 Right Opening 4 Right Wall End Right Opening 1 Left Qpening 2 Right Opening 2 Left Opening 3 Right Opening 3 Left Opening 4 Right Opening 4 FORCES (fl 22.25 25.25 31.75 37.25 41.25 5.00 12.50 15.00 22.50 25.00 32.00 37.00 e wind desi 38.50 38.50 38.50 38.50 38.50 38.5� 38.50 38.50 38.50 38.50 38.50 38.50 1 1 1 1 1 1 1 1 1 1 1 1 134 134 134 134 134 134 134 134 134 134 35 3 21 16 8 27 23 Line-Wall - Shearline for forces carried by vertica! elements, wall for forces at wall or operring ends,� Position...- Vert. element = column or strengthened studs req'dotherwise indicates stud location at wall end or opening,-. Location - Co-ordinates in Plan View; Ld. Case - Results are for critica! load case: ASCE 7 All heights Case 1 or 2, ASCE 71ow rise T= Transverse, L = Longitudinal,� Shear - Factored wind shear overturning component ; Dead - Unfactored dead load resisting component; Uplift - Uplift wind load component,� Cmb'd - Sum of facfored overtuming, dead and uplift iorces; Dragstrut Force - Factored drag sfrut force at opening headers and gaps in walls along sheariine Note: This tabie inGudes tension holddown for�es only. Dead load contribution to combined force is factored by 0.60 load combination factor 17 WoodWorks� Shearwalis Peter Residence wwt�ite center.wsr Dec. 4, 2015 ' 13:58:16 Rigid Diaphragm Wind Design Rigid analysrs performed using Case 2 loading in ASCE 7-02 Fig 6-9, using only fhe eccenfricity prescribed to generafe a torsional moment. For analysfs using Case 1 loading, change the Rigid Diaphragm Analysis Design Setting, regenerate loads, and redesign. SHEAR RESULTS North-South W For Shear Force [pltj Atlowable Shear [pit] Crit. Sheariines G Dir Ld. Case V bs V/L V/FHS 1rrt Ext Co C Totai V bs Res . Line 1 Level 1 Lnl, Levl 1 Both 2 3144 80.6 98.2 339 1.00 S 339 10833 0.29 Line 2 Level 2 Ln2, Lev2 1 Both 2 1816 58.6 64.8 339 1.00 S 339 9479 0,19 Line 5 Levei 1 LnS, Levl 1 Both 2 1582 40.6 79.1 339 1.00 S 339 6770 0.23 Line 8 Ln8, Levl 1 Both 2 2845 82.5 99.8 339 1.00 S 339 9648 0.29 Line 9 Level 2 Ln9, Lev2 1 Both 2 1789 50.4 65.0 339 1.00 S 339 9309 0.19 East-West W For Shear Force [pif] Allowable Shear [pifj Crit. Shearlines G Dir �d. Case V bs V/L VtFHS Irrt Ext Co C Totai V bs Res . Line A Level 2 LnA, Lev2 1 Both 2 471 37.7 58.9 339 1.00 S 339 2708 0.17 Line C Level 1 LnC, Lev1 2 Both 2 17�5 53.4 266.9 638 1.00 S 638 4147 0.42 Line F Leve12 LnF, Lev2 1 Both 2 307 7.7 51.2 339 1.00 S 339 2031 0.15 Wall F-2 1 Both 2 - 339 1.00 339 0.0 - Wall F-1 1 Both 2 307 - 51.2 339 1.00 339 2031 0.15 Line G LnG, Lev2 3 Both 2 845 21.1 62.6 495 1.00 S 495 6679 0.13 Line H Level 4 LnH, Levl 1 Both 2 2461 60.0 114.5 339 1.00 S 339 7278 0.34 Line I Level 2 LnI, Lev2 4 Both 2 778 19.5 62.3 495 1.00 S 495 6185 0.13 Line J LnJ, Lev2 1 Both 2 1295 32.4 48.9 339 1.00 S 339 8971 0.14 Level 1 LnJ, Levl 1 Both 2 2976 72.6 129.4 339 1.00 S 339 7786 0.38 W Grp - Wall group as listed in Materials tabie; For Dir - force direction, always "both"; HM/ factor - Factor due to shearwall ne+gnt-raw�artn ratio ror rntenor and extenor wa�� sneathing; V- Factored shear force applied fo entire line anct amount taken by each wall; V2 - Diaphragm shear force = factor�d shear�ine force divided by length of shearline; Following va/ues marked with "` means that value for shearline is the one for wal! with critica/ design response on line,� V/FHS* - Design shear for�e = factored shear force per unit fuil height sheathing, Int* - Unit shear capacity of inferior sheathing,� Ext" - Unit shear capacity of exterior sheathing Co* - Perforation factor,� C- Sheathing combination rule, A= Add capacities, S= Strongesf side only, X= Sfrongest side or twice weakest; Total* - Combined unit shear capacity inc. perforation factor and hUW factor, V- Combined shear capacity of wall or tota/ capacity of sheanine ; Crit Resp" - Cntica! 18 I'� WoodWorksO Shearwalis Peter Residence white center.ivsr Dec. 4, 2015 I 13:58:16 response = Vapp/FHS/Vcap = design shear force/unit shear capacity 19 WoodWorks� Shearwalls Peter Residence white center.wsr Dec. 4, 2415 13:58:16 DRAGSTRUT AND HOLDDOWfV FORCES Level 1 Line- Position on Waii �ocation (fi] Wall or O enin X Line 1 1-1 Left Wall End 0.00 1-1 Left Opening 1 0.00 1-1 Right Opening 1 0.00 1-1 Left Opening 2 0.00 1-1 Left Opening 1 0.00 1-1 Right Opening 1 0.00 1-1 Left Openinq 2 O.QO Line 2 Line 2 Vert. Element 1.50 Line 2 Vert. Element 1.50 Line 2 Vert. Element 1.50 Line 2 Vert. Element 1.50 Line 5 5-2 Left Wall End 21.00 5-2 Right Wall End 21.00 5-2 Left Wall End 21.00 5-2 Right Wall End 21.00 Line 8 8-1 Left Wall End 41.00 8-1 Left Opening 1 41.00 8-1 Right Opening 1 41.00 8-1 Right Wall End 41.00 8-1 Left Opening 1 41.00 8-1 Right Opening 1 41.00 Line 9 Line 9 Vert. Element 41.50 Line 9 Vert. Element 41.50 Line 9 Vert. Element 41.50 Line 9 Vert. Element 41.50 Line A Line A Vert. Element 21.25 Line A Vert. Element 24.25 Line A Vert. Element 29.25 Line A Vert. Element 33.25 Line C C-1 Left Wall End 0.25 C-1 Left Opening 1 3.25 C-1 Right Opening 1 18.25 C-1 Right Wall End 20.75 C-1 Right Wall End 21.00 C-1 Left Opening 1 3.50 C-1 Right Opening 1 18.00 Line F Line F Vert. Element 1.75 Line F Vert. Element 7.25 Line G Line G Vert. Element 1.75 Line G Vert. Element 14.75 Line H H-1 Left Wall End 0.25 H-1 Right Wall End 21.25 H-1 Right Wall End 21.50 Line I Line I Vert. Element 29.25 -0,25 24.75 28.25 34.25 25.00 28.00 39.50 7.75 17.75 21.25 38.25 0.25 19.75 0.00 20.00 4.25 11.75 18.25 38.25 12.00 18.00 6.25 19.75 25.25 38.25 -5.50 -5.50 -5.50 -5.50 -0.50 -0.50 -0.50 -0.50 -0.50 -0.50 -0.50 7.50 7.50 21.50 21.50 23.50 23.50 23.50 28.00 2� Tensile Hoiddown Force pbs] 2 884 2 884 2 884 2 884 2 2 2 2 584 2 584 2 584 2 584 2 712 2 712 2 2 2 899 2 899 2 899 2 899 2 2 2 585 2 585 2 585 2 585 2 530 2 530 2 530 2 530 2 2402 2 2402 2 2402 2 2402 2 2 2 2 460 2 460 2 563 2 563 2 1030 2 1030 2 2 560 884 884 884 884 584 584 584 584 712 712 ... ... ... 585 585 585 585 530 530 530 530 2402 2402 2402 2402 460 460 563 563 1030 1030 560 Dragstrut Force �Ibs 450 208 322 101 669 139 356 614 747 27 1170 WoodWorksO Shearwalls peter Residence_white center.wsr Dec. 4, 2015 13:58:16 DRAGSTRUT AND HOLDDOWN FORCES ri id wind desi n continued Line J J-1 Left Wall End 0.25 38.50 2 1164 1164 J-1 Left Opening 1 5.25 38.50 2 845 845 J-1 Right Opening 1 16.75 38.50 2 1284 1284 Line J Vert. Element 22.25 38.50 2 440 440 J-1 Left Opening 2 23.25 38.50 2 981 981 J-1 Right Opening 2 26.75 38.50 2 1421 1421 Line J Vert. Element 31.75 38.50 2 440 440 J-1 Left Opening 3 32.25 38.50 2 1164 1164 J-1 Right Opening 3 36.75 38.50 2 1164 1164 Line J Vert. Element 37.25 38.50 2 440 440 J-1 Right Wall End 40.75 38.50 2 1164 1164 Line J Vert. Element 41.25 38.50 2 440 440 J-1 Left Opening 1 5.50 38.50 2 312 J-1 Right Opening 1 16.50 38.50 2 486 J-1 Left Opening 2 23.50 38.50 2 88 J-1 Right Opening 2 26.50 38.50 2 306 J-1 Left Opening 3 32.50 38.50 2 35 J-1 Right Opening 3 36.50 38.50 2 256 Leve12 Tensile Line- Position on Wall Location [ft] Hoiddown Force [fbs] Dragstrut Walt or O enin X Y Ld. Case Shear Dead U lifi Cmb'd Force Ibs Line 2 2-1 Left Wa11 End 1.50 7.75 2 584 584 2-1 Left Opening 1 1.50 17.75 2 584 584 2-1 Right Opening 1 1.50 21.25 2 584 584 2-1 Right Wall End 1.50 38.25 2 584 584 2-1 Left Opening 1 1.50 18.00 2 66 2-1 Right Opening 1 1.50 21.00 2 110 Line 9 9-1 Right Opening 1 41.50 6.25 2 585 585 9-1 Left Opening 2 41.50 19.75 2 585 585 9-1 Right Opening 2 41.50 25.25 2 585 585 9-1 Right Wall End 41.50 38.25 2 585 585 9-1 Right Opening 1 41.50 6.00 2 151 9-1 Left Opening 2 41.50 20.00 2 54 9-1 Right Opening 2 41.50 25.00 2 198 Line A A-1 Left Wall End 21.25 -5.50 2 530 530 A-1 Left Opening 1 24.25 -5.50 2 530 530 A-1 Right Opening 1 29.25 -5.50 2 530 530 A-1 Right Wall End 33.25 -5.50 2 530 530 A-1 Left Opening 1 24.50 -5.50 2 74 A-1 Right Opening 1 29.00 -5.50 2 95 Line F F-1 Left Wall End 1.75 7.50 2 460 460 F-1 Right Wall End 7.25 7.50 2 460 460 F-1 Right Wall End 7.50 7.50 2 261 Line G G-1 Left Wall End 1.75 21.50 2 563 563 G-1 Right Wall End 14.75 21.50 2 563 563 G-1 Right Wall End 15.00 21.50 2 560 Line i I-1 Left Wall End 29.25 28.00 2 560 560 I-1 Right Wall End 41.25 28.00 2 560 560 I-1 Left Wall End 29.00 28.00 2 535 Line J J-1 Right Opening 1 5.25 38.50 2 440 440 J-1 Left Opening 2 12.25 38.50 2 440 440 J-1 Ri ht O enin 2 15.25 38.50 2 440 440 21 WoodWorksO Shearwails Peter Residence_white center.wsr Dec. 4, 2015 13:58:16 DRAGSTRUT AND HOLDDOWN FORCES J-1 J-1 J-1 J-1 J-1 J-1 J-1 J-1 J-1 J-1 J-1 J-1 Left Opening 3 Riqht Opening 3 Left Opening 4 Right Opening 4 Right Wall End Right Opening 1 Left Opening 2 Right Opening 2 Left Opening 3 Right Opening 3 Left Opening 4 Right Opening 4 22.25 25.25 31.75 37.25 41.25 5.00 12.50 15.00 22.50 25.00 32.00 37.00 wind de 38.50 38.50 38.50 38.50 38.50 38.50 38.50 38.50 38.50 38.50 38.50 38.50 2 2 2 2 2 2 2 2 2 2 2 2 440 440 440 440 440 440 440 440 440 440 113 10 71 53 28 88 74 Line-Walt - Sheariine for forces carried by vertica! elements, wall for forces at wall or opening ends; Position...- Vert. element = column or strengthened studs req'dothenvise indicates stud location at wall end or opening;. Location - Co-ordinates in Plan View; Ld. Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2, ASCE 71ow rrse T= Transverse, L = Longitudinal,� Shear - Factored wind shear overtuming component ; Dead - tlnfactored dead load resisting component; Upliit - Uplift wind load componenf,� Cmb`d - Sum of factored overturrring, dead and upli�t forces; Dragstrut Force - Factored drag struf force at opening headers and gaps in walls along shearline Note: This table includes tension holddowrr forces or�ly. Dead load contribution to combined force is factored by 0.601oad combinafion factor 22 WoodWorksO Shearwalls Peter Residence_white center.wsr �ec. 4, 2015 13:58:16 Wind Suction Design COMPONENTS AND CLADDING b SHEARLINE North-South Sheathing [psfj Fastener Withdrawai [Ibs] Service Cond Sheariines Force Cap force/ Force Cap Force/Cap Factors Line Lev Gr Ca End ir�t End Int Tem Moist 1 1 1 1`7.4 240.0 0.07 19 16 68 0.28 0.23 1.00 1.00 2 2 1 17.4 240.0 0.07 19 16 68 0.28 0.23 1.00 1.00 3 1 17.4 240.0 0.07 19 16 68 0.28 0.23 1.00 1.00 4 1 17.4 240.0 0.07 19 16 68 0.28 0.23 1.00 1.00 5 1 1 17.4 240.0 0.07 1.00 1.00 1 17.4 240.0 0.07 19 16 68 0.28 0.23 1.00 1.00 6 1 17.4 240.0 0.07 19 16 68 0.28 0.23 1.00 1.00 7 1 17.4 240.0 0.07 19 16 68 0.28 0.23 1.00 1.00 8 1 1 17.4 240.0 0.07 19 16 68 0.28 0.23 1.00 1.00 9 2 1 17.4 240.0 0.07 19 16 68 0.28 0.23 1.00 1.00 East-West Sheathing [psfj Fastener Withdrawal [Ibs] Service Cond Sheariines Force Cap Force/ Force Cap Force/Cap Factors Line Lev G Ca End Int End lrit Tem Moist A 2 1 17.4 240.0 0.07 19 16 68 0.28 0.23 1.00 1.00 B 1 17.4 240.0 0.07 19 16 68 0.28 0.23 1.00 1.00 C 1 2 17.4 240.0 0.07 19 16 68 0.28 0.23 1.00 1.00 D 1 17.4 240.0 0.07 19 16 68 0.28 0.23 1.00 1.00 E 1 17.4 240.0 0.07 19 16 68 0.28 0.23 1.00 1.00 1 17.4 240.0 0.07 19 16 68 0.28 0.23 1.00 1.00 F 2 1 17.4 240.0 0.07 19 16 68 0.28 0.23 1.00 1.00 J 1 1 17.4 240.0 0.07 19 16 68 0.28 0.23 1.00 1.00 2 1 17.4 240.0 0.07 19 16 68 0.28 0.23 1.00 1.00 Grp - Wal! Design Group, resulfs for design groups ior rigid, flexible design listed for each wall,� Sheathing: Force - Unit area end zone c&c �oaa, cap - Uut-0t-piane dendrng capaclty of exienor sneathing assuming cantinuous over 3 studs; Fasfener Withdrawal: Force - Force tributary to each naii in end zone and inferior zone; Cap - Facfored withdrawal capacity of individual fastener according to NDS 11.2-3 23 WoodWorks� Shearwalis Peter Residen� white center.wsr Dec. 4, 2015 13:58:16 Flexible Diaphragm Seismic Design INFORMATION Building Area Levei 2 2 6318 14 61 Level1 31048 1584 Structure 57365 - Vertica! Earthquake Load Ev = 0.2 Sds D,� SHEAR RESULTS Story Shear [Ibs] E-W N-S 3488 3488 2248 2248 5737 5737 =0.60; Ev=0.12D Shear Ratio Rmax E-W N-S 0.520 0.181 0.534 0.145 Reliability Factor p E-W N-S 0.99 -0.89 1.06 -1.46 1.06 1.00 North-South W For H/W Fact. Shear Force [plt] Allowable Shear [pifj Crit. Shearlines G Dir Int Ext V bs V/L V/FHS Irrt E� Co C Totai V bs Res . Line 1 Level 1 Lnl, Levl 1 Both 1.0 1.0 1543 39.6 48.2 242 1.00 S 242 7738 0.20 Line 2 Leve12 Ln2, Lev2 1 Both 1.0 1.0 1238 39.9 44.2 242 1.00 S 242 6770 0.18 Line 5 Level 1 LnS, Levl 1 Both 1.0 1.0 740 19.0 37.0 242 1.00 S 242 4836 0.15 Line 8 Ln8, Levl 1 Both 1.0 1.0 1597 46.3 56.0 242 1.00 S 242 6891 0.23 Line 9 Level 2 Ln9, Lev2 1 Both 1.0 1.0 1204 33.9 43.8 242 1.00 S 242 6650 0.18 East-West W For HIW Fact. Shear Force [pit] Aliowable Shear [plfJ Crit. Shearlines G Dir irrt Ext V bs VIL V/FHS Irrt Ext Co C Total V bs Res . Line A Level 2 LnA, Lev2 1 Both 1.0 .78 300 24.0 37.5 188 1.00 S 188 1746 0.20 Line C Leve11 LnC, Levl 2 Both 1.0 .67 1527 47.0 234.9 304 1.00 S 304 2152 0.77 Line F Level 2 LnF, Lev2 1 Both 1.0 1.0 807 20.2 134.4 242 1.00 S 242 1451 0.56 Wall F-2 1 Both 1.0 1.0 - 242 1.00 242 0.0 - Wall F-1 1 Both 1.0 1.0 807 - 134.4 242 1.00 242 1451 0.56 Line G LnG, Lev2 3 Both 1.0 1.0 529 13.2 39.2 353 1.00 S 353 4771 0.11 Line H Leve11 LnH, Levl 1 Both 1.0 1.0 1762 43.0 82.0 242 1.00 S 242 5199 0.34 Line I Levei 2 LnI, Lev2 4 Both 1.0 1.0 438 11.0 35.1 353 1.00 S 353 4418 0.10 Line J LnJ, Lev2 1 Both 1.0 1.0 512 12.8 19.3 242 1.00 S 242 6408 0.08 Levei 1 LnJ, Lev1 1 Both 1.0 1.0 1084 26.4 47.1 242 1.00 S 242 5561 0.19 W Grp - Wall group as listed in Materials tabte; For Dir - Direction ot wind force alor►g shearline; Ld. case - Critical load case: ASGE 7 All herghts Case 1 or 2, RSCE 7/ow rise T= Tra»sverse, L= Longrtudinal, a!l other r�sutfs are %r this laad case; V- 24 WoodWorksO Shearwalis PeterResidence white center.wsr Dec. 4, ZO?5 13:58:16 Factored shear for�e applied to entire line and amount faken by each wall,� V/L - Diaphragm shear force = factored shearline forCe divided by length of shearline; Following values marked with " means that value for sheariine is the one for wail with crifica! design response on line,� V/FHS* - Design shear for�e = factored shear force per unit full height sheathing, Int" - Unif shear capacity of interior sheafhing,� Ext* - Unit shear capacity of exterior sheathing Co* - Perforation factor; C- Sheathing combination rule, A= Add capacities, S= Strongest side only, X= Strongest side or twice weakest; Tofal* - Combined unit shear capacify inc. perforation factor, V- Combined shear capacity of wali or total capacity of sheariine ; Cr�t Resp' - Critical response = Vapp/FHS/Vcap = design shear force/unif shear capacity 25 I �/OOCf�i01"kS� Sh@11"Wa��S P�er Residence_white center.wsr Dec. 4, 2015 �� 13:58:16 DRAGSTRUT AND HOLDDOWN FORCES Level 1 Tensile Line- Position on Wail Location [ft] Holddown Force jibs] Dragstrut Wall or O enin X Y Shear Dead U lift Cmb'd Force Ibs Line 1 1-1 Left Wall End 0.00 -0.25 434 434 1-1 Left Opening 1 0.00 24.75 434 434 1-1 Riqht Opening 1 0.00 28.25 434 434 1-1 Left Opening 2 0.00 34.25 434 439 1-1 Left Opening 1 0.00 25.00 221 1-1 Right Opening 1 0.00 28.00 102 1-1 Left Opening 2 0.00 34.50 158 Line 2 Line 2 Vert. Element 1.50 7.75 398 398 Line 2 Vert. Element 1.50 17.75 398 398 Line 2 Vert. Element 1.50 21.25 398 398 Line 2 Vert. Element 1.50 38.25 398 398 Line 5 5-2 Right Wall End 21.00 19.75 333 333 5-2 Left Wall End 21.00 0.25 333 333 5-2 Left Wall End 21.00 0.00 47 5-2 Right Wall End 21.00 20.00 313 Line 8 8-1 Left Wall End 41.00 4.25 504 504 8-1 Left Opening 1 41.00 11.75 504 504 8-1 Right Openinq 1 41.00 18.25 504 504 8-1 Right Wall End 41.00 38.25 504 504 8-1 Left Opening 1 41.00 12.00 78 8-1 Right Opening 1 41.00 18.00 200 Line 9 Line 9 Vert. Element 41.50 6.25 394 394 Line 9 Vert. Element 41.50 19.75 394 394 Line 9 Vert. Element 41.50 25.25 394 394 Line 9 Vert. Element 41.50 38.25 394 394 Line A Line A Vert. Element 21.25 -5.50 338 338 Line A Vert. Element 24.25 -5.50 33$ 338 Line A Vert. Element 29.25 -5.50 338 338 Line A Vert. Element 33.25 -5.50 338 338 Line C C-1 Left Opening 1 3.25 -0.50 2114 2114 C-1 Left Wall End 0.25 -0.50 2114 2114 C-1 Right Opening 1 18.25 -0.50 2114 2114 C-1 Right Wall End 20.75 -0.50 2114 2114 C-1 Right Wall End 21.00 -0.50 540 C-1 Left Openinq 1 3.50 -0.50 658 C-1 Right Opening 1 18.00 -0.50 23 Line F Line F Vert. Element 1.75 7.50 1210 1210 Line F Vert. Element 7.25 7.50 1210 1210 Line G Line G Vert. Element 1.75 21.50 352 352 Line G Vert. Element 14.75 21.50 352 352 �ine H H-1 Left Wall End 0.25 23.50 738 738 H-1 Right Wall End 21.25 23.50 738 738 H-1 Right Wall End 21.50 23.50 838 Line i Line I Vert. Element 29.25 28.00 316 316 Line I Vert. Element 41.25 28.00 316 316 Zs WoodWorks� Shearwalls Peter Residence white center.wsr Dec. 4, 2015 13:58:16 DRAGSTRUT AND HOLDDOWN FORCES flexible seismic desi n continued Line J J-1 Left Wall End 0.25 38.50 424 424 J-1 Left Opening 1 5.25 38.50 298 298 J-1 Right Openinq 1 16.75 38.50 472 472 Line J Vert. Element 22.25 38.50 174 174 J-1 Left Opening 2 23.25 38.50 352 352 J-1 Right Opening 2 26.75 38.50 526 526 Line J Vert. Element 31.75 38.50 174 174 J-1 Left Opening 3 32.25 38.50 424 424 J-1 Right Opening 3 36.75 38.50 424 424 Line J Vert. Element 37.25 38.50 174 174 J-1 Right Wall End 40.75 38.50 424 424 Line J Vert. Element 41.25 38.50 174 174 J-1 Left Opening 1 5.50 38.50 114 J-1 Right Opening 1 16.50 38.50 177 J-1 Left Opening 2 23.50 38.50 32 J-1 Right Opening 2 26.50 38.50 111 J-1 Left Opening 3 32.50 38.50 13 J-1 Right Opening 3 36.50 38.50 93 Leve12 Tensile Line- Position on Wall Location [ft] Holddown Force [ibs] Dragstrut Wall or O enin X Y Shear Dead U lift Cmb'd Force bs Line 2 2-1 Left Wall End 1.50 7,75 398 398 2-1 Left Openinq 1 1.50 17.75 398 398 2-1 Right Opening 1 1.50 21.25 398 398 2-1 Right Wall End 1.50 38.25 398 398 2-1 Left Opening 1 1.50 18.00 45 2-1 Right Opening 1 1.50 21.00 75 Line 9 9-1 Right Openinq 1 41.50 6.25 394 394 9-1 Left Opening 2 41.50 19.75 394 394 9-1 Right Opening 2 41.50 25.25 394 394 9-1 Right Wall End 41.50 38.25 394 394 9-1 Right Opening 1 41.50 6.00 102 9-1 Left Opening 2 41.50 20.00 36 9-1 Right Opening 2 41.50 25.00 133 Line A A-1 Left Wall End 21.25 -5.50 338 338 A-1 Left Opening 1 24.25 -5.5Q 338 338 A-1 Right Opening 1 29.25 -5.50 338 338 A-1 Riqht Wall End 33.25 -5.50 338 338 A-1 Left Opening 1 24.50 -5.50 47 A-1 Right Opening 1 29.00 -5.50 61 Line F F-1 Left Wall End 1.75 7.50 1210 1210 F-1 Right Wall End 7.25 7.50 1210 1210 F-1 Right Wall End 7.50 7.50 686 Line G G-1 Left Wall End 1.75 21.50 352 352 G-1 Right Wall End 14.75 21.50 352 352 G-1 Right Wall End 15.00 21.50 350 Line i I-1 Left Wall End 29.25 28.00 316 316 I-1 Right Wall End 41.25 28.00 316 316 I-1 Left Wall End 29.00 28.00 301 Line J J-1 Left Opening 3 22.25 38.50 174 174 J-1 Right Opening 1 5.25 38.50 174 174 J-1 Left enin 2 12.25 38.50 174 174 2% J-1 J-1 J-1 J-1 J-1 J-1 J-1 J-1 J-1 J-1 J-1 J-1 WoodWorks� Shearwalls Peter Residence white center.wsr Dec. 4, 2015 13:58:16 Right Opening 2 Right Opening 3 Left Opening 4 Right Opening 4 Right Wall End Right Opening 1 Left Opening 2 Right Opening 2 Left Opening 3 Right Opening 3 Left Opening 4 Riqht Opening 4 15.25 25.25 31.75 37.25 91.25 5.00 12.50 15.00 22.50 25.00 32.00 37.00 38.50 38.50 38.50 38.50 38,50 38.50 38.50 38.50 38.50 38,50 38.50 38.50 174 174 174 174 174 174 174 174 174 174 45 4 28 21 11 35 29 Une-Wall - Shearline for forces carried by vertical elements, wall for forces at wail or opening ends,� Position...- Vert. element = column or strengthened studs req'd, othenvise indicates stud location at wall end or opening,� Location - Co-ordinates in Pfan View; Ld. Case - Results are fnr critical load case: ASCE 7 All heights Case 1 or 2, ASCE 7 low rise T= Transverse, L = Longitudinal; Shear - Factored wind shear overfurning component ; Dead - Unfactored dead load r�sisting component,� UpGft - Not r�levant to seismic design; Cmb'd - Sum ot facfor�d overfurning, dead and vertica! earthquake forces,�Dragstrut Force - Factorea' drag strut for�e at opening headers and gaps in waNs along sheariine Note: This tabie includes tension hoiddown forces only. Shearwatt does nat check for either ptan or vertica! strcrcturat irregularities. Dead load contribution to combined force is factored by 0.516 due to load combination factor and vertical seismic force 28 WoodWorksO Shearwails Peter Residence_white center.wsr Dec. 4, 2015 13:58:1fi INFORMATION Buiiding Level 2 2 6318 Level1 31048 Structure 57365 1/ertical Earthquake Load Ev = 0.2 SHEAR RESULTS Rigid Diaphragm Seismic Design Area � Story Shear [Ibs] � Shear Ratio Rmax 1461 3488 3488 0.197 0.181 1584 2248 2248 0.324 0.135 - 5737 5737 - - idsD: Sds=0.60: Ev=0.12D Reliability Factor p E-W N-S -0.66 -0.89 0.45 -1.73 1.00 1.00 North-South W For HMI Fact. Shear Force [plt] Ailowable Shear (plt] Crit. SheaMines G Dir Irrt E� V bs V/� V/FHS int Ext Co C Total V bs Res . Line 1 Level 1 Znl, Levl 1 Both 1.0 1.0 1652 42.4 51.6 242 1.00 S 242 7738 0.21 Line 2 Levei 2 Ln2, Lev2 1 Both 1.0 1.0 1321 42.6 47.2 242 1.00 S 242 6770 0.20 Line 5 Level 1 Ln5, Levl 1 Both 1.0 1.0 1008 25.8 50.4 242 1.00 S 242 4836 0.21 Line 8 Ln8, Levl 1 Both 1.0 1.0 1658 48.1 58.2 242 1.00 S 242 6891 0.24 Line 9 Level 2 Ln9, Lev2 1 Both 1.0 1.0 1289 36.3 46.9 242 1.00 S 242 6650 0.19 East-West W For HJW Fact. Shear Force [pifJ Ailowable Shear [plfj Crit. Sheariines G Dir Int Ext V bs V/L V/FHS Int Ext Co C Total V bs Res . Line A Levei 2 LnA, Lev2 1 Both 1.0 .78 325 26.0 40.7 188 1.00 S 188 1746 0.22 Line C Level 1 LnC, Levl 2 Both 1.0 .67 875 26.9 134.6 304 1.00 S 304 2152 0.44 Line F Levei 2 LnF, Lev2 1 Both 1.0 1.0 262 6.6 43.7 242 1.00 S 242 1451 0.18 Wall F-2 1 Both 1.0 1.0 - 242 1.00 242 0.0 - Wall F-1 1 Both 1.0 1.0 262 - 43.7 242 1.00 242 1451 0.18 Line G LnG, Lev2 3 Both 1.0 1.0 682 17.0 50.5 353 1,00 S 353 4771 0.14 Line H Levei 1 LnH, Levi 1 Both 1.0 1.0 1709 41.7 79.5 242 1.00 S 242 5199 0.33 Line I Levei 2 LnI, Lev2 4 Both 1.0 1.0 567 14.2 45.3 353 1.00 S 353 4418 0.13 Line J LnJ, Lev2 1 Both 1.0 1.0 728 18.2 27.5 242 2.00 S 242 6408 0.11 Level 1 LnJ, Levl 1 Both 1.0 1.0 1574 38.4 68.4 242 1.00 S 242 5561 0.28 W Grp - Wall group as listed in Materials table,� For Dir - Direction of wind f�►�e along shearline,� Ld. case - Critica! load case: Asct i Arr nergnts case T or � Asct i�ow ns� �= i ransverse, L= Long/tudfnel, aH other results are for this loed case; V- 29 WoodWorksO Shearwalls ��rResidence white center.wsr Dec. 4, 2015 93:58:16 Factored shear force applied to entire line and amount faken by each wall,• V/L - Diaphragm shear force = factored shearline force divided by length of shea►1ine; Following values marked with '� means that value for sheariine is the one for wall with critical design response on line; V/FHS" - Design shear force = factored shear force per unit fuli height sheathing, !nf'` - Unif shear capacify of interior sheathing; Ext" - Unit shear capacity of exferior sheathing Co" - Perforation factor, C- Sheathing combination rule, A= Add capacities, S= Strongest side only, X= Strongest side or twice weakest Total` - Combined unit shear capacity inc. perforation factor, V- Combined shear capacity of wall or total capacity of sheariine ; Crif Resp* - Crrtical response = Vapp/FHSNcap = design shear force/unit shear capacity 30 4 WoodWorks� Shearwalis Peter Residence white center.wsr Dec. 4, 2015 13:58:16 DRAGSTRUT AND HOLDDOWN FORCES Level 1 Tensile Line- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut Wall or O enin X Y Shear Dead U lift Cmb'd Force bs Line 1 1-1 Left Wall End 0.00 -0.25 465 465 1-1 Left Opening 1 0.00 24.75 465 465 1-1 Right Opening 1 0.00 28.25 465 465 1-1 Left Opening 2 0.00 34.25 465 465 1-1 Left Opening 1 0.00 25.00 236 1-1 Right Opening 1 0.00 28.00 109 1-1 Left Opening 2 0.00 34.50 169 Line 2 Line 2 Vert. Element 1.50 7.75 425 425 Line 2 Vert. Element 1.50 17.75 425 425 Line 2 Vert. Element 1.50 21.25 425 425 Line 2 Vert. Element 1.50 38.25 425 425 Line 5 5-2 I,eft Wall End 21.00 0.25 453 453 5-2 Right Wall End 21.00 19.75 453 453 5-2 Left Wall End 21.00 0.00 65 5-2 Right Wall End 21.00 20.00 426 Line 8 8-1 Left Wall End 41.00 4.25 524 524 8-1 Left Opening 1 41.00 11.75 524 524 8-1 Right Qpening 1 41.00 18.25 524 524 8-1 Right Wall End 41.00 38.25 524 524 8-1 Left Opening 1 41.00 12.00 81 8-1 Right Opening 1 41.00 18.00 207 Line 9 Line 9 Vert. Element 41.50 6.25 422 422 Line 9 Vert. Element 41.50 19.75 422 422 Line 9 Vert. Element 41.50 25.25 422 422 Line 9 Vert. Element 41.50 38.25 422 422 Line A Line A Vert. Element 21.25 -5.50 366 366 Line A Vert. Element 24.25 -5.50 366 366 Line A Vert. Element 29.25 -5.50 366 366 Line A Vert. Element 33.25 -5.50 366 366 Line C C-1 Left Wall End 0.25 -0.50 1211 1211 C-1 Left Opening 1 3.25 -0.50 1211 1211 C-1 Right Opening 1 18.25 -0.50 1211 1211 C-1 Right Wall End 20.75 -0.50 1211 1211 C-1 Right Wall End 21.00 -0.50 310 C-1 Left Opening 1 3.50 -0.50 377 C-1 Right Opening 1 18.00 -0.50 13 Line F Line F�Iert. Element 1.75 7.50 394 394 Line F Vert. Element 7.25 7.50 394 394 Line G Line G Vert. Element 1.75 21.50 454 454 Line G Vert. Element 14.75 21.50 454 454 Line H H-1 Left Wall End 0.25 23.50 715 715 H-1 Right Wall End 21.25 23.50 715 715 H-1 Right Wall End 21,50 23.50 813 Line I Line I Vert. Element 29.25 28.00 408 408 Line I Vert. Element 41.25 28.00 408 408 31 WoodWorksO Shearwaifs Peter Residence_white center.wsr Dec. 4, 20�5 13:58:16 DRAGSTRUT AND HOLDDOWN FORCES ri id seismic desi n continued Line J J-1 Left Wali End 0.25 38.50 616 616 J-1 Left Opening 1 5.25 38.50 436 436 J-1 Right Opening 1 16.75 38.50 683 683 Line J Vert. Element 22.25 38.50 247 247 J-1 Left Opening 2 23.25 38.50 513 513 J-1 Right Opening 2 26.75 38.50 760 760 Line J Vert. Element 31.75 38.50 247 247 J-1 Left Openinq 3 32.25 38.50 616 616 J-1 Right Opening 3 36.75 38.50 616 616 Line J Vert. Element 37.25 38.50 247 247 J-1 Right Wall End 40.75 38.50 616 616 Line J Vert. Element 41.25 38.50 24? 247 J-1 Left Openinq 1 5.50 38.50 165 J-1 Right Opening 1 16.50 38.50 257 J-1 Left Opening 2 23.50 38.50 47 J-1 Right Opening 2 26.50 38.50 162 J-1 Left Opening 3 32.50 38.50 18 J-1 Right Opening 3 36,50 38.50 135 Level 2 Tensile Line- Position on Wall Location [ft] Holddown Force nbs] Dragstrut Wall or O enin X Y Shear Dead U lift Cmb'd Force Ibs Line 2 2-1 Left Wall End 1.50 7.75 425 425 2-1 Left Opening 1 1.50 17.75 425 425 2-1 Right Opening 1 1.50 21.25 425 425 2-1 Right Wall End 1.50 38.25 425 425 2-1 Left Opening 1 1.50 18.00 48 2-1 Right Opening 1 1.50 21.00 80 Line 9 9-1 Right Opening 1 41.50 6.25 422 422 9-1 Left Opening 2 41.50 19.75 422 422 9-1 Right Opening 2 41.50 25.25 422 422 9-1 Right Wall End 41.50 38.25 422 422 9-1 Right Opening 1 41.50 6.00 109 9-1 Left Opening 2 41.50 20.00 39 9-1 Right Opening 2 41.50 25.00 143 Line A A-1 Left Wall End 21.25 -5.50 366 366 A-1 Left Opening 1 24.25 -5.50 366 366 A-1 Right Opening 1 29.25 -5.50 366 366 A-1 Right Wall End 33.25 -5.50 366 366 A-1 Left Opening 1 24.50 -5.50 51 A-1 Right Opening 1 29.00 -5.50 66 Line F F-1 Left Wall End 1.75 7.50 394 394 F-1 Right Wa11 End 7.25 7.50 394 394 F-1 Right Wall End 7.50 7.50 223 Line G G-1 Left Wall End 1.75 21.50 454 454 G-1 itight Wall End 14.75 21.50 454 454 G-1 Right Wall End 15.00 21.50 452 Line I I-1 Left Wall End 29.25 28.00 408 408 I-1 Right Wall End 41.25 28.00 408 408 I-1 Left Wall End 29.00 28.00 390 Line J J-1 Right Opening 1 5.25 38.50 247 247 J-1 Left Opening 2 12.25 38.50 247 247 J-1 Ri ht O enin 2 15.25 38.50 247 247 32 WoodWorksO Shearwaiis Peter Residence white center.wsr Dec. 4, 2015 13:58:16 DRAGSTRUT AND HOLDDOWN FORCES J-1 J-1 J-1 J-1 J-1 J-1 J-1 J-1 J-1 J-1 J-1 J-1 Left Opening 3 Right Opening 3 Left Opening 4 Right Opening 4 Right Wall End Right Opening 1 Left Opening 2 Right Opening 2 Left Opening 3 Right Opening 3 Left Opening 4 Right Opening 4 22.25 25.25 31.75 37.25 41.25 5.00 12.50 15.00 22.50 25.00 32.00 37.00 seismic 38.50 38.50 38.50 38.50 38.50 38.50 38.50 38.50 38.50 38.50 38.50 38.50 247 247 247 247 247 247 247 247 247 247 64 6 40 30 16 49 42 Line-Wall - Shearline for forces carried by vertical elements, wal! for forces at wal! or opening ends; Position...- Vert. element = column or strengthened studs req'd, othervvise indicates stud location at walt end or opening; Location - Co-0rdinates in Plan View; Ld. Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2, ASCE 7 low rise i' = Transverse, L = Longitudinal; Shear - Factored wind shear overtuming component ; Dead - Unfactored dead load resisting component,� Uplift - Not relevant fo seismic design; Cmb d- Sum of factor�d overturning, dead and vertica! earthquake forces,�Dragstrut Force - Factored drag struf force at opening headers and gaps in walls along sheariine Note: This tabte includes tension holddown forces only. Shearwall does nof check for either pian ar verticat strucfural irrreegularities. Dead load contribufion to combined fo+�e is factored by 0.516 due to load combination factor and vertical seismic force 33 WoodWorks� Shearwalis Peter Residence white center.wsr Dec. 4, 2015 13:58:16 34 ProjeCt: PETER RESIDENCE Location: ROt Roof Beam [2012 International Building Code(2005 NDS)] 5.51Nx7.51Nx5.OFT #2 - Douglas-Fir-South - Dry Use Section Adequate By: 47.6°/a Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN U1886 Dead Load 0.02 in Total Load 0.05 IN U1142 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS e � live Load 1094 Ib 1 d94 Ib Dead Load 712 Ib 712 Ib Total Load 18Q6 Ib 1806 Ib Bearing Length 0.63 in 0.63 in BEAM DATA Span Length 5 ft Unbraced Length-Top 2 ft Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PR�PERTIES #2 - Douglas-Fir-South Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp.1 to Grain: �ase Values Adiusted Fb = 675 psi Fb' = 775 psi Cd=1.75 CI=1.00 CF=1.00 Fv = 165 psi Fv' = 190 psi Cd=1.15 E= 1000 ksi E' = 1000 ksi E min = 370 ksi E_min' = 370 ksi Fc --� = 520 psi Fc -1' = 520 psi Controlling Moment: 2258 ft-Ib 2.5 ft from le(t support Created by combining all dead and live loads. Controiling Shear: -1806 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided Section Modulus: 34.94 in3 51.56 in3 Area (Shear}: 14.28 in2 41.25 in2 Moment of Inertia (deflection): 30.47 in4 193.36 in4 Moment: 2258 ft-Ib 3332 ft-ib Shear: -18061b 52181b page �,� Muhammad Attili ' Attili Design & Engineering Inc. Tacoma, WA 98402 0� 702 Broadway Suite 103 StruCalc Version 8.0.112.0 11/30/2015 11:29:14 PM Side One: Roof Live load: LL = Roof Dead Load: DL = Tributary Width: TW = Side Two: Roof Live Load: LL = Roof Dead �oad: DL = Tributary Width: TW = Wall Load: WALL = 25 psf 15 psf 17.5 ft 25 psf 15 psf 0 ft 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5 ft Beam Seif Weight: BSW = 8 plf Beam Uniform Live Load: wL = 438 plf Beam Uniform Dead Load: wD_adj = 285 plf Total Uniform Load: wT = 722 plf v Project: PETER RESIDENCE Location: R02 Roof Beam [2012 Internationai Building Code(2005 NDS)J 5.51Nx11.51Nx18.67FT #2 - Douglas-Fir-South - Dry Use Section Adequate By: 11.8°/a Controlling FaCtor: Moment DEFLECTIONS Center Live Load 0.44 IN U508 Dead Load 0.33 in Total Load OJ7 IN U291 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A � Live Load 1050 Ib 1050 Ib Dead Load 782 Ib 782 Ib Tatal Load 1832 Ib 4832 Ib Bearing Length 0.64 in 0.64 in B�AM DATA Span Length 18.7 ft Unbraced Length-Top 2 ft Unbraced Length-Bottom 0 ft Raof Pitch 4 :12 Raof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas-Fir-South Bending Stress: Shear Stress: Modulus of Etasticity: Min. Mod. of Elasticity: Comp.1 to Grain: Base Values A�'usted Fb = 825 psi Fb' = 947 psi Cd=1.15 C1=1.00 CF=y.00 Fv = 165 psi Fv' = i90 psi Cd=1. i5 E= 1000 ksi E' = 10d0 ksi E_min = 370 ksi E min' = 370 ksi Fc - �- = 520 psi Fc --�' = 520 psi Controlling Moment: 8551 ft-Ib 9.335 ft from left support Created by combining ail dead and live loads. Controliing Shear: 1832 Ib At support. Created by combining all dead and live toads. Camparisons with required sections: $@q:d Provided Section Modulus: 108.39 in3 121.23 in3 Area (Shear): 14.48 in2 63.25 in2 Moment of Inertia (deflection}: 431 in4 697.07 in4 Moment: 855i ft-ib 9565 ft-Ib Shear: 18321b 8001 Ib page � Muhammad Attili . .� Attili Design & Engineering Inc. Tacoma, WA 98402 0� 702 Broadway Suite 103 StruCalc Version 8.0.112.0 11/30/2015 11:29:15 PM Side One: Roof live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Watl Load: LL = 25 psf Dl = 15 psf TW = 4.5 ft lL = 25 psf DL = 15 psf TW = 0 ft WALL = 0 plf tt — - SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 18.67 ft Beam Self Weight: BSW = 13 plf Beam Uniform Live Load: wL = 113 pif Beam Uniform Dead Load: wD_adj = 84 plf Total Uniform Load: wT = 196 pif t Project: PETER RESIDENCE page Muhammad Attili Location: R03 .� Attili Design & Engineering Inc. Roof Beam *� , Tacoma, WA 98402 of [2012 Intemational8uilding Code(2005 NDS)] 702 Broadway Suite 103 3.51Nx11.51Nx5.5FT #2 - Douglas-Fir-South - Dry Use Section Adequate By: 1294.0% Cantrolling Factor: Moment pFFLECTIONS n r Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN UMAX Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS B � Live Loacf 206 Ib 206 Ib Dead Load t 53 Ib 153 Ib Totai Load 359 Ib 359 Ib Bearing Length 0.20 in 0.20 in BEAM DATA Span Length 5.5 ft Unbraced Length-Top 2 ft Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 #2 - Douglas-Fir-South Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp.1- to Grain: �ase Values A�'usted Fb = 850 psi Fb' = 1070 psi Cd=1.15 CI=0.99 CF=1.1Q Fv = 180 psi Fv' = 207 psi Cd=1.15 E= 1200 ksi E' = 1200 ksi E_min = 440 ksi E_min' = 440 ksi Fc - �- = 520 psi Fc - �-' = 520 psi Controiling Moment: 493 ft-Ib 2.75 (t from left support Created by combining all dead and live loads. Controlling Shear: 359 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: RTa'd Provided Section Modulus: 5.53 in3 77.15 in3 Area (Shear): 2.6 in2 40.25 in2 Moment of Inertia (deflection): 6.1 in4 443.59 in4 Moment: 493 ft-�b 6877 ft-Ib Shear: 3591b 55551b StruCalc Version 8.0.112.0 11/30/2015 11:29:15 PM Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = 25 psf DL = 15 psf TW = 3 ft LL = 25 psf DL = 15 psf TW = 0 ft WALL = 0 pif SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5.5 ft Beam Self Weight: BSW = 8 pif Beam Uniform Live Load: wL = 75 plf Beam Uniform Dead Load: wD_adj = 55 pif Totai Uniform Load: wT = 130 pif � Project: PETER RESIDENCE p2ge Muhammad Attili Location: R04 £� Attili Design & Engineering Inc. Roof Beam Tacoma, WA 98402 or � [2012 Intemational Buifding Code(2005 NDS)] 702 Broadway Suite 103 5.51Nx12.01Nx15.OFT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 825.5% Controliing Factor. Moment DEFLECTIONS Center Live Load 0.05 IN U3605 Dead Load 0.04 in Total Load 0.09 IN U1937 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS Q $ Live Load 469 Ib 469 Ib Dead Load 404 Ib 404 ib Totaf Load 873 Ib 873 Ib Bearing Length 0.24 in 0.24 in BEAM DATA Span Length 15 ft Unbraced Length-Top 2 ft Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES 24F-V4 - Visually Graded Westem Species Base Values Bending Stress: Fb = 2400 psi Fb cmpr = 1850 psi Cd=1.15 C1=1. DO Shear Stress: Fv = 265 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi Comp.1 to Grain: Fc - l= 650 psi Controlling Moment: 3272 ft-Ib 7.5 ft from left support Created by combining ail dead and live loads. Controlling Shear: -873 Ib At support. Created by combining all dead and iive loads. Comparisons with required sections: Rea'd Sec6on Modulus: 14.26 in3 Area (Shear): 429 in2 Moment of Inertia (de#fection): 73.61 in4 Moment: 3272 ft-Ib Shear: -873 Ib Adl�+�[� Coniro0ed by: Fb' = 2753 psi F�' = 305 psi StruCalc Version 8.0.112.0 11l30/2015 11:29:15 PM Side One: Roof Live Load: Roof Dead Load Tributary Width: Side Two: Roof Live Load: Roof Dead �oad Tributary Width: Wall Load: LL = 25 psf DL = 15 psf TW = 2:5 ft LL = 25 psf DL = 15 psf TW = 0 ft WALL = 0 pif SLOPE/PITCH ADJUSTEQ LENGTHS ANd LOADS E' = 1800 ksi Adjusted Beam Length: Ladj = 15 ft E_min' = 930 ksi geam Self Weight: BSW = 14 pif Fc --L' = 650 psi Beam Uniform Live Load: wL = 63 plf Beam Uniform Dead Load: wD_adj = 54 pif Total Uniform �oad: wT = 116 pif Provided 132 in3 66 in2 792 in4 30283 ft-ib 13409 Ib , �- page Project: PETER RESIDENCE Muhammad Attili / Location: U01 '7"""° ,..� Attili Design & Engirteering Inc. Uniformly Loaded Fioor Beam Tacoma, WA 98402 of [2012 Internationai Building Code(2005 NDS)] 702 Broadway Suite 103 5.51Nx11.51Nx3.5FT #2 - Douglas-Fir-South - Dry Use StruCalc Version 8.0.112.0 11/30/2015 11:29:15 PM Section Adequate By: 465.8°/a Controliing Factor: Shear ,QEFLECTIONS n er Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Defiection Criteria: U360 Totai Load Defiection Criteria: U240 REACTIONS A � Live Load 748 Ib 748 Ib Dead Load 481 Ib 481 Ib Total Load 1230 Ib i230 Ib Bearing Length 0.43 in 0.43 in BEAM DATA Center Span Length 3.5 ft Unbraced Length-Top 0 ft Floor Duration Factor 1.00 FLOOR LOADING Notch De th 0.00 Side 1 �jde 2 MATERIAL PROPEH7IES Floor Live Load FLL = 40 psi 25 psf #2 - Douglas-Fir-South Floor Dead Load FD� = 10 psf 15 psf Base Values @dj�g,� Floor Tributary Width FTW = 6 ft 7.5 ft Bending Stress: Fb = 825 psi Fb' = 825 psi Wall Load WAIL = 90 pif Cd=1.00 CF=1.00 �EAM LOADING Shear Stress: Fv = 165 psi Fv' = 165 psi geam Total Live Load: wL = 428 plf Cd=1.00 Beam Total Dead load: wD = 263 plf Modulus of Elasticity: E= 1000 ksi E' = 1000 ksi Beam Seif Weight: BSW = 13 plf Min. Mod. of Elasticity: . E_min = 370 ksi E_min' = 370 ksi Total Maximum Load: wT = 703 pif Comp. -�- ro Grain: Fc - �- = 520 psi Fc - �-' = 520 psi Controlling Moment: 1076 ft-Ib 1.75 ft from left support Created by combining all dead and live loads. Controlling Shear: 1230 ib At support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided Section Modulus: 15.65 in3 121.23 in3 Area (Shear): 11.18 in2 63.25 in2 Moment of Inertia (deflection): 13.55 in4 697.U7 in4 Moment: 1076 ft-Ib 8335 ft-Ib Shear: 12301b 69581b Proj�ct: PETER RESIDENCE L'oCation: UO2 Uniformly Loaded Floor Beam [20121nternational Building Code(2005 NDS)] 3.51Nx 11.8751Nx8.5 FT 2.OE Parallam - iLevel Trus Joist Section Adequate By: 529.2% Controlling Factor: Shear Pa9e Muhammad Attili ` Attili Design & Engineering inc. .. .. � Tacoma, WA 98402 0� 702 Broadway Suite 103 StruCalc Version 8.0.112.0 11/30/2015 11:29:15 PM DEFLEC710NS Center Live Load 0.02 IN U6527 Dead Load 0.02 in Total Load 0.04 IN L/2824 Live Load Deflection Criteria: U360 Total Load Detlection Criteria: U240 AEACTIONS A � Live Load 553 Ib 553 Ib Dead Load 725 Ib 725 Ib Total Load 1277 Ib 1277 Ib Bearing Length 0.49 in 0.49 in " " `"" � BEAM DATA Center �s tt — Span Length 8.5 ft Unbraced Length-Top 1.33 ft Floor Duration Factor 1.00 FLOOR LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPERTIES Floor live Load FLL = 40 psf 25 psf 2.OE Paraliam - iLevel Trus Joist Floor Dead Load FDL = 10 psf 15 psf Base Values @�� Floor Tributary Width FTW = 0.8 ft 4 ft Bending Stress: Fb = 2900 psi Fb' = 2892 psi Wall Load WALL = 90 pif Cd=1.00 C1=1.00 CF=1.00 BEAM LOADING Shear Stress: Fv = 290 psi Fv' = 290 psi Beam Total Live Load: wL = 130 plf Cd=t.00 Beam Total Dead Load: wD = 158 plf Modulus of Elasficity: E= 2000 ksi E' = 2000 ksi geam Self Weight: BSW = 13 plf Comp. -� to Grain: Fc -1= 750 psi Fc -1' = 750 psi Total Maximum Load: wT = 300 plf Controlling Moment: 2714 ft-Ib 4.25 ft from left support Created by combining ali dead and live loads. Controlling Shear: 1277 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Rea,d Provided Section Modulus: 11.26 in3 82.26 in3 Area (Shear): 6.61 in2 41.56 in2 Moment of Inertia (deflection): 41.51 in4 488.41 in4 Moment: 2714 ft-Ib 19821 ft-Ib Shear: 12771b 80351b � P�ojeCt: PETER RESIDENCE Location: UO3 Multi-Loaded Multi-Span Beam [2012 Intemational Building Code(2005 NDS)] 3.51Nx11.251Nx6.OFT(1.5+4.5} 2.OE Parailam - iLevel T�us Joist Section Adequate By: 420.5�0 Controlling Factor: Shear DEFLECTIONS � Center Live Load 0.01 IN 2U6966 0.00 IN UMAX Dead Load 0.01 in 0.00 in Total Load 0.01 IN 2U3164 0.00 IN UMAX Live Load Deflection Criteria: L/360 Totai Load Deflection Criteria: U240 REAC110NS fl � Live Load 819 Ib 61 Ib Dead Load 1404 Ib -23 Ib Total Load 2223 Ib 38 Ib Uplift (1.5 F.S) 0 Ib -207 Ib Bearing Length 0.85 in 0.01 in BEAM DATA J�g(t Genter Span Length 1.5 ft 4.5 ft page Muhammad Attili � Attili Design & Engineering Inc. �,,�,;;,;� , Tacoma, WA 98402 of 702 Broadway Suite 103 StruCalc Version 8.0.112.0 11/30/2015 11:29:15 PM Unbraced Length-Top 0 ft 0 ft UNIFORM LOADS �gij Center Unbraced Length-Bottom 1.5 ft 4.5 ft Uniform Live Load 27 plf 27 plf Live Load Duration Factor 1.00 Un'rform Dead load 97 plf 97 plf Notch Depth 0.00 Beam SeK Weight 12 plf 12 pif MATERIAL PROPERTIES Total Uniform Load 136 p1f 136 plf 2.OE Parallam - iLevei Trus Joist pOINT LOADS - LEFT SPAN Base Values @Sa1u�L�d Load Number �pg Bending Stress: Fb = 2900 psi Fb' = 2875 psi uve Load 533 Ib Cd=1.00C1=0.98CF=1.01 DeadLoad 7251b Shear Stress: Fv = 290 psi Fv' = 290 psi Location 0 ft Cd=1.00 Modulus of Elasticity: E= 2000 ksi E' = 2000 ksi Comp. -�- to Grain: Fc --�- = 750 psi Fc - �-' = 750 psi Controlling Moment: -2040 ft-Ib Over left support of span 2(Center Span) Created by combining aIl dead loads and live loads on span(s} 1, 2 Controliing Shear: -1462 Ib 2.0 Ft from left support of span 1(Left Span} Created by combining all dead loads and live loads on span(s} 1, � Comparisons with required sections: Reo'd Provided Section Modulus: 8.52 in3 73.83 in3 Area (Shear): 7.56 in2 39.38 in2 Moment of Inertia (deflection): 31.51 in4 415.28 in4 Moment: -2040 ft-Ib 17690 ft-ib Shear: -14621b 76131b 'Y Project: PETER RESIDENCE Location: U04 Muiti-Loaded Mufti-Span Beam [2012 International Building Code(2005 NDS)J 5.51Nx10.51Nx6.OFT 24F-V4 - Visuaily Graded Western Species - Dry Use Section Adequate By: 36.3°/a Controlling Factor: Shear DEFLECTIONS n er Live Load 0.03 IN U2643 Dead Load 0.02 in Toial Load 0.04 IN ll1655 Live Load DeflecCbn Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A � Live Load 4683 Ib 1664 Ib �ead Load 2800 ib 988 Ib Total Load 7483 Ib 2652 Ib Bearing Length 2.09 in 0.74 in Span Length Un6raced Length-Top Unbraced Length-Bottom Live Load Duration Factor Camber Adj. Factor Camber Required Notch Depth 6 ft 1.33 k 6 ft 1.00 1 0.02 0.00 24F-V4 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 psi Fb cmpr = 1850 psi Cd=>.00 CI=1.00 Shear Stress: Fv = 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi Min. Mod. of Elasticity: E min = 930 ksi Comp. -�- to Grain: Fc - �- = 650 psi BS�Ild81� Control/ed by: Fb' = 2397 psi Fv' = 265 psi E' = 1800 ksi E min' = 930 ksi Fc - �-' = 650 psi Controlling Moment: 7237 ft-Ib 1.02 Ft from lett support of span 2(Center Span) Created by combining all dead loads and live loads on span(s) 2 ConVolling Shear: 7483 Ib At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: ReT'd Provided Section Modulus: 36.23 in3 101.06 in3 Area (Shear): 42.36 in2 57.75 in2 Moment of Inertia (deflecEion): 76.92 in4 530.58 in4 Moment: 7237 ft-Ib 20187 ft-Ib Shear: 74831b 102031b page �� Muhammad Attili � Attili Design & Engineering Inc. - ;,�., .` Tacoma, WA 98402 oi 702 Broadway Suite 103 StruCalc Version 8.0.112.0 11/30/2015 11:29:15 PM UNIFORM LOADS �enter Uniform Live Load 303 pif Uniform Dead Load 166 plf Beam Self Weight 13 plf Total Uniiorm Load 482 pif POINT LOADS - CENTER SPAPI Load Number �g Live Load 4529 Ib Dead Load 2717 Ib location 1 ft Proj�ct: PETER RESIDENCE �ge , Muhammad Attili Location: U05 .� Attili Design & Engineering Inc. Multi-Loaded Multi-Span Beam �:�, Tacoma, WA 98402 of [2012 International Building Code(2005 NDS)] 702 Broadway Suite 103 5.251Nx11.8751Nx14.5FT 2.OE Parailam - iLevel Trus Joist StruCalc Version 8.0.112.0 11/30/2015 11:29:15 PM Section Adequate By: 90.3% Controlling Factor: Deftection jZEFLECTIONS Cenier Live Load 0.25 IN U685 Dead Load 0.10 in 7otai Load 0.35 IN U491 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 HEACTIONS @ � Live Load 2545 Ib 2757 Ib Dead Load 1029 Ib 1083 Ib 7otal Load 3574 Ib 3840 Ib Bearing Length 0.91 in 0.98 in BEAM DATA Center Span Length 14.5 k Unbraced Length-Top 1.33 ft Unbraced Length-Bottom 14.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 305 pif Notch Depth 0.00 Uniform Dead load 111 pif MATERIAL PRdPERT1ES Beam Seif Weight 19 pif 2.OE Parallam • iLevel Trus Joist Total Uniform Load 435 plf Base Values Adjusted Bending Stress: Fb = 2900 psi Fb' = 2898 psi Cd=i.00 C1=1.00 CF=i.00 Shear Stress: Fv = 290 psi Fv' = 290 psi cd=r.00 Modulus of Elasticity: E= 2000 ksi E' = 2000 ksi Comp. -!- to Grain: Fc --�- = 750 psi Fc - �-' = 750 psi Controlling Moment: 13767 ft-Ib 7.39 Ft from left support of span 2(Center Span) Created by combining all dead loads and tive loads on span(s) 2 Controlling Shear: -3840 Ib 14.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Rea'd provided Section Modulus: 57 in3 123.39 in3 Area (Shear): 19.86 in2 62.34 in2 Moment of Inertia (deflection): 385.01 in4 732.62 in4 Moment: 13767 ft-Ib 29802 ft-Ib Shear. -38401b 120531b Load Number Lefit Live Load Left Dead Load Right Live Load Right Dead Laad Load Start Load End Load Length � 80 pif 20 plf 80 plf 2d pif 3.5 ft 14.5 fl 11 ft Project: PETER RESiDENCE Location: U06 Multi-Loaded Multi-Span Beam [20121nternational Building Code(2005 NDS)] 7.O IN x 11.875 1N x 20.0 FT 2.OE Parallam - iLevel Trus Joist Section Adequate By: 29.4°/a Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.52 IN U466 Dead load 0.22 in Total Load 0.74 IN U326 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 BEACTIONS A � Live Load 3023 Ib 1694 Ib Dead Load 1306 Ib 797 Ib Totai Load 4329 Ib 2491 Ib Bearing Length 0.82 in 0.47 in BEAM DATA Center Span Length 20 ft Unbraced Length-Top 1.33 ft Unbraced Length-Bottom 20 tt UNIFORM LOADS Center Live l.oad Duration Factor 1.00 Uniform Live Load 54 plf Notch De th 0.00 Uniform Dead Load 14 pif MATERIAL PROPERTIES Beam Self Weight 26 pif 2.OE Parallam - iLevel Trus Joist Total Uniform Load 94 pif �ase Values �S�jld�t� POINT L�ADS - CENTER SPAN Bending Stress: Fb = 2900 psi Fb' = 2901 psi Load Number Q�,g Cd=1.00 C1=1.00 CF=1.00 Live Load 2757 Ib Shear Stress: Fv = 290 psi Fv' = 290 psi Dead Load 1083 Ib Cd=1.00 Location 5.5 ft Modulus of Elasticity: E= 2000 ksi E' = 2(Y00 ksi Comp.1 to Grain: . . Pa9e Muhammad Attili Attili Design & Engineering InC. " ,,,,, - Tacoma, WA 98402 of 702 Broadway Suite 103 StruCalc Version 8.0.112.0 11/30/2015 11:29:15 PM Cantrolling Moment: Fc - �- = 750 psi Fc - �-' = 750 psi 22163 ft-Ib 5.6 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s} 2 Controlling Shear: 4329 Ib At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Rea'd Provided 91.69 in3 164.52 in3 22.39 in2 83.13 in2 754.69 in4 976.83 in4 22163 ft-Ib 39766 ft-Ib 43291b 16071 Ib Load Number Left Live load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Len�th One 80 plf 20 plf 80 pif 20 plf 3.5 ft 14.5 ft ii ft . Proj�ct: PETER RESIDENCE Location: U07 Combination Roof And Floor Beam [2012 International Building Code(2005 NDS)] 5251Nx11.8751Nx16.OFT 2.OE Parallam - iLevel Trus Joist Section Adequate By: 110.9% Controlling Factor: Deflection DEFLECTIONS Cemer Live Load 0.20 IN U954 Dead Load 0.18 in Tatal Load 0.38 IN ll506 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: 1J240 REACTIONS � � Live Load 1600 Ib 1600 Ib Dead Load 1416 ib 1416 ib Total Load 3016 Ib 3016 Ib Bearing Length 0.77 in 0.77 in Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth 16 ft 1.33 ft 0 :12 1.00 1.15 d.00 MATERIAL PROPERTIES 2.OE Parailam - iLevel Trus Joist Base Values Bending Stress: Fb = 2900 psi Fb' _ Cd=1.00 C1=i.00 CF=1.OG Shear Stress: Fv = 290 psi FJ = Cd=1.OQ Modulus of Elasticity: E= 2000 ksi E' _ Comp. -�- to Grain; Fc - �- = 750 psi Fc - Controlling Moment: 12U63 ft-Ib 8.0 ft from left support Created by combining all dead and live loads. Controliing Shear: 3016 Ib Atsupport. Created by combining all dead and live loads. Comparisons with required sections: $8q:d SeCtion Modulus: 49.95 in3 Area (Shear): 15.6 in2 Moment of Inertia (deflection): 347.37 in4 Moment: 12063 ft-Ib Shear: 3016 Ib gd'11�1� . 2898 psi 290 psi 2000 ksi 1` = 750 psi Provided 123.39 in3 62.34 in2 732.62 in4 298U2 it-Ib 12053 Ib Pe9e • � Muhammad Attili � Attili Design & Engineering Inc. _ y,, , E Tacoma, WA 98402 or 702 Broadway Suite 103 StruCalc Version 8.0.112.0 11/30/2015 11:29:15 PM Side 1 Roof Live Load RLL = 25 psf Roof Dead Load RDL = 15 psf Roof Tributary Width RTW = 0 ft ..• ._� , . Ftoor Live Load Floor Dead Load FfoorTributary Width Watl Load Side 1 FLL = 40 psf FDL = 10 psf FTVI! = 1.5 ft WALL = 90 Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: wL-roof = wD-roof = wL-floor = wD-floor = BSW = wL = wD = wT = wT-cont = Side 2 25 psf 15 psf 0 ft Side 2 40 psf 15 psf 3.5 ft 0 0 200 68 19 2d0 177 377 377 plf plf Pff plf plf pif pif pif � P�oject: PETER RESIDENCE Location: U08 Muiti-Loaded Multi-Span Beam [2012 International Building Code(2005 NQS)] 6.751Nx19.51Nx19.OFf 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 49.8% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.33 IN U691 Dead Load 0.15 in Total Load 0.48 IN U472 Live Load Deilection Criteria: U360 Total Load Deflection Criteria: U240 gEACT10NS @ $ Live Load 8762 Ib 8737 Ib Dead Load 4696 Ib 3594 Ib Total Load 13458 Ib 12331 ib Bearing length 3.07 in 2.81 in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Live Load Duration Factor Camber Adj. Factor Camber Required Notch Depth 19 ft 1.33 ft 19 ft 1.00 i O.i5 0.00 24F-V4 - Visually Graded Westem Species Base Values A�j�,'usted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2247 psi Cd=1.00 Ci= i.00 Cv=0.94 Shear Stress: Fv = 265 psi Fv' = 265 psi CcJ=1.OQ Modulus of Eiasticity: E= 1800 ksi E' = 1800 ksi Min. Mod. of Etasticity: E_min = 930 ksi E min' = 930 ksi Comp. �- to Grain: Fc - �- = 650 psi Fc -1' = 650 psi Controlling Moment: 53450 ft-Ib 9.31 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 13458 Ib At left suppoR of span 2{Cer�ter Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: $�q:d Provided Section Modulus: 285.51 in3 427.78 in3 Area (Shear): 76.18 in2 131.63 in2 Moment of Inertia (deflection): 2171.51 in4 4170.87 in4 Moment: 53450 ft-Ib 80085 ft-Ib Shear: 134581b 232541b page Muhammad Attili � Attili Design & Engineering Inc. -<;.,�.,° 1"acoma, WA 98402 of 7b2 Broadway Suite 103 StruCalc Version 8.0.112.0 11J30/2015 11:29:16 PM UNIFORM LOADS Center Uniform Live Load 320 pif Un'rform Dead Load 80 plf Beam Self Weight 29 pif Total Uniform Load 429 plf POINT LOADS - CENTER SPAN Load Number Q9g J�p�q Three �i Live Load 1600 Ib 1974 Ib 1021 ib 1974 �b Dead Load 1416 Ib 1185 Ib 612 Ib 1185 Ib Location 1.25 ft 5.25 ft 3.25 ft 13.5 ft Load Number Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length � 120 pif 30 plf 120 pif 30 pif 5ft 12ft 7ft Two 75 plf 45 plf 25 plf 45 pif Oft 19ft 19ft Three 680 pif 170 pif 680 plf 170 pif 14.5 ft 19ft 4.5 ft `roj�t: PETER RESIDENCE Location: U09 Combination Roof And Floor Beam [2012 International Building Code(2005 NDS)] 5.51Nx13.51Nx12.QFT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 57.2% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.19 IN U771 Dead Load 0.12 in Total Load 0.31 IN U462 Live Load Deflection Criieria: U360 Total Load Defiection Criteria: U240 AEACTIONS A � Live Load 4875 Ib 4875 Ib Dead Load 3256 ib 3256 Ib Total Load 8131 Ib 8131 Ib Bearing Lengih 2.27 in 2.27 in Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Raof Duration Factor Camber Adj. Factor Camber Required Notch Depth 12 ft 1.33 ft 4 :12 i .00 1.15 1 0.12 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Westem Species Base Values Bending Stress: Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1.15 CI=1.00 Shear Stress: Fv = 265 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi Comp. -1- to Grain: Fc -1= 650 psi Controlling Moment: 24394 ft-Ib 6.0 ft from left support Created by combining all dead and live loads. Controlling Sh�r: 8131 Ib atsupport. Created by combining ali dead and iive loads. page Muhammad Attili � Attili Design & Engineering Inc. Tacoma, WA 98402 of 702 Broadway Suite 103 StruCalc Version 8.0.112.0 11/30/2015 11:29:16 PM Side 1 Side 2 Roof Live Load RLl = 25 psf 25 psf Roof Dead Load RDL = 15 psf 15 psf Roof Tributary Width RTW = 20.5 ft 0 ft FLO�R LOADING i 1 i 2 Adjusted Floor Live Load FLL = 40 pst 40 psf Controiled by: Floor Dead Load FDL = 15 psf 15 psf Fb' = 2755 psi Floor Tributary Width FTW = 7.5 ft 0 ft Wali Load WALL= 90 pif Fv' = 305 psi E' = 1800 ksi E min' = 930 ksi Fc -1' = 650 psi Comparisons with required sections: Reo'd Provided Section Modulus: 106.26 in3 167.06 in3 Area (Shear): 40.02 in2 74.25 in2 Moment of Inertia (deflection}: 585.37 in4 1127.67 in4 Moment: 24394 ft-Ib 38352 ft-Ib Shear: 8131 Ib 150851b Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: wL-roof = wD-roof = wL-floor = wD-floor = BSW = wL = wD = wT = wT-cont = 513 324 300 113 i6 813 543 1355 1355 pff p►f plf plf plf plf plf plf -u Project: PETER RESIDENCE Location: U10 Combination Roof And Fioor Beam [20121nternational Building Code(2005 NDS)] 5.51Nx9.51Nx5.OFT #2 - Douglas-Fir-South - Dry Use Section Adequate By: 54.9% Controlling Factor: Moment DEFLEC,� Center Live Load 0.03 IN U2064 Dead Load 0.02 in Total Load 0.05 IN ll1243 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 iiEACTIONS A � Live Load 2031 Ib 2031 Ib Dead Load 1343 ib 1343 Ib Totai Load 3374 Ib 3374 Ib Bearing Length 1.18 in 1.18 in Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth 5 ft 1.33 ft 4 :12 1.00 1.15 0.00 MATERIAL PROP RE TIES #2 - Douglas-Fir-South Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp.1 to Grain: Base Values �,djusted Fb = 825 psi Fb' = 948 psi Cd=1. f 5 CI=1.00 CF=1.00 Fv = 165 psi FJ = 190 psi Cd=1.15 E= 1000 ksi E' = 1000 ksi E_min = 370 ksi E_min' = 370 ksi Fc - �- = 520 psi Fc -1' = 520 psi Controlling Moment: 4217 ft-Ib 2.5 ft from left support Created by combining ali dead and live loads. Controlling Shear: -3374 Ib Atsupport. Created by combining all dead and live Ioads. Comparisons with required sections: Rea'd Provided Section Modulus: 53.4 in3 82.73 in3 Area (Shear): 26.67 in2 52.25 in2 Moment of Inertia (deflection): 75.9 in4 392.96 in4 Momenf: 4217 ft-Ib 6533 ft-ib Shear: -33741b 66101b page Muhammad Attili � Attili Design & Engineering Inc. r.�E° Tacoma, WA 98402 of 702 Broadway Suite 103 StruCalc Version 8.0.112.0 11/30/2015 11:29:16 PM Side 1 Roof Live Load RLL = 25 psf Roof Dead Load RDL = 15 psf Roof Tributary Width RTW = 20.5 ft •�• •:� � Floor Live Load F�oor Dead Load Fioor Tributary Width Wall Load Side 1 FLL = 40 psf FDL = 15 psf FTW = 7.5 ft WALL = 90 Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: wL-roof = wD-roof = wL-floor = wD-floor = BSW = wL = wD = wT = wT-cont = Side 2 25 psf 15 psf 0 ft i 2 40 psf 15 psf 0 ft 513 324 300 113 fU 813 537 1350 1350 plf pif Pff p�f Pff pif plf plf :{ Proj�t: PETER RESIDENCE Location: U11 Combination Roof And Floor Beam [2012 International Buildir�g Code(2005 NDS)j 5.51Nx7.51Nx3.OFT #2 - Douglas-Fir-South - Ory Use Section Adequate By: 119.9% Controlling Factor: Moment DEFLECTIONS Cen r Live Load 0.01 IN U4702 Dead Load 0.01 in Total Load 0.01 IN U2835 Live Load Deftection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS g � Live Load 1219 Ib 1219 Ib Dead Load 802 Ib 802 Ib Total Load 2021 Ib 2021 Ib Bearing Length 0.71 in 0.71 in Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth 3 ft 1.33 ft 4 :12 1.00 1.15 d.00 MATERIAL PROPERTIES #2 - Douglas-Fir-Souih Bending Stress: Sheaz Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp.1- to Grain: Base Values � Fb = 675 psi Fb' = 776 psi Cd= i.15 Cl=1.Q0 CF-9.00 Fv = 165 psi Fv' = 190 psi Cd=1.15 E= 1000 ksi E' = 1000 ksi E_min = 370 ksi E min' = 370 ksi Fc --� = 520 psi Fc - l' = 520 psi Controliing Moment: 1516 fit-Ib 1.5 ft from left support Created by combining ail dead and live loads. ConVolling Shear: 2021 Ib Atsupport. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided Section Modulus: 23.45 in3 51.56 in3 Area (Shear): 15.98 in2 41.25 in2 Moment of Inertia {deflection): 16.37 in4 193.36 in4 Moment: 1516 ft-Ib 3333 ft-ib Shear: 20211b 52181b page Muhammad Attili Attili Design & Engineering Inc. ,� . 5 Tacoma, WA 98402 or 702 Broadway Suite 103 Side 1 Roof Live Load RLL = 25 psf Roof Dead Load RDL = 15 psf Roof Tributary Width RTW = 20.5 ft �i7i • • :.• ,_ , Floor Live load Floor Dead Load Floor Tributary Width Wail Load Side 1 FLL = 40 psf FDL = 15 psf FTW = 7.5 ft WALL= 90 Rooi Uniform Live Load: Roof Uniform Dead Load: Fioor Uniform Live Load: Floor Uniform Dead load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: vuL-roof = wD-roof = wL-floor = wD-floor = BSW = wL = wD = wT = wT-cont = Side 2 25 psf 15 psf 0 ft Side 2 40 psf 15 psf 0 ft 513 324 300 113 8 813 535 1347 1347 plf pIf plf plf pif pli plf plf .� Sim It � h ee Menuefs bads. TM 91ax 0.30. Th Please fi some val Program Size: wblor wi0 cetuEate heatlng loeds onty. ACCA procedures fa sizing 000Ang systems should be used to determMe cooling door pafion o11Ms cakulsta essumes the insielled glazing and door produtts have an erea weighted averega U-feda a w�etian reqWrements ere the minimum pppreSaipUve ema�nt6 5pedfled by the 2012 WSEC. �en d�ap-dovms and boxes that are a�caWe to yart prolect. AS you make sele�4lons in ihe dropErnms for each section, ated for you. tl you do not see the se ectlon you need in tfie drvpEown optlons, please catl the WSU Energy Exlenslon Pm ct In/ormatbn Contact Mformetion Kalen Peters New ResidenUt �m�d B�hbah IHB Archit![ts 122xz SOth Ave. 5. 253-/6&76% TukWili WA98178 Heating Sjrstem Type: To sea deteiled inshudions lar eech sedion, plsce ycwrwrsnrort fhe vroN 7nstniW'rnns : Desi n T� �''��"�"i� i Design 7cmpc�ature Difference (eT) 46 er= nam� (ro m�d - wmar o� romv Area of Bufldin on�dfit onedFlOor Arla b'�19'�a"`� Conditioned Fbor Area {sq ft) 589 Average CelqnO Nelght ConEitioned Volume E'm"�` � Average CeBing Height (fl) 9.6 24,854 Glazfttg and Door U�Fxtm X Area UA �• - ^—t+t 0.30 408 122.75 Slryllghts U.FacWr X Arca UA �c'�a'�^ 0.50 �0 — Insulation �� U�FaUor X Area UA �� R�49 0.026 1443 37.52 Sinple Rafter or Jolst Vauited Ceilinps � ��or X Area UA ta��a�C7 RJBVemed 0.000 �0 — Above Gwde Walls (see Figuro 1) � U�Factor X Area UA �""-��'' R-21IMermedfate —, 0.956 33 2 189.95 Ftoura Ufaetor X Area UA �'�'' P+° F�°°B �how �n°°"E'n'°^°d� 0.025 589 64.73 Babw Oreda Walls �tea Flpure 1) U-Fa�tar X Aree UA a�� M'� R-21 MMeAor 0.042 � � SIaO Be(ow Grade (see Flgure �) FFador X L_ _ englh UA trc..c�. dtI Pb Sao Bolov GrsMe � tlis orqect No sekction � — Slab on Grade (sea Figure 1) FFaetor X Le_.___� UA Ca-s.a-cnr, Noselectlon �� No Sreb m Grade M 6ie po�ea — Locatlon W Ducts �°'°�SO"` (t� Dud Leakage CoeftiGeM . Unmid�bneA SV°t° 1.15 Sum of UA 414.95 EnvelopeMeatLoad 19,0878tulHom �� 7, s+,�au�xer Alr Leakege Heat Load 12,348 Btu / Hou1 VdnroX o.ezaix.Ma +�*� ButldinQ Deaipn Heat Load 31,435 Btu / Hour � .W�eeYeye.EmebO.�WrLau e�n�i�Q.�ao�aHaatLoad ss,�sosa,�HW� WCs F unmudP6rnd�pme.' 9m o{@WM63� {ba! i,pa X 1.fU Geh i� aarl]bnetl epece.� Sm d&�i'fn011m lossX 1 Ma�cimum Heal EqufpmeM Output 50,611 6w / Hour BWYgaMDu1N'aflsvX/.Mb� wr1AMFrm�ce �.�a ma �+ser tnn x t.n e�r�an rNrm WORI6HEET NOTES" iHE OROPDOWN MENUS DO NOT WORK. THE OPTIONS AND VALUES AAE BELOW. FOR DESIGN TEMP, LOOR UP TME IN iHE CHART FROM THE IJNK PRDVIDED. Design Temp DlfferenceTypicall ls around 45. See ... Setected Gty SeatUe: SeaTac AP OutOoa Design 7emp for Selected Qty 24 Washington State Energy Code OirtDoor Deisgn Temp ChaKTable Cl Page 40 SeleQ R Value H19= ,02fi ll-Factor, R-38 Advanrcd =.026 U-Faonr R-38 VeMed =.027 U-Factw No Vauked Ccilings (n this project R-21 Irrtermedlate =.056 U-Factw R•30 =.029 U-factor, R-38 Advanced =.OIS U-Faaor No Floors above uncondltioned sDaces R-21 Itrtda' = A92 U�fac[or, R-10 ContlMous E�eAor =.064 U•Fa[Wr No helow grade walls in tMs Woject R-5 Thermal8reak at SIa6 Edge =.57 Uiactor No 6elow slah grade In thLt projec[ R-30Perlmcter=S40LLFactm, R-10Fullylnsulated=.360U-Fa¢or No slab on grade In this praJeR Cand(tioned Space =1.00 Duct 4akage Loeifident lln Wndilioned Space =1.10 Duct Leakage Coeffidert[ No Duccs Canvei HTuM� to Eleak KW: BW / 3113 14.8288 KVJH � HSDFRating=BiUH/3000%KWM 3.413 REVIEWED FOR CODE COMPLIANCE APPROVED Nov 2 2 zo�s 0 Ciiy of Tukwila BUlLDING DIVISION �IT� �;= �'t1i�1�►'BL� JUN 2 4 2016 PEF�I+�IT C�NTER �(� .[1] Using the drop-down, please select the city that is ctosest to your buitding site. (2] Using exterior measurements, enter the square footage of living space conditioned direct(y or indirectly. [3] Enter the average ceiling height from your buifding pfans. [4] Calculate and enter the total area of the glazing products (windows and doors} in the structure. Example: Window #1 area 10 ft2 Window #2 area 15 ft2 Total area 25 ft2 The glazing (window) portion of this calculator assumes the installed glazing products have an area weighted average U-factor of .30. [5] Calculate and enter the total area of the skyGghts in the structure. Example: Skylight #1 area 10 ft2 Skylight #2 area 15 ft2 Total area 25 ft2 The skyligMt portion of this calculator assumes the installed skylight products have an area weighted average U-factor of .30. [6] Using the drop-down, please select the R-value specified in your building plans for flat and/or scissor truss ceilings. Then, calculate and enter the area of the ceiling under attic insulated with the selected R-value. [7] Using the drop-down, please select the R-value specified in your building plans for vaulted ceilings. Then, calculate and enter the area of the vaulted ceiling insufated with the selected R-vafue. If there are no vaulted ceilings, select "No Vaulted Ceilings in this project. [8j Using the drop-down, please select the R-vatue specified in your buitding plans for the Above Grade Wafls. Then, calculate and enter the net above grade wall area. Net above grade wall area is the total above grade wall area minus the area of windows and doors. See Figure 1 for help understanding above and below grade. [9] Using the drop-down, please select the R-value specifed in your building plans for floors above conditioned and/or unconditioned spaces. Then, calculate and enter the floor area with the selected R-value. [9 0] Using the drop-down, please select the R-value specified in your building plans for the Below Grade Walls. Then, calculate and enter the net below grade wall area. Net below grade wall area is the total below grade wal! area minus the area of windows and doors. [11] Using the drop-down, ptease select the insulation status specified in your building plans for the Below Grade Watls. Then, cafculate and enter the linear feet of perimeter of the stab below grade. For example, if the basement floor is a 54' x 32' s(ab below grade, the linear perimeter wou(d be 9 72ft . 54'+54'+32'+32' = 172'. [12] Using the drop-down, please select the R-value specified in your building plans for siab on grade. Then, calculate and enter the linear feet of perimeter of the slab on grade. For example, if the living room is a 20' x 30' slab on grade, the linear perimeter would be 100ft. 20'+20'+30'+30'=100'. [13] Using the drop-down, please seiect whether the majority of ducts wii[ be installed in conditioned or unconditianed spaces. --If the majority of ducts will �e instatled in living areas, or if the heating system will be ducttess, select "Conditioned Space". --If the majority of ducts will be installed in unconditioned space, (for example, crawlspace or unconditioned basement}, select "Unconditioned Space". •[1] Width and Height. Enter the dimensions of the rough opening for each fenestration. (2] Exempt Fenestratior�: R402.3.3 Glazed Fenestration Exemption R402.3.4 Opaque Door Exemption [3] Ref. What is the source of information for the U-factor. Manufacturer name? WSEC glazing tables � [4] U-Factor: Provide NFRC #ested U-factor provided by the manufacturer, or by re#erence from WSEC Table R303.1.3(1) or R303.1.3(5) for windows, R303.1.3{4) for skylights and R303.1.3(2) for doors. [5] Qt. Quanti#y. [6] Width and Height. Enter the dimensions ofi the rough opening for each glazing product. [7] Component Description: Enter the manufacturer model number, and/or a description of the product. [8) Ref. What is the source of information for the U factor. tVlanufacturer name? WSEC glazing tabfes � [9) U-Factor: Provide NFRC tested U-factor provided by the manufacturer, or by reference from WSEC Table R303.1.3(1) or R303.1.3(5). [10] Qt. Quantity. [11] Width and Height. Enter the dimensions of the rough opening for each glazing product. [12] Component Description: Enter the manufacturer model number, and/or a description of the product. [13j Ref. Wha# is the source of information for the U-factor. Manufaciurer name? WSEC glazing tables ? [14] U-Factor: Provide NFRC tested U-factor provided by the manufacturer, or by reference from WSEC Table R303.1.3(4). [15] Qt. Quantity. Prescriptive Energy Code Compliance for Ail Climate Zones in Washingto Pr 'ect lnformafron Contact Information Kalen Pete� New ResidentaJ tmad �ahbah, iH� Arch�teds 122�t 50ih Ave. S. _ 253-4�8-7696 Tukwila VIIA 98� 78 This project will use Lhe requirements of the Prescriptive Path below and incorporate the the minimum values tisted. ln additlon, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applican� Authorized Representative All Ciimate Zones R-Valuea U-Factora Fenestrafion U-Factofi n/a 0.28 S i ht U-Factor n/a 0.50 Giazed Fenestration SHGCb,e n/a n/a Ceilin 49' 0.026 Wood Frame Wall ,k,l 21 int D.056 Mass Wail R-Vatuei 21/21h 0.056 Floor 30 0.029 Below Grade Wallc,k 10/15/21 int + TB 0.042 Slabd R-Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Date Each dwelling unit in one and two-family dwellings and townhouses, as defined in Section 101.2 of the Intemational Residentiat Code shatl comply with su�cient options from Table R406.2 so as to achieve tt�e following minimum number of credits: 1. Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with �ess than 3Q0 square feet of fenestration area. Additions to existing building that are less than 750 square feet of heated floor area. y� 2. Medium Dwelling Unit: 1.5 points All dwelling units that are not included in #1 or #3, including additions over 750 square feet. 3. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. Table R406.2 Summary 1a 1b 1c 2a 2b 2c 3a 3b 3c 3d Effiaent Building Envelope 1a _ Efficient Building Envelope 1b _ Efficient Building Envelope 1c Air Leakage Control and Efficient Ventilation 2a Air LBakage Control and Efficient Vendlation 2b Air Leakage Control and Efficient Venfilation 2c High Efficiency HVAC 3a _ High Effiaency HVAC 3b _ High Efficiency HVAC 3 _ High Efficiency HVAC 3d lii�h Effiaencv HVAC Distribution Svstem 5a Efficient Water Heatin 5b Efficient Water Heatin 6 Renewable Electric Energy Total Credits *Please refer to Table R406.2 for com 0.5 I *1200 kwh �.au For SI:1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the labet or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shali not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights. The SHGC column applies to ail glazed fenestration, Exception: Skylights may be exduded #rom glased fenestration SHGC requirements in Climate 2ones 1 through 3 where the SHGC #or such skylights daes nvt exceed 0.30. c"30/15/21.+TB" means R-10 continuous insulation on the euterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermat break between the slab and the basement wali at the interior of the basement wali. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulaEion on the interior or exterior of the home or R-13 cavity insu{ation at the interior of the basement wall, "TB" means thermal break between floor stab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine tone. f 8asement walt insulation is not required in warm-humid tocations as defined by Figure R301.1 and Tahie R301.1. g Reserved. h first value is cavity insulation, second is continuous insulation or insulated siding, so "13.+5" means R-13 cavity insufa#ion plus R-5 continuous insulation or insulated siding. !f structural sheathing covers 40 percent or tess of the exterior, continuous insulation R-value shall be permitted to be reduced by no more than R-3 in the locations where structurai sheathing is used to maintain a consistent total sheathing thickness. i The second R-value applies when more than half the insulation is on the interior of the mass wall. j For single rafter- ar joist-vaulted ceilings, the insulation may be reduced to R-38. k Int. (intermed�ate framingj denotes standard framing 16 inches on center with headers insu4ated w�th a minimum of R-iQ insulatian. 1 log and sulid timber wafls with a minimum average thickness of 3.5 incF�es are exempt from this insulation requirement. Tahle R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from r►aeasurement, caltulation or an approved source or as specified in Section R402.1.3. ' Window, Skylight and Door Schedule Pro'ect fnforma6on Contact Infom►afion Kalen Peters New Residental imad Bahbah, IHB Architects 122xx 50th Ave. S. 253-46&7696 - _ Tukwila,lNA 981i8 - Width Heig {1] [2] R 3 U-fa 4 5 Feet Inc Feet Inch Area UA Exempt Swinging Door (24 sq. ft, max.} 1 � 0.0 0.00 Exempt Glazed Fenestration (15 sq. ft, max.) � �_ � 0.0 0.00 Vertical Fenestration �ndows and doors) Component Descri tion R 8 U-fa 9 WINDOWS ENTRY SIDE LITE A 0.28 GREA�' ROOM ' B 0.28 KITCHENJDINING F 0.28 POWDER ROOM G 0.28 PLAY I200�i B 0.28 PLAY ROOM � 0.28 M�5TER BATHROOM J 0.28 MASTER BEDROOM B 0.28 BED ROOM2 K 0.28 BED ROOM3 K 0.28 BEDROOM4 L 0.28 BEDROOM4 ] 0,2g LAUNDRY J 0.28 HALL BATHROOM H 0.28 DOORS GARAGE DOOR 102 0.28 SLIDING GLASS DOOR 104 ENTRY DOOR 101 EXTERIOR DOOR 103 .-- - - - --� Overhead Giazing (Skytights) Component Width Heig [6j Feet !nc Feet tnch Sum of Vertical Fenesfration Area and UA Vertical Fenestration Area Weighted U= UA/Area Width Hei [11] 409.2 100.66 0.25 Descri tion 92 13 U-f 14 Feet 1nc Feet Inch Area UA � 0.0 O.OU I 0.0 0AD _ ___-- — --- — � , . 0.0 0.00 Sum of Overhead Glazing Area and UA 0.0 0.00 Overhead Glazing Area Weighfed U= UA/Area 0.00' Tota! Sum of Fenestration Area and UA (for heating system sizing catculatio �os.2 too.ss �♦ a s s o c i a t e d e a r t h s c i e n c e s i n c o r p o r a t e d Subsurface Exploration, Geologic Hazard, and Geotechnicol Fngineering Report R14U PROPERTV Tukwila, Washington Prepared For: STILLWATER C�NSULTING October 13, 2016 Project No. KE160442A . . ., �,=.... _. � .- �e =VIE111�D FOR �E COMPLIANCE �aE�PG�ON�D NOV 2 2 2016 City of Tukwila BUILDING DIVISION �OF�R�CT�01� ! T+R# � --__._...._ RECEIVED CITY OF TUKWILA OCT Z 7 2016 PERMIT CENTER ti �'� ,' � J � _ �� i �'��: c r : �:�1 L,Yt`,i�r') ��T+��f�s';., I�n�c:., UJ S'� 5i�in� �� ' - �� i�r��k��1., �� • ': a 33 �� (L�1'S) �:% '��1Qfi � ��'�Ji'� il '% 1 l 5�� a s s o c i a t e d earth scien�es i r� � t� r�; c, r�� t e�'� October 13, 2016 Project No. KE160442A Stillwater Consuiting Group 19655 1� Avenue South, Suite 204 Normandy Pa�k, Washington 98148 Atte�tion: Kalen Peters / Sarah Harkovich Subject: Subsurface Explora#ion, Geologic Hazard, and Geotechnical Engineering Report Rau Property 122XX SOth Avenue South Tukwila, Washington Oear Mr. Peters and Ms. Harkovich: We are pleased to present the enclosed copies of the above-referenced report. This report summarizes the results of our subsurface exploration, geologic hazard, and geotechnical engineering studies and offers recommendations for the design and development of the proposed project. Our recommendations are preliminary in that definite structure locations and construction detaiis have not been finalized ai the time ofi this report. We have enjoyed working with you on this study and are confident that the recommendations presented in this report will aid in the successful completion of your project. If you should have any questions, or if we can be of additional help to you, please do not hesitate to call. Sincerely, A5SOCIATED EARTH SCIENCES, INC. Kirkland, Washington Bruce L. Blyton, P.E. Senior Principal Engineer BLB/Id - KE160442A2 - Projects\20160442\KE�WP Kirkland Office � 911 Fifth Avenue � Kirkland, WA 98033 P � 425.827.7701 F� 425.827.5424 Everett Office � 2911 Y: Hewitt Avenue, Suite 2 � Everett, WA 98201 P � 425.259.0522 F � 425.827.5424 Tacoma Office � 1552 Commerce Street, Suite 102 � Tacoma, WA 98402 P � 253.722.2992 F � 253.722.2993 www.aesgeo.com ( ; i � t � SUBSURFACE EXPLORaTION, GEOLOGIC HAZARD, AMD Y GEOTECHNICAL ENGINEERING REPORT � � RAU PROPERTY � � a : Tukwi�a, Washington ; i E 'Prepared for: � Stiliwater Consulting Group 19655 15t /�venue South, Suite 204 � Normandy �ark, Washington 98148 �Prepared by: ssociated Earth Sciences, Inc. 9115th Avenue KirklancJ, Washington 98033 425-827-7701 Fax: 425-827-5424 f � � i V � { 0'r�tober 13, 2016 Project No. KE160442A i � I Subsurface Exploration, Geologic Hazard, and Rau Property Geotechnical Engineering Report Tukwila, Washington Project and Site Conditions I. PROJECT AND SITE CONOITIONS 1.0 INTRODUCTION This report presents the results of Associated Earth Sciences, Inc.'s (AESI's) subsurface exploration, geologic hazard, and geotechnica) engineering study for the proposed residence to be located at the 12200 block of 50th Avenue South in Tukwila, Washington (Figure 1). The approximate location of the exploration accomplished for this study is presented on the "Site and Exploration Plan," Figure 2. If any changes in the nature, design, or locations of the proposed improvements are planned, the conclusions and recommendations in this report should be reviewed and modified, or verified. The recommendations in this report are preliminary because grading plans and construction details were not finalized at the time of this report. Once development plans are substantially complete, the conclusions and recommendations in this report should be reviewed and modified, or verified, as appropriate. 1.1 Purpose and Scope The purpose of this study was to provide subsurface data and design recommendations for design and development of the subject project. This study included a review of available geologic literature, drilling one exploration boring, and performing geologic studies to assess the type, thickness, distribution, and physical properties of the subsurface sediments and shallow ground water conditions. Geologic studies were completed to identify geologic hazards associated with the site. Where warranted, geologic hazard mitigations are recommended. Geotechnical engineering studies were also conducted to recommend the type of suitable foundation, allowable foundation soil bearing pressure, anticipated foundation settlements, retaining wall lateral pressures, slab support recommendations, drainage considerations, and erosion mitigation recommendations. This report summarizes our current fieldwork and offers development recommendations based on our present understanding of the project. 1.2 Authorization Written authorization to proceed with this study was granted by Mr. Kalen Peters of Stillwater Consulting Group. Our study was accomplished in general accordance with our proposal dated August 15, 2016. This report has been prepared for the exclusive use of Stillwater Consulting Group and its agents for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally October 13, 201b ASSOCIATED EARTH SCtENCFS, INC. JPL/Id-KE160442A2-Projectsj20160442�KE�WP Page 1 Subsurface Exploration, Geologic Hazard, and Rau Property Geotechnical Enqineering Report Tukwila, Washington Project and Site Condrtions accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. No other warranty, express or implied, is made. 2.0 PROJECT AND SITE DESCRIPTION The subject site includes an existing 60'x100' vacant lot located at the 12200 block of 50th Avenue South in Tukwila, Washington (King County Parcel No. 0179001745). The site is flat-tying and vegetated with tall grasses, weeds and brush. The site is bordered by 50th Avenue South to the east and residential properties to the north, west, and south. Based on our discussions with you, we understand that the project includes the construction of a two-story single-family residence with an attached garage and associated access and utilities at the subject site. 3.0 SITE EXPLORATION The site exploration was completed on September 23, 2016, and consisted of one exploration boring and a geologic and geologic hazard reconnaissance to gain information about the site. The various types of materials and sediments encountered in the exploration, as well as the depths where characteristics of these materials changed, are indicated on the exploration boring log presented in the Appendix. The depths indicated on the log where conditions changed may represent gradational variations between sediment types in the field. If changes occurred between sample intervals in our boring, they were interpreted. The location of the exploration boring is shown on the "Site and Explaration Plan," Figure 2. The conclusions and recommendations presented in this report are based on the exploration boring completed for this study. The number, iocation, and depth of the exploration were completed within site and budgetary canstraints. Because of the nature of exploratory work below ground, extrapolation of subsurface conditions beyond our field exploration is necessary. It should be noted that differing subsurface conditions may sometimes be present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations beyond the field exploration may not become fully evident until construction. If variations are observed at that tirne, it may be necessary to re-evaluate specific recommendations in this report and make appropriate changes. 3.1 Exploration BorinQ The boring was completed on the property using a track-mounted dril{ rig advancing a 4.25-inch, inside-diameter, hollow-stem auger. During the drilling proce$s, samples were October 13, 2026 ASSOClATED EARTH SCIENCES, lNC. 1PL/Id-XE160442A2-Projects�20160442�KE�WP Page 2 Subsurface Exploratian, Geologic Hazard, and Rau Property Geotechnical Engineering Report Tukwila, Washington Project and Site Conditions obtained at generally 2.5- or 5-foot intervals. The boring was continuously observed and logged by an engineering geologist from our firm. The exploration lag presented in the Appendix is based on the field log, drilling action, and inspection of the samples secured. Disturbed but representative samples were obtained by using the Standard Penetration Test (SPT) procedure in accordance with American Society for Testing and Materials (ASTM) D-1586. This test and sampling method consists of driving a standard 2-inch, outside-diameter, split-barrel sampler a distance of 18 inches into the soil with a 140-pound hammer free-falling a distance of 30 inches. The number of blows for each 6-inch interval is recorded, and the number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance ("N") or blow count. If a total of 50 blows are recorded at or before the end of one 6-inch interval, the blow count is recorded as the number of blows for the corresponding number of inches of penetration. The resistance, or N-value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils. These values are plotted on the attached boring log. The samples obtained from the split-barrel sampler were classified in the field and representative portions placed in watertight containers. The samples were then transported to our laboratory for further visual classification and geotechnical laboratory testing, as necessary. 4.0 SUBSURFACE CONDITIONS Subsurface conditions at the project site were inferred from the field exploration accamplished for this study, visuat reconnaissance of the site, and review of selected applicable geologic literature. Subsurface conditions are summarized below beginning with the uppermost (youngest) sediments. 4.1 Strati�raphv Fil! Fill consisting of loose, slightly moist, light brown, very silty sand with some gravel was encountered in exploration boring EB-1 to approximately 3 feet below the ground surface. Fill thicknesses can vary over short distances and may be deeper than observed in our exploration, particularly in the vicinity of buried utilities and previously-graded areas. Due to their loose condition, the existing fill soils are not suitable for foundation support. October 13, 2016 ASSOCIATED fARTH SCIENCES, tNC. JPL/!d - KE160442A2 - Projects �20160M21 KE�WP Page 3 Subsurface Explorai-ion, Geologic Haaard, and Rau Property Geotechnical Engineering Report Tukwila, Washington Project and Site Conditions Quaternary Alluvium Sediments encountered in exploration boring EB-1 cansisted of interbedded fine to medium sand and silt with trace organics scattered throughout the soil column. We interpret these sediments to be representative of recent and older alluvium deposited in former channels of the GreenJDuwamish River. The alluvium extends beyond the depth of our exploration (56.5 feet below the ground surface). In general, the alluvium encountered in our exploration is loose to medium dense. Below roughly 15 feet at exploration boring EB-1, the alluvium is relatively more granular, and contains abundant, dark gray, likely volcanic-derived sand. We interpret these sediments to be representative of older volcanic lahar deposits subsequently reworked and deposited as alluvium. In general, the soil where moisture content is within the compactable range is considered suitable for reuse as structural fill. It should be noted that where soils are above their optimum moisture content for compaction, their reuse as structural fill during all but the driest times of the year will be difficult. Existing alluvial soil was observed to contain silt and is considered moisture-sensitive. With appropriate remedial treatment, the soil, where moisture content is within the compactable range, may be considered suitable for support of slabs-on- grade, hardscape, and paving. 4.2 Geolo�ic Mappin� Review of the regional geologic map titled Geologic Map of rhe Des Moines 7.5' Quadrangle, King County, Washington, dated 2004, prepared by D.B. Booth and H.H. Waldron, for the U.S. Geological Survey (USGS), indicates that the area af the subject site is underlain by alluvium (Qal). Our interpretation of the sediments encountered at the subject site is in general agreement with the regional geologic map. 4.3 Hvdrolo�y Ground water was observed at roughly 11 feet below the ground surface at exploration boring EB-1 at the time of drilling. Ground water conditions should be expected to vary due to changes in season, precipitation, on- and off-site land usage, and other factors. October 13, 2016 ASSOCIATED EARTH SCfENCES, INC. JPL/ld - KE760442A2 - Piojects�20160442�KE�WP Page 4 Subsurface Exploration, Geologic Hazard, and Rau Property Geotechnical Engineering Report Tukwila, Washington Geologic Hazards and Mitigations il. GEOLOGIC HAZARDS AND MITIGATIONS The following discussion of potential geologic hazards is based on the geologic, topographic, and shallow ground water conditions as observed and discussed herein. 5.0 SEISMIC HAZARDS AND MITIGATION Earthquakes occur in the Puget Lowland with great regularity. The vast majority of these events are small and are usually not felt by people. However, large earthquakes do occur, as evidenced by the 1949, 7.2-magnitude event; the 2001, 6.8-magnitude event; and the 1965, 6.5-magnitude event. The 1949 earthquake appears to have been the largest in this region during recorded history and was centered in the Olympia area. Evaluation of earthquake return rates indicates that an earthquake of the magnitude between 5.5 and 6.0 is likely within a given approximate 20-year period. Generally, there are four types of potential geologic hazards associated with large seismic events: 1) surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, and 4) ground motion. The potential for each of these hazards to adversely impact the proposed project is discussed below. 5.1 Surficial Ground Rupture The project site is located approximately 2 miles south of the Seattle Fault Zone. Recent studies by the USGS (Johnson et al., 1994, Origin and Evolution of the Seattle Fau/t and Seattle Basin, Washington, Geology, v. 22, p.71-74, and lohnson et al., 1999, Active Tectonics of the Seattle Fau/t and Central Puget Sound Washington-Implications for Earthquake Hazards, Geological Society of America Bulletin, July 1999, v. 111, n. 7, pp. 1042-1053) suggest that a northern trace of the east-west trending Seattle Fault {a thrust fault zone) may show evidence of surficial ground rupture. The recognition of the Seattle Fault is relatively new, and data pertaining to it are limited, with the studies still ongoing. According to the USGS studies, the latest movement of this fault was about 1,100 years ago when about 20 feet of surficiai displacement took place. This displacement can presently be seen in the form of raised, wave- cut beach terraces along Alki Point in West Seattle and Restoration Point at the south end of Bainbridge Island. The recurrence intervals for movement along this fault system are still unknown, although they are hypothesized to be in excess of several thousand years. Due to the suspected long recurrence intervals, the potential for surficial ground rupture is considered to be low during October 13, 2016 ASSOClATED EARTH SClENCES, lNC. JP[/!d - KE160442A2 - Projects�20160442�KE�WP Page 5 Subsurface Exploration, Geologic Hazard, and Rau Proper[y Geotechnical Engineering Report Tukwila, Washington Geologic Hdzards and Mitigations the expected life of the structure, and no mitigation efforts beyond cornplying with the current (2015) International Buiiding Code (IBC) are recommended. 5.2 Seismicallv Induced Landslides The risk of damage to the proposed project by seismically induced landsliding is low due to the lack of steep slopes in the project area. No mitigation of landslide hazards is warranted. S3 Liauefaction Liquefaction is a condition where loose, saturated, typically sandy sails lose shear strength when subjected to high-intensity cyclic loads, such as occur during earthquakes. The resulting reduction in strength can cause differential foundation settlements and slope failures. Loose, saturated, fine-grained sands that cannot dissipate the buildup of pore water pressure are the predominant type of sediments subject to liquefaction. A detailed liquefaction analysis was beyond the scope of this study. However, based on our previous experience, it is our opinion that some of the upper loose or saturated alluvial sediments (sand and silt) encountered within our exploration likely have the potential to liquefy during a seismic event. In addition to liquefaction settlement, the site soils are also subject to consolidation settlement under the new static structure loads (independent of seismic shaking). Therefore, we typically recommend that all structural elements be supported on pile foundations. However, if the owner can accept the risk of potential liquefaction- induced settfements, the new residence could be supported on a prepared crushed rock base, outlined in section "10.0 Foundations." 5.4 Ground Motion Structural design of the new residence should follow 2015 IBC standards using Site Class "F" as defined in Table 20.3-1 of American Society of Civil Engineers (ASCE) 7— Minimum Design Loads for 8uildings and Other Structures. 6.0 EROSION HAZARDS AND MITIGATION 6.1 Erosion Nazard Miti�ation To mitigate the erosion hazards and potential for off-site sediment transport, we would recommend the following: October 13, 2016 ASSOCfATED EARTH SClENCES, fNC. JPL/Id-KE160442A2-Projects�20260442�KfjWP Page 6 Subsurface Exploration, 6eologic Hazard, and Rau Property Geotechnical Engineering Report Tukwila, Washington Geofogic Hazards and Mitigations 3.. All temporary erosion and sediment control (TESCj measures for a given area to be graded or otherwise worked shouid be installed prior to any construction activity. 2. Construction access should be provided using rock-covered, temporary access driveways to limit tracking of sediment onto adjacent streets. 3. During the wetter months of the year, or when large storm events are predicted during the summer months, work areas should be stabiliaed so that if showers occur, the work area can receive the rainfall without excessive erosion or sediment transport. The required measures for an area to be "buttoned-up" will depend on the time of year and the duration the area wili be left unworked. During the winter months, areas that are to be left unworked for more than 2 days should be covered with plastic. During the summer months, stabilization will usually consist of seal-rolling the subgrade. 4. Disturbed areas should be revegetated or paved as soon as possible. Dutside of the growing season, the disturbed areas should be covered with mulch or pfastic sheeting. S. Surface runoff should be controlled during and following development. Uncontrolled discharge may promote erosion and sediment transport. Collected water should be directed to a City-approved storm drain system. 6. Soils that are to be reused around the site should be stored in such a manner as to reduce erosion from the stockpile. Protective measures may include, but are not limited to, covering with plastic sheeting. 7. Erosion control elements should be maintained and improved, as necessary, until permanent ground cover/pavement is completed. October 13, 2016 ASSOCIATED EARTH SCIENCFS, INC. !P!/!d - Kf160442A2 - Projec[sj201609�72�KE�WP Page 7 Subsurface Exploration, Geologic Hazard, and Rau Property Geotechnical Engineering Report Tukwila, Washington Design Recommendations I11. DESIGN RECOMMENDATIONS 7.0 IIVTRODUCTION The site contains some potential soil and foundation-oriented complications with respect to compressible soils, loose granular soils susceptible to liquefaction, and moisture- and disturbance-sensitive soils. The conclusions and recommendations in this report are based upon the assumption that the foundations and grading construction are observed by a geotechnical engineer or engineering geologist from our firm. Loose surficial fills or native soils should not be used to directly support planned foundations. As stated above, in addition to liquefaction settlement, the site soils are also subject to con5olidation settlement under the new static structure loads (independent of seismic shaking). Settlement risk can be fully mitigated by supporting all structure elements, including floor slabs, on pile foundations. Should a pipe pile foundation be selected for the new structure, we provide in this report design recommendations in Section "10.1 Pipe Pile Foundations." However, if the owner can accept the risk of potential liquefaction-induced settlements, the proposed residence could be supported on a prepared crushed rock base, outlined in section "10.0 Foundations." Foundations should be placed over compacted 2- to 4-inch crushed rock, placed over geotextile fabric, as outlined in Section "10.0 Foundations." Pavement or hardscaping support on existing soils is possible with some near-surface remedial improvements. Due to the possible presence of loose surficial soils, fiquefaction hazards, and/or consolidation settlement, some settlement of non-pile-supported structures and paved areas, however, is anticipated. Should a pipe pile foundation be selected, we recommend that accommodations be made to allow for differential settlement between the pile-supported areas and non-pile-supported areas. This may include extending deep foundation elements out beyond the perimeter of the residence to include surrounding improvements or hardscapes, or flexible connections of the utilities. 8.0 SITE PREPARATION Site preparation of planned structure or hardscape areas should include removal of all trees, brush, debris, existing fill, and any other deleterious material. Additionally, the upper organic topsoil should be removed and the remaining roots grubbed. The footprint of the proposed new residence should be excavated to approximately 2 feet below foundation subgrade October 13, 2016 ASSOCIATED EARTH SpENCES, INC. JPI,/Id-KE160442A2-PrajecLs�20160442�KE�WP Page 8 Subsurface Exploration, Geotogic Hazard, and Rau Property Geotechnica! Engineering Report Tukwila, Washington Design Recommendations elevation and at teast 3 feet outside the structure perimeter, or as directed by the soils engineer based on field conditions encountered during construction. Compacted 2- to 4-inch crushed rock, placed over geotextile fabric, would then be used to backfill to footing subgrade as outlined in Settion "10.0 Foundations." In our opinion, stable construction slopes should be the responsibility o# the contractor and should be determined during construction based on conditions encountered at that time. For estimating purposes, however, we anticipate that temporary, unsupported cut slopes in the site soils can be made at a maximum slope of 1.SH:1V (Horizontal:Vertical). Any temporary slopes higher than 4 vertical feet that are created as a result of construction and are to be steeper than 1.5H:1V should be shored. As is typical with earthwork operations, some sloughing and raveling may occur and cut slopes may have to be adjusted in the field. In addition, WISHAjOSHA regulations should be followed at all times. Permanent, unsupported cut or structural fill slopes should not exceed a gradient of 2H:1V. The native sediments encountered in our exploration contained a high percentage ot fine-grained material that makes them moisture-sensitive and subject to disturbance when wet. The contractor must use care during site preparation and excavation operations so that the underlying foundation soils are not softened. If disturbance occurs, the softened soils should be removed and the area brought to grade with structural fill. Depending on the prevailing weather, consideration should be given to protecting access and staging areas with an appropriate section of crushed rock or asphalt treated base (ATB). If crushed rock is considered for the access and staging areas, it should be underlain by engineering stabilization fabric to reduce the potential of fine-grained materials pumping up through the rock during wet weather and turning the area to mud. The fabric will also aid in supporting construction equipment, thus reducing the amount of crushed rock required. For construction access areas we recommend that at least 10 inches of rock be placed over the fabric. 9.Q STRUCTURAL FILL Structural fill will be necessary for backfill around foundations and utilities. Structural fill is defined as non-organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose lifts, with each lift being compacted to at least 95 percent of the modified Proctor maximum density using ASTM D-1557 as the standard. The on-site soils contained significant amounts of silt and are considered moisture-sensitive, and we expect that this material will be difficult to compact to structural fill specifications, particularly during and following wet weather. A select, import material consisting of a clean, October 13, 2016 ASSOClATED EARTH SpENCES, 1NC. JPL/td-KE260442A2-Piojects�201G0442�KE�WP Page 9 Subsurface Exploration, Geologic Hazard, and Rau Property Geotechnical Engineering Report Tukwila, Washington Design Recommendations free draining gravel and/or sand should be used during wet season grading or where drainage is required (wall backfill). Free-draining fill consists of non-organic soil with the amount of fine-grained material limited to S percent by weight when measured on the minus No. 4 sieve fraction. A representative from our firm should inspect the stripped subgrade and be present during placement of structural fiA to observe the work and perform a representative number of in-place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses and any problem areas may be corrected at that time. It is important to understand that taking random compaction tests on a part-time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing frequency. 10.0 FOUNDATIONS Spread footings may be used for structure support when founded on a prepared crushed rock base, but should be designed as a grid system with no isolated column footings to resist the potential effects of differential settlement due to liquefaction during a seismic event. As stated previously, the footprint of the proposed structure should be excavated at least 2 feet below proposed foundation subgrades. This depth is subject to modification based on the observed conditions during construction. This excavation should extend approximately 3 feet beyond the perimeter footings. A geotextile fabric, such as Amoco 2002, should then be placed in the bottom of the excavation. The fabric will reinforce the subgrade and prevent the fine-grained soils from pumping through into the crushed rock. The excavated area should then be brought to footing subgrade using 2- to 4-inch crushed rock. The rock should be placed in lifts, with each lift compacted with the excavator bucket. Spread footings may then be constructed atop the rock mat. • For footings placed on the reinforced rock mat described above, we recommend that an allowable bearing pressure of 2,000 pounds per square foot (psf) be used for design purposes, including both dead and live loads. An increase of one-third may be used for short-term wind or seismic loading. Footings should be buried at least 18 inches for frost protection. However, atl footings must be founded on the rock mat prepared as described above. It should be noted that the area bounded by lines extending downward at 1H:1V inclination from any footing must not intersect another footing or intersect a filled area which has not been compacted to at least 95 percent of ASTM D-1557. In addition, a 1.SH:1V line extending down fr�m any footing must not daylight because sloughing or raveling may eventually undermine the footing. Thus, footings should not be placed near the edge of steps or cuts in the bearing soils. October 13, 2016 ASSOCIATEO fARTH SpENCES, 1NC. JPL/Id - KE160442A2 - Projects�20160442�KE�WP Page 10 Subsurface Exploration, Geologic Hazard, and Rau Property Geotechnical Engineering Report Tukwila, Washington Design Recommendations Anticipated settiement of footings founded on the rock mat, constructed as described above, should be on the order of 1 inch. All footing areas should be observed by AE51 prior to and during placement of the 2- to 4-inch crushed rock to verify that the design bearing capacity of the soils has been attained and that construction conforms with the recommendations contained in this report. Such observations may be required by the governing municipality. Foundation drainage should be provided as discussed in Section "13.0 Drainage Considerations." 10.1 Pipe Pile Foundations Recomrnendations for pipe pile foundations, if setected, are included in this section. For preliminary estimating purposes, pile lengths significantly greater than the 56.5-foot depth of our exploration boring should be assumed. Actual pile lengths may differ significantly from the estimated range depending on local variations in soil conditions, pile size, and driving equipment used. Pile lengths can bes# be determined by driving a series of test piles. Pipe piles should consist of 3-, 4-, or 6-inch-diameter galvanized steel pipe, driven with a suitable hydraulic hammer to the refusaf criteria shown in Table 1. The following table provides required minimum hammer weights, refusal criteria, and allowable loads for pipe piles. Table 1 Pipe Pile Design Parameters Allowable Axial Pipe Minimum Hammer Refusa) Compressive Diameter Wafl Energy Criteria* Load** (inches) Thickness (foot-poundsj (seconds) (kips) 3 Schedule 40 400 25 10 4 Schedule 40 650 20 20 6 Schedule 40 1,5�0 15 30 • Ketusal Is aenned as less than 1 mch ot penetrat�on �n "'X"" secontls untler constant tlriving. #' Altowable load to be verified by load tests in accordance with American Society for Testing and Materro(s D-1143 "quick load test." Anticipated settlement of pile-supported foundations should be less than % inch. Pile installation must be observed by AESI to verify that the design bearing capacity of the piles has been attained and that construction conforms to the recommendations contained herein. The City of Tukwila may also require such inspections. Lateral resistance can be derived from passive soil resistance against the buried portion of the foundation (i.e., the grade beam) or from the installation of batter piles. A passive equivalent fluid of 200 pounds per cubic foot (pcf) can be used to account for lateral resistance. Lateral October 13, 2016 ASSOClATED EARTH SCIENCfS, 1NC. JPi/Id-KE160442A2-Projects�10160442�KE�WP Pege 11 Subsurface Exploration, Geologic Hazard, and Rau Property Geotechnica! Engrneering Report Tukwila, Washington Design Recommendations resistance for batter piles should be taken as the horizontal component of the axial pile load. Batter piles are typically installed at 1H:4V inclination. Pile lnspections The actual total length of each pile may be adjusted in the field based an required capacity and conditions encountered during driving. Since completion of the pile takes place below ground, the judgment and experience of the geotechnical engineer or their field representative must be used as a basis for determining the required penetration and acceptability of each pile. Consequently, use of the presented pile capacities in the design requires that the installation of all piles be observed by a qualified geotechnical engineer or engineering geo{ogist from our firm, who can interpret and collect the installation data and examine the contractor's operations. AESI, acting as the owner's field representative, would determine the required lengths of the piles and keep records of pertinent installation data. A final summary report would then be distributed following completion of pile installation. Load testing should be performed to verify that the design bearing capacity of the piles has been attained. Because of the variation in the soil types and their densities, we recommend that AESI monitor the load testing pragram. A common pile load testing program would consist of one or more 200-percent verification tests of the design bearing capacity of the pile in the soil. Verification test piles are usually loaded in 25-percent increments that are held for 2 minutes up to the final load of 200-percent design load. The 200-percent load is commonly held for 20 minutes and creep-measured. The load is then reduced by 25-percent increments to evaluate the effect of elasticity in the pile to overall displacement. 11.0 LATERAL WALL PRESSURES All backfill behind walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Horizontally backfilled walls which are free to yield laterally at least 0.1 percent of their height, may be designed using an equivalent fluid equal to 35 pcf. Fully restrained, horizontally backfilled rigid walls which cannot yield should be designed for an equivalent fluid of 50 pcf. If parking areas are adjacent to walts, a surcharge equivalent to 2 feet af soil should be added to the wall height in determining lateral design forces. In accordance with the 2015 iBC, retaining wall design should include seismic design parameters. Based on the site soils and assumed wall backfill materials, we recommend a seismic surcharge pressure in addition to the equivalent fluid pressures presented above. A rectangular pressure distribution of 5H and 10H psf (where H is the height of the wall in feet) October 13, 2016 ASSOCtATED EARTH SCIENCES, INC. IPL/Id-KE160442A2-Projectsj20160942�Kf►WP Page 12 Subsurface Exploration, Geologic Hazard, and Rau Property Geotechnical Engineering Report Tukwila, Washington Design Recommendations should be included in design for "active" and "at-rest" loading conditions, respectively. The resultant of the rectangular seismic surcharge should be applied at the midpoint of the walls. The lateral pressures presented above are based on the conditions of a uniform backfili consisting of imported sand and gravel compacted to 92 percent of ASTM D-1557. A higher degree of compaction is not recommended, as this will increase the pressure acting on the wal1. Surcharges from adjacent footings, heavy construction equipment, or sloping ground must be added to the above values. It is imperative that proper drainage be provided so that hydrostatic pressures do not develop against the walls. Footing drains should be provided for all retaining walls, as discussed under the "Drainage Considerations" section of this report. 11.1 Passive Resistance and Friction Factor Lateral loads can be resisted by friction between the foundation and the competent natural sediments or supporting structural fill soils, and/or by passive earth pressure acting on the buried portions of the foundations. The foundations must be backfilled with compacted structural fill to achieve the passive resistance provided below. We retommend the following allowable design parameters. • Passive equivalent fluid = 200 pcf • Coefficient of friction = 0.35 12.0 SLAB SUPPORT As discussed earlier in this report, existing site soils are considered to be settlement-prone, and floor slabs can be designed as structural slabs and supported on pile foundations to mitigate slab settlement. Where potential liquefaction-induced settlement can be tolerated, site soils can be used to support slabs-on-grade, sidewalks, or other similar structures contingent upon remedial preparation and understanding of uncertainties in settlement performance. Slabs, pavement, or segmented paving stones to be supported on grade should be supported on a 2-foot-thick s#ructural fill mat. All fill beneath slabs, paving stones or pavement must be compacted to at least 95 percent of ASTM D-1557. Interior slabs where control of moisture rnigration through the slab is needed should be cast atop a minimurn of 4 inches of cfean washed crushed rock or pea gravel to act as a capillary break. Areas of subgrade that are disturbed (loosenedj during construction should be compacted to a non-yielding condition prior to placement of capillary break material. It should also be protected from dampness by an impervious moisture barrier at least 10 mils thick. The impervious barrier should be placed between the capillary break material and the concrete slab. October 13, 2026 ASSOClATED EARTH SCIENCES, fNC. JPL/Id-KE160441A2-ProjeMs�20160442�KE�WP Page 13 Subsurface Exploration, Geologic Hazard, and Rau Property Geotechnical Engineering Report Tukwila, Washington Design Recommendations 13.0 DRAINAGE CONSIDERATIONS All retaining and perimeter footing walls should be provided with a drain at the footing elevation. The drains should consist of rigid, perforated, PVC pipe surrounded by washed pea gravel. The level of the perforations in the pipe should be set approximately 2 inches below the bottom of the footing, and the drains should be constructed with sufficient gradient to allow gravity discharge away from the building. All retaining walls should be lined with a minimum, 12-inch-thick, washed gravel btanket provided to within 1 foot of finish grade, and which ties into the footing drain. Surface runoff should not discharge into the footing drain system, but should be handled by a separate, rigid, tightline drain. Exterior grades adjacent to walls should be sloped downward away from the structures to achieve surface drainage. Final exterior grades should promote free and positive drainage away from the structures at all times. Water must not be allowed to pond or to collect adjacent to foundations. It is recommended that a gradient of at least 3 percent for a minimum distance of 10 feet from the structure perimeters be provided for unpaved areas. A minimum gradient of 1 percent should be provided for paved areas. Pavement subgrades should be crawned to provide drainage toward catch basins and pavement edges. 14.0 PROJECT DESIGN AND CQNS7RUCTION MONITORING The recommendations in this report are preliminary because grading plans and construction details were not finalized at the time of this report. We are available to provide additional geotechnical consultation as the project design develops and possibly changes from that upon which this report is based. If significant changes in grading are made, we recommend that AESI perform a geotechnical review of the plans prior to final design completion. In this way, our earthwork and foundation recommendations may be properly interpreted and implemented in the design. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the foundations depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of this current scope of work. If these services are desired, please let us know, and we will prepare a proposal. October 13, 2016 ASSOC/ATED EARTH SCIENCES, /NC. IPL/Id - KE260441A2 - Projects�20160442�KE�WP Page 14 Subsurface Explorat+on, Geologic Hazard, and Rau Property Geotechnica! Engineering Report Tukwila, Washington Design Recommendotions We have enjoyed working with you on this study and are confident that these recommendations will aid in the successfu! compietion of your project. If you should have any questions or require further assistance, please do not hesitate to call. Sincerely, AS50CIATED EARTH SCIENCES, INC. Kirkland, Washington Jeffrey P. Laub, L.G., L.E.G. Senior Project Engineering Geologist Attachments: Figure 1: Vicinity Map Figure 2: Site and Exploration Ptan Appendix: Exploration Log �-� � � = t_ a.' �•� .w _ ,. ,,.. ,. : �� . � � J,,,�-,,�`� � � ; y,.i, .� ,�:., �� ,,_ ti�. � .�E}x `� .� � �LI �! j��n ` � t��'i �' ^�^ J� -` \ �g /C�� `�� ' ``=,,.,, /� j `:� J �' 3//� Bruce L. Blyton, P.E. Senior Principal Engineer OCtober 13, 2016 ASSOGATED EARTH SCIENCES, 1NC. JVL/ld-KE260442A2-Projects\201b0442�KE�WP Page 15 *,Y '� .�Y y , ° t � . � q�. � y wa,stqs � .. '� az7 �s P � �+ .. ,. r��. ��T ^ I r ,� �{�a��y ��"�, � ° ", ' % ^.,��5 P��{ � ' ,�.;, � y �, c, L a.: «� � :. `" r . �r"t,+F4�� 6 � ` r� � W �+ b• � '� � �. �� _.. �� ' � `�.. � . ``�„'r �'.,""".w y S• ��* . ,s=. 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N : ��r'tt� �ri�r��;EYs cout�ty . � , � King Cpuniy � � � 0 1000 2000 r�b�zacou^ry —+ VICINITY MAP FEET i� A �nrnsouRCEsiREFEREr�cEs RAU PROPERTY a r�orE:B�nckaN�wHire TUKWILA, WASHINGTON USGS 2dK SERIES TOPOGRAPHIC MAPS REPRODUCTION OF THIS COIOR ` KING CO: STREETS, CITY LIMITS, PARCELS 2016 ORIO�NAL MAY REDUCE IiS � EFFECrivENEssnNo�Enoro PROJNO. DATE: FIGURE: o LOCATIOPJSANDDISTANCESSHOWNAREAPPROXIMATE INCORRECTiNTERPRETATION KE 160442A 10/16 1 817�JC1p i 75G 1(YmO� �_ - - 2p 0"._..-. ,�- +. �:*CT-fYRiK .. �f,,. .»..,.,....».....�.....e.�>.»........,.....».-...........��,.........�.-,......,__..r...... ` M�F� R5Gd3Vi A�Y '(�? C'sA4iA�`,E �F'�F.�A,�: �L. i�� '� �QQ' �t, ts" � p�.;t �..,. � . . .,.�. .. _ :.: _. . _�a � .... . . .. . . .. . _ . . .. _ . . . . . � _ .. � �� a � � � � � ...._ _ ._ _._ _. ._ � ._. _ _ _ .._. __ __ .... .m_ _. _ ._.. _ � ,._._v... �.� ;' � p:,� , ;,� QaoposE� � ?.�"��c""�'� � �; � i `i F j' I �r i ' ! ^ EB-1 � � �; � a � i ,� � � PROp45�D +i � � # 4, BED�03f,dk N�US6 � !.� � -�si��=iai�'s'd.'�,r" zfla �e. • sara � � 41'�" 41._d» � ��. d �; i.._.�....�.. #--��------_"--, _ � �._ .._. ��._.. .._ .._. _.. �, � _. __ .... __ --- _._ __ � � ,.._ �.�� ».� �� ______ �� i . . .._._ ---�. .. ..._._ w�. �. ,. r .. _ _ � � �. _W._.__ �. �, , _ . _ _ _. EL i8' �.�. ._. �..�., ...._, .�.�._......e.1�, � ..� .�..:.. �. .�_. _ :. _ _ �,a,_ Et,.18" �a V' a`' {i9 79tRJ1 �3� � LEGEND: � � ��3 EXPLORATIOIV BORWG N W +-' -�' - 's SITE SOUNDARY n N /i N LL N � �� 2� Q `r° FEET � d 0 a NOTE: BLACKANDWHITE � NOTE: LOCATION ANO DISTkNCES SHOWN ARE APPROXIMATE. REPROouCnoN OF rHis Co�oR BASE MAP REFERENCE: IHBARCHITECTS; PETERS-50TH OR�GINALMAYREDUCE �TS �N EFFECTiVENESS AND LEAD TO TUKWILA; 6(24/2OiFi; SHEETAI.Q INCORRECTIN7ERPRETATION. �°'" a s s o c i a t e d 8r%ith SG1�?IiC@S i n c t� r p �a r� t e d SITE AND EXPLORATION PLAN RAU PROPERTY TUKWILA, WASHINGTON rDATE: FIGURE: KE160442A I 10/16 2 APPENDIX � U a N < 0 � � � 0 g ° ° p� Weil-graded gravel and Terms Descr�bing Relative Density and Consistency LL ;°o°o GW gravelwith sand, (ittleto Densi SPT{2jbiows/foot �, �� no fineS Very Loose 0 to 4 � ro� o 0 0 0 0 o Coarse- Loose 4 to 10 Poorly-graded gravel Grained Soiis °° Medium Dense 1 Q to 30 � �� o 0 0 0 0 6P and ravel with sand, TeSt Symbols g Dense 30 to 50 o ° � ° °o ° o ° G = Grain Size 0 0 00°0° little to no fines Very Dense >50 N o z a o� o a {2 M= Moisture Content Z � o 0 0 0 o Consistency SPT �biowslfoot A= Atterberg Limits � �� Silty gravel and silty Very Soft 0 to 2 C= Chemical a • d, 0, 0 GM g�avel wiih sand Fine- Soft 2 to 4 DD = Dry Density � �, �� Gwained Soils Medium Stiff 4 to 8 K= Permeability :° �� o Stiff 8 to 15 � � � Clayey gravel and Very SCrff 15 to 30 o � � GC c i a y e y g r a v e l w i t h s a n d H a r d > 3 0 � � Component Definitions o � Well-graded sand and Descriptive Term Size Ranqe and Sieve Number ~ � gry sand with gravel, little Boulders Larfler than 12� � � '�'r:::�: o LL ;, :•:•: :•:• to no fines Cobbles 3" to 12` � �. � °� "''�'�' '� Gravel 3" to No. 4(4.75 mm) y � a� ; : .:::: _:-�-_ Poorly-graded sand 'o o� y� :. ..-: Coarse Gravel 3" to 3/4" cn c,� � -_ SP and sand with gravel, Fine Gravel 3/4" to No. 4(4.75 mm) a o v - little to no fines c m o -__ Sand No. 4(4.75 mm) to No. 200 (0.075 mm) � � z Coarse Sand No. 4(4.75 mm) to No. 10 (2.00 mm) � � Silty sand and Medium Sand No. 10 (2.00 mm) to No. 40 {0.425 mm) `� ° u, � � SM Sllty Sand with Fine Sand No. 40 (0.425 mm) to No. 200 (0.075 mm) t0 t0 N '. �' : ' v o a LL:. :: gravel Sitt and Clay Smaller than No. 200 (0.075 mm) � � �:. -: -� s� Clayey sand and �3� Estimated Percentage Moisture Content � = clayey sand with gravel Component Percentage by Weight Dry - Absence of moisture, Trace �5 dusry, dry to the touch Slightly Moist - Perceptible Silt, sandy silt, gravelly silt, moisture � o ML Silt with Sand Or gravel Some 5 to <12 Moist - Damp but no visibie � c � 7, ,� Modifier 12 to <30 water o `—° y Clay of low to medium (silty, sandy, graveliy} Very Maist - Water visibte but c� U N o �� C� plaStiCity; silty, sandy, or not free draining Z �— gravelly clay, lean Clay Very modifier 30 to <50 Wet - Visible free water, usually N � � (silty, sandy, gravelly) from below water table a � Q = Organic clay or silt of low Symbols m � = OL plasticity Blows/s° or Sam ler g __ P portion Of fi Cemeni groui o — TYpe / surface seal Elastic si t, ctayey silt, silt „ � i Sampler 1'ype a with miCaCeoUS or 2•0 OD �o eentonite Description a1H Split-Spoon a f4> seal � o diatomaceous fine sand or Sam ler �� y� P 3.0 OD Split-Spoon Sampler . _: Filter pack with o � o silt (SP�7 3.25" OD Split-Spoon Ring Sampler �q ; := blank casing �, � o Clay of high plasticity, •: secc;on � �� CN sandy or gravelly clay, fet Bulk sample 3.0" OD Thin-Wall Tube Sampler "= Screened casing � � J clay with sand or gravet �(including 5helby tube) := or i-ydrotlp � a Grab 5ample :- wltn Blter pack c N a� �%�%i OrganlC Clay or silt of o Portion not recovered E"� `� LL J i%;;%; aH medium to high �,� �i��i� Percentage by dry weight �4� Depth of ground water �i��i pldstlCity �z� (SP� Standard Penetration Test (ASTM D-1586) 1 ATD = At time of drilling �, � Peat, muCk 2nd Other (3) � Static water level (date) c N In General Accordance wlth = O�o pT highly organic Soils Siandard Practice for Description �51 Combined USCS symbols used for and Identification of Soils (ASTM D-2488) fines between 5% and 12°�G Classifications of soils in thls report are based on vlsuat field and/or laboratory observaUons, which include densfty/consfstency, moisture cond�fon, grain size, and plasticity estimates and should not be consWed io imply field or laboratory tesdng unless presented herein. Vsual-manual and/or laboratory classfication ; methods of ASTM D-2487 and D-2488 were used as an identification guide for the Unified Soil Classfication System. v T N � ♦ O �a'b,�y t� S S fl Ci � a I Q d -� � e a r t� s c i� n c e s EXPLORATION LOG KEY FIGURE A1 � +. , � S R C 0 :' �7 � ' � [ �' ,r_: a ""m' ��&«�x�� Ex IorationLo � a r t h s c i e n c� s Project Number E�toration Number Sheet �ncorv4satee KE160442A EB-1 1of2 Project Name Rau Property Ground Surface Elevation (ft) Location Seattle, WA Datum N/A Driller/Equipment Boretec / HSA w/ D95 Track Drill �ate staruF�n�sn �/2�/1 B,g/�3l1 R Hammer Weight/Drop 140# / 30�� Hole Diameter (in) 7 inCheS � fA U p O �� { N � 0. a� � m J� B'��. ��O�L i'� n S � � � � d � � � 0 T � U' (A a m pp t DESCRIPTION �� 0 20 30 40 ° Fiil � Loose, slightly moist, light brown, very sifty SAND, some grave► (SM). S-1 -----------QuatemaryAlluvium----------- 4 10 ( Stiff, slightly moist, light brownish orange, SILT, some sand, trace gravel; g stratffied; iron-obde staining (ML). 5 Loose, mast, light gray and light brownish orange, siity, fine SAND, ranges to 3 S-2 . very sandy SILT with sand being fine grained; stratified; iron-opde staining 3 � (SMlML). 4 �3 .:: � Medium dense and stiff, mast, light brownish gray, fine SAND, some silt and q � fine sandy SILT, sift intai�eds (< 1 inch thick); mostly fine sand in samplex; 6 11 slight iron-o�dde staining; interbedd� (SP-SM/ML). 6 � Q Loose and stiff, v moist to wet, li ht reddish ery g gray, fine SAND, trace to some �- � silt, rare sift interbeds (1) (< 1/2 inc� thidc}; stra�ed (SP-SM1ML). � 5 9 Wet at 11 feet and above sih interbed at -10.5 feet 4 � Medium dense, wet, reddish gray, fine SAND and fine to medium SAND, trace silt, rarely varies to some silt, some minor organics interbeds (< 1/4 inch thick); stratified (SP-SM). 15 - Water level ATD with bottom of boring at 15 feet is 12.5 feet and rising slowly. q S-5 ��- 5 �13 8 Driiler mix bentonite mud to counter any potential future heave. 20 � Medium dense, wet, reddsh gray and light brownish dive, fine to medum 7 �-- -�� SAND, trace silt, trace coarse sand, trace aganics (wood detritus), occasional 10 �2a � inte�eds of fine SAND, some silt, but mosUy fine to medium SAND, tracs sik; 12 strffiified (SP-SM). 25 Medium dense, wet, reddish gray, fine to medium SAND, trace silt, trace coarse g S-� �- sand; massive (SP). g 19 11 30 �� q�i�m dense, wet, reddish gray, fine SAND, ranging to fine to m�ium S�ND, g S-8 --. trace silt; interbedded (SP). 1p �22 - 12 3'' � Medium dense, wret, reddish gray, fine to medium SAND, trace silt, varying to g � S-9 ��. fine SAND, trace sift; interbedd�l (SP). 7 �14 N � R m a 0 U 0 "'] a � Sampler Type (ST): � m 2" OD Split Spoon 5ampler (SP� � No Recovery M- Moisture Logged by: FSM m m 3" OD Splft Spoon Sampler (D & M) � Ring Sample Q Water Level () Approved by_ �NS a p Q Shelby Tube Sample 1 Water Level at time of drilling (ATD) Grab Sam le m �&�4CE��d Ex IorationLo �,� e t h s c f� n c� s project Number E�loration Number Sheet €��"��'��°-�' KE160442A E&1 2of2 Project Name Rau Pro�erty Ground SurFace Elevation (ft) Location Seattle, WA Datum N/A Driller/Equipm�t Boretec / HSA w/ D95 Track Drill Date Start/Finish 9I��/�,9I�3�� Hammer WeighUDrop 140# / 30° Hole Diameter (in) 7 jq��s � M U � O>� N m = � t a � E m Q` � BIOWSIFOOt F�- � T� L� tn �' fl m m t DESCRIPTION �� 0 20 3o ao ° Medium dense and very stff, wet, gray, fine SAND, trace medium to coarse q S-'� �� sand, Vace sik, trace organics, arranged in thin (< 1/2 inch thick) interbeds 6 �1 (rare), also rare thin (< 1/2 inch thick) interbeds of SILT, trace sand; 10 stratified (SPlML). 45 � Medium dense, very moist to mast {?), gray, fine SAND, trace to sane silt, g S-11 -��. trace organics, disseminated throughout (rare), rare thin (<1/2 inch thick) sandy 7 �14 SILT interbed; stratified (SP-SM). 7 Sampl� overstuff�. 'Q � Medium sfiff and loose, moist to very moist, gray, SIIT, trace fine sand ranging 3 S"1 Z�--. to sandy, and fine SAND,trace to some silt (not common), Vace fine organics 2 �5 throughout; sand interbeds are very moist to wet; strat�ed (ML/SP-SM). 3 55 � Very soft to soft, wet (saturated), gray, SILT rang'�ng to dayey SILT, trace to z S'�3 some fine sand, rare thin interbeds of fiine SAND, some silt; stratified to 1�2 � massive CL-ML/SP-SM . 1 Bottom of e�loration boring at 56.5 feet 60 65 70 75 �o 0 N V m a 0 U � 7 a � Sam er T � pl ype (ST): � m 2" OD Split 3poon Sempla- (SP� � No Recovery M- Moisture L ed ogg by� FSM m m 3" Od Split S�on Sampler (D & M) � Ring Sample � Water Level () APP�'OVed � JNS �' � Grab Sample Q Shelby Tube Sample � Wat� Level at time of drilling (ATD} a ! Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D16-0179 Grantor: KALEN PETERS, an individual Grantee: CITY OF TUKWILA, a municipal corporation of King C�unty, Washington Work Location: Along 50`h Ave. South and adjacent to 12215 50`h Ave. South. Abbreviated Work Description: Work within the City Right-of-Way for driveway access, utilities, and undergrounding of power. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. t IN WTT,NESS WHEREOF, said individuals have caused this instrument to be executed this � day of M Gto^�. �, , 201�.� �� ° Property Owner / Grantor �►�� t� �'Javi s STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that Kalen Peters is the person who appeared before me, and said individual acknowledged that they signed this instrument and acknowledged it to be their free and voluntary act for the uses and purposes mentioned in this instrument. �� ` E�L E �� i►i� ,� � G�`,,.,��,�u,,,� A� �/� = Q'?��5g10NF�A��/ �� = � �p�?pTA,pt �'p �''. i � :o m, ; � =� � . .. �'% � % ��'�i� A(Jg �,�G I 2 ' ��j� y>,'�,,� 7z,09,20,; �� = / ��u��..��'' — /�� ; W�,SN\�.``__ t�� N �� ,�►�r r�. �� ►� � .. . � Washington, residing at for�he S ate �/l.9✓lll/ V U+ My commission expires: ��" I o � DATED this � day of �C�L , 2017 GRANTEE: CITY of TU WILA By: � Print Name: Its: Bob Giberson Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF K1NG ) On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. LAURlE A. WERLE NOTARY PUBLIC STAT� OF WASHiNGTON CQMMISSION EXPIRES MAY 29� 2018 �.�;r��, C�C-C��C Name: �L�L!/t � ,��2�'(� � NOTARY PUBLIC, in and for the State of _� Washington, residing at ��-�.- �i�'i, � My commission expires: Dz'a-�l' �� 2/1/2018 . City of Tukwila DepaYtment of Community Development HAROLD FRENCH 21620 84 AVE S- SUITE 200 KENT, WA 98032 RE: Permit No. D 16-0179 PETERS RESIDENCE 12215 50 AVE S Dear Permit Holder: Allan Ekberg, Mayor Jack P�ce, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 3/20/2018. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedute for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 3/20/2018, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, �� Rachelle Ripley � Permit Technician FileNo: Dl6-0179 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwita Department of Community Devefopment - Jack Pace, Director December 20, 2016 Kalen Peters Stillwater Homes LLC 19655 First Ave S- 5uite 204 Normandy Park, WA 98198 RE: Request for Application Extension #1 Permit Number D16-0179 Dear Applicant, Allan Ekberg, Mayor This letter is in response to your written request for an extension to Application Number D16-0179. The Building Official,.Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through June 24, 2017. . If you should have any questions, please contact our office at (206) 431-3670. Sincerely, � � Bill Rambo Permit Technician File: Permit No. Dl6-0179 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 � 206-433-1800 • Website: TukwilaWA.gov R�quest f� �'xtensi � # d i Current Expiration Date: �� r0 Extension Request: � Approved for ��d days ❑ Denied (provide explanation) Signattire/Initials __��/ I PERM[T EXTEIVS[ON REQUEST December 12th, 2016 City of 'hzkwila C/O Building Official 6300 Southcenter Blvd, Ste. 100 Tukwila, WA 98188 This letter is to request an extension of permit #D16-0179 for a single period of 180 days. This permit is for single family residence building permit located at 12?.15 50t�� Ave S, Tukwila, WA 98178, Tax id# 017900-1745. In making this request, I hereby certify that the above permit has not expired. I understand that if my extension request is accepted for the single-family residence building permit, my new expiration date would then be June 24th, 2017. If you have any questions or need any additional information, please contact me via , phone or email. All contact information is listed below. Sincerely Your alea �eters Owner/Builder Licensee # Sti11H*845DC Exp. 03/ 16/2018 � StilIwater Homes, LLC (d.b.a. Stillwater Consulting Group, LLC) 1.9655 151 Ave S, Ste. 204 Normandy Park, WA 98198 Cell: 206-941-6582 Ema.il: kalenrn�stillwaternw.com RECEIVED CITY Off TUKWILA DEC t 3 2016 PERMIT C�A1�ER [Type here] 19655 15t Ave S, Ste. 204 — Normandy f'ark, WA 98148 / � �iM. f ' .= FJ �[t.. , �`� t '/ _ �� i :Y� r �.'i �f �,�� F' I.. � � .. . . ... ��lf'�%�'��r�C�l_ 1 � �� Jrll";f,'L��/'�'t:�t�,•'' I,�f�'�3�'Lc��'j'r'`'Ii �T� November 09. 20 6 I HAROLD FRENCH 21620 84 AVES - SLTITE 200 KENT. WA 9803 RE: Correc�tion Letter# 2 COMBOSFR Permit AlplicatinnNumher D16-0179 PETERS RESIDENCE -12215 50 AVE S Deaz, HAROLD FRENCH, l :l .'I. .r � _ i � i �� r.`,Sr T'�°TZe�r� l,� �t �C'fie.:r_ This letter is to inform you of conections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments PLANNING D;ARTMENT: Lindsay Brown at (206)-433-7166 if you have yuestions regarding these comments. • Revise pitch of the pitch of the 1 a` floor eaves over the garage. rear patio. and side of the house to reflect the 5:12 pitch of the house roof. Comment: Please see sheets A3.1, A4. l, A4.2, A5.1, A6.1 and A6.2 for lower roof pitch change. Please address the comments above in an itemized format with applicable revised plans.specifications, and/or other documentation. The City requires that two 2 sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. ln order to better expedite your resubmittal, a`Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for Yourconvenience. Corrections/revisions nuust be made in person.and will not be accented.through the mail or by a messenger service. If you have any questions, I Can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No D16-0179 RECEIVED CITY OF TUKWILA �o� � � 20��i �ERIVli�1' CEtJ'fEf� City of Tukwila Allan Ekberg, Mayor Department of Comtnunity Development Jack Pace, Director November 09, 2016 HAROLD FRENCH 21620 84 AVE S- SUITE 200 KENT, WA 98032 RE: Correction Letter # 2 COMBOSFR Permit Application Number D16-0179 PETERS RESIDENCE - 12215 50 AVE S Dear HAROLD FRENCH, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected o� your drawings. I have enclosed comments from the following departments: PLANNING DEPARTMENT: Lindsay Brown at (206)-433-7166 if you have questions regarding these comments. • Revise the pitch of the 1 st floor eaves over the garage, rear patio, and side of the house to reflect �he 5:12 pitch of the house roof. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two 2 sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in nerson and will not be accepted through the mail or by a messenQer service. If you have any questions, I can be reached at 206-431-3655. Sincerely, ,� �� i , �ti . Bill Rambo Permit Technician File No. D16-0179 6300 Southcen.ter Boulevard Suite #100 • Tukwila Washin,eton 98188 � Phone 206-431-3670 � Fax 206-431-3665 11/1/2016 HAROLD FRENCH 21620 84 AVE S KENT, WA 98032 City of Tukwila Allan Ekberg, Mayor Department of Community Development Jack Pace, Director RE: Permit Application No. D16-0179 PETERS RESIDENCE 12215 50 AVE S Dear HAROLD FRENCH, In reviewing our current application files, i[ appears that your permit applied for on 6/24/2016, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Unifo�rm Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of COMMENTS OUT and is due to expire om 12/24/2016. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the daie of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, � , ..-��v "" Bil] Rambo Permit Technician File No: D16-0179 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 r . ,`► City of Tukwila Department of 7uh� 18, 2016 HAROLD FRENCH 21 G20 84 AVES KENT, WA 98032 G7� ity Development Correcrion Letter# I � COMBOSTR Permit Application Nurnber D16-0179 PETERS RESIDENCE - 12215 50 AVE S i Dear FIAROLD FRENCH, RECEIVED CITY OF TUKWILA, OC� 2 � 2��6 �PERMIT CENTER AClan Ekberg, Muyor Jack Paee, Director C��R� fTION �i R # ,--- This letter is to inform you of con-eclions that must addtessed before your development pernvt can be approved_ All eonection requests from each deparle�ient rnust be addressed at the same time and retlected vn your clrawings. I have enciosed comments from the following departments: BUILDING DEPARTMEN'I': AIlen Johannessen at 206-433-7163 if you have questions regarding these comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. s'rze 11 a 17 to maximum size of 24x36: all sheets shall be the same size. Ne�v revised plan sheefs shall be the same size sheets as those previously submitted.) (If appticable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signalure of the licensee(s) who prepared or who had direct snpervision over the preparation of the work, and date of signature. Specificalions that are prepared by or under the direct supenision of a licensee shall contain the seal/stamp, signature of the licensee aud the date of signature. If the "speci�cacions" prepared by a licensee are a portion of a bound specification document that contains specif cations other than that of an en�ineering or land surveying nature, the licensee need only sealJstamp fhat portion or portions o}'the documents far which the licensee is responsible ." It shall not be required to have each page of "spec�cations "(calculations) to be stamped and signed ; Front page only �vill be sufficient. (WAC I 96-23-010 & 196-23-020) Rasponse: All Sh�ets on permif set are stamped by architect. (BUILDING REVIEW NOTES) 1. On the site plan, provide a plan detail that shows a fo�ting drain or a crawl s�ace water-discharbe system. The detail shall specit'y dimensions for a dischargc trench or whcre the clischarge pipe shall terminate to an approved discharge facility. Roof drains and fooring drains shall tight line separately away from the building to an approved discharge system or facility. The intent is thatground waterwill not accumulate in the crawl space. In either case top of foundation or finish grade at the builciing perimeter shall be elevated to ensure proper cirainage away from Uuilding to a storm water drainage faeiliiy. (IItC R401.3, R405.1, R408.6) Response: VI[ater Disoharge Detaii has been added to Sheet A1.0 Site Pian. Discharge pipe for footing wilt drain to a dryweli lacatad at th$ NW corner oi property. Roof drains �vitl continue to drain to infiitra#ion trenches. 2. Please provide soils evaluation report of this site soils by a registered geotechnical en� izeer. Evaluation shall include the determined loaci-bearing �alues o the site soils for footing design requirements and shall specify recommended method for fooking drainage/disUursement and/or discharge system sizang. Confiim st�uchirat engineering is consistent with the soiis evaluation report. Show benchmark elevation marks for the site and show finishfloor elevalion in relation to benchmak elevations. This is to verif} height of'the lot shatl be gt�aded to drain surface water away from foundatiou ��alls . The grade shaii fall a minimum of 6 iuches within the first 10 feet. (IRC R401.3 & R401.4) 6300 Southcenter Boulevard Suite #100 • 7ukwila Washington 98188 • Phone 206-431-3670 • Fax 20�431-366� Response: A saiis �valuatian Report has besn inct�aded with Revision Set. Site Plan has been revised to show �rade slaping away from building 6" f�rthe first 10'-0" (Ty�. ali sides). Building eievatians have aiso besn revEsed to sharn► Fin�shed Floar (18.6') in relation to �ataal grade b�nchmarks and stoped grade added to theedge af the building. 3. Provide notes in the door schedule or on the plan garage door to t3�e residence to be a solid core door v��ith a self.- closing device aud weather sealed. (IRC R302.�.1) Response: Note added ta garage door on p(an. Se� Revised Sheet A2.i t 1�` Ftoor Plan. 4. Identify on the plan or �vindo�v schedule all windo�vs that require safety gIazing. Respense: Noted added to windows requiring safet� giazing. See Revised Sheet A2.1115t Floor Plan And Window Schedule. 5. Revise plan to show the roof to be a minimum 5/12 pitch Response: R�af has been revised to match minimum 5112 pitch. See Fi�vised She�ts A3.1 Roof Rlan, A4.1 ! A4.2 Elevations. PLANNING DEPARTMENT: LAURA BENJAMIN at (206)433-7166 if you have questi�ns regarding these comments. � i. As listed in TMC 1 R.10.060, front decks or porches shall be set back a mn�imwn of 15 feet from the front property line. The proposed porch is14 feet from the front property line. Response; Front porch has been revised. Porch tras besn moved �' to the west and now has a mini►num 45' setback from the pr�perty line. 2. As listed in TMC 18.55.050(5); a new single - family home must have a minunum roof pitch of 5:12. The plans show a roof pitch of 4:12. Response: Roef has been revised to match minirrpum 5l12 pitch. See Revised Sheets A3.1 Root Plan, A4.1 ! R4.2 Elevations. Please address the comments above in an itemized for at wifh applicable revised plans, specifications, and/or other documentation. The City requires that huo 2 sets of revised plan pages, specifications and/or other documentation be resubmitted witih the appropriate revision block. In order to better expedite your resubmittal, a'RetiYsion Submittal Sheet' must accompany every resubniittal. I ha�•e enclosed one for yaur aom�enience. Cvrrections/revision must be made in person and will no t be accepted tlu-ough the mail or bv a messenaerservice . i If��ou have any questions_. I can be reached at 206-431- 36 55. Sincerelv. � �� Bill Rambo Permit Technician File No. Di6-p 179 6300 Southcenter Boulevard Suite # JO t? • Tzekwila Waslz in�ton 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Allan Ekberg, Mayor Department of Community Development Jack Pace, Director July l8, 2016 HAROLD FRENCH 21620 84 AVE S KENT, WA 98032 RE: Correction Letter # 1 COMBOSFR Permit Application Number D16-0179 PETERS RESIDENCE - 12215 50 AVE S Dear HAROLD FRENCH, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size l 1x17 to maximum size of 24x36; all sheets shall be the same size. New revised p]an sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient. (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. On the site plan, provide a plan detail that shows a footing drain or a crawl space water-discharge system. The detail shall specify dimensions for a discharge trench or where the discharge pipe shall terminate to an approved discharge facility. Roof drains and footing drains shall tight line separately away from the building to an approved discharge system or facility. The intent is that groundwater will not accumulate in the crawl space. In either case top of foundation or finish grade at the building perimeter shall be elevated to ensure proper drainage away from building to a storm water drainage facility. (IRC R4013, R405.1, R408.6) 2. Please provide soils evaluation report of this site soils by a registered geotechnical engineer. Evaluation shall include the determined load-bearing values of the site soils for footing design requirements and shall specify recommended method for footing drainage/disbursement and/or discharge system sizing. Confirm structural engineering is consistent with the soils evaluation report. Show benchmark elevation marks for the site and show finish floor elevation in relation to benchmark elevations. This is to verify height of the lot shall be graded to drain surface water away from foundation walls. The grade shall fall a minimum of 6 inches within the first 10 feet. (IRC R401.3 & R401.4) 3. Provide notes in the door schedule or on the plan, garage door to the residence to be a solid core door with a self- closing device and weather sealed. (IRC R302.5.1) 4. Identify on the plan or window schedule all windows that require safety glazing. 5. Revise plan to show the roof to be a minimum 5/12 pitch. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 � Phone 206-431-3670 � Fax 206-431-3665 PLANNING DEPARTMENT: i.JRA BENJAMIN at (206)433-7166 if you hu..; questions regarding these comments. 1. As listed in TMC 18.10.060, front decks or porches shall be set back a minimum of 15 feet from the front property line. The proposed porch is 14 feet from the front property line. 2. As listed in TMC 18.55.050(5), a new single-family home must have a minimum roof pitch of 5:12. The plans show a roof pitch of 4:12. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two 2 sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accented through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, '' ` � �� .! Bill Rambo Permit Technician File No. D16-0179 6300 Southcenter Boulevaf-d Suite #100 • Tukwila Washington 98188 � Pho�ie 206-431-3670 • Fax 206-431-3665 ?ER�IT �O�RD C0�`� PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0179 DATE: 11/14/16 PROJECT NAME: PETERS RES�DENCE SITE ADDRESS: 12215 50TH AVE S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 2 Revision # after Permit Issued DEPARTMENTS: Building Division ��' �, Fire Prevention �� - ►e��c� ❑ Planning Division � Public Works ❑ Structural � Permit Coordinator � PRELIMINARY REVIEW: � DaTE: 11/15/16 Not Applicable ❑ Structural Review Required � (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DaTE: 12/13/16 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied � (ie: Zoning Issues) DATE: Permit Center Dse Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: i zn sizn� s . f�ERMIT �� J ��. PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0179 PROJECT NAME: PETERS RESIDENCE SITE ADDRESS: 12215 50 AVE S Original Plan Submittal X Response to Correction Letter # 1 DEPARTMENTS: ./�� . �� "��° Building Division � Fire Prevention DATE: 11/07/16 Revision # before Permit Issued Revision # after Permit Issued �-.N g �4 rt1� � � `�`�/ ❑ Planning Division � Public Works � Structural � Permit Coordinator � PRELIMINARY REVIEW: � DATE: 11/OS/16 Not Applicable � � Structural Review Required � (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DaTE: 12/06/16 Approved ❑ Approved with Conditions ❑ Corrections Required � (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied � (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: �� v4 Departments issued corrections: Bldg ❑ Fire ❑ Ping � PW ❑ Staff Initials: ] 2/] 8/2013 �'ERMIT CDORD GOPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0179 PROJECT NAME: PETERS RESIDENCE SITE ADDRESS: 12215 50 AVE S X Original Plan Submittal Response to Correction Letter #, DEPARTMENTS: � �,�,� (�.�i� !t, Bui}�tlin Division g � �� ,,�� , . � 1 DATE: 06/24/16 Revision # Revision # � ,/�t�tl C �—�l3'!� Fire Prevention � before Permit Issued after Permit Issued � �y� �,.�.�c� Planning Division � ublic Works Structural � Pei-mit Coordinator � PRELIMINARY REVIEW: DATE: OC)�ZS�iC) Not Applicable ❑ (no approval/revietiv reguired) REVIEWER'S INITIALS: Structural Review Required � DATE: APPROVALS OR CORRECTIONS: DUE DATE: 07�26�16 Approved � Approved with Conditions � Corrections Required ❑ (corrections entei°ed in Reviews) REVIEWER'S INITIALS: Denied � (ie: Zoning Issues) DATE: Permit Cejller Use Only CORRECTION LETTER MAILED: �",�� Departments issued corrections: Bldg � Fire ❑ Ping� PW ❑ Staff Initials: 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http:l;'�a�r.TukwiiaVti'A «�av REVISION SUBMITTAL Revision submittals �zust be subn:itted in person at the Permit Ce,�ter. Revisions will not be accepted through the mail, fax, etc. Date: C�— � �'� to Plan Check/Permit Number: � �%� d 1 7� ❑ Response to Incomplete Letter # � � ■ Response to Correction Letter # � Revision # after Permit is Issued � ision re uested by a' ilding Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: " � T Project Address:_� 2 2 � S �� 1/ _ 5. Contact Person: f� ��2 S Phone Number: � oS 3��o %� ''.��` Summary of Revision: r� ��C�T fi��TS --�0� !I Ec t' ,C O tvr /2 1� c� 0/- h�T' T C�f. - _ S %� S l� PP T S A 3 . I . /�l �.1, �4 �!, Z-, � S, ( � (�,1 �iC/ �—.� �, 2 CITY' OF T KW�L�, PERMIT CENTER Sheet Namber{s): /� 3, ( . � G/� � , � y, 2 , f� � � r, � (p , � � � � � Z "Cloud" or highlight ull ar as af revision including date of revision Received at the City of Tukwila Permit Center by: ""' �'" ❑ Entered in TRAKiT on W:1Penntt CenterlTemplateslFormslRevlsion Submittal For�ndoc Rcvisnl: Auvust 2015 :� . City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: hitp://wurn�.ci.tarkwila.wa.us REVISION SUBMITTAL Re�isivir saGsni.tFals must be subn�itied i;z persost at tliE �ersnit Ce�tter. RBVISIOiiS TV1II 3tOI I7E QCCi'.Jiii;ll ijtl'Otl�'il the mail, fax, etc. Date: �0 0�� o Plan ChecWPermit Number: D 16-0179 ❑ Response to Incomplete Letter # � Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Peters Residence R�CEIVED CITY OF TUKWILA ocT z� � Zo�s PERMCf CENTER Project Address: 12215 50 Ave S Contact Person: ��(3t�(� �C�i- Phone Number: �53• �D�d• �� Sa::�:r.:ry� �fRe:�is:o7: .hl�. C�R�fiCt�o1.IS' �IAV� '�r��l �t`�R�.SS'�D �aR ��RS ��Si��•lc� _ �ssv� �v / ��—h TRa��c�� S ��i 2��Lv�, S�ac� r�r«,t �1l�i��t'I��i'� f� �Ro�.'t- �F-C� �S S�EN l�.Jv�� . '�a�r �cTc�-4 �-�AS _ .-. , _ _ _ .-, _ . � _ 1 .. , Sheet Number(s): ��-.o. �a- i , ,�a. � , ��. i , ��-. � . ��: d "Cloud" or Itighligl:t all areas of revision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on \applications\fomis-applications on lineUevision submittal Created: 8-13-2004 Revised: of re,vision �� !�f'/ Kil. Residential Sewer Use C�rtification �� (� �� KingCounty Sewage Treatment Capat� ty Charge Department of Natural Resources and Parks Wastewater Treatment Division • To be completed for all new sewer connections, re- connections, or change of use of existing connections. • This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect. Please Print or Type l� �x� 3`t� �- �'..� S Property Street Address ' I �1 ��i L�`s-� �'I!!� �� f `7�� City State ZIP ��-L�l1r� i�-�=��. Owner's Name r �l z��`� � .S� �..�,=%, .� . Owner's Mailing Address !v` fJ�? r`�A-t�f i��r" �� ,�- �l",i'�� City �State� ZIP �� Cta C�._.... � .� .�i��-- Owner's Phone Number (with Area Code) � �-�� .� �� --- % � �� .�.. Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): Name Street Address City St3te ZIP Residential Customer �PI ase check appropriate box: Equivalent (RCE) Single-family (free standing, detached only) 1.0 Multi-Family (any shared walls): ❑ Duplex (0.8 RCE per unit) O 3-Plex (0.8 RCE per unit) O 4-Plex (0.8 RCE per unit) For King County Use Only Account # No. of RCEs Monthly Rate � �= r�; p �.h- Sewer District Uate of Sewer Connection Side Sewer Permit Number Required: Property Tax Parcel Number Subdivision Name Lot Number Building Name Subdivision Number Block Number Please report any demolitions of pre-existing building on this property. Credit for a demolition may be given under some circumstances. Demolition of pre-existing building? ❑ Yes ❑ No 1.6 Was building on Sanitary Sewer? O Yes ❑ No 2.4 Was Sewer connecte� before 2/1/90? ❑ Yes ❑ No 3.2 Sewer disconnect date: C7 5 or more (0.64 RCE per unit) � Type of building demolished? No. of Units x 0.64 = Request to apply dem�lition credit to �i�l��f��gs? O Mobile home space (1.0 RCE per space) � O Yes ❑ No ��"�"}( �}� '�'(j��[[�,p� No. of Spaces x 1.0 = If Multi-family, will units be sold individually? ❑ Yes I� No ,�UN ��{ ZO�s If yes, will this property have a Homeowner's Association? O Yes ❑ No Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewage facitlities shall be[s�j��(��apa��e�ga, The amount of the charge is established annually by the Metropolitan King County Council as a rate per month per residential custom'�T o'�'S i erTtT C s atin€r� equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206-477-5533. I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of corrected data for cjetermination of a revised capacity charge. Signature of Date � �r��l� � � Print Name of Owner/Representative ��?t-f f%,S lGt`tt"� 1057 (Rev. 10/14) White — King County Yellow — Local Sewer Agency Pink — Sewer Customer .p,:o:M � Stillwater Homes 1Nasiington State Departartent c�f Labor & �ndus�ries� Stillwater Homes Owner or tradesperson Principais Peters, Kalen Kyle, PARTNER/MEMBER Doing business as Stillwater Homes WA UBI No. 603 366 796 Parent company Stillwater Consulting Grp LLC License Home Fspaiiol Contact. Safety & Health Claims 8� lnsurance 77837 1st Ave S PMB 101 NORMANDY PARK, WA 98748 206-914-6582 KING County Business type Limited Liability Company Page 1 of 2 Search L&I � A-7 Index I-telp My I..Scl Workplace Rights Trades & Licensing Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. .................................................... Meets current requirements. License specialties GENERAL License no. STIILH*845DC Effective — expiration 03/0312016— 03/03/2018 Bond Wesco Insurance Co Bond account no. 46WB073186 Received by L&i 03/03/2016 Insurance .............. Associated Industries Ins Co I Poiicy no. AES1037536 Received by L&I 03/03/2016 $12,000.00 Effective date 03/021207 6 Expiration date Until Canceled $1,000,000.00 Effective date 02/23/2076 Expiration date 02/23/2017 Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I fax debts are recorded for this contractor Iicense during the prevfous 6 year period, ut some e ts may be recorded by other agencies. License Violations ......................................... No license violations during the previous 6 year period. 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" a wa��ia�,+.. �i` � �: ` .. ��t`. �,��' �� ,� � �� , _..�� j � � ' w � ___ � , �._ ��` REVISIONS No chang�s sh�tl be m^.dn to thp scap� of �rar!< Nrithot�� prio� 2npro'��a� �f Tu<<vvila B�ildin� Di��i: !�r� NQTE: R�visions will requirQ a n�',v R}�:n submitta� and may inciude additionai plan revi ;vr f�� .� � �� ,;�'r:��i: �=��;;;"��iT �`��^��'��,r�:^� �=t�f�: .��.��a�;� �(L"��itzRiCal ,�EI��„IC�I � tumbing � �s Piping Cl�: f G'f I �iG�.'Jli� zlci'-r'�"' ; CiV`(.^�I�N � 1. All work shall be in accordance with 2012 IRC and 2012 WSEC 2. All electrical work is under separate permit and shall be in accordance with 2012 IEC and state requirements. 3. All dimensions are to face of stud, UNO. 4. AIl exterior walls are 2x6 @ 16" oc w/ R-21 batt. 5. All interior walls are 2x4 @ 16" oc., unless noted othenvise 6. A111umber in contact with concrete shall be treated or grade shall be treated. 7. Fire Sprinkled throughout per NFPA 13D, under separate pern►it. � �� `�� & �m /' Plan r��i�t� ��►r��l is sub}ec# to �r�rs �nd omi�sion�. 1�«;�3��D��e�i CF� �?,�'.,;:"it�;;3 f'��Zz<<:�31�`� C�� Ei�i �?�ii�;?:l�,� t�'f� �,�tt5�£'.��4 : �,; ,.... • . ,. � e n��,.pbt�.�t� r �..� �.r �'�.'..`:Z:�'r • �" .,..} t_ r...... �,-�L �fi ��r�v�d �s�id � �y �nd ��;�ui��►:� cv ��r�:��:;:�;;��: �y; ��_--�1 , Date: �, /1 a� 1,.. � ��k �o! `�- Gaiy o� 7u�ila .. �� r�� . ENERGY CODE NOTES This residential unit shall com I with the 51-11R WA p y C, 2012 WSEC with State Amendments. The followin item shall a I to i 'e . F r s th s ro ct o entire list of 9 pp Y P 1 ene code ins eciion re uirements see 2012 W L WSEC S G E FAMILY r9Y P 4 � COMPLIANCE CHECKLIST. ENVELOPE COMPLIANCE PAT H All relevant envelope and fenestration elements of project shall comply w/ table below per 2012 WSEC. SFPI3LE FA�flLY /UdD DtlPLEXES Gi,A21htG MA%: 960FFLOOR Urd�rtdtatl LLFACf� .30 vERricu IIFACTdR-0eerhe�d .50 (Sky{IgMs� DOOR U�VALUE .20 CEILIMUS: WITH ATTICH R-49 VAULTED•gee R� � wALts: ABOVE �RA�E R-211NT' se�.ow cwwE IN'1'ERIOR R-21 TB" Or RI(31D R-15 E%TERIOR R-10 FLQOR: R-3D SIAB ON ORAQE: R-10 ' Itrt�rtrte�lte9e ftamEtp-IZ�10 hCulaEBtl It08tleta •• t�s Tne,n,� ere� t�„�a 2-valua. are.far wooa trart,e aasembrrea onty . EXHAUST FANS Intermittent /Continuous Kitchen fan 100 CFM / 25 CFM Bathroom fan 65 CFM ! 20 CFM Laundry fan 65 CFM / 20 CFM WHOLE HOUSE FAN Whole house fan - Continuous Operation ONLY 90 CFM (2-4 bedrooms, <3000 SF) Whole house fan must be minimum Sone rating of 1.0 or lower. and must be labeled "VUhole House Ventilation" and must be listed and labeled "for continuous use". AiIECHANICAL Provide blower door and duct testing certificate from testing agency showing test results. Building leakage maximum =.00030. Duct leakage per calculated value on checklist. Provide programmable T-stat wl 5-2 schedule. AIR BARRIERS Provide caulk/sealant at ail joints, transitions in materials and penetrations of envelope. Window and door air leakage measures shali be met as follows: Exteriorjoints sealed, caulked, gasketed orweathetstripped. Standard air leakage is complete and installed in the following: 1) between sole plate/subfloors 2) wiring/plumbing/duct register penetrations 3) rim joists/mud siils (heated lower floors) 4) partition stud penetrations 5) around window/door frames LIGHTING 75% or more of all light fixtures must be high e�cacy (lumen/watt ratio) - flourescent, screw in ok. Indoor lighting shall be 50% compact flourescent (pin or screw) or T-S lamps or smallec All flourescent tubes must be T-8 or smaller. Outdoor fixtures attached to building must be pin-based flourescent OR provide motion sensor and photo-cell daylight controL INSULATED HEADERS / BEAMS Provide rigid R-10 insulaiion in exterior headers where cavity occurs. Construction of home must comply with the following energy credit requirements: EFFIGENT BUILDING ENVELOPE 1a: Increase Fenestration U-factor to : U.= 0.28 Floor insulation shall be R-38 Conc slab shall have R-10 at perimeter and under entire slab AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2a: Reduce the tested air leakage to 4.0 air changes per hour maximum and whole house ventifatlon requirements as determined by Section M1507.3 of the Intemational Residential Code shall be met with a high efficiency fan (maximum 0.35 watts/cfm), not interlocked with the fumace fan ventilation systems. EFFICIENT WATER HEATING 5a: Electric water heater shall have a minimum EF of 0.93. and all showerhead and kitchen sink faucets installed in the house shall be rated at 1.75 GPM or less. All other lavatory faucets shall be rated at 1.0 GPM or less. - 'l,��a � ;� r= r � •+ � i`Ifi.il _i, 'a . R �'� ,y ,, y � „�, c . �f��l'i�, iid��:t)�"'+ �' t�y:it2�r3�t�;: Stiilwater Development Group LLC IHB Architects Contact: Kalen Peters Contact: Imad Bahbah 1 Av 19655. st e S. 21620 84 h Ave. t S. Normand Park WA 98148 Ste. 200 Y 1 Kent WA 98032 206 9146582 � ( ) (253) 468-7696 GENERAL A0.0 COVER SHEET / GENERAL NOTES A1.0 SITE PLAN RES{DEN7IAL A2.1 1 ST FLOOR PLAN A2.2 2ND FLOOR PLAN A3.1 ROOF PLAN A4.1 EXTERIOR ELEVATIONS - NORTH / EAST A4.2 EXTERIOR ELEVATfONS - SOUTH ! WEST A5.1 BUILDING SECTIONS A5.2 BUILDING SECTIONS A6.1 WALL SECTIONS A6.2 WALL SECTIONS A6.3 STAIR SECTIONS & DETAILS A7.0 DETAILS S1A GENERALNOTES S1.1 FOUNDATION PLAN AND 1ST FLOOR FRAMING PLAN S1.2 2ND FLOOR FRAMING AND ROOF FRAMING PLAN S2.0 SHEAR WALL PLANS S3.0 STRUCTURAL DETAILS S3.1 SHEAR WALL DETAILS S3.2 STRUCTURAL DETAILS PROJECT DESCRIPTtON New 4 Bedroom house with 2 floors. AREAS EXISTING PROPOSED NO EXISTING STRUCTURES ROOM S.F. Main 1st Floor ................1,115 2nd Floor ........................1,474 Total heated ...................2,589 Garaqe ..............................498 Tota I ................................3, 087 RESIDENCE & PROJECT ADDRESS 122XX 50th Ave. S. Tukwila, WA 98178 JURISDICTION: TUKWILA, WA COUNTY: KING COUNTY, WA ZONE: LDR - RESIDENTIAL PARCEL: 0179001745 SITE AREA: 6,000 s.f. TOTAL ACRES: .14 acres LEGAL DESCRIPTION: ALLENTOWN ADD, Plat Block: 8, Plat Lot: 37-38 PROPERTY ALLOWABLES PROPERTY INFO FROM KING COUNTY CODE 21A.12.030 FRONT YARD 10'-0" FRONT GARAGE 20'-0" SIDE YARDS 5'-0" Min REAR YARD 5'-0" COVERAGE ALLOWED 70% MAX HEIGHT 35' �,:',a�itll`a� PROJECT �ocA-rio�v _.,;f, H� �� (� � � .�n i;. � `;;. _ '•��, z. � � �� : ..�'r : i53.u. . . . , - �� :Y 4.i� . . }� � p Q3 �� . .�. 't � =�� RECEI' " - ' ` �` C17Y OF Tt -�� :�, _. .� .. �„ _ �1.� �. �,.:�r.�,, OCT � 7 �:�: PERNIIT CE � "�'',L'J�:1N=aIsT��1'�� ^�_C¢f..l'� . �S a i..r.;'1 �_` . . iZ1�ir'i : .yii'. � � � ��.� % � .'j- � �11� , ,,zt� "`i - . . ; : V��WED FO ?� COMPLIA� 6`�ifr 1� �io V � V NQV 2 2 2�16 �;y: ��;:�,:�-. � ��ify +�� Tu� _. •� �,'� �� a•�� ILpi�lG DI LTR# �� z�� ,�� ;��,i � �� v��,�� , ��3��{ ��1�4l1Sgk ��,Y�� ' � �� 3iX <k�:� �� r � t�a ��n � �, , E �, ARCHIT�CTS 21620 84th Ave. S. Ste. 200 Kent, WA 98032 (253) 468-7696 www. ihbarchitects.com The drawings and plans set forth on this set as instrument of service are, and shall remain, the property of IHB Architects. Use of this drawing is limited to a specified project for persons named hereon. And for a construction of one building. Any use or reuse of said drawings is strictly prohibited without written nermission of IHB Architects � � 0 0 rn ti 0 O Z J W U � d revisions: Ciry Review Oct. 27 . Comments 2016 TE JUNE 24, 2016 bY� HF ed by: IHB .� • 'Y � e u� :. �" F`' L �� I�ve�' ou�1�t ,, t� rw •• � � a a rx � `� ,�° vtt �� + h °:+, n '� - _ , � � �i V �, y n ta �� <.., „ �' d 1,�. �' l ." ,1 �.1 t� - - . i1 t', a� � �, � _ ,,� v[ya c. r��.�� C �' ' � a °,' y •�L N 4i h k� �" A at,n � �*�;y a �..� ___. _. � U y „ e. �' 2 fC! t* ;'J �.,,. c t; y� ° a J �} � � ^ — �.,,_„�,—� G t��irt � �,�, � ,,.� , , �.�y ;� _ t_ «► .�.�i, �. j} , r� C -- .: ` �}f!f'� (11(}G �� -,' v� h{' ,,'�w `4 t� t C' -�� . �i o t��''n�,,s4�fd• '� �'r.� P�. TO��i�� 13�:r �� Pr��„4� xC �a , �v �r � ��.� a " u . _�� 1'i.°- -��3' �.'�"��tLd iC�C�: ', L� n{; °.1�� 4 �'�^r�l,�Ci`i rT 6��aft�'� �o � o'� 'r't °ta q �1� .� n vc �l t+ r,� r� �.:'='' �;� � n ct n° S a �, n u xF a a�: l�------- _"«�' n�irt ---ti Basic Dis ersion Trench �ection , A1.1 N.T.S. Proposed Site Plan � Drainage Plan SCALE: 1" = 10' r i }. t 1 '�E � - f . i �.. �.. r � ,� � r � ■� � i � � � ' � � i , t� I a j � � ttirlin. 2�1� C?K rnr�� : "�`fO�sS �t�,� ��` - , , r �Frw .rw�..-. .r.r ^..^�.+� '.fliW �.� .�fr'tt�•�t�t�t V��tated �� ' " ^F��v�rpa�h,5+egrr�et�t .-r; � �. J . . : ,�:�.�.��.�.�.: t . .,�,.,�„�n,.�4 ,,. ,. �, ,..�.n.t.r..�..-.n.t`�.r �.i�.r�� „f.�.....K.n..�;r.� • � w...w.�.�.,:.�f:_�r,n.�.�,�; s.;�.��.�..�s ' ' . � / . r / ' / � � Dis ersion Trench At Drivewa 2 A1.1 N.T.S. ��r,��s� �t�'� �X'.�� wn �� . �r--" ��`�.��i'1 {'� �� t;:�: f� 4�� ;�.�=y� �� _ � S lash Block Detail 3 A1.1 N.T.S. � � � ■��■ NOTE: ALL DOWNSPOUTS SERVE LESS THAN 700 SF OR ROOF AREA. SEE ROOF DRAINAGE CALCS ON A/6.0 ROOF DOWNSPOUT — 0'-0" FIN. FLR. 2x6 TREATED SILL W/ — A.B. @ 32" O.C. SLOPE GRADE •� �ROM BUILDING � � �4 ��i�� 4" DIA. PERF. FND� DRAIN C�NT. TO DRAIN SYSTEM, TYP. WRAP DRAIN ROCK W/ FILTER FABRIC, TYP. io _ PEA GRAVEL, TYP. � WALL PER FLOOR PLANS FLOOR SYSTEM PER PLAN #4 CONT. � AT TOP c.W� ca #4 DOWELS � � @ 24" O.C. � � U c .� 12x6 AT 1-STORY �., 15x6 AT 2-STORY #4 CONT. R-38 INSULATION 6 MIL VAPOR BARRIER Typical Water-Discharge Detail 4 A1.1 SCALE: 1" = 1'-0" �_ _ Owner Kalen Peters Contact: Kalen Peters 19655 1 st Ave. S Normandy Park, WA 98148 (206)914-6582 Site Plan Legend Architect IHB Architects Contact: Imad Bahbah 21620 84th Ave. S. Ste. 200 Kent, WA 98032 (253)468-7696 PROPERTY CORNER �� PROPERTY LINE — — — — — — — BUILDING SETBACKS �� PROPOSED ADDITION EXISTING BUILDING � �;��°>.-� K�:� PROPOSED ASPHALT �s., .�.;, a : ;.': .� PROPOSED CONCRETE 2��0 GRADE SLOPE DIRECTIONAL ARROW FENCE �� DISPERSION TRENCH � DOWNSPOUT LOCATION � SMALL YARD DRAIN �� 4" PVC TITE LINE BELOW GRADE VEGETATED FLOW PATH � SPLASH BLOCK Site Plan Notes 1. Owner / Contractor to verify all grades, dimansions, and existing conditions on the site before proceeding with work. 2. For roof gutters and downspouts refer to Roof Plan 3. Slope driveway & grade away from building 2%, within 10' of structure. 4. All new utilities shall be run underground as req'd 5. All details shall be verified with current plat map on file with the city, state, or county as required Site Plan Keyed Notes � ' 1O BASIC DISPERSION TRENCH W/ YARD DRAIN FOR DOWNSPOUTS, SEE DETAIL 11 A1 A OBASIC DISPERSION TRENCH FOR DRIVEWAY W/10' FLOW PATH. SEE DETAIL 2/A1.0 3� DRIVEWAY OCONCRETE WALKWAY OCONCRETE STOOP O6 LANDSCAPING O�� 6' HIGH WOOD FENCE � O SPLASH BLOCK AND LEADER AT GRADE TO DOWNSPOUT, SEE DETAIL ' 3/A1A Impervious Area Calculations LOT AREA 6,000 s.f. SITE COVERAGE ALLOWED = 70% 4,200 s.f. PROPOSED IMPERVIOUS COVERAGE PROPOSED HOUSE FOOTPRINT 1,115 s.f. PROPOSED ATTACHED GARAGE 498 s.f. DRIVEWAY 597 s.f. WALKWAY 64 s.f. FRONT PORCH 48 s.f. BACK PORCH 130 s.f. TOTAL IMPERVIOUS PROPOSED 2,452 s.f % OF IMPERVIOUS PROPOSED 58% w ��rE��c� s�rar� �� wass��r�c�a� J�RCHIT�CTS 21620 84th Ave. S. Ste. 200 Kent, WA 98032 (253) 468-7696 www. ihbarchitects.com The drawings and plans set forth on this set as instrument of service are, and shall remain, the property of IHB Architects. Use of this drawing is limited to a specified project for persons named hereon. And for a construction of one building. Any use or reuse of said drawings is strictly prohibited without written permission of IHB Architects � � .- 0 0 rn ti 0 O z J L1J U � Q d � �� ■� � � � W � � � � � � .� Q � . �� V ��...1 � � � ' � � .r... � •� � Nh� � W`� � 'C'.' � W � revisions: �City Review Oct. 27 � Comments 2016 RECEIVED CITY OF TUKW A OCT Z 7 2016 PEt�N11 C CE�JT R 6�EVIEINED FOR jobNo: _ ��E CC?�1flPLIP�NCE ��Ep date: JUNE 24, 2o�s drawn by: HF NOV 2 2 2016 I� . reviewed by: (H8 City o� Tukwila BUILC�IN+� ��V�StON �l. �' d� 1 A5.1 G 1 A6.1 d' T � I<F �. � UPPER � FLR � LINE � 6'-9�2�� 2 A6.2 �i • I i17 F �-- i-,�� i ( i I I J � I o o I L------- i ----rD.W. ii i � � J I � i i DBL. SINK i i � i i i i i i � i i i � �----� I I Z � � Kitchen - r 7'-10" 3 6" i �� ' i � � i � 2 A5.1 3'-8" � � % I � 4 A6.1 41'-7" 3 A5.1 0'-7" 21'-7" 11'-0" 4. < 4 Q a < d a��e� ° �, � � . - . • . - .. g�. . _ �a. . �. ..� a � � � . a ' a . � � . � .. � . �e � . a� . . . � _ . . a.� a � < � � . .. . . . d a _ a . . a _ .a a � ' aa � � . . o. � . °,� . .g d . 1 .0 . . . o . . � .. �� Q d . � � Q .. . < � dd . � . . d . � d a . . . 4. e . .. . a ' . a � � ' . - . . . d � . .. . . . <a . a . � ' . a° 8. < a a . _ �+ m ' a a a a a < ,. a . a _ a , g.. . a �. ° < � ° a'. . �a� � 104 °. " a� �e d a .. �a . . , . . .. P� . . a . a . . , ZERO CLEARANCE GAS I FIREPLACE W/ DIRECT I VENT TO EXTERIOR Great Room �P 21-�" I �� I U .�. � _ REF--- ---- � UPPER J I FLR \ UNE I 0 � 105 � � ' `� ( a , a I ' , T � ,I. da . . �' . . ' $ e . Btlr PantrY X� � I �os �a ` vu�-s °wiH° < < Hv�c ` , a ° a . I �I \I T e <a `I I < a ' a< � ° ; pantry a, I Mud Ro m � � , ' m a ° ° a �° a � � � � Q a a. I Q a � ° GA-s �AU < " a , . ' , � < a `° d . a 24" x 30" CRAWL �. < ; PR�VIDE DIR�CT �GENT APPLtANC ' ° �CCESS PANEL WL-1 � � Q <.a R�OM N9AIR OR� ae Q a<. ,�I ,� � ----- ------ � . o . ^: < ' 1R� 2 07 . < <°° I . e� � d . Q d nQ . A�.3 <d I .. I � I i ° o. ^ ,. a a � e. Q° � i► � ��'- 3 � ` a p o d. e i < a <Ia � Dining I I T( � e(Q a : �° e e<e , a I I � � °. �° . a < ° �- 4° I � �� I � �� 5 �„ ° °Q Q ° .�. ° � ► 3 " ° ° a a. ° 8 . a�l . WL=1 ------ � i <°. a � `° �< oea a --_� I .. . - � a �d d40 � � ..e e � ��a �. � e . a °' � i °a < i � ° °� - ` � 0 2'-2" �`, d a - a � . n� I de a Q d�p . 106 S� a�. � �Ta.� do_ <° a.(-,��a �°. . Pwdr , uP � <,� a � � g a I� � I �a < a ° ' t °. ❑ ° , � .Q . , a� �d _ . . d � ' �' I e 4. a� a �_ a. a _ - _ - _ la .a � d . _t ' ° e g " I a i `..<. 4 < , Fo er � � a a a UPPEF�t I < G WL-2 . i a ^ a • i I.°. , a '.. L1NE . � I ° 4,° �-- - _ �=C�r Gar�g� m � I < i a d. � . i. .� I. � da .��d .d a. d e' �e al Q . 4'-3�� 4�_3�� a a. in i ,. e a. 101 � , 102 , a ` . ;� a < 2�_ �� 16'-0" -- ��2�� a, �� d � . . a .. a. _ � $ 1N/eSl�FETY GLAZIN� � _ �< 0 a.a a �. 0 - � _ a'..,a ., 2,-O„ SOLID CORE DOOR W/ < , . , . A SELF-CLOSING DEVICE & WEATHER SEALED $��5�2�� 12'-0" I _ � 21 �_1�2�� .. .. .. .. .. .. .. 3 A6.1 2 A5.1 41'-7" �st Floor Plan N. SCALE: 1 /4" = 1'-0" � �� N � M 2 A6.1 1 A5.1 EGRESS NOTE: ALL BEDROOM WINDOWS SHALL HAVE AN OPERABLE PANEL AT LEAST 5.7 s.f., SET AT 44" MAX. A.F.F. TO CLEAR OPENING 1 SOLID CORE DOOR W/ A SELF-CLOSING DEVICE & - WEATHER SEALED Floor Pian General Notes R€GskS�TE�ED f t � �e+� � 1. All outside and inside dimensions are to the face of studs (unless noted otherwise on plans.) 6 2. Written dimensions take precedence over scaled dimensions. STi�YE t�f �rfA5N[NCsTQN 3. For light fixture types and locations see efectrical and mechanical plans. 4. Ali floor finishes are exposed colored concrete. 5. All vents to exterior. 6. All exterior doors shall be openabie from inside without use of keys. � ' 7. See reflected ceiling plans for smoke detector and exhaust fan locations. p 8. Garage ceilings to have one layer of %8' type 'X' GWB. �A R C H I T� C T S 9. Provide cont. handrail at stairs a min, of 1-1/2" away from wall. 10. Handrail ends shali be returned or shall terminate in newel posts or safety terminals 21620 84th Ave. rJ. 11. FIRE STOPS: Fire blocking is required in ali stud walis at ceilings 8� floor levels. Ste. 2�0 The vertical distance between blocking shall not exceed 10 ft. K@tlt, WA 98032 12. Ail tubs and showers: • limit shower flow to 2.5 g.p.m. • waterproof wa�� to within 70" above drain in�et. (Z53� 468-7696 • vaporbarrierbehindGWB WWW.ihbarchitects.com The drawings and plans set forth on Le9end this set as instrument of service are, and shall remain, the property of IHB Architects. Use of this drawing is S� 110V SURFACE MOUNTED SMOKE DETEC70R-ICBO APPROVED limited to a specified project for persons named hereon. And for a construction of one building. Any SD �, SMOKE DETECTOR WITH CARBON MOIJOXIDE ALARM COMBO use or reuse of said drawings is C strictly prohibited without written permission of IHB Architects EXHAUST FANS (INTERMITTENT / CONTINUOUS) - KITCHEN FAN 100 CFM / 25 CFM (DOWNDRAFT EXHAUST IN 'n RANGE) � - BATHROOM FAN 65 CFM / 20 CFM o - LAUNDRY FAN: CONTtNUOUS OPERATION rn - WHOLE HOUSE FAN MIN. 70 CFM W/ A SONE RATING OF 1.0 OR �- LOWER (MAIN FLOOR GUEST BATH) � 0 z ELEC'{RICAL PANEL & METER � j U � o¢.. � Wall Schedule �_� INTERIOR WOOD WALL: �_3 GARAGE WALL: (U.N.O.) 2x4 WD STUDS @ 16" O.C. � 2x8 WD STUDS (i�g 16" O.C. SINGLE TOP & BOT. PL. 5/B" TYPE X GWB O/ WITH Ys" GWB EA. SIDE VAPOR BARRIER O/ (�/e" ON GARAGE SIDE) R-15 INSULATION WHERE SHOWN %e' OSB SHEATHING �_2 EXTERIOR WOOD WALL: EXTER OR FIN SH' (SE� EV.) (U.N.O.) Dc6 UVD STUDS @ 16" O.C. YZ' cwa a VAPOR BARRIER O/ R-21 INSULATION WHERE SHOWN �/s" OSB SHEATHING MOISTURE BARRIER (TYVEk� EXTERIOR FINISH (SEE ELEV.) Window Schedule 0 Namina) Size Frame Rating Mark Qty TYpe Remarks Width Height Mat. Fin. U-Fact. Solar r A 2 1 2 5 6 FXD Entry window, w/ 5 lites, with Safety Glazing C D 1 4 � 3 6 AWN E � 3 3� 56 SH y � G 1 3� 26 AWN j ua, H 1 3 � 1 6 AWN � s 20 38 sH K 2 50 3g s� L 1 2 0 3 8 CASE KEY: Mat. = MATERIAL SH = SINGLE HUNG WD = WOOD FACT = FACTORY FINISH Fin. = FINISH DH= DOUBLE HUP1G PNT = PAINT SL = SLIDER AWN = AWNING Door Schedule � Nominal Size Door Type Frame Mark Exposure Qty Remarks Width Height Thick. Mat. Fin. Mat. Fin. ft in ft in 101 EXT 1 3 � 7 � 13/4 SC PNT WD PNT � 102 EXT 1 16 � 7 � - - - - Garage roll-up door 103 EXT 1 2 10 6 8 13/4 WD PNT WD PNT 104 EXT 3 4 � 6$ 13/4 - - - - Sliding Glass Doors 105 1 2 6 6 g 13/8 WD PNT WD PNT 106 2 2 g 6 8 13/8 WD PNT WD PNi' 201 1 2$ 6 8 13/8 WD PNT WD PNT 202 1 2 g 6 g 13/8 WD PNT WD PNT 203 1 1 6 6$ 13/8 WD PNT WD PNT 2Q4 2 2 6 6$ � 3/8 WD PNT WD PNT 2Q5 1 2 8 6 8 13/8 WD PNT WD PNT 206 1 2 8 6 8 13/4 Wp PNT WD PNT pocket Door 207 1 2 4 6 8 13/4 Wp PNT WD PNT 208 1 2 g 6 8 13/4 WD PNT WD PNT 209 2 2 6 6$ 13/4 WD PNT WD PNT Bi-fold Closet Doors 21Q 1 2 8 6 8 13/4 WD PNT WD PNT 211 2 2 3 6 8 13/8 WD PNT WD PNT Bi-fold CI � 212 1 2 8 6 8 13/8 WD PNT WD PNT 213 2 2 3 6 8 13/8 WD PNT WD PNT Bi-fold CI set Do 214 2 3 6 g 13/g WD PNT WD PNT 215 1 2 6 7 � 1/2° GLAZ FACT Glass do for r KEY: EXT = EXTERIOR Mat. = MATERIAL SC = SELF CLOSING STN = STAtN • FAC7. = FACTORY INT = INTERIOR Fin. = FINISH WD = WOOD PNT = PAINT (il O� �lA�C1N1 �u � �ivi� revisions: City Review Oct. 27 RE � p Comments 2016 TY O TU WVILA OC Z 7 016 Ei�fV3i CE TER job No: date: t drawn by: CE reviewed by: JUNE 24, 2016 HF IHB 2.1 a SOLID CORE DOOR W/ 3ELF-CLOSING DEVICE & WEATHER SEALED Window Schedule 0 Mark Qty Nominal Size Width Height n' in f�' in A 2 12 56 s s 30 44 C D E F G H J K L KEY: 3 30 56 1 30 2s 1 30 16 $ 20 38 2 5a 3g 1 20 38 Mat. = MATERIAL Fin. = FINISH Door Schedule � Mark � Exposure Qty 101 � 102 103 104 105 106 201 202 203 2Q4 205 Zas 207 208 209 210 211 212 213 214 215 KEY: Frame Type Mat. Fin. FXD SH AWN SH y � AWN j � AWN SH SL CASE SH = SINGLE HUNG DH= DOUBLE HUNG Floor Plan General Notes 1. All outside and inside dimensions are to the face of studs (unless noted otherwise on plans.) 2. Written dimensions take precedence over scaled dimensions. 3. For light fucture types and locations see electrical and mechanical plans. 4. All floor finishes are exposed colored concrete. 5. Ail vents to exterior. 6. All exterior doors shall be openable from inside without use of keys. 7. See reflected ceiling plans for smoke detector and exhaust fan locations. 8. Garage ceilings to have one layer of %e' type 'X' GWB. 9. Provide cont. handrail at stairs a min. of 1-1/2" away from wall. 10. Handrail ends shall be �eturned or shall terminate in newel posts or safery terminals 11. FIRE SToPS: Fire blocking is required in all stud walis at ceilings & floor levels. The vertical distance between blocking shall not exceed 10 ft. 12. All tubs and showers: • limit shower flow to 2.5 g.p.m. • waterproof wall to within 70" above drain inlet. • vapor barrier behind GWB Legend SD SD ,�, C 110V SURFACE MOUNTED SMOKE DETECTOR-ICBO APPROVED SMOKE DETECTOR WITH CARBON MONOXIDE ALARM COMBO EXHAUS7 FANS (INTERMITTENT / CONTINUOUS) - KITCHEN FAN 100 CFM / 25 CFM (DOWNDRAFT EXHAUST IN RANGE) - BATHROOM FAN 65 CFM / 20 CFM - IAUNDRY FAN: CONTINUOUS OPERATION - WHOLE HOUSE FAN MIN. 70 CFM W/ A SONE RATING OF 1.0 OR LOWER (MAIN FLOOR GUEST BATH) ELECTRICAL PANEL & METER Wall Schedule �_� INTERIOR WOOD WALL: (U.N.O.) 2x4 WD STUDS @ 18" O.C. SINGLE TOP & BOT. PL. WITH Yz" G� �. SIDE (�/8' ON GARAGE SIDE) �_2 EXTERIOR WOOD WALL: (U.N.O.) 2x6 WD STUDS (�D 16" O.C. Yz" GWB O/ VAPOR BARRIER O/ R-21 �NSULATION WHERE SHOWN %e' 056 SHEATHING MOISTURE BARRIER (TYVEI� EXTERIOR FINISH (SEE ELEV.) Rating U-Fact. Solar �_3 GARAGE WALL• 2x6 WD STUDS � 16" O.C. 5/8" TYPE X GWB 0/ VAPOR BARRIER O/ R-15 INSULATION WHERE SHOWN �/s" OSB SHEATHING MOISTURE BARRIER (TYVEK) EXTERIOR FINISH (SEE ELEV.) Remarks Entry window, w/ 5 lites, with Safety Glazing WD = WOOD FACT = FACT'ORY FINISH PNT = PAINT SL = SLIDER AWN = AWNING Nominal Size Door Type Frame Remarks Height Thick. Mat. Fin. Mat. Fin. �' in ] � 13/4 SC PNT WD 7 � - - - ( 8 13/4 WD PNT WD 6 8 13/4 - - - 6 g 13/8 Wp PN7 WD 6$ 13/8 WD PNT WD 6 g 13/g WD PNT WD G 8 13/8 WD PNT WD 6 8 13/8 WD PNT WD 6$ 13/8 WD PNT WD 6 8 13/8 WD PNT WD 6 8 13/4 WD PNT WD ( g 13/4 WD PNT WD 6 8 13/4 WD PNT WD 6 8 13/4 WD PNT WD 6 g 13/4 WD PNT WD 6 8 13/8 WD PNT WD 6 g 13/8 WD PNT WD 6$ 13/8 WD PNT WD 6 g 13/8 WD PNT WD 7 � 1�2�� GLAZ �ACT Mat. = MATERIAL SC = SELF CLOSING Fin. = FINISH WD = WOOD PNT _ Garage roll-up door PNT _ Sliding Glass Doors PNT PNT PNT PNT PNT �TY C PNT PNT PNT Pocket Door PNT PNT PNT Bi-fold Closet Doors PNT PNT Bi-fold Closet Doors PNT PNT Bi-fold CI se p FO PNT �pE C�II�PLIA� Glass do for M�� STN = STAIN FA�Ov F�t�Ql�Y16 PNT = PAINT �u � � w .+)�S r.��lyc' � �� w ' �� ¢ry J��. ,t,��p �s�at �� g��. � ��3� � r,.�� „A A EIVE TtJK �Z � Z ARCHIT�CTS 21620 84th Ave. S. Ste. 200 Kent, WA 98032 (253) 468-7696 www. i h ba rc h i te cts . c o m The drawings and plans set forth on this set as instrument of service are, and shall remain, the property of IHB Architects. Use of this drawing is limited to a specified project for persons named hereon. And for a construction of one building. Any use or reuse of said drawings is strictly prohibited without written permission of IHB Architects � ti 0 0 rn ti T 0 O Z J W U � Q n. � � � � {.J� S.. O O � � N Q revisions: �City Review Oct. 27 � Comments 2016 C�i�IfER job No: _ date: JUNE 24, 2016 drawn by: HF reviewed by: IH8 2.2 �:::. / Roof Plan SCALE: 1 /4" = 1'-0" ROOF DRAINAGE AREA: 365 sf DRAINAGE REQ'D: 365 sf x.0028 = 1.02 SQ IN DRAINAGE PROVIDED: 6.0 SQ IN (1) 2X3 DS ROOF DRAINAGE AREA: 391 sf DRAINAGE REQ'D: 391 sf x.0028 = 1.09 SQ IN DRAINAGE PROVIDED: 6.0 SQ IN (1) 2X3 DS Koot Keyed Notes 1O ASPHALT SHINGLES CLASS A, OVER 15# ROOFING FELT 2O STANDARD ALUM. GUTTER W/ HANGERS AS REQ'D 3O 2x3 DOWNSPOUT W/ STRAPS TO WALL AS REQ'D OGABLE END WALL O5 ATTIC ACCESS PANEL PER DETAIL 4/A7.0 6O SOFFIT VENTING - SEE DETAIL 1/A7.0 7O RIDGE VENT PER DETAIL 2/A7.0 O8 ROOF VENT W/ MIN. 49 SQ. 1N. OF FREE AREA. (TYP. OF 4) 9O ROOF TO WALL VENT DETAIL 3/A7.0 Koot Leqend ROOF ACCESS PANEL OR LADDER DIRECTIONAL SLOPE ARROW BUILDING OUTLINE �� - � • • � Roof Ventilation Caics IRC 2012 R806.2 REQUIRED VENTILATION MIN =� x ROOF AREA Drainage Calculations ROOF VENT AREA FOR 2ND FLOOR = 1445 sf ROOF AREA = 1445 SF. '12 IN. = 17340 SQ. IN. ROOF VENT AREA REQ. = 17340 x 150 = 115.6 SQ. IN. RIDGE VENT = 10 SQ IN PER LINEAL FOOT x 22' = 220 SQ. IN. EAVE VENT = 3.53 SQ IN PER LINEAL FOOT x 170' = 600 SQ. IN. ROOF VENT = 49 SQ IN PER VENT x 0= 0 SQ. IN. TOTAL VENTILATION PROVIDED = 820.8 SQ. IN. ROOF VENT AREA FOR GARAGE & PATIO = 475 sf ROOF AREA = 475 SF. '12 IN. = 5700 SQ. IN. ROOF VENT AREA REQ. = 475 x 150 = RIDGE VENT = 10 SQ IN PER LINEAL FOOT x 22' _ EAVE VENT = 3.53 SQ IN PER LINEAL FOOT x 80' _ ROOF VENT = 49 SQ EACH x 0' _ TOTAL VENTILATION PROVIDED = ROOF DRAINAGE AREA: 138 sf DRAINAGE REQ'D: 138 sf x.0028 =.38 S( DRAINAGE PROVIDED: 6.0 SQ IN (1) 2X3 ROOF DRAINAGE AREA: 365 sf DRAINAGE REQ'D: 365 sf x.0028 = 1.02 � DRAINAGE PROVIDED: 6.0 SQ IN (1) 2X3 ROOF DRAINAGE AREA: 586 sf DRAINAGE REQ'D: 586 sf x.0028 = 1.64 S DRAINAGE PROVIDED: 6.0 SQ IN (1) 2X3 ROOF DRAINAGE AREA: 65 sf DRAINAGE REQ'D: 65 s DRAINAC�PJ��lYlf�E� .0 �' L �r � C ITY O� T U fi W L�� PERMIT CENT �' _; 0 00 N West Elevation - Front � A3.1 SCALE: 1 /4" = 1'-0" 2ADE ; FIRST 10'-0" SOl��il E�eVc�$iOCI 2 l� A3.1 SCALE: 1 /4" = 1'-0" Elevation Notes 1. All stone veneer, wood siding, trims, flashing, etc. to be installed per manuf. specifications. 2. For roof & drainage plan refer to Roof Plan 3. For more elevation datum marks refer to building and wall sections 4. Refer to Reflected Ceiling Plan for exterior light fixture locations 5. For window & door types and sizes refer to floor plans (assume window header height 7'-0" above finished floor U.N.O.) 6. All exposed DF or HF non-treated exterior timber framing shall be stained and weather sealed 7. All exterior trim and fascia to be 5/4 white-wood material. Elevation Keyed Notes 1O ASPHALT SHINGLES SEE SECTIONS AND DETAILS FOR OFASCIA ROOF ASSEMBLY O3 FOR GUlTER & DOWNSPOUT LOCATIONS SEE ROOF PLAN 4O CEMENTITIOUS LAP SIDING, 8" EXPOSURE 5O CULTURED STONE VENEER 6O GARAGE DOOR OCEMENTITIOUS SMOOTH PANELS 2 gO RIDGE VENT PER DETAIL A7.0 7 gO ENTRY COLUMN. BASE DETAIL PER A7.0 10 FINISHED GRADE 11 FIREPLACE EXHAUST TO OUTSIDE 12 EXPOSED CONCRETE (MAINTAIN 6" MIN. ABOVE GRADE) 13 5.5" TRIM AT ALL WINDOWS & DOORS, U.N.O. 14 ENTRY DOOR W! SIDE LITE 15 EXTERIOR WALL MOUNT LIGHT FIXTURE 16 TRIM BOARD RUNNER AROUND HOUSE 17 DECORATIVE TRIM BOARD � �� '� � t�� e , � �j �.;�,� ��tu �P� �j1 � � �:e�� "i'� �(�;�atY t �?� �� 1 � �E d��i ;� �. ``�`f "�'�,�i}�`�4��` '�' ��`a ,�`�� 3 �� r s,�� 3�� ' � ��1�` � r�� " � � �� t� q�� i �� i �� ,r {{ 5�t at.iE"• 5 �a � .� 7 � .� . �y..� 'A4�?�tin.. R jUE EWEp FOF ��J9��E� � V�El� �. NOV 2 2 2016 , 64E� IVF�i�y of � CITY OF ��y��Ca� �Od9 1 � ZOi6 PERMlT CENTER A ��t�a sr�t� o� �tas��r��rora AR��IT�CTS 21620 84th Ave. S. Ste. 200 Kent, WA 98032 (253) 468-7696 www. ih barchitects. com The drawings and plans set forth on this set as instrument of service are, and shall remain, tl�e property of IHB Architects. Use of ihis drawing is limited to a specified project for persons named hereon. And for a construction of one building. Any use or reuse of said dra�vings is strictly prohibited without written permission of IHB Architects � � revisions: �City Review � Comments /� City Review 7`'� \ Comments job �lo: drawn by: reviewed by: � � ti 0 0 rn ti � 0 O Z J W U � Q d Oct. 27 2016 Nov. 9 2016 JUNE 24, 2016 HF IHB � �� ,/� ., � � i. �"'.• � a C � East Elevation - Back � A3.1 SCALE: 1/4" = 1'-0" :D GRADE FOR FIRST 10'-0 �Oi�il E��!lcatlOCl 2 A3.1 SCALE: 1 /4" = 1'-0" �GRADE� =0R FIRST 10'-0" Elevation Notes 1. All stone veneer, wood siding, trims, flashing, etc. to be installed per manuf. specifications. 2. For roof & drainage plan refer to Roof Plan 3. For more elevation datum marks refer to building and wall sections 4. Refer to Reflected Ceiling Plan for exterior light fixture �ocations 5. For window & door types and sizes refer to floor plans (assume window header height 7'-0" above finished floor U.N.O.) 6. All exposed DF or HF non-treated exterior timber framing shall be stained and weather sealed 7. All exterior trim and fascia to be 5/4 white-wood material. Elevation Keyed Notes 1O ASPHALT SHINGLES SEE SECTIONS AND DETAILS FOR O2 FASCIA ROOF ASSEMBLY 3O FOR GUTTER & DOWNSPOUT LOCATIONS SEE ROOF PLAN 4O CEMENTITIOUS LAP SIDING, 8" EXPOSURE O5 CULTURED STONE VENEER 6O GARAGE DOOR O7 CEMENTITIOUS SMOOTH PANELS 2 Og RIDGE VENT PER DETAIL A7.0 7 Og ENTRY COLUMN. BASE DETAIL PER A7.0 10 FINISHED GRADE 11 FIREPLACE EXHAUST TO OUTSIDE 12 EXPOSED CONCRETE (MAINTAIN 6" MIN. ABOVE GRADE) 13 5.5" TRIM AT ALL W�NDOWS & DOORS, U.N.O. 14 ENTRY DOOR W/ SIDE LITE 15 EXTERIOR WALL MOUNT LIGHT FIXTURE 16 TRIM BOARD RUNNER AROUND HOUSE 17 DECORATIVE TRIM BOARD �� }�1� p �A �� `i, i ��+$ � � {' � l� � r{� � � w , ��'� c�"`, �� F� ��r��r��'° � �,� , ��r �--V�D FOR �t�D�EP �OVEDNCE 0 NOV 2 2 2016 City of Tukwila u nING DIVISI4N c o-r�r o� Y u�t �� i�.,a �0� 1 � 2016 PERMIT CENTEFi �� . �,fi �n �� 7r s �, ..�. ��7� ��Cl�fi��ED � �� STA�� C�� 4�A51�tIdGiON .� �,f ' i;, j v t', � „ �, 3 { � r �� ' �» AR��#IT�CTS 21620 84th Ave. S. Ste. 200 Kent, WA 98032 (253) 468-7696 www. i h ba rch itects . co m The drawings and plans set forth on this set as instrument of service are, and sha(1 remain, the property of IHB Architects. Use of this drawing is limited to a specified project for persons nzmed hereon. And for a construction of one building. Any use or reuse of said drawings is strictly prohibited without written permission of IHB Architects � � ti 0 0 rn � � 0 O Z J W U � Q � � e � vJ � � � � � � � � � � � � � o � � � � 1 � � � � � ._ �C � � C� � W�� L1J � � � 0 :� c� > a� W � .� � .� OC1 c�l Q revisions: �City Review Oct. 27 � Comments 2016 �City Review Nov. 9 2 Comments 2016 job No: _ dzte: JUNE 24, 2016 drlwn by: HF reviewed by: IHB , .� �:: _ RIDGE 26'-4" T.O.P. � 19'-0 518" Cfl i 00 2ND FLOOR 10'-6 5/8" T.O.P. � 9'-6" 1 ST FLOOR , 0'-0" ap GRADE �, - 18"-0" � �uilding Section � A5.1 SCALE: 1 /4" = 1'-0" Roof Assembly Schedule RF-'I ROOF ASSEMBLY W/ TRUSSES: ASPHALT SHINGLE ROOF 15M ROOFMEMBRANE 15l32" APA RATED ROOF SHEATHING OR OSB PRE-MANUFACTURED TRUSSES(SEE ROOF FRAMING) R-49 BATi INSULATION GYPSUM BOARD CEILING PVA PRIMER Floor/Ceiling Assembly Schedule F/C-1 FLOOR ASSEMBLY: 23/32° OSB T. & G. FLR'G, GLUE AND SCREW JOISTS PER FRAMING PLAN (R-30 BATT INSUL. ABV. GARAGE ONLI� 1/2" GYP. BOARD (518" IN GARAGE AREA) �F/C-2 CRAWLSCAPE FLOOR ASSEMBLY: 15/32" OSB T. & G. FLR'G, GLUE AND SCREW TJI JOISTS PER FRAMING PLAN R-38 BATT INSULATION F/C-3 GARAGE FLOOR ASSEMBLY: CONCRETE SLAB �ARCNIT�CTS 21620 84th Ave. S. Ste. 200 F/C-4 COVERED DECKASSEMBLY: ZOMETEK- COMPOSITE BAMBOO T. & G. KeC�t, WA 98032 PLANKS, GLUE AND SCREW. FLASH AND SEAL AS REQ'D 2X �oisrs �,s° o.c. (253) 468-7696 REFER TO FLOOR 6 FRAMING PLAN & www.ihbarchitects.com DETAILS ON SHEETA7.0 A7.0 Wail Assembly Schedule �_� INTERIOR WOOD WALL: (U.N.O.) 2x4 WD STUDS @ 16" O.C. SINGLE TOP & BOT. PL. WITH %z" GWB EA. SIDE (%" ON GARAGE SIDE) WL_2 EXTERIOR WOOD WALL: (U.N.O.) 2x6 WD STUDS @ 16" O.C. Yz" GWB O/ VAPOR BARRIER O/ R-21 INSULATION WHERE SHOWN �/s" OSB SHEATHING MOISTURE BARRIER (TYVEK) EXTERIOR FINISH (SEE EIEV.) �_3 GARAGE WALL: 2x6 WD STUDS @ 16" O.C. 5/8" TYPE X GWB O/ VAPOR BARRIER O/ R-15 INSULATION WHERE SHOWN �/e" OSB SHEATHING MOISTURE BARRIER (TYVEK) EXTERIOR FINISH (SEE ELEV.) 2 A6.3 �uilding Section SCALE: 1 /4" = 1'-0" 2 A5.1 Building Section SCALE: 1 /4" = 1'-0" 3 A5.1 �v. G1TY OF TURTIVILA �o� 1 a ao's PI�RMIT CENTER � The drawings and plans set forth on this set as instrument of service are, and shall remain, the property of IHB Architects. Use of this drawing is limited to a speci6ed project for persons named hereon. And for a construction of one building. Any use or reuse of said drawings is strictly proliibited without written pennission of IHB Architects � �t ti 0 0 rn � 0 O Z J W U � d � � <C revisions: �City Review Oct. 27 � Comments 2016 �City Review Nov. 9 2 Comments 2016 job No: _ date: JUNE 24, 2016 drawn by: HF reviewed by: �Hg L. r. 17'-10�/a' T.O.P. BOTTOM OF TRUS 9'-10%a' FIN. FLR 9'-6" ° � r.�- �' . � : 2 Wall Section � A6.1 SCALE: 1 /2" = 1'-0" 2 ��4� P. �T'OM OF TRUSS � � )%a" FLR � .CLG WaII Section 2 A6.1 SCALE: 1 /2" = 1'-0" 2 �/a�I SC;C�IO�1 3 A6.1 SCALE: 1 /2" = 1'-0" 2 WaII Section 4 A6.1 SCALE: 1 /2" = 1'-0" Roof Assembly Schedule RF-1 ROOF ASSEMBLY W/ TRUSSES: ASPHALT SHINGLE ROOF 15M ROOF MEMBRANE 15/32" APA RATED ROOF SHEATHING OR OSB PRE-MANUFACTURED TRUSSES (SEE ROOF FRAMING) R-49 BATT INSULATION GYPSUM BOARD CEILING PVA PRIMER Floor/Ceiling Assembly Schedule F/C-1 FLOOR ASSEMBLY: 23l32' OSB T. & G. FLR'G, GLUE AND SCREW JOISTS PER FRAMING PLAN (R-30 BATT INSUL. ABV. GARAGE ONLI� 1/2" GYP. BOARD (5/8" IN GARAGE AREA) F/C-Z CRAWLSCAPE FLOOR ASSEMBLY: 15/32° OSB T. & G. FLR'G, GLUE AND SCREW TJI JOISTS PER FRAMING PLAN R-38 BATf INSULATION \, ��G�1ST�RED sr�tE OF wasait��tor� F/C-3 GARAGE FLOOR ASSEMBLY: A R� H 1 T� C T S CONCRETE SLAB ` F/C-4 COVERED DECK ASSEMBLY: ZOMETEK- COMPOSITE BAMB00 T. & G PLANKS, GLUE AND SCREW. FLASH ANC SEAL AS REQ'D 2x JOISTS @ 16" O.C. REFER TO FLOOR 6 FRAMING PLAN & DETAILS ON SHEETA7.0 A7.0 Wall Assembly Schedule WL-� INTERIOR WOOD WALL: �(U.N.O.) 2x4 WD STUDS @ 16" O.C. SINGLE TOP & BOT. PL. WITH Yz' GWB EA. SIDE (�/e' ON GARAGE SIDE) WL_2 EXTERIOR WOOD WALL: (U.N.O.) 2x6 WD STUDS @ 16" O.C. Yz' cwe a VAPOR BARRIER O/ R-21 INSULATION WHERE SHOWN %s" �SB SHEATHING MOISTURE BARRIER (TYVEK) EXTERIOR FINISH (SEE ELEV.) WL-3 GARAGE WALL: 2x6 WD STUDS @ 16" O.C. 5/8" TYPE X GWB 0/ VAPOR BARRIER 0/ R-15 INSULATION WHERE SHOWN �/a" OSB SHEATHING MOISTURE BARRIER (TYVEK) EXTERIOR FINISH (SEE ELEV.) Fi�V �A�iiP ANCE �� A'PP�OVED , NOV 2 2 2016 0 �i{y o{ "�ukwila �UILDING DIVISI(�N ��e��;�„ r�' , � 4 " y�yay, R a � �� ` � � ��" ,;�;, `��'��'�� u„ � "�� r°" RECF_IVFD CITY OF 7UKWVIL,.,4 OGO �0 1 � �01� PERMIT CEN�1'kR 21620 84th Ave. S. Ste. 200 Kent, WA 98032 (253) 468-7696 !;,; www. ihbarchitects. com The drawings and plans set forth on this set as instrument of service are, and shall remain, the property of IHB Architects. Use of this drawing is limited to a specified project for persons named hereon. And for a construction oF one building. Any use or reuse of said drawings is strictly prohibited without written permission of 1HB Architects �! revisions: �City Review � Comments �City Review 2 Comments � � ti e— O O � N O � z J W U � Q d Oct. 27 2016 Nov. 9 2016 job Na _ date: JUNE 24, 2016 drawn by: HF reviewed by: IHB r. f�'` ' � 2 Wall Section � A6.2 SCALE: 1 /2" = 1'-0" 2 . .. Wali Section 2 A6.2 SCALE: 1 /2" = 1'-0" 17'-10%4' T.O.P. BOTTOM OF TRUSS 9'-10%4' FIN. FLR 9'-6" T.O.CLG Roof Assembly Schedule RF-1 ROOF ASSEMBLY W! TRUSSES: ASPHALT SHINGLE ROOF 15M ROOF MEMBRANE 15l32" APA RATED ROOF SHEATHING OR OSB PRE-MANUFACTURED TRUSSES (SEE ROOF FRAMING) R-49 BATT INSULATION GYPSUM BOARD CEILING PVA PRIMER Floor/Ceiling Assembly Schedule F/C-1 FLOOR ASSEMBLY: 23/32" OSB T. & G. FLR'G, GLUE AND SCREW JOISTS PER FRAMING PLAN (R-30 BATT INSUL. ABV. GARAGE ONLI� 1/2" GYP. BOARD (5/8" IN GARAGE AREA) F/GZ CRAWLSCAPE FLOOR ASSEMBLY: 15/32" OSB T. & G. FLR'G, GLUE AND SCREW TJI JOISTS PER FRAMING PLAN R-38 BATf INSULATION F/C-3 GARAGE FLOOR ASSEMBLY: CONCRETESLAB F/C-4 COVERED DECKASSEMBLY: ZOMETEK - COMPOSITE BAMBOO T. & G PLANKS, GLUE AND SCREW. FLASH ANC SEAL AS REQ'D 2x JOISTS @ 16" O.C. REFER TO FLOOR 6 FRAMING PLAN & DETAILS ON SHEET A7.0 A�'� Wall Assembly Schedule �_� INTERIOR WOOD WALL: (U.N.O.) 2x4 WD STUDS @ 16" O.C. SINGLE TOP & BOT. PL. WITH Yz' GWB EA. SIDE (%s' ON GARAGE SIDE) �_2 EXTERIOR WOOD WALL: (U.N.O.) 2x6 WD STUDS @ 16" O.C. Yz" GWB O/ VAPOR BARRIER O/ R-21 INSULATION WHERE SHOWN �/e' OSB SHEATHING MOISTURE BARRIER (TYVEK) EXTERIOR FINISH (SEE ELEV.) ��,��' � °� �t�' �� 9�� i � � � Fy � �{ � ti �� U �YTy� , � � �, � �� $�� "� �� '��, ��t � � r ' � �.. �_3 GARAGE WALL: 2x6 WD STUDS @ 16" O.C. 5!8" TYPE X GWB O/ VAPOR BARRIER O/ R-15 INSULATION WHERE SHOWN ��s' OSB SHEATHING MOISTURE BARRIER (TYVEK) EXTERIOR FINISH (SEE ELEV.) R v� �E p FOR �QDE C� QVED G� �P'P'� � �0V 2 2 2016 Ci�y of Tukw�S`ON g�1�Q1�G DIVI RECElV�D CITY OF TUK�NILA N0�9 1 0 Z016 PERMIT CENTER �� t�� ` � r sTAt� a�' �dASN�raGYacr p „ w � a' � � �` s ,, Y � ��, �; � �� ' � �{ � AR��iiT�C7� 21620 84th Ave. S. Ste. 200 Kent, WA 98032 (253) 468-7696 www.ihbarchitects.com The drawings and plans set forth on this set as instrument of service are, and shall remain, the property of IHB Arehitects. Use of this drawing is limited to a specified project for persons nlmed hereon. And for a construction of one building. Any use or reuse of said drawings is strictly prohibited without written permission of IHB Architects � � 0 0 rn ti � 0 O Z J W U � Q d � - ■ ro � � l n W � wr p � \■ � � �- > °O � Q� �" � �C � .� �o� � � � � � Pp1 • �•• �es J � � N � � � � � � � � � � � � VJ � � � � � revisions: �City Review Oct. 27 � Comments 2016 �City Review Nov. 9 2 Comments 2016 job No: _ date: JUNE 24, 2016 drawn by: HF revie�ved by: IHB .� �.i STAIRS: 13 TREADS @ 11" 13 RISERS @ 7 3/4" STAIRS: 2 TREADS @ 11" 3 RISERS @ 7 3/4" st�air gu��d �s ��quir�c9 fc�r s�a�r� wiCF� � tatal ri�� a� - �f}" c�r wnt�r�; �� t3UARC ��t�UIREM�I�TS f�r �c�r� �r�fc�rm�tion c� �14�� 11�..��. a7��r 7t:1�. 31�C"r��Lt�1�rV frc�m �asin� af ste� C��e�in�� fa�r r�quired �u,�,..W �... .,,.. s�� +�#' �ta�r tre�d� �Yt�ll rtc�t �Ila+u� a sp��r� ��/�" t� �ass t�rougF�. ; / 2 Stair Plan � SCALE: 1 /2" = 1'-0" � t � rua ��a.�es.ar �i.+#+v� c�� r� ws..��re� t�at p�r�it t�e p��s�g� �f a �" tli�rt't�t�r �pt�er`�. Stair Guard Requirements � m CIt't'� �Cf(S'� ca�tsid� j ��e� joi�t ��r, � � � t'�t1�ii�IttT3i +dik�tdill�tr'�Ii� � �� «�� i��; �� Jt71�'T �-i��l�� r m�r� r��n�� A"1! i �ti�R"�1Vi�l�d # � 1 � # l��i��f�.� Stair Stringer Attachment 2ND FLOOR LANDING 1 ST FLOOR ��s�c�n ��►�fr��is p�r m�nuf��tur�r �c�rnrrr�rt��ti�� .� i. � =- :-�-��a �t��rc� , p��t ��u��r�� 0 '��i1 '�;�" �i�. �.��..`"'.�,�'"".�' I �`" i'�'ii�t. >c�in� �*�"K:��" �C� ilt�°�l'�'i� t►� �t�it�, typi�l �'l�t'idt'�tE' �I�I��N�Ii� �€��i`�� v��„�,+� Handrail Mounting Types �� Stair Section 2 SCALE: 1 /2" = 1'-0" � �," M ��,� � � RE��t? �R31 �,7:�.�Type III t��rim�#�r: ��"� Handrail Grip Size � MIN. DI ENG AT FLOOR _ING POST 'HK. BASEPLATE w/ (4) %2' X 4" L. LAG SCREWS SHED DECK MATERIAL MIN. EDGE DIST. PER ENG. REa'S FIRST PICKET Roof Assembly Schedule RF-1 ROOF ASSEMBLY Wf TRUSSES: ASPHALT SHINGLE ROOF 15M ROOF MEMBRANE 15/32" APA RATED ROOF SHEATHING OR OSB PRE-MANUFACTURED TRUSSES (SEE ROOF FRAMING) R-49 BATT INSULATION GYPSUM BOARD CEILING PVA PRIMER Floor/Ceiling Assembly Schedule F/C-1 FLOOR ASSEMBLY: F/C-3 GARAGE FLOOR ASSEMBLY: 23/32" OSB T. & G. FLR'G, GLUE AND CONCRETE SLAB SCREW JOISTS PER FRAMING PLAN (R-30 BATT INSUL. ABV. GARAGE ONLY) AR A) P BOARD (5/8" IN GARAGE F/C-4 COVERED DECK ASSEMBLY: ZOMETEK - COMPOSITE BAMBOO T. & F/C-Z CRAWLSCAPE FLOOR ASSEMBLY: pLqNKS, GLUE AND SCREW. FLASH A� 15/32" OSB T. & G. FLR'G, GLUE AND SEAL AS REQ'D SCREW 2x JOISTS @ 16" O.C. TJI JOISTS PER FRAMING PLAN R-38 BATT INSULATION REFER TO FLOOR 6 FRAMING PLAN & DETAILS ON SHEET A7.0 A7.0 Wall Assembly Schedule WL-1 INTERIOR WOOD WALL: (U.N.O.) 2x4 WD STUDS @ 16" O.C. SINGLE TOP & BOT. PL. WITH 2" GWB EA. SIDE (5/8' ON GARAGE SIDE) WL_2 EXTERIOR WOOD WALL: (U.N.O.) 2x6 WD STUDS @ 16" O.C. %^ cwa ol VAPOR BARRIER O! R-21 INSULATION WHERE SHOWN �/6" OSB SHEATHING MOISTURE BARRIER (TYVEK) EXTERIOR FINISH (SEE ELEV.) WL-3 GARAGE WALL: 2x6 WD STUDS @ 16" O.C. 5!8" TYPE X GWB O/ VAPOR BARRIER O/ R-15 INSULATION WHERE SHOWN �/e" OSB SHEATHING MOISTURE BARRIER (TYVEK) EXTERIOR FINISH (SEE ELEV.) WALL SHEATHING PER PLAN WALL MOUNT CLIP SOLID BACKING REQ'D. IF NECESSARY, A SHEET METAL OR LAG SCREW CAN BE INSERTED INTO A SLEEVE IVletal Railing Connection Details � �. N.T.S. ' -VIIEWED'FOR �1�i7�E� �OV p �� N�V 2 � 2016 City of Tukwila BUILDING DtVISION � a ,t ts � ��° ��1. � �� }�1 �� i� �� :��`°, ,`� �s rs�� 21620 84th Ave. S. Ste. 200 Kent, WA 98032 (253) 468-7696 www.ihbarchitects.com The drawings and plans set forth on this set as instrument of service are, and shall remain, tlie property of IHB Architects. Use of tliis drawing is limited to a speciCed project for persons namcd hcreon. And for a construction of one building. Any use or reusc of said drawings is strictly prohibited without written pennission of IIIB Architects � �P ti 0 O rn n T � O Z J W U � Q a revisions: �� @`�'�f' �a�� `��"�R��a��, JUN 2 4 2Qt6 P��a r ��'�� job No: _ date: JUNE 24, 2016 drawn by: HF reviewed by: ��-{B �, _ , � �'' PRE-ENG. TRUSSES BAFFLE VENT BLOCI<ING SIMPSON H1 @ EA. TRUSS ROOF FINISH PER PLAN ALUMN. GUTTER & DOWNSPOUT _ FIN. FLR. ZIM BOARD PER PLAN TOP PL. PER PLAN �--��-�� TOP PL. % OVERHA R-49 BATT INSULATION %" BEAD OF SILICONE 5/4 FASCIA CAULKING SHT'G PER PLANS WALL PER FLOOR PLANS 2x BLOCKING @ RIDGE Eave Detail � A7.0 SCALE: 1" = 1'-0" WALL PER FLOOR PLANS P.E. TRUSS ROOF INSUL. FLOOR SYSTE M CONT. INSULATION AT FLOOR ENDS - TYP. AT CONTINUOUS END WALL NOTE: FOR CONNECTIONS REFER TO STRUCTURAL DETAILS o�-o�� FIN. FLR. RIM BOARD PER FRM'G PLAN 2x6 TREATED SILL W/ � A.B. @ 32" O.C. SLOPE GRADE •� FROM BUILDING � ! /�/ /�� /�� / � ��i\��i\��i��\/� :- 4" DIA. PERF. FND DRAIN CONT. TO DRAIN SYSTEM, TYP. WRAP DRAIN ROCK W/ FILTER FABRIC, TYP. � _ � �. PEA GRAVEL, TYP. I EXT. BEARING WALL PER FLOOR PLANS FLOOR SYSTEM BEAM PER PLAN AT UPPER BEARING WALL Floor End Details � WALL PER FLOOR PLANS FLOOR SYSTEM PER PLAN (2) #4 CONT. A7.0 SCALE: 1 " = 1'-0" R-38 INSULATION 6 MIL VAPOR BARRIER Typical Foundation Detail 9 A7.0 SCALE: 1 " = �'-0" WALL PER FLOOR PLANS FLOOR SYSTEM PER PLAN w � ¢ #4 CONT. �E c�i� AT TOP � Q #4 DOWELS V @ 24" O.C. (2) #4 CONT. c •� � �„� U SHINGLE CAP COR-A-VENT OR SIMILAR ACTIVE WEATHER FOIL ROOFUNDERLAYMENT �.TRUSS Ridge Vent Detail 2 A7.0 SCALE: 2" = 1'-0" FLASHING COR-A-VENT System SHINGLE CAP Or SIM. CAULKING ROOF TO WALL VENT SIDING MAXIMUM � CAP SHINGLE OVERHANG FOR AWF TO SHEATHING CLOSE PROPERLY 1" AIR SLOT ENHANCED SNOW SCREEN AIR y`---- � / WEATHER FOIL SHINGLES FELT PAPER SHEATHING / RAFTER OR TRUSS Roof to Wall Vent Detail 3 A7.0 SCALE: 1 " = 1'-0" � �.�� „�� DRIP EDGE Cantilever Floor End Detail 7 A7.0 SCALE: 1" = 1'-0" $" TYPE X GYP. BD. ` o�-o�� -� - FIN. FLR. RIM BOARD PER FRM'G PLAN � � A.B @ 32T0 C ILL W/ � Q > D � I n ,. ,�., „ „�_� „ ,-, D -�; _ o � 0 4" CONCRETE SLAB OVER 4" MIN. COMPACTED GRANULAR FILL Interior Footing Detail �o A7.0 SCALE: 1 " = 1'-0" 8" TYPE X GYP. WALL PER FLOOR PLANS #4 CONT. AT TOP #4 DOWELS @ 24" O.C. (2) #4 CONT. 2x6 TREATED SILL W/ A.B. @ 32" O.C. SLOPE GRADE FROM BUILDING BAT INSUL. OSB HATCH LID w/ 1/" GWB P.E. TRUSS BOT. CHORD M T CULTURED STONE - SEE PLAN VIEW BELOW � � �_8�� (X 2'-6") WEATHERSTRIPPING OR GASKET AT PERIMETER OF LID OSBINSUL.BULKHEAD ATTIC INSUL. PER PLAN CEIL. GWB TRIM Attic Access Panel / Hatch 4 A7.0 SCALE: 1" = 1'-0" 4 CULTURED STONE 3/4" MAX. PCL STONE VENEER M O RTAR SCRATCH COAT METAL LATH — 4" DIA. PERF. FND DRAIN CONT. TO DRAIN SYSTEM, TYP. — WRAP DRAIN ROCK W/ � FILTER FABRIC, TYP. — PEA GRAVEL, TYP. Foundation at Garage Detail 11 A7.0 SCALE: 1 " = 1'-0" � CAP SECTION ' 2'-0" APPROX. WOOD COLUMN BEDDING SEAL w/ CAULK STONE CAP w/ SLOPE BOXED FRAME W/ 2x'S AND SHT'G WRAP MORTAR JOINT 2x TREATED PL. W/ (2)1z"DIA. A.B. PER PLATE BOXED FRAME W/ 2x'S AND SHT'G WRAP 2 LAYERS OF GRADE "D" '� WOOD POST BUILDING PAPER OR 1 LAYER OF DUPONT TYVEK STUCCO wRAP PLAN VIEW Boxed Column with Stone Veneer 8 A7.0 SCALE: 1" = 1'-0" CONCRE' SLAB DETAIL 9 LAN J Stoop Detail At Concete Floor 12 A7.0 SCALE: 1" = 1'-0" 2'-0" O.C. TYP. EXTERIOR SHEATHING PER PLAN '— 2x6 BEARING WALL 1J� LAV J 1 V VJ L; L`T V.lr. - ALIGN STUDS w/ TRUSSES Truss to Wall / Ledger Connection SCALE: 1" = 1'-0" 2x6 STUDS 2x6 PL (2) 2x HDR RIGID INSUL. 2x4 STUDS 2x4 PL 4x10 HDR, U.N.O. ON PLANS 2x6 STUDS 2x6 PL (3) 2x HDR SPIKE EA. PIECE W/ (2) ROWS 16d SINKERS @ 12" O.C., STAGGERED, TYP. 2" PLYWOOD 2x6 STUDS 2x6 PL 6x8 HDR, U.N.O. ON PLANS Typical Header Sections SCALE: 1" = 1'-0" SIMPSON ACE E.S. SIMPSON AC POST PER PLANS E.S. -�-- - ---- SPLICE / MID-BEAM CONN. END CONNECTION Beam End � Splice to Post SCALE: 1" = 1'-0" �� . A �,.,,�.�, _ — CONCRETE WALKWAY TYP. Concrete Porch At Door Detail ... � f1l1 A 1 r A 1� .J �/1�1 STRUCTURAL GENERAL NOTES: Ail methods, materials and workmanship shall conform to the 2012 International Buiiding Code (IBC 2012) as amended and adopted by the local building authority. Engineered design in accordance with the Intemational Building Code is permitted for ali buildings and structures, and parts thereof, included in the scope of this code (IRC R301.1.3). All reference to other codes and standards, (ACi, ASTM, etc.,), shall be for the latest or most current edition available. Design criteria. Uniform loads: Snow (IRC R301.2) Ground snow load 25 psf Loads Live load Dead load Roof 25 psf actual Floor 50 psf actual Lateral loads: Wind (IRC Ft301.2) Basic wind speed: 85mph (3 second gust) Exposure: B importance factor: 1.0 Seismic (IRC R301.2) Soii Site Class D Seismic Design category D_ Importance factor: 1.0 Lateral earth pressure: Basement walis and other walis in which horizontal movement is restricted at the top shall be designed for at rest load of not more than 60 psf/ft. Retaining walls free to move and rotate at the top are permitted to be designed for active load of not more than 30 psffft. Soil data. 2000 psf assumed - Contractor to field verify condition. A geotechnical report is required for review by the Engineer and 8uilding Official whenever structures or portions thereof are to be located on filL Inspection - shall be performed per the Building Official's rules. CONCRETE. All concrete shall be hard rock concrete meeting requirements of ACI-318, "Buiding Code Requirements for Structural Concrete". Place concrete per ACI-318 and conform to ACI-306R-88 for winter concreting and ACI-305R-91 for hot weather concreting. Do not over-vibrate. Minimum specified compressive strength and aircontent of cancrete shall be as shown belaw. (Ref.:IRC Table R402.2 for Moderate Weathering Potential.) Type or location of concrete construction Strength(psi) Air content Notes Basement walls, foundations and other concrete not exposed to the weather 2500 None Basement slabs and interior slabs on grade, except garage floor slabs 2500 None Basement walls, foundation walls, exterior walls and other vert. conc. work exposed to the weather 2500 5-7% Porches, carport slabs and steps exposed to the weather, and garage floor slabs 2500 5-7% 1 Note 1: See IRC R402.2 and ACI 318 Chapter 4 for minimum cement content. Reinforcing steeL Deformed bar reinforcement: ASTM A-615 Grade 60 Welded wire fabric: ASTM A-185 & AS7M A-82 fy = 65 ksi All reinforcing shatl be lap-spliced a minimum lap of 40 bar diameters except as noted specifically on the structural drawings. No more than 50% of horizontal or vertical bars shall be spliced at one location. Provide elbow bars (40 diameters) to lap horizontal steel at comers and intersections in footings and walls. Concrete cover on reinforcing (untess shown otherwise). Bottom of footings 3" Formed earth face & slab-on-grade 2" WOOD. Framing lumber shatl be DF#2 or better, except that 2x framing lumber may be HF #2 unless otherwise shown on the plans. All 2" lumber shall be kiln dried (KD). Each piece of lumber shall bear a grade stamp of a recognized lumber grading or inspection bureau or agency per the NIST American Softwood Lumber Standard PS 20-99. Provide cut or malleable iron washers or where bolt heads, nuts, and lag screws bear on wood. Treat all wood in contact with concrete, mortar, grout, masonry, and within 8" of earth; all wood over water; and alf wood in contact with earth; with one of the fotlowing processes: Chromated Copper Arsenate (CCA-C), DOT Sodium Borate (SBX) Alkaline Copper Quat ACQ-C and ACQ-D (Carbonate) Copper Azole (CBA-A and CA-B) Where possible, pre-cut material before treatment. All field cuts and drilled holes shall be field treated in accordance with AWPA M-4. Accessories. Bolts shall be ASTM A-307. Washers shall be malleable iron washers (M.I.W.) or heavy plate cut washers. Nails shall have the minimum wire dimensions shown on Detail 5 this sheet. Lag screws, shear plates - see national design specifications. Anchors and connections shall be Simpson, Teco, Lumberlok or other Internationaf Code Council (ICC) approved products. All fasteners shall be installed per manufacturer's recommendations unless otherwise shown. All hardware exposed to weather, in unheated portions of building, or in contact with treated wood as specified above shall be galvanized as follows: Fasteners shall be hot dipped per ASTM A 153 or mechanically galvanized per ASTM B 695, class 55 or greater. Hardware shall be galvanized per one of the following processes: ASTM A 653 Class 185 (Simpson ZMax G185) or Batch/Post Hot Dipped Galvanized per ASTM A 123. Stainless steel hardware and fasteners shall be used in connection with any preservative treatment process not specifically listed above. Minimum nailinq. Minimum nailing shall be per IRC table R602.3 (1) - nailing schedule. Sheathing (plywood/osb). All grading shall conform to the following standards: NIST Voluntary Product Standard PS 2-92. Thickness and tay-up shall be as shown. All plywood shall be group I or II species. Unless otherwise shown, provide the following minimum nailing: Panel edges 8d at 6" on center Intermed. Support 8d at 12" on center Gluelam Beams. Materials, manufacture and quality control shall be per ANSI/AITC A-190.1 "Stn.ictural Glue Laminated Timber'. Unless otherwise shown, camber all beams 1-1/2 times dead load deflection. Unless otherwise shown all beams shall be combination 24F-1.8E as listed in AWC-ASD table 3.1, and have exterior glue. Unless otherwise shown, industrial appearance is acceptable. Wood adhesive. All wood adhesives shall be elastomeric and shall have a current ICC-ES approval. Apply all adhesives in accordance with the adhesive manufacturer's recommendations. Pre-Enqineered Trusses. Member geometry and spacing shall be as shown on the pfans. The manufacturer shall provide additional framing member as shown or as necessary to provide support for mechanical equipment, wall or other partitions, snow drift loads, etc. Trusses with spans greater than 35' shall have the heel plates designed considering the effect of eccentric loading. Where noted precut blocking, bridging, bracing andlor filler pieces shall be furnished by the manufacturer. Where applicable, wind uplift bracing shall be provided by the manufac#urer. Unless noted otherwise, the truss manufacturer shall speciTy and furnish connection hardware for the installation of their system. Shop drawings shall indicate alf required permanent bracing. Supporting calculations shall indicate member stresses, species/grades and applicable ICC-ES approvals. Shop drawings and calculations shall be sealed by a professional engineer registered in the State of Washington. Metal plated trusses shall be manufactured a detailed in conformance with the following standards: ANSIlTPI 1-2002 National Design Standards for Metal Plate Connected Wood Truss Construction. ANSIlTPI 1-1995 Code of Standard Practice for the Metal Plate Connected Wood Truss Industry. ANSI/TPI 2-1995 Standard for Testing Metal Plate Connected Wood Trusses. When delivered, the components shall be accompanied by the fabricators certificate of conformance to the above referenced standards, and by the following user advisory notices (or notices equivalent) to: BCSI-B1 Summary Sheet - Guide for Handling, Installation and Bracing of Metal Plate Connected Wood Trusses. BSCI-B2 Summary Sheet - Truss Installation and Temporary Bracing. BSCI-B3 Summary Sheet - Web Member Permanent Bracing/Web Reinforcement. BSCI-B4 Summary Sheet - Construction Loading. R�VIIEW�D F��t �C)D� +�C��/��`LIAt�I�� L�B��V V �l,I �p� � � 2016 Ci�y of Tukwila �IDILLDli�IC �fi�l1Slt�t� � � ..� w � � M � �� M �� ti �...I� � Ci7 � M � � N '�--�'"� � �. 9�.�.5 <t � � � � Ll.. � � � �....°� � Lt? �� N �.� W � 1 1 1 � � <C M ._...r lf') �9 I-- � ...� � �--- M V �--- N � � G�7 � e— � R. �F Wqs�j �� 1 ' �""�,,,., �� - ►-� az� � � �Gt STER�9 �tv�4 ��SSIONAL E�G� � � � � � � � � � � N � i Q � U q� v� -a W Q-� � Z �� o � �' z i1� f'-- Z J � � � W tn � c W W U� � J � j � � _ � '� � t�f � t- o � V W � � � � � � � � � f— �City Review Oct. 27 � Comments 2016 RECF_IVED CITY C7F TUKWILA Oi�T z �l 2016 PERiVIiT ��t�TER c� Z � w a'S N � m � � m W m � o z cn `� }' w t�w- cW.� oa � a c=.�� o0 DRAWING N0. SHEET N0. 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' , � a d a S3.1 a .a °: a �e �� a� a a _< a . a ,aQ 1st Floor Shear 1�/all Plan SCALE: 1 /4" = 1'-0" 1 S3.1 � d a 2nd Floor Shear Wall Plan SCALE: 1/4" = 1'-0" SH EAR WALL N OTES 7/16" OSB OR PLYWOOD SHEATHING - USE 8d COMMON OR GALVANIZED NAILS. BLOCK ALL PANEL EDGES. LONG DIMENSIONS OF PLYWOOD MAY BE INSTALLED VERTICALLY. NAIL � 12" O.C. TO ALL INTERMEOIATE SiUDS. WHERE 3" NAIL SPACING IS SPECIFIED AT PANEL EDGES, USE 1-1/2" 8d SHORT NAILS OR 3X S1UDS WITH 8d COMMON NAILS. FOR 2" NAIL SPACING, USE 3X STUDS ANO STAGGER PANELS. WHERE PLYWOOD IS 2 SIDES OF WALL, JOINTS TO FALL ON SEPARATE STUDS ON EACH SIDE. FLOOR PLYWOOD — USE 8d COMMON NAILS � 10�� O.C. AT INTERMEDIATE SUPPORTS, 6" O.C. AT ALL PANEL EDGES AND 4" O.C. AT ALL SHEAR WALLS, UNLESS 07HERWISE SHOWN ON PLANS. FLOOR J015TS — JOIST PARRALLEL TO FLOOR OPENINGS AND EXTERIOR WALLS SHALL BE CROSS.BLOCKED AT 48" O.C. � EDGES W/ (4) 10d NAILS FOR THE FIRST BAY. 3" x 3" x 1/4" HD GALVANIZED SQUARE WASHERS AT ALL ANCHOR BOLTS. 7/16" OSB OR PLYWOOD SHEATHING — STAPLE SCHEDULE ALLOWABLE SHEAR VAI.UES WITH HEM FIR �2 STUDS 2" 16 GA. STAPLES � 15 GA. STAPLES � 14 GA. STAPLES � 3" O.C. — 280 # ft. 4" O.C. — 280#/ft. 4" O.C. — 303#/ft. 2" O.C. — 360#/ft. 2-1/2" O.C. — 430#/ft. 3" O.C. — 390#/ft. 4" O.C. AND 10d NAILS 2" O.C. — 504#/ft. � 6" O.C, — 620#/ft. FIELD SPACING: 12" O.C. NAILS & STAPLES. HOLDOWNS — INSTALL SIMPSON HOLDOWNS OR EQUIVAIENT AT THE END OF SHEAR WALLS WFiEN SHOWN ON DRAWINGS. TO ATTACH USE 2X OR 3X HF #2 CONSTRUCTION GRADES AS SHEAR WALI BOUNDARY ELEMENTS. HOLDOWNS ARE ONLY REQUIRED WHERE SHOWN ON PLANS. SHEAR WALL SCHEDULE PER IBC „ �[ � GENERAL NOTES: SEE PLANS TO DETERMINE THE DIFFERENT DESIGNATORS FOR SHEAR WALL MATERIALS, NAILING, ANCHOR BOLTS, AND HOLOOWNS. LOCATE HOLDOWNS AS CLOSE AS POSSIBLE TO THE END OF THE DESIGNATED WALL ALL HOLDOWNS, ANCHOR BOLTS, WASHERS, & NAILS IN CONTACT WITH P.T. WOOD TO BE HOT DIPPED GALVANIZED. P1 = ONE SIDE PlYW00D P2 = TWO SIDES PLYWOOD ��16„ NAIL SPACING TOP & BTM. A35 BLKG. SILL BASE MARK P�� PLATES ANCHORS REQ'D. PLATE PLATE EDGES FIELD ANCHOR BOLTS NAILING P1-6" 8d 6" 12" 6" 18" O.C. 2x4 5/8" � 48" (2) t6d � 10" Pt-4" 8d 4" 72" 4" 16" O.C. 2x4 5/8" � 32" (2) 16d � 7" P1-3" *'� 8d 3" 12" 3" 14" O.C. 3x4 5/8" � 24" (2) 16d � 5" P1-2" ** Sd 2" 12" 2" 12" O.C. 3x4 3/4" � 24" (2) 16d � 5" P2-6" ** 8d 6" 12" 6" 10" O.C. 3x4 5/8�� 24�� (2) 16d � 5" P2-4" *"' Sd 4" 12" 4" 8" O.C. 3x4 3/4" � 20" (3) 16d � 5" P2-3" *s 8d 3" 12" 3" 8" O.C. 3x4 3/4" � 16" (4) 16d � 5" P2-2" ** 8d 2" 12" 2" 8" O.C. 3x4 3/4" � 12" (4) 16d � 4" **NOTE: WALLS WITH UNIT SHEAR OF 350#/ft. OR GREATER SHALL HAVE FRAMING MEMBERS (STUDS & PLATES) ABUTTING PANELS NOT LESS THAN 3X MEMBERS PER IBC 2009, TABLE 2306.3.1. 3X FRAMIN� WILL BE NOTED ON PLAN. 1. USE POWER—DRIVEN STEEL STUDS AND NAILS BY HILTY OR RAMSET WHERE APPLICABLE. 2. PLYWOOD MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. 3. SOLID BLOCK WITH JOIST UNDER INTERIOR SHEAR WALIS. NEC 250.52 Grounding Electrodes. A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of lh" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" af concrete. (NOTE: 20 foot rebar shall 'bt �ne continuous piece tied alongside any vicinity faoting =�bar and shall protrude 8" min. above top of foundatia�i .�,�ll near location of power panel.) FOOTING INSPECTION (RE: Geotech report p.repared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech en�ineers report shall be resented to the buildin� inspector at time of footin� ins ection. ---__ ---- -�-- IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. --- -- ____ __---- _ -_ HEM FIR #2 VALUE �#/�F) 240 350 450 585 480 700 900 1170 REVIEINED ��E COi�iPl A��i�V NOV 2 2 ' � City of 7u �UILDING D jONAL f.� � 0 r�, = W Z � � vi w � d � —LLI'� � � 1� �City Review Oct. 27 � Comments 2016 RECEIVED TY OF TU{{WVILA OC� '17 2016 �AIIIT CENTER c� i� �� w = � � m �� od o � DRAWING N0. � a N m `� � � �� n�, SHEET NO. SG.� �� {� �, �g ,� � .,, p�� . � av � �r��F �r� ��a� •: • �� 3 ' � �'� '�� ;: : �� "�� ? � � �r?4� �� ` � si*��,. �� r � ' �e �} s �` ��s 7�t�� `� �'` �� a � x� �� ) S t F t � V 5 f s � 1 � � h 1 1 b iS� � W � � � � 4 $� �3 ¢ E� �� , � � , � t � � � �� F� t � r � , � �z , , , � $ � r� �� 1 a}� > � ti. F- � �4 � n� ,.<��.�� :.�-t . �,�;.� '.ue.$) �,�;.: �_#.�.'�:'�s k�1U, „i�.a. . 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P e SIMPSON H1 ( EACH TRUSS 8d NAILS � 4" LS50 @ 24" O.0 (BIRD BLOCKING TOP PLATE) FRAMING & FND. DIMENSION SHEAR WALL PER PLAN & SCHEDULE FINISH PER ELEVATION OVER 151b. BUILDING PAPER OVER SHEATHING PER PLAN 16d @ 4" O.C. Z- FLASHING — WOOD TRIM — (OPTIONAL) 16d TOE-NAILS Ca� 6" O.C. z �� GRADE \ z w TIGHTLINE - " STORM DRAIN � z � ¢ � IF REQ'D O 0 � Z � �� IZ � U � � 4" dia. PERF. FND. DRAIN 2x STUDS PER PLAN BATT INSULATION PER PLAN BATT INSULATION PER PLAN y" T. & G. PLYWOOD SUBFLOOR GLUED & NAILED 2x FLOOR JOISTS PER PLAN —PT MUD SILL � PER PLAN —(1) #4 BAR CONT. MAX 6" BELOW TOP OF FND. WALL ANCHOR BOLTS PER PLAN #4 BAR @ 18" O.C. EACH WAY (2) #4 BAR CONTINUOUS 6 MIL. BLACK VAPOR BARRIER� GRADE , . , _ _ ... i: /i: /i.�/i� i t. i. i. i Tvpical Fou ndation Wall SCALE: 1/4" = 1'-0" ASPHALT COMPOSITION ROOFING OVER 15# FELT PAPER ON 7/16" OSB SHEATHING ON MFG. TRUSSES C� 24" O.C. INSULATION BAFFLE W/ MIN. 1" AIR SPACE. R-49 BATT INSULATION 2x4 VENT BLOCKING W/(3) 2" DIA, SCREENED HOLES LP SOFFIT MATERIAL AT OVERHANG. GWB W/ PVA PAINT, TYP. 5/4"x8" FASCIA W/ 5" ALUMINUM GUTTERS AND FLASHING SIDING PER. ELEVS. ON 15# BLDG. PAPER ON 7/16" OSB. SHEATHING ON 2X6'S � 16" O.C. W/ R-21 BATT INSULATION. Roof Eave to Wall Detail SCALE: 1 /4" = 1'-0" FRAMING & FND. DIMENSION SHEAR WALL PER PLAN & SCHEDULE FINISH PER ELEVATION OVER 151b. BUILDING PAPER OVER SHEATHING PER PLAN 16d @ 4" O.C. Z- FLASHING WOOD TRIM (OPTIONAL) 16d TOE-NAILS — @ 6" O.C. z � � � � GRADE - - -- ` � TIGHTLINE - z w � �Z STORM DRAIN � IF REQ'D � � m J J � �� 4" dia. PERF. FND. DRAIN 2x STUDS PER PLAN BATT INSULATION PER PLAN BATT INSULATION PER PLAN y" T. & G. PLYWOOD SUBFLOOR GLUED & NAILED 2x FLOOR JOISTS PER PLAN —PT MUD SILL ' PER PLAN —(1) #4 BAR CONT. MAX 6" BELOW TOP OF FND. WALL ANCHOR BOLTS PER PLAN #4 BAR @ 18" O.C. EACH WAY (2) #4 BAR CONTINUOUS 6 MIL. BLACK VAPOR BARRIER ,, , . GRADE, , . Typical Foundation Wall MFR. ATTIC ROOF TRUSSES AT 24" o.c COMPOSITION SHINGLES ELEVATION 0/ 15# BUILDING PAPER 5/4x8 RAKE BOARD w/ 1x2 TRIM APA RATED SHEATHING PER S.W SCHEDULE GABLE END TRUSS 2x6 WALL TOP PLATES SIDING PER ELEVATION 0/ HOUSEWRAP w/ SHEAR WALL PANEL PER PLAN SCALE: 1/4" = 1'-0" 1/2" GWB AT CEILING 2x6 CONT. GNB NAILER 1/2" GWB AT WALLS 2x6 WALL STUDS � 16" o.c. Gable Roof to Wall Detail SCALE: NTS 0 z � �- N 4 16d NAILS . SIDE — � BOTTOM OF BEAM z L (2) SIMPSON A34 c� FF�AMING ANCHORS @ EACH POST FLR. JSTS. PER PLAN BATT INSULATION PER PLAN 3/4" T.&G. PLYWOOD SUBFLOOR GLUED & NAILED � BEAM PER PLAN 2X4CLEAT EACH SIDE (2) 16d EA. SIDE P. T. POST PER PLAN 6 MIL. BLACK V. B. �I . a .tl d ..°4' I I a: q � ( <n ' 4�. ' .. I I � 1'-4" � 111=111-111= �ii��=�� (2) #4 BAR CONTINUOUS Continious Footing SCALE: 1 /4" = 1'-0" R-21 INSULATION 4X HEADER BUILDING PAPER R-10 RIGID INSULATION SIDING PER PLAN MOISTOP EZ-SEAL PER. WINDOW WRAP DETAILS. 'Z' METAL FLASHING 2x TRIM PER ELEVS. 1 /4" GAP NOT TO SCALE Typic�l 4x10 Header � 1 SCALE: NTS LAG SCREW SPACING JOIST SPAN IN. O.C. 6'-0" & LESS 30 6'-1 " - 8'-0" 23 8'-1 " - 10'-0" 18 10'-1" - 12'-0" 15 12'-1" - 14'-0" 13 14'-1 " - 16'-0" 11 16'-1" - 18'-0" 10 JSTS. PER PLAN — 'i" HOT-DIPPED GALVANIZED OR STAINLESS STEEL LAG SCREWS SPACED PER TABLE. PLACE BETWEEN 2" & 5" FROM ENDS & STAGGER @ 2" FROM TOP & BOTTOM. TIP OF LAG SCREWS TO FULLY EXTEND BEYOND INSIDE FACE OF RIM JOIST. MAXIMUM WALL SHEATHING THICKNESS IS 15/32". LEDGER PER PLAN.—� 2" MIN. EXISTING WALL 2X106ACKER 2 MIN. � �2" MIN. 5" MAX. � 2x HF#2 EXISTING � FOUNDATION SCALE : 1" = 1'-O" Ledger Detail ,-� r. SCALE: 1/4" = 1'-0" � 0 ��vi�ww�o Fo� �0�� EO@1APLIANCE ,�pPRO!!�D NOV 2 2 2016 Cifiy of Tukwila BUILDING DIVISION � �'� �: ��.� � � ��`�"�' �y=. ."9'��.� ..�� s fi �:. ■ l U � � M � M � � M 1 1 1 � ti 1 1 A � N � � � M � � J � 1 1 1 }- � '" � � � �- � �� C� � �%� w �t � <C M _ � _� � � M � �— O � � O � � � P� �`'R �r �^j l � .r. � �� r � � � � ' a2 4 � � �G l S TER�� v`v �s`SrONAL ��Gl , � W Q � � � � � N � � � Q � U � N � W �—� � Z � � � � Y �' z � H z Q ~ r � .. � � Z Cn � � � � . O W "� J � Q � aC 0 = cn CC �C cc� � U � � � �x`� � � N � (!� � � F-- � � Z � W o W N � m `� � Ww W Zo m w � �� ww � Q 0� U� 0 � DRAWING N0. SHEET N0. S3.0 JOB N0. 2013- PER PLAN MIN. 3"x 11.25" NET � . �. .� HEADER, EXTEND TO I.I. .. I�) END WALLS I• I • • • .I •I '' �' I ' '1'�! � � �• (•�'� � �� ' � � '� �� .�_) � � �.� PANEL SPLICE (IF • •I I.I. NEEDED) SHALL •I�I I•I� OCCUR WITHIN 24" 'I•I I•I• OF MID—HEIGHT, 'I'I I'I' NAIL 2x BLOCKING �I'I � W/ (3) 1 6d, ' —� � SHEATHING EDGES .1.1===-I.I. 8d AT 3" O.C. '�'� � •�•) �•�• 'I') I'I' .I.) I.I. 'I'� I'I. �•� • I I� ;: i,. i i .;( �. ��. � � .�� . II i�l i:�i;� .�. ��: �� I i I i �t, III I I II u �� I- I I I I I I I �__ _r _i __i I I I I I I �I I I CONC. SLAB I I I� I __ � � � — — CONT. FOOTING i i i i NAIL SHEATHING TO HEADER @ 3" O.C. E.W. "SIMPSON" LSTA24 STRAP, BACK SIDE, EA. EDGE FASTEN TOP PLATE TO HDR. 2 ROWS 16d SINKER NAILS C� 3" O.C. (2)2x STUDS EACH EDGE CONNECT PLYWOOD X W/ 8d NAILS � 3 O.C. Q TO ALL STUDS, PLATES � 8c HEADERS � APA RATED SHTG. i" MIN. 24/0 EXP. 1 BOTH SIDES "SIMPSON" STHD14 WOOD TO CONCRETE CONNECTORS OR EQU AL (3) 2x PLATES (1 PLATE PLUS 2 BLK. BETWEEN STUDS) NAIL SHEATHING TO EACH PLATE 3/4"OX 15" A.B. 7" MIN. EMBED. W/ 3"X3"X1 /4" GALVANIZED PLATE WASHER � 4 # 4 BAR VERTICAL # 4 C�? 6" OC HORIZONTAL PORTAL FRAME � IRC R602.10.6.2 S3.1 NO SCALE OUTSIDE OF GARAGE GARAGE DOOR � INSIDE OF � GARAGE PLAN VIEW OF CONCRETE STEM WALL PLYWOOD SUB- FLOOR � FLOOR JOIST PER PLAN � A35 � 16" O.C. 2X STUD/SHEAR WALL; NAIL PER PLANS; SEE SHEAR WALL SCHEDULE. BOTTOM PLATE NAILING PER SCHEDULE TO 2X RIM JOIST NAILING PER SHEAR WALL SCHEDULE WALL SCHEDULE 2X BLOCK 16d TOENAIL � 6" o.c. TO TOP PLATES 2X STUD/SHEAR WALL; NAIL PER PLANS; SEE SHEAR WALL SCHEDULE. 2 OFFSET INTERIOR SH EAR WALL S3.1 N O SCALE PLYWOOD FLOOR FLOOR JC PER PLAf SIMPS( H1 CLI JOISTS 3 EXTERIOR SHEAR WALL 53.1 NO SCALE 4 N OT U SED 53.1 NO SCALE TRUSSES OR RAFTERS PER PLAN ROOF SHTG — PER SHEAR W SCHEDULE 8d � 6" O.C. 2X BLKG. W/ � 8" O. C. 8c HOLES (RIP B OVERHANG 8c FASCIA SHEATHING PE SCHEDULE 2X STUD WAL � '16" O.C. 2X STUD/SHEAR WALL; NAIL PER PLANS; SEE SHEAR WALL SCHEDULE. BOTTOM PLATE NAILING PER SCHEDULE TO 2X RIM JOIST NAILING PER SHEAR WALL SCHEDULE 2X RIM JOIST OR BEAM, PER PLAN. { STUD/SHEAR WALL; i�AIL PER PLANS; SEE SHEAR WALL SCHEDULE. 5 TYP. SH EAR WALL TO ROOF S3.1 CON N ECTI ON N O SCALE TRUSSES OR RAFTERS PER PLAN ROOF SHTG - NAIL - PER PLAN 8d � 6" O.C. 2X BLKG. W/ 16d — � 8" O.C. 8c VENT HOLES OVERHANG & FASCIA SHEATHING PER PLAN 2X STUD WALL � 16'� O. C. RAFTER TOE NAIL (2) 16d � 16" O.C. � EACH STUD TOP 8c BOTTOM � 6d � 8�� O.C. ` CEILING JSTS. H3 ANCHOR � PER PLAN. 48�� O.C. SHED ROOF TO OFFSET 6 SHEAR WALL CONNECTION S3.1 NO SCALE TRUSS OVER S.W. TO HAVE BLOCKING AT 16� O.C.� A35 � CLIPS � 24" O.C.—� \�1 2x6 V BRACE @ 4' O/C 10d � 4" o.c. — ROOF SHEATHING TO TOP CHORD TRUSS. �PLYWOOD ROOF SHEATHING TRUSSES PER PLAN CONTINUE SHEAR WALL TO ROOF ` SHEAR WALL PER SCHEDULE � SHEAR WALL PARALLEL TO TRUSS 53.� ELEVATION A SIMPSON MSTC66B3/MSTC48B3 HOLDOWN ON DOUBLE STUD W/ALL NAIL HOLES FILLED W/ NAILS PER SIMPSON'S SPEC. NAILS � < OF EACH STUD �z 10d � 4" O.C,`.T oi v�ninnD ROOF ING �CKING . � 3" o. c. TO �CKING . � 6" o.c. SS DOUBLE STUD SHEAR WALL PER SCHED. & PLANS 16d � 6" O.C. (STAGGERED) BEAM OR DOUBLE JOIST OR BLOCKING PER PLAN. (PROVIDE FILLER BETWEEN DBL. TJIs) �� TJI FLR. JOISTS OR 2x JOIST PER PLAN BLOCKING OR SIMPSON TB � 24" O.C. PROVIDE FILLER � TJI JOIST FOR NAILING 8 I N TERI OR SH EAR WALL. HOLDOWN � BEAM 53.1 Scale:l =1 —O 16d TOE-NAIL � 6" O.C. FLR. JOISTS PER PLAN 8d�4"O.C. (3) 8d NAILS A35 � 24" O.C. 2X6 V-BRACE � 8'- o" o. c. (2) 2X TOP PLATE UD/ SHEAR WALL �CHEDULE � SHEAR WALL PERP. TO TRUSS s3.� ELEVATION B FRAMING PER PLAI [(2)-2X MIN UNO MST-48 STRAP PE HOLDDOWN SCHEDULE W � EQUAL NUMBER OF NAIL TO SHEARWALL FRAMIN AS TO HEADE 2x BLOCK'G � 24' O.C. SHEAR WALL PER PLAN & SHEDULE 9 INTERIOR SHEAR WALL TO FLOOR ABOVE WALL PARALLEL TO FLOOR JOISTS Scale: 1 "=1'—O" STRAP CAN BE _ __ �� DRUG STRUTS CONNECTION DETAILS 53.1 LATER AL ON LY RIM JOIST & FLOC FRM'G PER PLA HEADER PER PLA 2-A35 EA SIDE FRAMING PE PLA 2A NOT USED S3.1 NO SCALE SIMPSON MST48 HOLDOWN ON DOUBLE STUD W/ALL NAIL HOLES FILLED W/NAILS PER SIMPSON'S SPEC. NAILS � < OF EACH STUD RAP STRAP AROUND BLOCKING L/2 (HALF OF THE STRAP LENGTH) SHEAR PER SCHED. DOUBLE STUD, NAILING � CENTER OF STUD 16d � 6�� O.C. SIMPSON L90 � HOLDOWN ONLY, APPLY A35 � THE OTHER BLOCKINGS UNDER SHEAR WALLS. FILLER JOIST PER PLAN—J 11 SHEAR WALL HOLDOWN � BLOCK'G S3.1 13 MSTXX STRAP TO BEAM CTYPO S3.1 SIMPSON MSTC66B3/MSTC48B3 HOLDOWN ON DOUBLE STUD W/ALL NAIL HOLES FILLED W/ NAILS PER SIMPSON'S SPEC. NAILS � < OF EACH STUD uz DOUBLE STUD SHEAR WALL PER SCHED. & PLANS 16d C� 6" O.C. (STAGGERED) BEAM OR DOUBLE JOIST OR BLOCKING PER PLAN. (PROVIDE FILLER BETWEEN DBL. TJIs) TJI FLR. JOISTS OR 2x JOIST PER PLAN 8A INTERIOR SHEAR WALL HOLDOWN � BEAM S3.1 Scale: 1 "=1'—O'� . . � ��v��W�� "�� CClDE COMPLIAN��, AP6�R0�lED NOV 2 2 2016 City of Tukwila BUILDING DIVISION �� °�� i�' �`�= �� m�� :;,�JUN 2 4�1 U � ' � M � � � � M W � �' W � � � ^ � M L!7 � J � 1 1 1 }- �.1_. w � (� G � �� Li ) � � � w �.f') � <C M � _1 � � �— M U '— N � � � O r � � 9 � � � WR �1 �� . ° � � - �--� az< � � .� FC I S TER�� U`v �ssroNnL �� ¢ O �� N � � �Q � U � N � W �-� � Z �� O��Z � H Z Q ~ W (n � z cn�� L.1J l.l.l ' C7 -r-+ --� � Q .� aC � = cn � Q (� H U �o �' U W � � �oN� F— � N � (n � �— F— � <� � Z w o atf N � m `� � Ww w Z � m Y � V` � � U ljj W 0 Q 0� U� � C1 DRAWING N0. SHEET N0. S3.1 JOB N0. 2013- \ � � EDGE OF SHEARWALL PER FLOOR PLAN CORNER OR cu�no�n�ni i DOOR/WINDOW (2) 2x WALL STUDS AT EACH HOLDOWN. NAIL STUDS TOGETHER w/ 2-ROWS 10d AT 6" o.c. EACH ROW (STAGGERED) STRAP TYPE HOLDOWN PER PLAN (INSTALL PER MFR. SPEC.) SHEARWALL PER PLAN STRAP TYPE HOLDOWN PER PLAN (INSTALL PER MFR. SPEC.) 'ANEL EDGE NAILING PER SHEAR WALL SCHEDULE FLOOR SHEATHING FLOOR JOIST PER FRAMING PLAN P.T. SILL PLATE w/ A.B. PER PLAN STRAP—TYPE HOLDOWN w/ STRUCT. RIM BOARD ��Z�,T.F�'��„ _ �-�� EDGE OF SHEARWALL PER FLOOR PLAN � CORNER OR �� -�••• DOOR/WINDOW (2) 2x WALL STUDS AT EACH HOLDOWN. NAIL STUDS TOGETHER w/ 2-ROWS 10d AT 6" o.c. EACH ROW (STAGGERED) STRAP TYPE HOLDOWN PER PLAN (INSTALL PER MFR. SPEC.) STRAP- 15"x8"� W/(2) 1 %a" x 1: SHEARWALL PER PLAN STRAP TYPE HOLDOWN PER PLAN (INSTALL PER MFR. SPEC.) FLOOR SHEATHING PANEL EDGE NAILING PER SHEAR WALL SCHEDULE FLOOR JOIST PER FRAMING PLAN PONY WALL FRAMING PER PLAN P.T. "BORATE" SILL PLATE w/ A.B. PER PLAN HOLDOWN w/ STRUCT. RIM BOARD = 1 —(1 5"x5"�4" OR ��..��..y,�� #4 @ 6" O.C. 8" CONC. WALL Connection Detail � Garage Area S7'.�i��7�T�� _ �,�� (2) 2x WALL STUDS AT EACH HOLDOWN NAIL STUDS TOGETHER w/ 2-ROWS 10d AT 6" o.c. EACH ROW (STAGGERED) 2x WALL BOTTOM PLATE �FLOOR SHEATHING — 6 3�4�� X GLB "x5" OR -� 3RACKET 4 #5 WELDED FLOOR JOIST PER FRAMING PLAN P.T. "BORATE" SILL PLATE w! A.B. PER PLAN (2) 2x WALL STUDS AT EACH HOLDOWN NAIL STUDS TOGETHER w/ 2-ROWS 10d AT 6" o.c. EACH ROW (STAGGERED) 2x WALL BOTTOM PLATE FLOOR SHEATHING FLOOR JOIST PER FRAMING PLAN PONY WALL FRAMING PER PLAN P.T. "BORATE" SILL PLATE w! A.B. PER PLAN 1/4 2x6 PT FOUNDATION WALL 2x EXTFR WALL PLA IiEADER ( �LOOR PL F01� SIZ[; DE3L 2x D PLYWOOD MIN. 3/8' PLYWOOD NAILS � EDGES & 1=1ELD C�D � HEADERS 4X POST EACH SIUI SIMPSON STRAP OF EACH SIDI OPENING � EMDS ( BF. INSTA� ON OU�SI' DBL. 2x E PLATE � 2x BLOCK UNDER BV DBL. TOP 4x POST t� 6x � COR� SIMPSON F Fio�oowN EQ. (2 PL� w/ SSTQ ( ANCFIOR B DBL 2x B PLATE � E FLOOR FRI FLOOR FR� 2x BLOCKI UNDER E3W CNW COUF w/ ALL—TI 2x P.T. MI 2X6 STUC (PONY Wi PER f'LAP 5/8" DIA. � BOLTS w ' ENBEDM Ni QUARTER P CONT. F01 w/ RE�AR PER PLAN 2x EXTERIOR 4VALL PLATES HEADER (SEE FLOOR PLAN FOR SIZE) (2) 2x BLOCKI PLYWOOD JOIN MIN. 3/8" EXI PLYWOOD w/ NAILS � 6" 0 EDGES & 12" FI�LD Q ALL f HEADERS & 5 4x POST MIN, 6x � CORNER: SIMPSON PHU HOLDOWN OR EQ. (2 PLACE`. vr/ SSTB OR [ ANCHOR BOLT DBL. 2x BTM PLATE C� BWP FLOOR FRAMIN FLOOR �RAMIN 2x BLOCKING UNDER BWP CNW COUPLER w/ ALL– iHRE 2x P.T. MUD , 1/2" DIA. ANC BOLTS w/ 7" EMBEDMENT � QU�RTER P011� CONTiNOUS FOUNDATION 1 REINFORCING: REQ'D BY I.00 CdDES OR SO CONDITIONS CONT. FOOTIN w/ REBAR 3 FLOOR BRACED WALL PANEL WITH PONY WALL ALTERNATE �� FLOOR BRACED WALL PANEL 1 SCALE 3/4" = 1' 0" 2x EXTERIOR WALL PLATES HEADFR (SEF � FLOOR PLAN � FOR SIZE) (2) 2x BLOCKI� PLYWOOD JOINI MIN. 3/8" CXT. Pl_YWOOD w/ 8 NFlILS � 6" 0.( EDGES & 12" C FIELD � ALL PI FiEADERS & ST 4x PUS i MIN. 6x Q CORNFRS SIMPSON STHD tiOLDOWN OR EQ. (2 PLACES DBL. 2x BTM P � BWP F�OOR FRFlNINC FLOOR FRAMINC 2x P.T. MUD SI 1/2° DIA. ANCI BOLTS w/ 7" � EMBEDMENT C� QUARTER I'OIN� CONIINOUS FOUNDAIION W REINFORCING: REQ'D BY LOC' CODES OR 5011 CONDITIONS CON f. FOOTINC w/ REBAR 0 ALTERNATE 2 FLOOR BRACED WALL PANEL SCALE 3/4" = 1' 0" 2x EXTERIOR WALL PLATES HEADER(SEE FLOOR PLAN FOR SIZE) DBL 2x BLOCKINC PLYWOOD JOINT MIN. 318" EXT. PLYWOOD w/ 8d NAILS @ 6" O.C., EDGES & 12" O.0 FIELD @ ALL PLA HEADERS & STU[ 4X POST MIN. EACH SIDE SIMPSON MSTA STRAP OR EQ. EACH SIDE OF OPENING OR @ ENDS(MAY BEINSTALLED ON OUTSIDE) DBL. 2x BTM PLATE @ BWP DBL. TOP PLATE ALTERNATE WALL TO R2 WALL BRACED WALL PANEL SCALE 3l4" = 1' 0" HH HEADER HANGER — 2x EXTERIOR (IF REQUIRED) WALL PLATES HEADER (IF REQUIRED) (SEE FLOOR PLAN FOR SIZE) (2) 2x BLOCKING @ PLYWOOD JOINTS MIN. 3/8" EXT. PLYWOOD wl 8d NAILS @ 6" O.C., EDGES & 12" O.C. FIELD @ ALL PLATES HEADERS & STUDS 4x POST MIN. 6x @ CORNERS SIMPSON STHD � � HOLDOWN OR EQ. (2 PLACES) DBL. 2x BTM PLATE – @ BWP FLOOR FRAMING (SEE - FLOOR FRAMING PLAN) � 2x P.T. MUD SILL — 1l2" DIA. ANCHOR BOLTS w/ 7" MIN. EMBEDMENT @ QUARTER POINTS CONTINOUS FOUNDATION WALL, REINFORCING: AS REQ'D BY LOCAL CODES OR SOIL CONDITIONS CONT. FOOTING w/REBAR � a i i �-1/2�� ' J�% / . :�y�f , , ' ' 5" MIN. i r'• � . � , �'/ � . �, • , , . � ' , , , �o i ..� `r. � • o• . • 5 • • °3 �� . , • r �' , • • . . o, � o • � , ,� �• . . , • , v . , , , , , t�� ,. � a� ' � • ALTERNATE FLOOR ' � R1 BRACED WALL PANEL i� SCALE 3I4�� = 1� �� REVIEINED FOR ��DE COil�t�LIA�JC� �� NOV � � 2016 Ciiy of Tukwila BUILDING DIVlSION r:7 �r �� s � +��`�'l�' �� °�'�e��xr�'3�.,� JUN 24 2016 � V � �"� M � M � � M l.�J � r- A 1 1 � N � � � M � � � J � ,�,,�x� �- I_L_ W � � � � � �� i� ' � W �.i� � Q M _ � _' � N �-'__ M U j— N � � O � � i i � ��wR�,f �Y �.`�� • c �" �� °�r � az� � � A �C I S TE�� {'w �SSI�NAL ��1� w � ' � O � Y � � � � � i Q � U � � � W � � (lT Z �� O � �' Z � f— z Q � W (� � z (i� U� C O � � � � d � ¢ � I� �C = ca � U � � C..) W X c� � � N Y (/� � � f — �City Review Nov. 6 � Comments 2014 � Mirrored June.7 2016 � i� z � w o o2S N � m "� � w w 00 w m Z (� �Z Y � � � S U �jj W � Q �� U� � � DRAWING N0. SHEET N0. S3.2 JOB N0. 2013- �,