Loading...
HomeMy WebLinkAboutPermit D19-0395 - PAYNE RESIDENCE - ADU AND GARAGEPAYNE ADU/GARAGE 4009 S 150TH ST FINALED 09/12/2022 019-0395 Parcel No: Address: City 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 0041000555 4009 S 150TH ST ACCESSORY DWELLING UNIT PERMIT Project Name: PAYNE ADU / GARAGE Permit Number: D19-0395 Issue Date: 8/6/2020 Permit Expires On: 2/2/2021 Owner: Name: Address: PAYNE NICHOLAS A 4005 S 150TH ST, TUKWILA, WA, 98188 Contact Person: Name: NICHOLAS PAYNE Phone: (206) 295-3773 Address: 4005 S 150TH ST, TUKWILA, WA, 98188 Contractor: Name: Address: License No: BOLT CONSTRUCTION LLC 14 109TH PL SE , EVERETT, WA, 98208 BOLTCCL814QK Lender: Name: OWNER FUNDED Address: Jll Phone: (425) 595-0175 Expiration Date: DESCRIPTION OF WORK: CONSTRUCT A NEW BUILDING, AS A (3) CAR GARAGE W/ COV. PORCH AND UPSTAIRS APT. W/ DECK. PROJECT ON WD #125 AND VALLEY VIEW SEWER DISTRICT. PUBLIC WORKS ACTIVITIES INCUDE EROSION CONTROL AND STORM DRAINAGE (SPLASH BLOCKS OK) Project Valuation: $100,000.00 Fees Collected: $7,437.69 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Occupancy per IBC: R-3 Water District: 125 Sewer District: VALLEY VIEW Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-468: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: [hanneUzatnn/5triping: [urb[ut/Access/5|dewo|k: Fire Loop Hydrant: Flood Control Zone: HauUnQ/OversizeLoad: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number O No Permit Center Authorized Signature: |hearbycertify that | have read and examined this permit and know the same tnbetrue 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 cancelthe provisions cfany other state orlocal laws regulating construction orthe performance ofwork. |amauthorized 10 sign and obtain this development permit and agree uothe conditions attached tothis permit. Signature: —~/c� Date: Print Name: This permit shall become null and void ifthe work isnot commenced within 18Odays for the date ofissuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: Work shall beinstalled inaccordance with the approved construction documents,andanychangesmade during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 2: 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. 3: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 4: When special inspection is required, either the owner or the registered design professional in responsible charge, shall erinploy a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports tnthe Building Official in atimely manner. 5: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall besubmitted tothe Building Official. The final inspection report shall beprepared bythe approved special inspection agency and shall be submitted to the Building Official prior to and as a condition offinal inspection approval. 6: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 7: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 8: All wood toremain inplaced concrete shall betreated wood. 9, There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 11: 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. 12: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City nfTukwila Building Department (Z06431'3670). 13: All electrical work shall be inspected and approved under a separate permit issued bythe City of Tukwila Permit Center. 14: VALIDITY OFPERMIT: 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 ofTukwila shall not bevalid. The issuance ofapermit based unconstruction documents and other data shall not prevent the Building Official from requiring the correction oferrors in the construction documents and other data. 15: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (ZO6/431'367O). 16: Per TIVIC18.5O2ZO.[' Aperson who owns atleast 50%ofthe property must physically reside in either the ADU or the primary single family dwelling. The owner's unit may not be rented to another party for any period of time.The owner must provide documentation of their occupancy such asavehicle orvoting registration. Falsely certifying owner occupancy or failure to comply with the residency TITLE 18 — ZONING Produced bythe City ofTukwila, City Clerk's Office Page 18-1G3requirement shall result inthe loss ofADu registration and penalties per TIVIC Chapter 5.06. The owner or owners must sign and record an affidavit on forms provided bythe City acknowledging that this requirement shall run with the land. If the owner occupancy requirement is violated an owner shall either: a.Re-occupy one ufthe units, n, b.Remove the elements cfthe accessory dwelling unit that make itacomplete, separate dwelling unit. 17: APlanning Final Inspection isrequired. 18: APlanning Final Inspection brequired. 19: Anapproved automatic fire sprinkler extinguishing system isrequired for this project. (City Ordinance #Z436) 28: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval ofdrawings prior toinstallation urmodification. 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 10submittal tnthe Tukwila Fire Prevention Bureau, Nosprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 22: 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 beArabic numbers oralphabet letters, Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width ofO.5inch (12.7mm). (|FC5011) 23: Adequate ground ladder access turescue windows shall beprovided. Landscape aflat, 1Z'deep by4'wide area below each required rescue window. (City Ordinance #Z435) 24: Maximum grade for all projects is 10% with at cross slope no greater than 5%. (IFC D103.2) 21: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436and #Z437) 25: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 26: ***PUBLIC WORKS PERMIT CONDITIONS*** 27: Applicant shall call (206) 438-9350 to schedule a mandatory Pre -Construction meeting with Public Works Inspector. Coordination with WD #125 required for water service upgrade. The applicant or contractor must notify the Public Works Inspector at (206) 438-9350 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. 28: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 29: 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. 30: 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. 31: 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. 32: Any material spilled onto any street shall be cleaned up immediately. 33: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 34: 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. 35: The Land Altering Permit Fee is based upon an estimated cubic yards of cut and 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. 36: 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. 37: 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. 38: 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. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 <NONE> CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Pennit No. DI - 036/S- Project No. Date Application Accepted: / 3 /9 Date Application Expires: (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail. **Please Print** SITE INFORMATION Site Address: 5 I Tenant Name: lu f'P King Co Assessor's Tax No.: Suite Number: New Tenant: PROPERTY OWNER Name: 0 O.S Address: 05 . City: viftyi 1 ot StatetLA.Zip: CONTACT PERSON — person ecei ng all project communication Name: d : oos S.-v St City: 7 ti VAAM.1 S ate; Zip: Phone: (2,0 10) 7_,I 73 Email: 474 stiowt4 to} 0101.1 I -C=0 01/ DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE Name: Address: City: State: Zip: Phone: Email: GENERAL CONTRACTOR INFORMATION Company Name: se. lc, Address: City: State: Zip: Phone: St Contr Reg No.: Exp Date: Tukwila Business License No.: Floor: . Yes ..No ARCHITECT OF RECORD Company Name: D.1_5ieivi viliwyk:Airik Address: 2.2,4 (4, fai vi tvo Alit. City: E IAA vn c.,tot t,..) State: (AA Zip: emil..,2.. Phone(7s3) 4g72. g0 Email: v-e V lei & cits'ionsimi i irriiied. r owl ENGINEER OF RECORD Company Name: t I rtt, Address: 3-7ptt75.3 useetAte_ 34,3e21 City; 6 I tto 1, t7pie, State: lAjA.. Zip:GIN-33s Phone: z_53) 2557 5 Email: Y1^ "- '0 lei -SSA. 0 >hve/ARLrioi kutri LENDER — WHO IS FUNDING THE PROJECT (required for projects $5,000 or greater per RCW 19.27,095) Name: Address: City: State: Zip: MONTHLY SERVICE BILLING -or- WATER METER REFUND/BILLING Name: t4 iti- Address: City: State: Zip: Phone: WAPerrne Center (Rachelle) ApplIcatIons1Word \Construction PerrnIt Application Revised 6-2019,docx Revised: June 2019 Page 1 of 3 BUILDING DIVISION INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 10 0 i 0 0 0 Describe the scope of work (please provide detailed information): re- eV - Existing Building Valuation: $ W tP1 Will there be new rack storage? G,.j.. Yes o If yes, a separate permit and plan submittal will be required. Provide All Building; Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1' Floor N A- 2'a Floor Ai ik 3rd Floor Nia Floors thru Basement Accessory Structure* Garage W l ❑ Attached abetached r { 0 Carport ❑ Attached 0 Detached Covered Deck Uncovered Deck [" PLANNING DIVISION INFORMATION - 206-431-3670 Single family building footprint (area of the foundation of all structures, phis any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: C001 Lot Area (sq ft): ;d r SFloor area of principal dwelling: I Z2'0 *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 2- Compact: 1 Handicap: Will there be a change in use? 0 Yes Floor area of accessory dwelling:&I b �.,..... No if "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS - 206-575-4407 ❑ ....,.. Sprinklers ❑ ....... Automatic Fire Alarm ❑ .......None Will there be storage or use of flammable, combustible or hazardous materials in the building? If "yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quan rg... Other (specify) e— Of? ❑ Yes V No es and Material Safety Data Sheets. PUBLIC WORKS INFORMATION — 206-433-0179 ❑ ...Permanent Water Meter Size (1) . " WO # (2) " WO # (3) " WO # ❑ ...Temporary Water Meter Size (1). _" WO # (2) " WO # (3) " WO # ❑ ...Water Only Meter Size WO # ❑ ...Sewer Main Extension Public ❑ Private 0 Deduct Water Meter Size ...Water Main Extension Public ❑ Private LK WAPerrntt Center(Rachelle)Wppllcattors\Word\Construction Permit Application Revised 6-2019.docn Revised: June 2019 Page 2 of 3 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: 2 Signature: �_ I Date: / / ' // 1 Print Name: N Ceti I US 124,11e. Day Telephone: (200 24 — 3 - 7 3 Mailing Address: "[ 0 n 5 S. j r,J' 011` ,S', . U I (Alt [ 8 /KS City e Zip W:\Pcnmh Center (Rachelte)\Appll®tions\Word\Construction Permit Application Revised 6-2019.dorac Revised: June 2019 Page 3 of 3 Address: CITY OF TUKWIL4 Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 ADU REGISTRATION APPLICATION APPLICATION FOR STAFF USE ONLY Permit Type: Zoning/Code Letter Planner: File Number. A Application Complete Date: Protect File Number. Application Incomplete Date: Other File Numbers: ADDRESS OF PROJECT: LI DD5 E. 15021 a • V Ir✓W 1 I/C isig& UST TAX LOT NUMBER (this information found on your tax statement). ?oat( _Ili ODi 5 5 BRIEF DESCRIPTION OF PROJECT: Al? flhlAbir /KW 1"i'1 11 t+i . �1Y 11.4V4 SO MIL NEW OR EXISTING ADU: i ATTACHED OR DETACHED FROM HOUSE: tr1141-1( ANY NEW BUILDING SQUARE FOOTAGE?: f ups- iuksitifc TOTAL DWEW NG SQUARE FOOTAGE MINUS ATTACHED GARAGE: E D Vit. f 1 1(iD J'VIKI M V11yly ' LOT AREA: Mb ((1 ? ADU AREA: (VD BEDROOMS IN ADU: I OFF-STREET PARKING SPACES FOR ADU: I OFF-STREET PARKING SPACES FOR HOUSE: 2— DEVELOPMENT COORDINATOR : The individual who: • has decision making authority on behalf of the owner/applicant in meetings with City staff, • has full responsibility for identifying and satisfying all relevant and sometimes overlapping development standards, and • is the primary contact with the City to whom all notices and reports will be sent. Name: 1On01&S �G(� y g (lack) 4005 S• 13114 -'rVX4tulthe *3Ile Phone:(24') E-mail: Z[2 dam & ✓ Signature: Date: 2eu) rr Mtps1/tukwi kwtlawajov U Registration Appliication,docx R31 ��q-o31S CITY OF TUKIWIL4 Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 AFFIDAVIT OF OWNERSHIP AND HOLD HARMLESS PERMISSION TO ENTER PROPERTY STATE OF WASHINGTON ss COUNTY OF KING N 1 Cho las q- Vika. The undersigned being duly sworn and upon oath states as follows: 1. I am the current owner of the property which Is the subject of this application. 2. All statements contained in the applications have been prepared by me or my agents and are true and correct to the best of my knowledge. 3. The application is being submitted with my knowledge and consent. 4. Owner grants the City, its employees, agents, engineers, contractors or pther representatives the right to enter upon Owner's real property, located at goes S. 1, iy -ry ILW i LJ Wk a 1SIK4 for the purpose of application review, for the limited time necessary to complete that purpose. 5. Owner agrees to hold the City harmless for any loss or damage to persons or property occurring on the private property during the City's entry upon the property, unless the loss or damage is the result of the sole negligence of the City. 6. Non -responsiveness to a City information request for ninety (90) or more days, shall be cause to cancel the application(s) without refund of fees. EXECUTED at (city), (state), on , 20 (Print Name) (Address) (Phone Number) (Signature) On this day personally appeared before me to me known to be the individual who executed the foregoing instrument and acknowledged that he/she signed the same as his/her voluntary act and deed for the uses and purposes mentioned therein. SUBSCRIBED AND SWORN TO BEFORE ME ON THIS DAY OF , 20 NOTARY PUBUC in and for the State of Washington residing at My Commission expires on httpsi/tukwilawa-my.shurepoint.comtperconal/noro._gierloff_tukwilnwa_govfDocumenWHousing Work SessionfADU Registration Applcation.docx REVIEW CRITERIA The criteria for ADUs are in the Zoning Code (Tukwila Municipal Code (TMC) Title 18) at TMC 18.50.050, 18.50.220 and 18.50.230. You must provide a response to the criteria and provide necessary supporting materials. Planning Division Staff are available to discuss the review criteria with you. A. If a newly constructed ADU list development permit number(s): Dt‘f o3q5 B. If an existing ADU: 1) Describe any standards your ADU does not meet, for example: • Exceeding the permitted height for a detached ADU • Exceeding the perrnitted area for an attached or detached ADU, up to 1,200 square feet • Not providing a second parking space for a two -bedroom ADU • Roof pitch of less than 5:12 • Location of the ADU on the lot. 2) Attach documentation that unit was existing prior to June 2017, such as a rental license, separate utility bill, lease agreement etc. bilps:Mukwilawa•mysharepoint.com/personallnorajierlokjukwilowa_gov/Documents/Housing Work Session/ADU Registralioo Application,docx 34-11 Receipt Number R21166 DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK 6,434A7 D19-0395 Address: 4009 S 150TI-1 ST Pkpn: 0041000555 6 434 47 , • DEVELOPMENT 1,564.92 PERMIT FEE R000.322.100.00.00 0.00 $1,543.42 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 7,50 PW CONSTRUCTION PLAN REVIEW R000.322.100.00.13 0.00 $7.50 IMPACT FEE $4,542.00 FIRE R304.345.852.00.00 0.00 ,683.00 PARK R301.345.851.00.00 0.00 $2,859.00 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.1 0.00 250.00 TECHNOLOGY FEE $77.55 TECHNOLOGY FEE R000.322.900.04.00 0.00 $77.55 TOTAL; FEES PAID BY RECEIPT: R2 66 $6,434.47 Date Paid: Monday, July 20, 2020 Paid By: DOROTHY BLACK Pay Method: CHECK 1146 Printed: Monday, July 20, 2020 2:27 PM 1 of 1 SYSTEMS Receipt Number DESCRIPTIONS I ACCOUNT QUANTITY PAID PermitTRAK $1 003.22 D19-0395 Address: 4005 S 150TH ST Apn: 0041000555 1,003.22 DEVELOPMENT PLAN CHECK FEE R000.345.830.00.00 0.00 $1,003.22 $1,003.22 TOTAL FEES PAID BY RECEIPT: R19297 $1,003.22 Date Paid: Monday, December 16, 2019 Paid By: PAYNE NICHOLAS A Pay Method: CHECK 1135 Printed: Friday, December 13, 2019 4:35 PM 1 of 1 COVER PAGE NAME: NICHOLAS PAINE DOROTHY MOORE JOB: MOORS PAYNE 122019 DESC: BUILD A NEW STRUCTURE IN THE STYLE OF EXISTING HOME, WHICH INCLUDES A 3 CAR GARAGE, COVERED PATIO, UPSTAIRS ADU APARTMENT% WITH DECK SITE: 4005 S 150TH STREET TUKWILA, WA 98188 (s� PARCEL 41000555 SQUARE FOOTAGE: UPSTAIRS =800SQFT (A5 011 Pi ZUNt.) N-einft) MAIN FLOOf: 864 SQ FT (5nWiIs) TABLE QTABLE AN CONTENTS OF PG 1 COVER PAGE PG 2.11 ARCHITECTURAL PLANS PG 13.1ENGINEERING PLANS PAGE # SKETCH # DESCRIPTION OF PAGE 1 COVER PAGE 2 Al FRONT ELEVATION (WFsri 2 Al LEFT ELEVATION 110I-TR; 3 A2 REAR ELEVATION LEO 3 A2 RIGHT ELEVATION 1506 4 A3 FOUNDATION PLAN 5 A4 MAIN FLOOR PLAN -40K1grfitit 6 A5 UPPER FLOOR FRAMING PLAN 7 A6 UPPER FLOOR PLAN (MNf Oin) 8 A7 ROOF FRAMING PLAN 9 A8 BUILDING SECTION AA 10 DETAILED SKETCHES 11 GENERAL NOTES 12 NOTES 13 Si FOUNDATION PLAN ENGINEERING 14 S2 ROOF FRAMING GRAVITY LOAD ENGINEERING 14 .S2 UPPER FLOOR FRAMING GRAVITY LOAD ENGINEERING 15 S3 UPPER FLOOR LATERAL ENGINEERING 15 S3 MAIN FLOOR LATERAL ENGINEERING 16 DETAILED SKETCHES 17 DETAILED SKETCHES 18 GENERAL NOTES No,chaaoes shall be made Iolds SCGe Of Work without prior approval of the Tukwila Building Division. NOTE: Revisions wrli require a new Pr) jl suomdtal end n p rnduC: 4iiiionsi plan 9EPARA PERMI FOR: 01.400141 PlumNn9 Q/ Gas Pipop city of Tukwila BUILDING DMSION REVIEWED FOR CODE COMPLIANCE APPROVED 10 03 2020 ;LS City of Tukwila BUILDING DIVISION CORRECTION LTR# RECEIVED AIR a 2 2020 TUKWILA PUBLIC WORKS RECEIVcD CITY OF TuDVILA BAR 312020 PEER ;ITCEii!TER picws S 150TH STREET Nu -SS 1.1U t.1\ Agge NON -TO k S 0 4 "nit-INS-C- CA040( 1)V- IleN1/4) ST/K (-1- ZE- \II 6b\rsi-lhif_st ottlek 6 beaVE41 -co Soullke-P51- cd.140‘ c)F- t*Arf STRO et-4LE_ 11Pt MAO 11/4's1-- (344,10- ‘b4 o SIDEWALK g 0 11 a rt 0 0 a z a —4> 3 ?5\ 0 0 4 a 0 90 0" Existing structure • ar. PP. 3 v04' '0? 0 cp ...I 0 Li _I P 71 D CL S 15OTH STREET StOEWALK 0 -4 Existing structure -w7 Ise PL4CE6 12 NI)6K-G)ns)(414>e TE4.14wIt. A- ELEe-TRA CAL- F61z-mvt- 9}542! D r0 05 ,vith 6 red •pa apartm e 3 carg ID opS a = r L SPIA5i1 131-ocK5 T3 - E.LEcTfOL seko L 1 z 1— tilQ CC CC ft CU- 0 F-C LI/ (1071-01 5151-Eft\ CZ. .CC 112PRON/73 APR 2 4 2020 )ED City of Tukwila PUBLIC Work, 0 Tree Di9-o3q15- 5 150TH STREET SIDEWALK r— I Fr 140k.120p-rht, SE PerRA-i a 0 ad D B-r(4)GE 51040 sswE A. ?lees Existing structure 1 • 1 4 0 a opoted t Urture ]:. as rags tiljsa•C 5E34E9. L ##E- c.- tagE12- 1-11JE c _ cra t-161-1141 5EWEA NI Pt 1#.1 La10‘) 140Zfe1St- rPet.," s-raErr clAwmcrita EILISTCNKI 1-161E hob, i\bk) com.lEc-00 114 ITO 4" -TO MBE virriti- pond ‘Nlogt-t oyclub€ To IrgEer 1\11b Sf_PPATE- Tvio Lit1/41€6 ONE CogT4E EX61-1041 i-b0se AND ol4E coe. 1\10 0 w 0 C1.4 C.Z) 0) -Jo a. fZe FE 12 1-) V 111.. V e-4-) 5 tb e sEw9e. pEgm tT G c)12.044-5rEt 3/02/ 2/0 ° 0 Z‹ Ujw CI 0_ 2 0 0 re 111 0 a. uj re 0 0 =10 <SX z 0 al— 0 z Z•Ej CO APPROVED APR 2 ' 2020 City ot Tukwila PUBLIC Work Tree D10-03'Y c, CEDAR Z.43E r .o. V _vs6lMHSN�S1Y11171PE4 1 REZE1T:11P4V113.3E lar FIONA AtOF AI 1101 VCI3 U11asfffi. gaff ElAE1.YYE�iAR1SELF PON CFIVIAN1DA1 10'M 111) ElICP' 'WIE4113 DMI 13gAm WEN WERE>QP. EF 911D ARREID01)IX 1.0 ARUM TO AA% —0333I31433123 G139633A11P. TD., 11 IOUs AMINE 16 3 33Ii111111111 III I, 1113111 II II1111II 116 111111 11111/1111 III1 A. II 31pIII 111111111111I11 11111 1111111NII 111111111114 3111111' 11114 ax1N11Np 1111011111111 �1111I11M111111111111111111111 Ue1IAx991d1xxlillx REVIEWED FOR CODE COMPLIANCE APPROVED AUB031010 -C!. /1 111\��!1 /1 Ii i C111111 inn 011/1111 111111 =1111111 1 illI =: UII1II II1I 11�1,1{1}� �\ dIlll G11111, ll 11,1r II+lir1P 1, f�llll iI�1111Advil i1111 :1.mi II ��� �i�lll ii i i III1� ��1II ity of Tukwila IILDING DIVISION m T ELEVATION J1S�� 51010 .33 11111a1. 30113 HMI. 111I113 9E11 AH 31II111N111311 1R111U. IM Ieel ft. /MI M--IN/NIA 11111111UI Nit11� 11110�111111111114. Hex I Ilnnnnllllxx. ELEVATION 5110 RECEIVED AN 0 2 /G20 TUKWILA PUBLIC WORKS cmr OF tip 31 P011 PER';�i(TCEi+!IER 201E IRC pria coma Prk WIW ARGIL 6. AA�ff.IF(N 1 NI11111 6G ATA1`1DfFf6A1 IE44T 6104N110(3Sl&1 Miff IE)101¢041I16: 11E WNSL6G RH KW* 616)S i114'Hl 3.ICIXJ. WCA1i121 Doi DFCA1 Nlti7ArA uto Pao RZZ 6A50 JAREN ED LEAN 6.0.I13P. 1 1 w.N+ ADM— III IIIDIIIII ID.nA1E TO 401E VA (GONER OW, ID. 14 POP iD REVIEWED FOR CODE COMPLIANCE APPROVED M8 03 2020 City of Tukwila BUILDING DIVISION ID, N TOWfl4 7anol I'IAF IIP4 70. li R HT ELEVATIO RECEIVED APB 0 2 2020 TUKWILA PUBLIC WORKS t tuarEt Dttacta FME=KE AARECALED AMIGA 2 Al FC01166 101144E AYRV 0944110G'61WFNMA/ADE TEA WNW 4E11 ATE Matt 4 ALI. CAKEIETOMK8TOOT Al FAA IMMOMAM 110I MARIA 4P.M7FEMRAGMOJA AM 10eAL ARtwEiR446101 AIM MONAMIN CAM 0 ARF TOEARE4OR EA35 1 MAA MONM M6REMAID. VERFTALLPASSIM PkFEtD MIiAA. MOE 7F7F'JIW&KAM A6 101110 AR AL MAWR PRDIDl W.lIF LNAtlAi CAW:AO ATMAIM la0VE a MACE AVM/0001VA 0111 VP MOAN WARM tffR10bFE0'AEDPMcat ZOO 12.41344A2411 tXA WAALHOmDEMM A1344a103A MKa47ED PONT REAM MAX A MA MACE 10 EE A MPAWM Q W 11101114.04A AOa1 kb IP Mall CEAYlCRGaWMMN6 tAAA(% OKA AMER GION) CAA UMW G' At 6E414AD MAMA KWDAt0MwLL TO a'LL AAA 11PYAL G. 041. MAST) EE4AiXACE KM FOR MERMAN vetel AtEtA WiAD0h9ERE A Al PAMTO IX 44146 Al EEAI E41CB611TPKA, 35 0 1 O6E1MOR0 nAP6 MAID Na R Al WAD POD AVM 10el 74,44M0' MA:WM aDMD,E COMA FACNw7,WEM%OMD OHM A K4DAKa'A`KWR Th MAEA M UI CAA MVA11MKPLAMNE% AL 146011 RCAtRW1M'iTOE 7AOFL Atd' M 6 A'OAAAICA.WF64 NOMDoneRugtW4wepNem R ER TO le DILDIM NCI% MET FOR RAM N01E9 AW MAILS 10 9FI °0910 9F, PON VENT READ. 'rh / 144 k,15' 5419F. RR VDR. 5.10 9F, / 541 ° 101DN 35419 RE(A. 0 MOM l'AMA WM 0)4 DFa FAO, MY, N,MC ICATI COMA POONA WIN Ml4 aAA ExA wr, NAA'AY1CAT, CacaMKm Ikr I I moaW7rxFarm . IAD0CIRI VA' NICK 350)00A CAL' MAWRMIAAAA MAWCMAEm1 OMYAUMOM§CAK. 1A01461 MM14AAAA 03500um= 1,0" 43',0' 0 38 0 e 6nn 99J � I I L 'J L--"1 1 L__J BLAB ON UW'ADE 4' COG AA ark TAM me6MA VA MA4'f&MR1 I I 3'A 47 612E4'10 ORDOTE j3'6V7° �t _l Il 31 Atli � oI f-"�' II L -_7 —ED'8 Q°GAAYE WI MI ----- �_ —RCQICItAEi,ttP.— ----- _________________ J 2 01 5•3u 2•3" 0 v 9.3" A 2'4' 9'%3° il0 1,0° 1',0. 36',0' 90,0" ,FOUNDATION PLAN, x4E � ur � ra' REVIEWED FOR CODE COMPLIANCE APPROVED AL6 031010 City of Tukwila BUILDING DIVISION RECEIVED AN 02 2020 TUKWILA PUBLIC WORKS 1 CITY OFCEI\f{T\;ot ili PEIZAR3l,., j rr1 ,. _i LL 0 g 4p O E ''_.a'" 1: IG RI LiNLIM1'TE 0 O 0 0 `' aO J watt t r.e"E.eca k� k PLAN 800A/GU/3 O PDF rested vntM1 p tract ry nal version wmv nG(fdStON coot E013713E64610,6E MOM 04116CALEDDCENI466 ALLFEADE6rolR 4D.DR6r8DE1 I66E66 MIME NOW,, Malt WWII M4MMIT H!INVITED PLACE GPCE4191VDRA All EkkRIGR6LLL6 TOCF bA 1VR•11 MUM INISPO1E0 PRIME 4 AlI. RIME IN614106AiigM 6lIX41.11 P.N0A EDP AN,LL rand ATV PLttIVAL411 FM. 6.!WIDE DOILIOn OR MOM BIB6E PMIROISCCCER IXA 6. PROVIDE6011DX COS C416,11aR6 A6 YE{!. A6 AT GkINEYt'R. 1 661E KA.00011 At ALL Matta F9EANil:66 A ALL Mlle AMPPM MEI PARCAE108 MSC EN EN 1T6F'10WW1 CON®. A 6D6 O6CLaPEM660C8t CGIZIRAVID LOADS SW 2* AT 6'ELL.6. I htAT4'PJ. EtlPCOREFC POST CPA DLL68DEO1CDOA u& ID 41241411 E1LWBWN6ftdtlet E At LAW * 1.711ff 01P.PD. At011CO W1ILLAALLMA ND All WOO EWA Nd1D1611LT1•LNI IM NNP 6fl1 RD 6TANIARA,CNfI6t6, USER6010,,TTPKAL 6 Met AiMINE DC61PC1076 TO PO 6110 CR Mt ALL WM IOMWARAFTWOZ PER IR: 6ECTUl SOU NODE COT.. AWOL At WM AMN CPi N'R6M WLLl,IMEIR TODETNLtl GNSEM4 RC011141GtoAA TI MM kOCRMCP OL,PER fVN,IT IC4 MAMA EWAINIVO1 RFER TO VE !ULDNfi 6ECTIRI BEET FCR FL4 GCIE6 Am DETAILS Si- V4" PER FT. , I DECK DErAIL P i — DECK Vila f0 WWGREI1 CADIATAM TO AA .4 n { f#fbLL'ATRICCf!ELM6H6 W 46444.161PIEACEDf&1 OM U4' TG PLIVXD %MOM !ARAM Cal) JONI& M WAY. W IT)1X4 Who 6166 W04 UPPER FLOOR FRAIUING PLAN, YJ1Fi I'-0 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 03 2020 City of Tukwila BUILDING DIVISION RECEIVED APR 0 2 2020 TUKWILA PUBLIC WORKS TO YOX0E BALL 4 MUD it 00E410.1r .. 10010746 Ae0tE 604,466 610116E AD IMMIX 61A.RfAt{! 1O K NM Ed ME' 066PI l0'WW1 BOAR 0016E EE N' TYPE 'k 4111),, At 01 C0Ya1 E016 ME' ittE 7P At.LL1, A`D ALLDTk6 BE0E 404116606 )110111,DNI PPM MX .FteSE0 OR4tE,i1P, MAIM AtL MAE (Walt KOWA LI01E10800 at AO P,M. tµA CAROAMEX hard (040f1DED7. ED0 ECP49a N0.PJENIE081txrt41 AterAAtm4 100EMALL BtAR1YeIU116EPBJIa ' YNORG40f T l4 O 'ALLfi ee a41411b MFr10@A04ttfiA 1©0@DiESlORMAE4 43i kPMCNDIXEM MK ABYMM MN IlGVI E14'. aysarr M A M6LA/w0LFE6TYANEO' &D]D! 801M!lNWEtDld DCE'tNAMEIOxt 9'MEE BIEBB�Ca MIKONO' MIL 51ti'19 L UPPER FLOOR PLA\ REVIEWED FOR CODE COMPLIANCE APPROVED AUG 03 IN City of Tukwila BUILDING DIVISION ,APR f 2 202U TUKWILA PUBLIC WORKS 6 AleMb YER DAZE MA! EN.DA1M xp} Co r O 7' 0 sr 73 73 0 n m m ._ r o PLAN 800A/G U /3 0 POF mated vn h p (Fact ry trial version vmv pdffkclQry. oom fi1QRlQtlAWIIEIUfp19QLfG19f�4'.!ffifACdNO' i�W1619RN1 FON g1AE11018 11F Wit AAONTAGE) W M'LL[g919MY.ARAAERTI hQAA9ADT9 19A: SDIIRio DDAA,AROl ADDD19R9QI O! ENG FEREEVATCTS tlWLLOFGPAFER CDX111.=NAAtANR011, TAU 14E44)8AT WOG TO Sr WAIN 9N vII FACE MAID. f4lQAd tY$ATICR CA A•9 NUM TOTAL TL'11191091 MATED AREA NM PRO! nnro AMlAIddCYAK/ROAM A• A-kOAR NREAMT MNMDAWED AEA! g342 — /'Dailtila An ,BUILDING SECTION AA EGIFi P.7 REVIEWED FOR CODE COMPLIANCE APPROVED AU6 0202D City of Tukwila BUILDING DIVISION RECEIVED APB 02 2Gz0 Tuhtivii PUBLIC WORKS 8 DRAM 4/1 DATE CRXIS RTDA1E RDA t FR4MBwMORuaAiKN t i • --'•�PumNKltefA@!91 / I RroN PER_EIiYAiCM a 1 ARKS11G1KN SSW.SiX"-" aXiWAt4RwPeRPLW 7NAP4WW6116'ArPolBtlJ. RASWb'1'DI4£SIX A'CIY.RWCiIDAT 1'•a OG AC O'YA%ASM SLN,D5 PER SfhROyJ., tCFkklEt IW{-' [} wenE9at'oG �( dO8Ai1.RroAA1XM l'ra FM= W[flOOXta AW 7kliD NAM1PD f FJRbIIiDkb MAED •906iitl8U1KNMRt DOE1SIa! ...P641i FEpNf91UVAttMO aePPSIBPP.MI IPOt. FNRIPyS1El:fl'�tKN l4Ib.Y'OC FNRN PpR6ivAtla;a R IA&AiPAKROR pRKE.1RdtKRSARdER OINEATNtwPE1RA4 us ei'1'A.e'UL.w XWiL Pr.611362 AR NuiRwYN 84�ER a&fAiiRiRFERRANI 1•P,AlNlG 1E169161. l5RRI ikRE RAID @0.l /RAtEWEIN DiA"SI6E $630RS%reAT A'-7OG a11EArr@wRRPIN S41Eb%tlR t@lRNE 4 4 • • RBGRNXIEOI --b#617366hX ^WI'161610WW0.OR YI 15NM.Dd07(Ki N'OMO' WAX al 3665•31.13 3 X f/d'OGRXnmR 2 Wb D314551nBM,DR Pc7&EARiWl AF"EGV:ii 1'MNtiLRtQif A'CCtCNM • $ EA.WIPDA'ON•6. X-R73iWa 235001; @D6 IbA1M'. Oda 6R00.1. OE OE � UG7J ttpt I lei d Y' eiiiiititeiA CCOM1 S� O111.13gRM1 Ra ryy ,� AGR4AE:ARFE1 •' .'.:ttPOt .�C ' 1 4%.0.RJ7ltt TA kRFVN A'aRRLLARFILL L CQli rOP _ ,. (IRKIfRGiPo(U R.RkIDgllAbPkRFIA• frDWOG fCtW,.iG, Pr ,� ll /.'' •61 nAk/RwneHE FUN L tCVM4I66R !�-�--{r ttittlitlH ra fTRwrA i aA04 CR MrDreYWWmedkmReknTnl •'kL .TOP LL NnL yk 1J ci®oFR� Y ro' , • VAPgtDMlro1PAI pl4fllR.pO11Q1 W / e (174CRrtlbiiGM A' ffi ti' .WOtiCM ,A, 8 P1 PArIFI4: gUNM EF'Z' ARRR'A' ff r iMUM.E01rGti d"„7 D` 4.1 \ - 1 -I W4 _ @ .yD ,y 'A' b a R, C"" P Y �L �Aa [NiBI9 rater i' Y C 13pRRGf J yY pY /-f 'q' EIF ' r P g IIAr.1 IA 3�t g ' F jp�+1 IiR PL:4V d' 1. •':Y d 9 r 'A 4 kLaa ULE 3Lict d ; e 731dtf ' 1't. 1lkAtfi @ p + / DRAN� KAP•i'.ra MtwWdrdpRtlWX f RAPAWRRCMaOf 1FMEa5 'A� W.aR.WRRGWXOI MIKkdRRdECYK XpWPdG 19� MRWWRREPIROX RIwWARSDIbtl'O6 1RdRWtOj� Rq41ED(POtPPB FDNAN5UILATED 5.AB XI, 2 5TE E 5L46 1, 3 R415ED PORCH GLAS t CRA 1.5PACE1 . 4 PORCH BLOB t R415ED faNDATICN ° v 5 6EAr1 TO 150LATED F00T 0. K�ItlI -•IISUUTAAi QFf. INy iii Qlf WLLWP11 I �f611lIl�IMPoR 19RM 7 ltf b11fIWk41� A' •.rAl IWMR Wtlx aeRa dnN 11K11PDAR7 SA�RRRAtt IA t4 Sta! KQ' la11226. a 1k YrD1+R'OG 6MOWEPAR�Y BRIG A. YtfI1OV MF9J AAlDM1 ! Sd:RX/Sa3tl atRRIDNGK �61t8&ROE r ,irWILLwW J�aXunR ► ( :., ,� Y -WIWRIIXOWBIXY®1 Nin�c�RWwuuu �� fSLWroMI'M � IIiI mW fanu�i AIkSRRRYNW a 611 1MG.YA'kRM40Hta A BUSa 6RAV4ARPAE DAPt ERl RAtR I'lREKMUP4TA WLWOkE Eer. f a'OAAAOO R04ffi nRUAS111Wu=' lAlAlAADn� �� ._: �W ,,.5R7Edaa'RW1W ::. IBRW.11 qpqp " +� eeD XArAR ••f [6nRtltIW yRM•S4L 11�! �R, r .' A Oz .. ( A%WIRFWiKWIW DIN4iYl RM68! ,:.. woXU tt iW YAkFR1MEIDX ee�en ( 5 I {KataSp.nRA - O 3MAlISNR MPaMIXMR r ` `;fir •.l �i �; Ilk_ -m 7Y4CC1T. �, I IpAf!R 4 :' FRaRD L ..QQ 1 E pA X �'!� :- a ANt16EVER ►� A•IkfIRN .. -III-11 KAiK P":l j 'I: �"7ATT n y. 11 nv WAtOw 1OWtWXRW 6550 I! :q`� ,I, ( -1-111-7-7 W' b•f . nAAGYO'ntul� Dow iPtp THICKENED SLAB ""A' 1 C LTI D STONE 4 RI DETAIL 8 EXiEROR PONY IJALL DETAIL .a 9 51EPFED FOOTING DETAIL .q 10 CANTILEVERED J015T DETAIL tPW1WN p a9KAMKiPRRW7 bf'ROROYRAIE PWAPAlAl iPAKi • •I' ♦: ':., ri'g4RAdAlAl KA NW.Ud11p EPNW ,.30WNi3 ..4 yrom..rvP. WI®k9NAXffi ' \ =* 61no kERIX01SdNl ' IYPr /� //)J iDR:SG 6 V/� \\ CG4M ANfX AA 6ld':.t aaDaRYdL'XS}a Nqd ... I+iA'uG 1Xi 8PID5e WO R•3WAR. KIL R-3oWAR NME.47WN llriwR190 - •' , �' � DD 616•616M! qP_, AWKEWARKNaARae abEAtfWGPRRAV 361. . { SaXRRXDKdRY ( ! Ad \��l/ 1c LAlO/ , 111111�1�41111-`� E*P.AV ��� SSIRMID el yggryWp yW iA a V wgai I �,I$ PGD11 ,4• fifty 7kRPM.GR1 CRiJ1PERRAV ALL� RKRMAt4 war R•71Mit. NRLAtt�' ax EttDe. two: i� t WI1iAtWS161NYSi • rrm: tlR111114 r RJS WR6AIKN rR ,' ii�+ I FRTN4AtER Yi VtfAN61CP,� a ! L NJR. 1X� (� '9 iR.dtl!lJAfl ( iwPREtlIS!,!A@S1 RARWYTWA`RIBI RgWltlttRAtACOG WDd AWIfkWWM NRIKFNF ARWBMAAP.R'ECO. ♦ T W� I 4 Qa '� P.►+F `�►4 � �•• S•P.4Wma .'_f"1 , RpPgNMDlFOi PPSESER&i L WGA'�AARW dWApRISRS 8' L d ,IY Nwanlrwer'wrrrl��mu YNC°wAr IN6M.aYSIYRiNB1&AEBWM71 rerefro:�laNyaA«XaRW aOlin .iAW 1RWtf1 ' e�. iP1bEFW " y 1X FACN OtlA•ID AA a0 LL Jµµ� tl oo CI" II BAR r "Y .Ny. .. vgRMSRtl�'1 iIMO , 'I p' P .. •rraRKaanmaewmrwaln>W •200GFJKD 9M33P '� rk11R1WS4A( 1YA ROD .S'OG a. PStp,EVA1KNa 7%Pd.l6t FK&ItlWOR RWAR1 ..,i%D3PAARRCR iRMiCA SRPdER PRIe 1 KN! EL l) " i� nRWm dXWWaG WWIYRXW.i WaDR�4^7 SWUM DOOM �i is �.. 1' 41' lRIWCip3RXR81RtXR411ADNRWARdINRNUSIRNmRXAIIMRitPW.4 NRaW�mKuora�>IEar�R.RparnRwdeRn,�nlAlremcuYaanrela:Rm XRIIfCWIVRWiaGUd6llMWNW.RipptWIMRWLL7lprtdlNAtGiwMi uanmaealFrwWrRWURaeXeAKeuarcaFmWroastuuAnaewuRA Y MXfMWNRRXRimMRPDXPt•gtlpMIWMILW:9KdtaWXW4S:WmNXF IIRS SICtlF'A AWOR.IADX M�a¢.'at iONUTAeI aA ealeAnueu • ♦ �, PaaKUR aaromnteEi: X�L &dP <� : t�: h0 ! of tQ , 9GC < 'th' IP i iGNr1FE 1tORY 1-0mmtA4AAR \ �! _� MIwIOGMpNWI iy n)4CQ7t,dOr _. A _'_�roFEK t A HY• : r 11 DECK LEDGER DETAIL °` -0' N WOOD STAIR DETAIL t' r t t t �X i t . t � EICR49L SPACE W,. ParwRp ., �., Y,� Id I BAR t, de DRAM Oi1A RAl 4AWV &SXMNEdALL C&17 PROM Ar Af \ CatmAEE t1666LUW»DDR t C ,.,� A'� "- ! ROVED y' ta0.CCRNSAINIS .lR3re PERRNI 364153Orb16.R11 4� ►! RF l y \ MIEpIWB7a W PACED WS,dDDw Oltk R4I11S °ERd O.2AOG DMa y CRtKaSaIlfal aPoafm KW3 dSf�roJ / » 4 aw FIR RCS 1/r° O;rR.'�', LdGIE7E ! •DDNC.R:MW II�Vj OhA • h� • ''b'+h IA fl R.YpOPN.S AIpaN62 to _ 03 .■ 80.1D NDX1w R-K NpLLAtpi 2CXflEM'!L I WARNRBPAF •WM uPPar+w legal !GCMNNf16 (VOWED SbWPatW IA YmlNnl DWAWRRtbq hN�QI til 'Ig0.0.�� -9N KRXAt .FKNPOOi �4a,. "�' �• � Xi City 8d'iGPMiIX61 A GAUAIRI ram° A°•� 1Rrwnw T Tu'I' D ISIIt T �.. �wexuur�Eaa. h11iJO1•W'OA OP OaKAU rJAP.i.RpfWSiH• • 0 A y •r°y�( V '':• t_. a•a,� ' ,��,+ ��'�rt WSAAtlWPIXPRH - 1 2 FACIA OARO(1 '(1"1.�' .. A•A ' P4AN y \ 1 �f r` ��� /111AA MAO 1P55$1.AE ntbcarr _ i - A RwP'aw aRpW ► MINA A �Cd}MN46. oG WWRR FXg3kPEdRLLVAncNa b ESNPAPARROR ARNNlrRAIWNSW*F$R aE1EARWwPEXRNtl �.1 r �M��i'71aali ■ ■• a• WWI i� lla .l•U.'II u37f I Li J mwuRp 1j 1RI M- ` 6N�BGP MAIRUM •..RkKlf W DuroRrt»rDaWlm .4''OG EPIRS6�AIH antimIONVqpO la Wag - KM FEK FwP CHEALE �` KOttwkR RAN �/� \\,��rlr 1m va•a11R4� N 1 tNRA NgEliON1AL TOP dNCYIGR6R, MN r r•r. rurxrmra.n . .. v pu x raur r rmx rnrarro100 Tama,.-' I �Al ,:ISE i� ia3C16.dW . @•:•WY7llY/t3.713 i'f•naaaeaa 1,1 (f RemWm R ®PI RIE�Sat 871E � aam w�a Wra •PI , 004 r<11.0,0,r.„01 11,04.: ' TOP PLATE 10 !RAFTER CONNECTION P 2.23 11 LOOERRoomppERutl Gfk CTIW M.P R0 0VER i 11E PETAL k1 G E 19 INiERIOR POKE UALL 70 STRIP F00T@Ya N a 20 8A MENT RE7AININS IUALL 9 DAS 00.7aS RED GEN ERAS \I0EES CODE NTER14TI0N&L RE51DEN1141 CLUE REQUIREMENTS ARE TO BE FOLLCUED PER THE 2019 EDITION. BUILDING CONSTRICTION TYPE: V•13 OCOJPANCY'GROUP: R•3 CONTRACTOR SHALL VERIFY All DIMENSIONS AND CONDITIONS IN THE FIELD AND PROVIDE TEMPORARY BRACING AS REQUIRED NTIL ALL PER^A5EN1 CONNECTIONS HAVE BEEN INSTALLED. IT 15 THE CONTRACTORS RE5PCN618LITY TO IDENTIFY ALL DISCREPANCIES TO TIE DESIGNER Al THE TIME THEY ARE NOTED. I.GRON0 SNOW LOAD SHALL BE PER'SNOW LOAD ANALYSIS FOR WASHMGTON" CURRENT EDITION, PUBLISHED BY THE 51R1DTUR8L EIGINEER5 A550CIA11ON OF W45HMG1ON, A5 SET FORTH IN KING COUNTY PUBLIC RULE I6.04.500, THE MINI51.1 ROCS NOW LOAD SHALL BE 25 POND5 PER SQUARE FEEL. 2. SEISMIC DE55 CATEGORY SHALL BE DI FOR AREAS OF UNINCORPORATED KING COUNTT 10 THE EAST O THE 5N0004LMIE RIVER A5 IT TRAVERSES FROM THE KING GMT • 540401115H COOTT LINE TO THE CITY LIMIT5 Gf NO0UAI)116, EAST O TIG TOWN Of SNOQUAUI E, EAST O THE 5N000ALMIE PARKWAY AND THE ECHO L4KE•SNOQU4LMIE CN•CF SE AS THEY RM FROM THE OTT LIMITS O THE TOJN Of SNOQUALMIE TO STATE HIGHWAY 18 AND TO THE SOUTH 0R EAST OF STATE HIGHWAY 18. ALL 01NER POR110N5 Cf U141400 P0R4TED KING COUNTY SHALL BE SEISMIC DESIGN CATEGORY 02. (REGISTERS MUST BE DESIGNED TO D2 CRITERIA) 3. THE P2051 LIRE DEPTH SHALL BE CONSIDERED TO BE 17 INCHES FOR 517E5 UP TO AN ELEVATION OF Imo FEET ABOVE SEA LEVEL. FOR SITES OvER 1000 FEET ABOVE SEA LEVEL A 5PECIFIO SITE ALA1Y515 MAY BE REQUIRED. 4, FL(X)I) HAZARD WITHIN KING COUNTY HARES. 5EE THE FLOOD HAZARD CODE PROVISIONS O KCC 11424. FOUNDATION LNLESS A 5015 NE5TIGATION BY A QUALIFIED 501L5 ENGINEER 15 PROVIDED, FOUNDATION DESIGN 15 BASED ON A4 A55N1ED AVERAGE SQL BEARING Gf 1500 P5FAO 510RY PERIMETER FOO11NG5 SHALL BEAR 1'-6" 011147169 BELOW FINISHED GRADECNE STORY PERIMETER FOOTINGS SHALL BEAR 12" MIN BEL CAI FINISHED GRADE. SEE DETAILS ON SHEET n. 5EE TABLE R403.I 208 IRO. ALL FOOTING5 TO BEAR ON FIR1 UNDI6NREED EARTH BELOW ORGANIC WAGE SOLS. BACKFILL 10 BE THOROUGHLY COMPACTED. FOUNDATION VENTS SHALL NOT 1NTERRRE WITH DIRECT LOAD PATH Cf COUP*. PROVIDE 0229'k3"r3 THC STEEL WASHER AT ALL ANCHOR BOLTS PER 2016 IRO, 5ECTION R602.I1.1. CONCRETE CLA55 AND USE Fc A • 10014(5 AND FOUNDATIONS 3000 B • SLABS OM GRADE 3000 LAIR ENTRAINING AGENT (5% T01%)10 BE USED IN ALL CONCRETE FLATWOR(EXR75ED 10 WEATHER 2. POS50LI1H 300 SERIES (4 OZ PER MI OF DEMENT) TO BE USED IN ALL CONCRETE. 3. MIX MAT BE DESIGNED IN ACCORDANCE WITH THE PROVISIONS OF SECTION 403 OF THE IRO 4. WATER •- CEMENT RATIO PER IRO, SECTION 402. 5. PER IRO TABLE R4021, UNDER THE COLUMN FOR MODERATE WEA1HER16 POTENTIAL, BASEMENT WALLS, FONDA110N WALLS, EXTERIOR WALLS AND OTHER VERTICAL CONCRETE WORK EXPOSED TO WEATHER AND PORCHES, CARPORT SLABS AND STEPS EXPOSED 10 LEANER AND GARAGE FLOOR SLABS CONC. SHALL BE AIR ENKANED. TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE/ SHALL NOT BE LESS THAN 5% 0R MORE THAN 1%. REINFORCING STEEL A5111 A615 GRADE 40, ENFORCING STEEL DETAILS 5HALL BE PREPARED BY AN EXPERIENCED APPROVED DETAILER AND CONFORM TO STANDARD PRACi10E OUTLINED N AC1 REPORT 318. CONCRETE COVER OF REINFORCING (PER IRO 5ECIION 402) 3" CONCRETE CAST AGAINST AND PERMANTENIL'' EXP05ED TO EARTH. 1-1/1° OONCREIE 60406ED TO EARN 0R LEATHER 1.14` BEAMS AND COLAS NOT EXPOSED 10 EARTH 05 WEATHER 3/4" SLABS AND WALLS N01 EXPOSED 10 EARTH 0R WEATHER LAP COLUMN VERTICALS. CLASS "A" CONCRETE AND MASONRY COLUMN AND WAIL VERTICALS 32 DIAMETERS. LAP ALL OTHER REINFORCING 24 DIAMETERS. 5RICE5 Al 7EN51CN REGIONS SHALL NOT BE PERMITTED. FRAMING ALL FRAMING TO COMPLY WITH IRO CHAPTER 6. NAIL 512E5 AND SPACING 10 CONFORM TO IRO, TABLE R6013(U I TABLE R6033(4). ALL WOOD N CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 6" MIN CLEARANCE BETWEEN WOOD AND EARTH 18' MN CLEARANCE BEIDEEN FLOOR .101575 AND EARTH 12" MIN CLEARANCE BETWEEN FLOOR BEAMS AND EARTH UM5FR STRFN0T4 (IIN175 IN, 0511 51105: Fb FV DOUG FIR•LARC"I 4 570 to HEM•FIR 1 515 1550 J015T, R4RERS (2XIO) 915 150 HEM - FIR'1 (1X12) 915 150 BINS, HORS.. LINTELS. GIRDERS (4X10) 900 160 4 NOMINAL DOJO -FIR 1 900 180 6" NOMINAL DOJG•FIR N m H BO GLUED LAMINATED TIMBERS: 2400 240 DOLL -FIR LARCH (24F-V3) 1400 240 MI0RO•LAM a1'50 285 TABLE R3015 MINIMUM UNIFOR1LY DISTRIBUTED LIVE LOADS LIm IMO 011,14 1701 n4wettnuee auommdm+nome wefts D. annensr rumwamw1t02WOW to, aoeonanuvemwroxe mum FOR 51: I PDX PER SQUARE FOOT : 0411%/6 SQUARE INCH:64566,1 POWD:4,45N A. ELEVATED GARAGE FLOOR5 SHALL BE CAPABLE OF SUPPORTING A 2000•POAND LOAD APPLIED OVER A 20 SQUARE INCH AREA B. NO STORAGE WITH R00F SLOPE NOT OVER 3 UNITS IN 12 M'ITS. C. INDIVIDUAL STAIR TREADS 5HPLL BE DESIGNED FOR THE INIFGRILY DISTRIBUTED LIVE LOAD 0R A 300 POND CONCENTRATED LOAD ACTING OVER AN AREA O 4 50JARE INCAS, WHICHEVER PRODUCES THE GREATER STRESSES. D. A SINGLE CONCENTRATED LOAD APPLIED N ANY DIRECTION AT ANY PONT ALONG THE TOP. E. 5EE SECTION R5027.1 FOR DECKS ATTACHED TO EXTERIOR WALLS. F. GUARD N•FILL COMPONENTS (ALL THOSE EXCEPT THE HANDRAIL) BALUSTERS AND PANEL FILLER5 SHALL BE DESIGNED 10 WIT4TAN0 4 HORIZONTALLY APPLIED NORMAL LOAD or 50 FONDS ON AN AREA EQUAL 10 150U4RE FOOT. 11•115 LOAD NEED N01 BE ASSPED 10 ACT CONOURRENTLT WITH ANT OTHER LIVE LOAD REQUIREMENT. BOLT HEAD5 AND NU15 BEARING AGAINST ILOOD TO BE PROVIDED WITH FLAT CU1 WASHERS. WOOD BEARING ON DR INSTALLED WITHIN 1" OF MASONRY 0R CONCRETE TO BE TREATED WITH AN APPROVED PRESERVATIVE. 50LID BLOCKING O NOT LESS THAN 2 X 1HICKNE55 5HALL BE PROVIDED AT ENDS AND AT ALL SUPPORT Of J015T5 AND RAFTERS. BENEEN SUPPORTS PROVIDE BLOCKING 0R APPROVED BRIDGING AT 6•0" DC. FOR FLOOR J0151610'•0" FOR ROOF JOISTS. TYPICAL 51LL BOL15 TO BE 11" DIAMETER AT 4'•0" 0C. DR PER SHEAR WAIL SCHEDULE(NINNY 1" EMBEDMENT. ALL METAL FRAMING ANCHORS AND HANGERS SHOWN C14 DRAWINGS SHALL BE "STRONG 11E CONNECTORS" AS MANUFACTURED BY SIMPSON COMPANY 0R APPROVED EQUAL. PLYWOOD PLYWOOD WALL AND ROOF SHEATHING SHALL BE I1" CDX 0R 1/I6 058. EXTERIOR GRADE, UNLE55 Oi4E14_ %. SPECIFIED, MNIMLM NAILI5 SHALL BE S PANT m 6" 0.G, m PANEL EDGES ACT OD. IN FIELD. 5PAN INDEX SHALL BE 24/0. PLYWOOD FLOOR SHEATHING SHALL BE 3/4" CDX LNG (OR EOIAL), UNLE55 OTHERWISE SPECIFIED. MMIM11 NAILING SHALL BE 10 PENNY AT 6' OC. c PANEL EDGES AND 10" 00 N FIELD SPAN INDEX SHALL BE 4010. STAGGER END LAPS AT ROOF AND FLOOR 5HE41NMG.ALL EDGES OF RYLOOD IN FLOOR ROOF AND WALLS SHALL BE 5UPF0RIED, PLYWOOD EWES AT FLOOR AND ROOF SHALL BE SUPPORTED AT EDGES UN CLIPS, BLOCKING 0R OTHER APPROVED MEINOD5. PLYWOOD EDGE5 AT WALLS SHALL BE SUPPORTED BY FRAMING MEMBERS 0R BLOCKING. 055 51EAIHNG PRODUCTS OF E0WV8LENT SPAN RATINGS SHALL BE ALLOWED. STRUCTURAL GLUED -LAMINATED LUMBER SHALL BE DOUGLAS FIR FABRICATED TO THE REQUUIREMENT5 Of US. PRODUCT STANDARD P5 56. LUMBER SHALL BE Of SUCH GRADE TO PROVIDE NORMAL WORCNG 57E55 VALUES OF 2400 P51 N BENDING0 1100 PSI IN 1ENSION0 BOO F51 N COMPRESSION PAR4ILEL TO GRAM! 560 F51 IN COMPRESSION PERPENDICULAR TO GRAM AND 165 F51 HORIZONTAL SWEAR (COMBMA110N 24P0V31. LAMN41ED MEMBER5 TO BE AITC CERTIFIED. USE 11.14IERPRCCF GLUE. WOOD TRUSSES TR55E5 SHALL BE DE51G)ED BY A REGISTERED 11451ING10N 5TA•E ENGINEER AND FABRICATED FROM ONLY THE5E DESIGNS. TR155E5 TO BE STAMPED BY THE MANUFACTURER 0R BY A QUALITY CONTROL AGENCY 51CH A5 THE W!A5IHNGTON STATE TRI55 FABR0410765 COUNCIL. ROOF TR155 DE5154 SHALL BE SUBMITTED FOR AF'PR0vA1 PRIOR TO FABRICATION. NON•BEARNG WALLS SHALL BE HELD AWAY FROM THE 7R155 BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH A5 51MPSON 51C)10 ENSURE THAT THE 1R155 BOTTOM CHM WILL N01 BEAR ON NE WALL. APPROVED 41400RS SHALL BE USED AT ALL CONNECTIONS OF RAFTERS, JA K 0R HIP iR155E51014E MAN GIRDER TR155. ALL ROOF TR155E6 5HALL BE FRAMED AND TIED INTO NE FRAME WORK AND SUPPORTING WALLS 50 45 TO FORM AV 6. EACH SLEEPN( ROOM 5HALL BE PROVIDED W A SMDOE DETECTOR (1N1ERCON5EC1ED) INTEGRAL PART OF THE WHOLE BUILDING ROOF TRL55E5 5HALL HAVE JOINTS WELL FITTED PER SECTION (F) R313.1. SHOCE DETECTORS SHALL BE PROVIDED 0/ A BATTERY BAGC•UP. AND SHALL HAVE All TENSION MEMBERS 56114 TIGHTENED BEFORE ANY LOAD IS PLACED PER SEC. (Fl R313.1 AN), LOCATED PER SECTION (F) R313.1, UPON THE TRUSS. DIAGONAL AND SWAY BRACING SHALL BE U5ED TO BRACE ALL TRUSSES 11;9155E5 SHALL BE DESIGNED FOR UNIFORM LOADG 45 FOLLOWS: FIREPLACES MASONRY FIREPLACES AND CHIMNEYS ARE 10 BE CCN51RUC1E0 TO CONFORM TO ALL APPLICABLE PORTIONS Cf THE IRO AND INC. FLUE LNER MINIMUM FLUE AREA PER IRO TABLE R00))'i4) CHIMNEYS SHALL Si4POR10NLY THEIR 01N WEIGHT UNLE55 SPECIFICALLY DESIGNED TO SUPPORT ADDITIONAL LOADS. ALL FIREPLACES ARE TO BE PROVIDED WTH TIGHTLY FITTING FLUE DAMPERS, OPERATED WITH A READILY ACCE551BLE MANUAL DR APPROVED AUTOMATIC CONTROL, AND AN OUTSIDE SOURCE O COMBUSTION AIR MINMUM DUCT SIZE Cf 6 SQUARE INCHE514 AREA, PROVIDED WITH READILY OPERABLE DAMPER LOCATED IN FRONT PART Cf FIREBOX. PREFABRICATED FIREPLACES, CHIMNEYS AND RELATED COMPONENTS TO BEAR 01.0R ICC SEAL OF APPROVAL AND TO BE INSTALLED FER MANFACTURER'S SPECIFICATIONS. HEARTHS TO EXTEND 20' M FRONT O AND 11" BEYOND EACH SIDE O FIREPLACE OPENINGS. DOORS AND WINDOWS DOORS TO THE EXTERIOR SHALL HAVE. MAX 13/4' STEP TO MIN 36' DEEP X (12" . OPERABLE DOOR WIDTH) MN LANDING ALL GLAZING 10 BE PER SEC TABLE 6.1 UNLESS NOTED OTHERWISE, ALL 501I045 AND 5KTUALLS TO BE SAFETY LAMNAIED GLASS UNLESS NOTED OTHERWISE FRENCH DOORS 10 BE DOUBLE GLAZED NON TESTED ASSUMED U VALUE OF .90, UNLESS NOTED OTHERWISE, WITH 5AE1Y SLAM. FACTOR' BUILT WNDOMAS TO BE COSTRICTEO TO PERM M4XIMUIM INFILTRATION O 05 611 PER LINEAL FOOT Cf OPERABLE SASH PERIMETER AS TESTED BY STANDARD A5111 E 293.13. 511E BUILT AND MILL WORK SHOP BUILT WOODEN 5A5H ARE EXEMPT FROM ('FILTRATION CRITERIA ABOVEr BJT MAST BE MADE TIGHTLY FITTING AND WEATHER STRIPPED OR CAULKED. SLIDING GLASS DOORS 10 PERMIT MAXIMUM INFILTRATION OF 05 CFM INFILTRATION PER SDUARE F001 OF DOOR AREA EACH LIGHT SHALL BEAR THE MANUFACTURER'S LABEL DE51GN41MG THE TYPE AND 1HCJKrE55 O GLASS. IDENTIFICATION OF GLA2NG, M HAZARDOUS LOCATIONS SHALL BE IN ACCORDANCE WITH IRO, 5EC110N (B) 308.4 PROVIDE SOLID CORE DOORS m ENTRY AND FROM GARAGE TO LIVING AREAS (AS WELL AS ANY OTHER DOORS 10 riff EXTERIOR PROVIDE SELF -CLOSURE DEVICE ON 000R TO GARAGE, PER IRO SEE RANG FOR: • MAXIMUM GLAZING AREA • GLAZING MFG. AND MODEL NUMBERS. • WEIGHTED UA CALCULATION FOR 51B-51ANDPRD GLAZING 5AFETY GLAZING LOCATIONS A5 PER IRO SECTION (B) 308.4: I. INGRESS AND EGRESS DOORS 2. 5LIDING GLA55 DOORS, SWINGING GLASS DOORS 3. 5H01ER AND BATHTUB ENCLOSURE5 4, GL4ZNG IOU THE EXPOSED E✓8E WITHIN 4 24" ARC Of EITHER VERTICAL EDGE O 4 DOOR IN THE CLOSED POSITION, 4 BOTTOM EWE IS LESS THAN 60' ABOVE TAB WALKING SURFACE 5. GLAZING GREATER THAN 9 5F. LESS TNAN 1.9" ABOVE FNI5HED FLOOR 6. GLAZING N GUARDRAILS 1. GLAZING N SIAIR1ELL5 AND WITNM 3' OF TOP / BOTTOM OF FAIRS. MUSS NOTED 01HERW5E, INSULATION TO BE PER USEC TABLE 6-I INSULATION BOLES TO MAINTAIN I" ABOVE N5W-A1ILN BAFFLES TO EXTEND 6° ABOVE BATT INSULATION BAFFLES TO EXTEND "." AB?F. LOOSE FILL IN6JL4TIOt INSULATE BEHIND 11185r514O1ER5, PARTITIONS 44 COR9ER5. FACE STARE BATHS FRCIION FIT FACED BAT15 USE 4 MIL POLY VAPOR RETARDER Al WALLS USE PVA PAINT WITH A DRT CUP PERM R41RG Of 1 MAX. • WALLS BETWEEN H015E AND GARAGE HAVE TO HAVE R•21 UNO. • FLOORS ASv CRAWL SPACES, GARAGE, 0R Al CANTILEVERS OVER R•30 WHO. • ALL ATTIC Al CEILINGS HAVE TO HAVE R•36 (MN/ AO. • DUCTS IN UNHEATED SPACES HAVE TO HAVE R•8 • GA5 WATER HEATERS SHALL MEET REO1IREIMENT5 OF 2012 UPC AND BE 50 LABELED. MISCELLANEOUS NOTES E HAVE TO HAVE I. GUARDRAILS 10 BE 36° MIN. ABOVE FINISH FLOOR 2, HANDRAILS 10 BE 34" • 38" ABOVE NOSING, WTH HANDGRP OF 1 IV • 2" IN 3. OPEN GUARDRAILS 51IALL HAVE IN1ER•EDIAIE RAILS 0R ORNAMENTAL PATTERN SUCH THAT A SPHERE 4' IN DIAMETER CANNOT PASS THROUGH. TOP CHORD 35 P6F OF TRIBUTARY AREA BOTTOM CHORD 10 P5F O TRIBUTARY AREA TILE ROCf 45 P5F 10P CHORD AND 5 PSF BOTTOM CHORD 5/8" FORE CLAY (0R EOJIVALENT) PER IRO SECTION RI00IB REVIE CODE COM APPROVED gU6 031010 City of Tukwila BUILDING DIVISION 4. O0 HOUR FIRE SEPARATIONS BETWEEN GARAGE AND DUELLING 5151ALL V1' TTFE-X ON ALL WALLS AND CEILINGS, BEARING WALLS. STAGGER JDINT5 FROM PLYWOOD 13E10W WHERE APPLICABLE 5. BEDROOM EMERGENCY EGRESS WND015: MNTIUM MT CLEAR OPENIN:, O 51 SQ F1, WIDTH O 20' AND MINIMUM 24". MAXIMUM FINISHED SILL HEIGHT Cf 44° ABOVE 1NNEER SHALL BE PROVIDED WITH V GA. X 3/4" CORROSION E515TAN1 T E ANCHOR 71E5 SHALL BE SPACED A MAX OF 24' 00 AND SUPPORT N0 F1. OF VENEER IN SEISMIC 20NE 3 4 41HE EXTENDED LEG Cf THE ANCHOR AROUND 4 9 GA CONT. HOE JOINT REMFORGEhENT WRE. 2018 MC VE LOTION TABLE LLSEC 4035.1 F44 LIXAN01 AR6WXIE MMl4M EFEW$1' ) reBu+ta1(an4alr 4RR�R41E 00131(Giv AN WMEENn 4vr 54)5064 ALIT 23,tAt4411 ANT mn4mallfal1 0 IA3M1411 LEe61144492 54102040u01rc 50 1331444i 441 DEMAT FA4 RE1 41e (ECM 40333 MW A EADYIVAL'AMM 1041700E76 GA MARRO:MEAL WEE AMU PA0W N01IEfb N4V 3) WN 4 OA W61FR o4YE B 408 %El ME A IRR0MF44HWRIER CAM MI6015 WCAM AMMAR* A RAZE A= NAIXUNOXF1PA W9tFAR 5 VC TIE MEV 741(01413416 MI Not 6E 141414/0000116OEO EMAGA4EE RTC TABLE 40351 MMEIJI VEK,IL4I124 WEB (CC61102;64T 0ERA11r% 5151515( FLOOR ARA (kt6) 0.1 6.1 5M•Y.40 40 4500 60 NOF40o0 13 60A 1340 60 BOO. 6o 03 SOME SEE PIC 4901204R %MER:35 (BELIICS 6C 15013, I. 1OL411010 ON1RWO. COITROLB RA ALL 4412ILA71CN 5787E15 9u4L BE GROAT ACCESSIBLE BY THE CC01441. 7. N31121DICAL5. MEOW 5ERETA6 FOR ENRE 405E VENDL411R4 5191815 54141E BE FRONDED 1011E OCWPA41 BT NE INSTALLER 0 RE 5E51E1 3, BARE BPEC6IC Vi3l71Loci BITES. 604222 BECFO 4i10ILATIN Nee S ALL E UM6011ED By MA414L LIMPS DENLEIV9i4i5, TMER, OR OVER APFR14ED SUNS. C24142045144CLE IKV9E VEMILA11O19'S1EM5 0906504 WALE 4119E VE411L4110N 511E15 ROLL OPERATE CORMCU3LT. E34551 FAR, FORCED .AIR 6T5MEM FA*,, OR BRIT FAVS 664LL 51 E(LIFFED WIN 644 CH" 49 04ERRDE LRUROL5 DORM B44L BE CAPABLE OPERATE* 1E %RELATION 619131 Law DEP*L 6G 01ER EARLY. C05115G AFRI44CE0. A LABEL 0NALL BE AFFIXED TO THE CQ0RO,6 NAT E40B 0110LE N7EE ViNTII4TICN IEEE 0PER4164 N61R411CN9)," 5, MTE01'1EN1 WIDLE 40,5E REPEATS)/ ST91EE, MEREf1E4T 14104E ROBE 45TTI1A11015E2E1514LL WELT WIN THE 60U0 G 51 14E1 SALL BE CAPABLE 0 OPERATION MIEREI1ENTLT AND ODrt010ELT. 51 REY BALL N44£ 4AN16745 CAPABLE 0 0ERATEG NE EX7U457 F4N5, FORCED -AIR 5Y51EM F45, CR BRIT P445 WTWLl BER3IZP4 ono 99661-004541166404I43045 53 TIE 44NTL4147N PATE 8144115E 401187ED ACCORMMi T011E EXCEPTION M BECCN 40355.1. 5.4 Nf 5101E1 BALL 51 OWNED sow II C44 OPERATE 41101A11C41T 5AE0 W TALE 1TF4 0 C04T:DL TMER 5514490, 55 74E NIERMIF)EM 60CNANICCAL VENTILATION 91231E1 BULL OPERATE A7 LEAST RENOIR 01110EVERTFWR 56 NE 0151E1 544441 NAVE A MA44 CONTROL AND 4TOU11C COUROE 50I45 A74.4 A 0.001( TRIER 5.1 At 1E El O FN4 MF'ECCN 1E 4t0NA10 CCN16O4 54641 BE 5E7 TO CER4WE NE 31104E 140119E FAN 4LCCRM-i 701RE YAEDILE ISED TO 0440141E 7E 3161E 4115E 54451154. 5B A LABEL BALL 51 AMC T011P C0N1i5L THAT EAD51WOLE HALF 49411LATIN (SEE OPEF014 TG1RC710E2 TABLE LEG 403B.42 tERSDR.PTIVE `awLST %CT 31124 FA41EBI6 31 609E 3Y 4R16E4 014E1LR MA%4BG51 FE;t (0.5641N DAMN M4%LIMN MET EIPWE W {364 G! 4EEN 10 50 CO 90 5MG1 00 3 !0 CO 44' 6801 4M 3 60 {NCN(2) WA 4504 10 3 60 AREA 5 OWN W 3 W 6NA4 to 691P 44 3 EO sWN(U WA 56W 50 3 100 6G0) N 614E A4f 3 66EN 5 6WH MT 3 MCA 14 10 AY4 3 l FCR EAW ADDITIONAL ELBOW SCERSZ1 O FEET ARCMLBGN 1 F4040406 ONIS DI4EIER ARE N01 FER1(1IEDWIN 644101415 WE, 403541 5CURCE SECIFK E414451 BT51BU. EE14L615T51EM9 POLLEE DEBIGE) AND 1:497411E0 TO *FALL 0 fE CRIERA BELLE l 9M3%E 9FECP1C EX14451 B441 BE DLYHARGED WIDCGRS. 7. MAW 011LE76 MALL CCTV WN 6EC1N 507. 3. 6064654E E0141741101 5E4L CC9P T WI74 SECTION 503. 4. 0404451 MCB M 5151E18 64W ARE DE5I1E0 70 OPERATE EPER117BIILT 544L BE EDPPED Xs BAMDRF1 DAMES. 5. ALL E%H4151 DWI N AC04I11RED SPACES BULL BE M51A1ED TO A Will 0 Rd, 6. 1ERTRAL °ALEE ELMS N414U44 A7 LEAF RE MALE* E1 FEE 4644 0 DP D.LT60R. 1. 1ER1M4 CUTLET ELMS SHALL BE 9G64EIED OR 074ERWBE 901E040 49 95 464D 5T 9E010450171, 0. E%N6AU51 F445 N BEERAIE DffiLNG WVEB OR G4E5T 6ODt4 9NALL NOT S44E COVEN IX44451 D7015 KZ* TIP 50590IS BGNEE64D FOR N5 OEPA1R1 Y WERE PERSIST/ BT WAFTER 5,1LL1IPLE 5)500 PROD MOT RCS MAT BE COSNER PM0EN44 OE O THE E4A51 F445M 4 WELLBG WI1 CR GEM ROOM ORATES 4 C0101 EX44497 DUCT T4 54 E401 EX14419t F44 SHALL BE E24FPED IN A BAIX-0RA61 DAMPER TO FRva1 THE 640671L411ON 10 EG1457 4R FROM OE 6CI170 AN01ER ROOT v14 TEE MAX MCI. PC 403155 444LE•HOUSE YENTILATICN REQUIREMENTS 4031)5 EE440F101DAELL6G LSAT CCR G59t ROOM R54311155EVEE0N7LIILF4D WIN�7OEEE01E 4 4190151Wi E315151 FKS (5E G1t 401P5f 4 STp7EM�NIEGPA1ED UPS FORCED•4IR 44) 09 /BEE *LISS 4032.16 A 9T91E'119Wi 24FLT PAM (SEE 5ECIO4 4030Bk OR 4 E41 OR PEW' TECOERT vENTLATKN 511E11 (SEE EVEN 403E34 40341 OUTDOOR 42 CNCOOR APR BALL BE DI91R&lED TO WE 44&1AB4E FACE WIRER 031DOOR AIR MELT M14CE5 ARE 6EP4R41ED PROT E444461 VE415 BT DOORS, 6EA40 SALL SE FROADED 70 ESOP ARAM TO ALL SEPARATED 414541444E F4CE5 BT N514L5G D19RE/TIM DLO, 691ALLED GRILLES NR66405 DOOR W/E0N110 A 06613100 VOICE AE4E TALE 916440E OF THE FRISS BOOR CO.ERAG, OR MR 5MILAR 1ff449 WE64 E9111FD 5T 7E M1E6i411WAL BIIL06G WOE, 403865 FAN NOISE UNCLE HOSE EXHAI51 AND 1ANSIER FARE LOCATED 4 FEET CR 1LEE55670114E SERER GRILLE N ALL HAVE A CM REM 0 9 OR LE* MARS A7 010 50E5 *ATER GAGE 044F4C111RER'E 140I19��EI�RAi *RAPED osTABLE BARU BE001105ED ALES PER 411155.1E"01ED1110A1ED FF4E SAL BLED 4C0151O4LT 50L41ED PROVE WSW ELE4NT50 THE 5J1D5G 44D FR0 ATTACHED =TIM 15N3 NSILATED REXA0E WC OR ma A4PRO4ED SU I4L, 4TTlE FACE SHALL SE VENTED PER 9S BECION R206. ORAL SPACE 5441 BE 'AXED W5 SF, F4R 60 SE CP CRAWL SPACE AREA CS FER RO 639 435RA*.. CERTIFICATE 4 FERREN1 CER7FIC41E STALL BE POSTED WINE THREE FEET OF 11E ELECT604 D1516521:04 PANEL 11E DER :LATE EWA BE CORSETED BT 11E BUILDER OR REGIMES) 1:461C4 FECEE36106.4L THE 2R*IFIC4IE 594'1 UBT NE F9E701MA41 R•V41E5 0 680L411ON N5141L5D 6 0R CS CEL6G1RO0, IW.LS, FW0411R1(SLAB, 54511NT WALL CRL' L SPACE 6ALL 44DKR RCM, 44C W;75 011910E NE 0LW)11030 SPACES: UP/ACTORS FOR FENE51RA1ION AND NE SOLAR EA1 GAM C0E6CIEM f9WC 0 FEE91R41ICN WEE NM 19 MOPE 71444 RE VALE FOR E401 DOTECtE\1,11E OERBFlC4IE 51I5LL LIST FIE VALUE 004449 G BE 11450ST AREA NE OERf0CA3 SHALL LW1Tip TYPES 4'9 EFFKIENCIEB 0 WEALTH*, 000L5G 4'1 SNE�RACEE f**ATER REAM EM'IIRS°.I WE64 A G4411640D 044041ED FACCEII /PATE 0i iFA5E90 W L HE4IER' A5 54200469 O DATE. AS ICIENCiE0114L NDF BE L151ED FOR SEARED AWED R:07 4EA1ER, EIKERC PIRU0F3 OR EL B49E504RD E41E4. 9EC11W FER SW R40G NOMG AIR LEAKAGE 1E5116 ME BALM IIEBUL F91EL9 SIHYL BE 0516L16D TO LEE 4R I FKK4a M ACCORO4CE WN 1E 66410ENf5 05ECION 115EK R407411147144R401AA. LEAKAGE TE5TMi DIC15 SHALL 5E LEA(1E61E0 N A000m44CE WIN AEU R•33,1511451E N14YIV OC1400044E RATES SPOCPIED PER ABED 40311. C4CT 116414E5554 1 BE AWED BY 1E 54E. EXCEPTION TEE TOTAL 44EA'NC8116T 5 NOT IECCREyDELFOR D1C5 4,0 LOCAL M SPACES DO NO1DAR FOR 1155 1EXHECEP0101 0E. DICE 201E WASH 1\GTON STATE ENERGY CODE REQU REMETS- 2018 I.R.C, REQU REMENTS DESIGN CCNDITICNS 867A1[MLR 3E0504 camas 1E MIEE6OR DEKCR 1E5PERA7IE5 46ED FOR 6E41Wi 00 COOING LOAD C410141104 ONALL BE 41A%Md11012 DEGREES F (71 DEREE9 C FOR AE416Y3 AND 4swill10 S DECREES F (74 DEGREES C(F0R CWLKA Rai E9IERCR DEERS C00RM: 1E IEA16G OR COSBG CUID00R DE5G41EMPERATWE5 5N4LL EF SELECTED PPM ESEC AREOI4'0'. MCI LEG 6403110494101)34E 1E4105141 16EE NE FRIARY 1E4166 5767 18 A FOCED•4R 6RN3CE, AT LE461 RE 1ER1041AT PER PILING EMT BALL 51 CAPABLE 0 CO1RO.L64 NE EA16G ALA 00046G 8191E10N 4 D4LT BOEMLE 70 SARTAN DEFERENT TECERANRE SET PONWS At D'IFERE47111E01014E DAT. TIE 11401081A1 514LL ALLOW FOR A741MI151,4 5.2 F60GRKMA3E 5GEDCLE (IE90414EE521.43) AND BE CAPABLE 0 FROADNG AT LEA91P100494'1W5CE 5E15417C ERW6 ER OAT, Iu014ER106741544IL NCIALS TEE MA°ASLEN TO SET BACK OR 1B1WPA4LT OPERATE 1E 51BIEn TO NAVE ZONE 1FWEPA11E5 OM T055 DEGREES F (B DEGREES 01 AND A CW154 1E13RA1LE 5E1 PONT N0 LOER 114910 DEGREE F (16 DFLEE6p0(THERIiR CE9RTFIIC116 Bni4R4LL LI91111548 f1 EALL IM5411D 4AN 5411� 'LECTR FURNACE DEAND 10N011109THATO0EGRE!F. EXPEND* 1 51 4 ta11BROL1L}L5EG0 5T 44 OCCIP47 W490R TOT 19 »E WR A FER'OOfE104 0 30 WW81EIg O.Q,PA41 1 ALLT OPERATED i17 f�C4PABL R OPERRAA160ELTHE ST511EIFF0R 342040 S. LEBC R403ll E41 PJP BIFREMENIARI HEAT f1AND41CR41 4561AR1 AIR COOLED 4E41 W1P3 SN4L NCLIDE CORM TAP 155112E 51PFk1EN14 CT *AGE DURING START -LE BE7•R, AND 000051 C0111R15 DEEE coma 544 W1ICIPAS NEED TOR AEA! AND LSE f.0PR558.N+SATE* 4S THE ERR STAGE 0 HEAT. C0IROL9 NULL 01141E WEN 56P0D9rt4 EAT6G IB BESG 4640I.6064 NSUL TE066 (E4 LED MDK410E1 EA1 PPIF6 EOYFFED WIN BIFRE1NI4 4EA1E4 9441 BE WALLED WIN C0415043 TEAT PE7B41 WPPLBEN1414.41ER OERAIICN A1304E 40 DEV E0 F. 47 ROL DOWER DE 44XILARI EA7 LOCK OTT CA7)6i4 BAALL BE 5E110 35 0E4RE5 F CR LEE. Lee R400A3.L4 SC7I4441Ip045T51B4S 9044E PBIL4f10(1W1NCA10R/4 p �O70R BELOW 575 DE ALES F f5 D)EG�S Ll54LL�W510A1E010 41531641 R-6. 11p65E104403A1 P6)1FC11R4 OTO LEASER SALL BE B0IWP6�GN5515444A51I,CHl �p1 Elyf PROTECTED 6WLLLvti �✓ ?FR016OFPADIAIKNiN41CA4G tE 141ERIAL 40NE1NE TAPE WALL 14715E FER7117EU. MC 140353 H01 W41ER PE M51L4TICN (E4CFPTI441 PB11A11CN FCR PC WATER FIFE 9144E NAVE A 51111E RER'IAL R5i51A4LE (R•V4LE) CF R-4. I4OB 0001336 10LHA#ICp41B�9911NILLAG11N0f11MA'T3WIIE9RE1DIS Eq�N µp_ M1 N OAED'EN7I4CRMIERI4TIOULME09 CAL 5 g W NAT C D N E 01 MA WOO, ALA 44FLC45.E, CR Wi R 4PPR0ED 1EA4904941Il41ON ODKck 4IH1.41A1E3 d4D EA441810 BOLL 447E 420401O OR GRAN71 DAMPER iNAT arc* WEN NE 4EN11L4119 51390 i5 9010494146 64EC R40361 W10LE-4015E 1EWANC4 VEME4I4DN 315181 P44 EFPC4C1: 113 4 a35190) 41' 1510161 � 5FH15 11E ERICA01640YEMFM5 3 EXCEPROES SERE Epo.ANE/AL VATLATIN FA4BARMIEGPAL TO 1EESTED A/D `I51E0 HVot Nf411,11E1' BULL BE FGIEED ET AN ELEC760UU41T Caf1JT41ED 16ECR/A3,1 EM4PRN1617PG(M4AIT 1EATIFG AND COWMG. ED71R91i 5HA1) TOUSLE* CJLOWTCN 1ENODRWE5. M5JLATICN 422255 46I1ED 07E225E, INSL4110N TO BE PER 16EC 14601E 407.10.61441E 109E Il51411061BASSES 10 gN440Mv1EAN 1' 45021 FMH�5111L47101 ro.LA�1E�5EHMD 115 R,PMEARFBCNS A4I40CGRER. FACE BLARE BATS. RIME STREWED DAUB M51 PAC1DE ONE 0 NE F0110164 *AIM NI CR WA PAMiW A DRI0RER1R41MG0114Y TYPICAL 651L41101 VALIES EXTERIOR WALl3: WALLS BENSEN 1015E AND G5R5E: RCM 0DR41L SPACE 4 GARAGE: CEILMS WAVED Ix FR4»6E R•71 B4TT R-11 BATT R-35 BAIT R-30 BA11 CEaMG(411IL6 SLAB ON GRADE: DES M ORO164IL0151. WAGE TR305ED 'EATING 61151111 NE41F4 5151EM 1190' MAKE MODEL: 511E155FICEET: MOPED Ef6CENC: *ATM* LOAD (AT 44 DYAD) F DTA 5161E151E: MA4419EE 6 601E R-45 KCVOS (ALSO BEE CPT. R40122 R-I0 RIa4D 12.E RR LAN. WI FER BOLDER SEC'S PER BALDER FEC'E 954 LNO, N C4APTER 4 CPTENE 113D. TED. TED. 4PW BBN 21210, E 6 l g1 Oa dB �� 4 OR F4C1OR1•14 E 65 0 Ct0 LP1P 11r0 W1H 70B766 NOWT 44DEl4B1-E 05414U. B 0CM111Wto5E4B 901141E BE 922.310444LT AIRIG1rt FER 202 PC 150131 A/C C-N914LCN04 OF MOTS BY41 COOT W1u 701E 6'O BEC1K34 NI6013, 0-DUCT Nb1LA11CF BALL BE WALLED N 4f1L044.0 LAN TABLE 5.1114'EC E-ALL AR D1C15, AIR HANDLER, RL1ER 5cXE5, 40 BIVDMG CAME ZED AS ors 5N41L BE SEALED PER *EC 4031. :ORS ALTO 5E419 NWLL COMPLY WIN OECNR41E604 014E M1ER1AN014L R : DENIIAL CARE OR SECTION 603.3 0 NE N1E6U11D441L$H44KAL CODE. GALL eE A6°IER11I161Rd1cllVf 031D rrR+f NRM6`fECSAncN L 5WLLA7101MAT BE OMITTED CN THAT FT,RTI040 A DC1 WAN 6 LOCATED 4146 A WALL OR FLC04GEIL64 FACE WERE BIN 50E5 GENIE FACE ARE 90 TOMOBE0IT10 ) d1DLECOCITICRED AR SPACE IS N01 VEN1aAIED OR CREW**LANCE( TOPA MEOW D4B1E5 AND Wl•10-P40ocE ISO1E55 A E114EM 107PROr10E 4 MSi4LLED T11409114105RA'&LE O 40R LEAF R•7. 5 7•61010600101F7 DIIC1L MORAL OR0A53PEER 54`42051)5• MCA 15107 L5'WFF. NC MR SEERS ORCRAM FIBER BLAME 3.I0 310118110 3 .10841 OF WA85 PEER BOARD OR E0N4LENi 10 MACE AN METALLED 1014 NE014 RESISTANCE 0 AT LEAST R45. C 5 o021501&PJD' L1 L91'MSR ARMAJ,11R GL4'S E4104134110 0 5 AN INSTALLEDGCTOTALDHERt4 D. RRRN14PE 104T LEAS SE 500)111)4CTLL13R11444pR 0E4SIN5 38BA47RRe E5107N°BUM104RW DA1931RIR p4FILTR4TI014 CONTROL DOOR 4D MOW GENERAL: EXTERIOR D.O'R5 AND 620015 SOIL BE DE5E4ED 70 1.1111 AIR LEAKAGE N100R FRY NE 54054 EN4ELOE. N'E-00EIRICED DOCK AND 1B60015561AL BE BEALED M 4CL0RD44E FIN 9ECTKN 502A3. A EDINALEN110 WPM: PALLS •OTAL i2 AVCE EO Ai W41.5 AND FaNDATICH,BElllei1Y1L5 AND RX.F AND IULL P44EL8: (MOO AT FEPIRAT CNB 0:MLITT 5ER41f55 NED&M 44119,ROM AND RCM AND ALL OTHER OE6649 M TEE 5010Oly%F Ep41RELOE 4'E ALL LEF0,GA5KE1ED OR kf,tLPE6N11L46.111R41f15DRORT4°ED, 0RCPREREDWITH14191485 431OR PE65EE�4B�LEpN��0p15pMWAP, ppy l�Fyp 9. B0L11&9410 DEWA4 M 1304 D 01A4L NERUL� BR 51169.E CF Ai 86EATE0 AREA 91461155IE41ER1RFPED 70 L0I1 LEA6AGE A67EA HEIR FERRETS WEN N A 0.0650 PO31i1A7 C 4111901i165511IW15B14LL4711410564i14 DB10t96WI1N954441 OR C41KR6 ALL ARLINE OPERATE* WEAL HAVE IEA1ER15RR4G WORM 4C44M5104ERAPPSG 0RLM AND A 0.05ERhA101 WIGI ALL POLO TALE 541H C1C3E0 IRE 43410 FR41E F0904'IING R4X. STALL *MAZE TIGHT WN C/:1L(NG, OvERLAFFA4 TETER4E 0R 02ER AR'RME0 1E0NICLE D. TN* iN MAT ARE E011ED 10 5E RE RE51B1144 ARE MTV' ECE59ED LIG4116 FIXI156510 LINK 41R LFAKA4E PER 45EC 407A4, YAPCR BARRIERS/GROWD COVERS 0.V AFRG9ED VAROR 64TAROER BAIL BE PETALLED CS NE LEAP151DE (0l *PER OF NUANCES 40 WEED M :EEC VAPOR 641AZOER: FLOOR W4L5 caws 04•113. POT 0 BACKED 54150500'G 9N109 04.114E PITY 0940ED5411 0PVA PANT 04.6LPOLY 0 ELAMO BATS 0 P44 RANI *ROAD OKhMR A GA0/0 00.ER OF 8X MIL (0006 INCN TEM BLAIX FGL1ENtt0RE LR AFFR04ED EDAL NAIL B LAD MR THE CAM VEIN CR4IL SPACER 11E CROWD CO4ER BULL BE CBER APPED 0 60E5164691• 4T THE TOMS AND *ALL NBC 10 TEE FOMA1CN WALL fu6EC *CEO 5076.E LIGIffMG SYSTEMS R404.1 L641166 E0LIFIEN1(M40411AT'A A MMTV 015 %0 FERM0ENI4T M9141ED LAPS M LIGMPG F1AR9E9 541 55 NGI-EPC4R LAMPS. R404.11 LEAPING EZ0IF6EM 0104410R11 P1El GAS LGN154 811E1 SHALL NOT HAVE CONIPC6LT ROM* PLOT :GM WA 4141,6TCN STATE EPAR;T CODE•TABLE .ili{ I�3mdnW R. 4641E la 6AWARE 4 RM61RA14MY,700101 153 016 030 KKt4EH8N3WFAG10R P5O OK LA ZOPX61R41YM 6GG(UXl 04606v44453 N 4! LO3JRYE MI tgU1R1A110 144 26,1 MA16W41.17.v41E)U AM 316fN am; Rv441E () 45(gl 35(g) WEI 454E(418418141E 660615 4044195 BAalnaV404 DEPIN 5,6F1, 10,4Ft FOR 51: 11001.304E 6E, oI.CR6FN1O5 MOSAION I:n4M1ER10)41E FRAMN e. R•VALuss AR 050T119. 1FCCOE 4'D SEC ALE WIPE 5BLAN%19 INSTALLED M 4 CAN1T W4I04 19 LE59 NAN 11E LABEL DE5G1NIGq€59 CP 11.E 1.451LATICK NE C05RE0SED 8.7411E0 MASO(FROM ATE/CDs TAELE A0L4941.41 NOT BE LEB5 N44 R•940 564CEE0 M NE 1AB:E b. TIP FBEOTRAICN REACTOR Routs EX0L10E8 201525 NE 5GL Ca74VN 4FLE570 ALL &473DRENE51RA10( EXCEPTION: EKVLGET8 �W43 OR4EEK5CLIMATE d0E91044R554E M FOR 51D1 XTLIC 7B DOES NOT EXCEED 030 G "0)50418' HARP R-O C041610.5 * LATIR10411E EXTERN 0 NE WALL, CR R.6 WW1 *SATO ON THE MIERKR OF TALE B 30184T WALL 'MINAS' S4LL BE 9R111ED 10 BE 14T WN R•B CANE' N91ANDA ON 1E M1ER0R OF 114E 54k66TEM WALL Fta5 R•5 0011610/9 64514009 ON TE NIERIOR 0R EXTERIOR 011E 14L. 'Ore' MANS RO CCNMW01C `PREAP010111E MINOR OR EXTERIORCf Ti Hoff OR R-13 C4NR MOON AT 1E MINOR 0111E WRY WALL '1B' 11ER14 5E%BE111EFN FLOOR NAB AND B49EENT WAIL E, RO DANN 19 NBLA110115 FEOIPED LEDER AWED 5:AE O1 GRADE FLOOR, 5EE R407191 TE.T 6 NO 640 CAIEIENT5 M NE Iv:NE De. BAkC94114L IN.54411N IS NOT !EWE') M 641,41.14.1110 L0.A1108 A9 DENBO EST FIGURE R2411440TABLE R3011 g RE3ER4ED. h PRE VALE IB 047R 001110� EXEC Le C(N1M15 MNa411a+CR 6614180 6066,50 5343' MEANS R•B CANIT ISBIILATi01 FU5 R•5 corms 5 654A104 OR %MATED 96,64 P 816101461E 51EA145Yi CO7ER 40%Ot 1E55 011E E4IERDR CCN014C 8 RELATION SEATS SHALL BE TWITTED TO BE REDUCED BY eC MIOR ION R-3 M NE L1A1015 WE7E 9161NR4 54E4N6G 5 L49ED TO SPRAIN 4 COIBSTED TOTAL 9EAi4RG 01.400E5B 1. THEFC0ID R-v4LLE APPLES AEN TIGRE IRA4 RAF 0NEM5LLA1CN19 ON THE MIER0 011E 11A99 WALL. REFOR PEALE RMER•OP451-v40.lE0 CERNG5, DP NUM SAT BE DLLCED 10 R.35. I M1. 1611ER3D14E'WING0(DE471EB 5112C4® RAMP O N" ON CE4ER 3414 READER N9141ED W71 A TMMW" 0 R•10 EPLEAT101 I LCG AND SOLID WEER W415 WIN A MN417M AvERACE NI00E5 CF35 INCNEB AR MET PROM N5 M910.41101 REDRESS1. E01( EFFICIENCY CREDITS EARN DIE41114 WE PALL GRIP' WIN SITIEN1 OPTIONS FROM TABLE R4062 SO *TO ACREA114E Po0.01R4 414ER 0 0ED190 DE9LRB'_D 5ELR7 01 1 IL 0 111 NULL DBELL%N1: IS FOM15 (DIELLEG W19 499 NA4 BOO SF, M 0091101ED FLOOR AREA WIN LE31NAR 300 5F.0 FBE51RA1ON AREA AD0111045O LSO SP, 0R LESS PARED FLOOR MA 10 EXI51MG B11LD11G), MEDI4I LSELL1G WIT: 35 POM16 (ALL DUELLIIG WIt915W5000 SF, MCLWSG 4006I019 O4ER 150 5F1. LARGE NELLMG W1:43 PONS FALL DIELNG W19 EYEDSG 50005F. 0 C0OiRDE) FLC R AREA). 1 REFERENCE CASE G AZI Y SCHEDULE 1 DOES N07 APPLY, (SEE 561RC11RG1 1514 RESCRI0146 mos III. ALL SLAM AAA DOORS FEET NAM61115-FACTOR ALTERNATE E41PG SIZE 311400 SWIM. 0 OPTION 0R II, GLI MG TO ODOR AREA L11(45ED 60311( 0 AREA IE4441ED 19004) S(T W H1, LR D07R UPAC1CR (830 6071E 0 A5 P4R1011E PANG 511E1511NG O401ATION (IRO TI4 5' MEC 50371) TABLE 4061 !NM' CREDITS ALL0,00 TOTAL OPT, CPT, DE6CRIPfKM OED115 CRAPES EFIOE ° BOLDMG EN4ELD: ERIOEM MIlD6G 441014E U FACET SKIM ENVELOPE k 16 AIR] F41E4a CONTROL AND ER,'CW0 9141 L4ICN 7a 41R I F4K4a *OURS, 44D 5FC94T 1ENNLA1011b 5 0 1c AIR! FOYF CONTROL 41 BFIC911 vEN71L41(017c NIGH EIFICIECT FAG S0IR1N135 HIG+BFICENCT HEAL EOAFMB:13b AGI EF ICIEKT 4VAC ECAEREM 34 401 EFICIENCT PAC E/11911411c DUC7LE59 FUT 5161@I 4E47 FLMFO ZONAL 024167L 144 E3FIOETCT NV4C DI51458ON 5'8731 5e EFFlOEM WATER 4E41665e E0PC92 WATER FEA1MG ib R?ELABLE EE01RC ENERGY 10140 615 350 55.E 7KRRIM DUCT RA01&NT4 IP PLATED gum AS CAMS Cf TABLE R40631 SOU NI4L BE N'9EO1E0WA FRIED 106CENE NEE°E 1+ElE6G °RDtt9 04151DWI14 CP1O1 EXCEPTON: 1270 C01PL1%G WIN NIS SECTON TAT NAVE LP TO 5410 THE TOTAL LAEAR FEET 0 RCS LOCATED M TEE E0IEROR C4VI11E0 0R BEER FACE510 TIE NELL 64 P 425 04031CN 610ED NE MOTE UAL BE 2E51E01011E FOLLOLRG 5tA DAR01. 4 CPIf FER C06 Af4CMITOPDRR AREA 4N TEESTED41490 ALTO DFE64411K a 016C4E5 ag. (7516e1 ALAS NE NE 51518E 60.466 71E M44FACNRRS 4R HANDLER 810.051E ALL E6I5IER 50015 4A L BE TAPED OR 905555E SEALED MG APE 1E92 b4DFRf�5E�RALFine UER0. BIF61FALCE76N4LAD5) ALL00944* BEE NE Rt2IEMENT6 l 991531114 841116001 LAVATORY ENKF41:E16 1111111 FLW R47.32 LAE fO gal45) INE41E91ED I4CCCF9aKE WIN 451E AII1,I9/34 B051 1. EB0BF1145.10E(F4CET6: MAXIMAL SCR 841E-66 LAP1LN:FADE/ WEN 6 DM ACC0ROAW5WT4 AK 4D51CSA B051 R,y:;:r; CODE COMPLIANCE APPROVED U6 a3 2020 CiiyofTukwila BUIIDI IG DIVISION 14E6111 ROD R41E•66 LAN (Il5 ge155) U9( 41D101iC3A 8051 4131 Lz RECE APR TUN PUBLIC W M 0 0 03 WSEC NUM YEA it RAS MOB ELEA RUA 51003 IVED A RKS 0 C 0 2015 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 190581 FOR; NiCO PAYNE PLAN: 800A-GU-3 SITE CRITERIA SF'FIST TRT4444 1141 use MOP ' Ok ROOK 000 00000 000000000 000000000 PRIM GERM 00000000 00000 15 MPH 1 5 MixtiisonzumummouNirikiNiimiDmummt/Ntmas 51.1154ER G5.1.E1€ Ftr€i Pc,/ cocirE €1.4€3 cms 005 FROST 4414 0000RAL KM. MOOR ITSOSEST ,FESIVISS Ss, 0.55% 14ROg 3a0€€ kJ. WEI q.A511P.J. 5XIET SaS DER-F. CRADX€G. Lae =CS AFE DE TO 511E PFARATION 5.15341444444t711€V, DRY114 0ONC4015 FINN, LAX' CF CaTal -.la, LACK AN.147 5155 efoRcEst, looKLED DR4N4GE, O'NER €A:10F5. 55R1551541510HAk044 HAYE NERST€1,0€4 Of AU 15 AN gal' TABLE Lie 1544141511544015145 EYENE Of CR4CN.WROL, F 52,5 C4N5LI 4 GigrECHICA WEER. 511E Fe44411.ON DO NOT EXISINC, 5115 50L5 15 N1114155 DIFEC17D 04.ER€55 8€ cerEcacA€ WEER 44145551351.45545310551441550 ON 11651ENED IWIFRIFED aCMPETENTRATIVE 44L5 00 NOT F1.447 OXRETE 15 1401150LED FILL 546553615454556150410415041111164015414411554114515441151515440 CALE EXCE551vE CRC% 115E CO1PACTED 4/LR,1,41E FA.Ai COME taec) F€1 SIDI 46 51E4 CiAYEL 11015ILL 15 €EDED (ii4€4.11.41i FILL 10 ExTE€0 5E51 FOKATION 40 WAGE &NMI 51.455 C4€1 6141PNN 45 NCH 45 PO ER FIT, P45 945Z5Va FILLS NE 5L4.55 502051LEOGIILTIPLE :TRAK MEE DOES V R52lg al.7 TO 40'4M romr EXEE 45151415530154015545514101355511554110504555514054144541L5505105151535001544 EV4.'ORATial RA410FTP4 METE EOM ILE PROFS MT .;11147.€2 TO Ar.illEv5 MAx€11151W.1 CACIETE Ng [5 IDIED TO DRY R4PINT CEL NOT FAN 1NE KVED r06114E TO OIE FROFF.R.P AL50 D(1:flea DRY% 51.1R€CE 10 NNI€115 CRACANG AUX TYE TO WAIR 51.ABS U.F. LET COvERIV 41OR ,.€11 55€4. 0155515555155051455452541105 55561111414546 UWE sn& PRCEPIT OAP 51.455 HUN 51710 CONCETE HAVE LESS CRACK% 7144N LON 5156611.1 COCCI. 555534*1553551534514151541042451101215 EWA [RAU.. CAROL 40IN15: 244045915 0R1155 'JILL TO TO BE N CONTROL JONT5 4€d) ROT 45 VISSLE A5 €NCX1ROiLED CR50005. JON15 5€4CU1D 5E 510 PEET APART. E€FORCEINT: EPA, €ELDED 151€.10 4ND PER.551.511LL 1ELP NEP C,144a5FROIOKN.K €10 51.A5 €RON 54114. 434115011115553151551551515405545501140415215105550 1i.E515554E. 140L010.4315034555515511415543. DOC AiLOAIFOkNE NEAR NE MATO V .51.Of% CiADE UT 901 NE 51;€41X. OF MERIN STRIP POP(' €) 1V 4 RUNE -ME 2411414 4 421 ilk At tit V EL .0.110435' PCOTNG 241 42' DEEP TE. iCT111 Yo' N10 FX1P6 241 DI 421 5452.1 4,04OR ECLT REOAD At ALL Hie 140.1AN LCCAT104.5.17 CPA all DETAIL5 NOR 511511 45415015550 4050, LV y q.Vg' slitetaTTO sTRIVERTO 00M.0051111000 51,1,755155t155 04 mod Fogs 0040015300151101 MRCVS 00) dRO. TSR00141000M 000 490110. womrs 161411aSECKM110404.1061=4 111 allikakEME(416114151005155M MAMMA ef RtZ 744.74.4. ORM 4 WIDIFFEWITTEFOR CM14411144414X RUM:0 4414444:41444SRSDE4SE4544124 (141474146141,414 01414:11OXAMOT6114411.1741/ REVIEWED FOR CODE COMPLIANCE APPROVED Al1603azo City of Tukwila BUILDING DIVISION EIBE sra ECYN 36' 10 FOOT% 200004 47 ill €TD C.X.FETE PATIO 5.€ EJLER DUI STNDI4/1. FINDI4N1 MED 5E1 EC1CN 36* NIO PPM 4421545155145 510504444445 lABTOADRANOR 104645 54T4112o41,2451l1444 IV €1i N R4BAR.41DCOR OFENIC•5 (EC 405i3 • GARAGE RCOR W;RZE5) 511 51" 14 51154 Er 112.0 .451111111 FOUNDATION FLAN ENG;INEERIN 0 0 NOT 5 C .4 (1/4 N 1 'I 14 5P 4 DI RECEIV AN TUKWILA PUBLIC WoN---7- 'iiinr, 1 ''60 ODN5 P4D 004 RR 04 DIU ' FORM P4 WI BERRT4 1T14 KV TO KO% CM -MN 4 OVA (YR 2401k ® ROT IIRPLATI 200211400000 4554 wavy 741441 04 EIS 451RUNCITY - 000000000000 34400300WM 4 Ell WC/44TR MY PER 11.,M 36146141144444 Flk IT< 44FACT4 POT PER MA 42 110 110 1111 111 4101141 4444 EIS 4446404CI00 KOS FR FUR 024000 4 4 K14,1,O146).4 IFORTFV 444oR R114111441,4 SW (400414641CAP DO 4411 WOO CAP I 414} 1114 POST 1202402140 CONE411414/.2 RAN 1101414 04044 SOULE 34149115RILTS CRS 1,1 1/ BOWS € '11 18n1 WIND EXP, BICIN 5€15MIC DUO CATEGORY D 514440051 104 05014 01511 REVIEW 24/X: ANALYST 04124 SHEET SI 10146 55E55 PROJECTRUMBER 190581 GOMA OCTO 4100MEM R4 2015 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER:190581 FOR: NIGO PAYNE PLAN:800A-GU-3 SITE CRITERIA 1 FWFSIWN YCPO WINO m� Iwm5D5MM StE'A0. 5pmp WW0t OEk�' mAQ 1'!<4M utmORr MSX GRGtNf SLOPE ONMm SRtVA31R 553 030030e GlNUN 5512MP OXMm Flm51 ONM SESI� SRfmA PEWH5E51 S0.WIC SMCmll A:3vtaux flkYAIItM 25 PS 110 MOOD II <15% NONE NONE 11' 0555g 1483g 300F! Vuuti 01 /111140.M.111,ilun,5iuk PMDNPIIMAL.O. 314' IIG NIXED 9sr>1noo CR 05B C.411D AND NAILED ad 5 VAT DI4P4124l1 BOAUARIES AND 5FPGRIED PWN34 EDGES 157RS 1454E 47C) NIL0Lgia0305550 0Yi (MOORS FER DE14110rD1 556 ERBOINA.'NFF5 U%.li RUES MOl AVA14f0E 4T LYE CE 1145E1411Lc<5 i, OR F%NAE LODGE EVER %W14 mE PAVHLI':RRS 0d155 D$0EERX FOR DEEM Qa 4MINg � G70 IN •rn.�, 1 pp y IRORDER RAMONR LOAD _. �fERD''wE 2551 "NlGIRD:R'91SI'GR :O�G RffH€YCE f,S'I.YI i BE y fi 1r IR2% I►EOK aELOW -- II X X rIP ! o real �� A 111 � RI ISTR � YFRGIRD:R ifi,55(PoRLOAD '��-0) k~rcliE.,CE R5YI _FF`_.�__ ..m. •`., 'FRG lOAD DEkRlu"IELR EG2 ACE 63 pq,R1 +"III O I,,,, ° I I 1 V tfR'UDE < e� m gm _ 'AA'II 45! ORO mV lY0 ROOF FRAMING GRAVITY LOAD ENGINEERING DO NOT SCALE(144'=1) 1903 0Pi 501)3' CID 10GDYbWkNl F1#?.NDm4he10 0/ 4,1510MECOE SLAM. AMR r' 1RJOES+ C4b., FONDS 41L FN4 SrP. DR44103051OIOp'iE El5W* "i AS SOON AS C.01:1 D, _55Da1NRSDR!!!!SDI-sRFRI- WILTRCM 54OP54O'PI0N4 BGNEERK 19LL EE l4OJIR D. *TALL 44D SRACE .OS15551304553 R-R NAtiEAGWER Lot • G LAD(Eil�'EGH11'1 fi HAWxR �IS59 � 1�,,vL u7 • CA ill r II _ 1 _ m 1S1 w o I i < o; h °�� nrw Qm 1¢ o 2 ERN ;1l_JMa;4 114' �5RELTLS 4IIl'.AP.B OAlN' n �1t i i-W'kC'O.6 3N'U'0.8 44Gf7 u� Ll U9 EA15 HEADER OVER EkT@5Y;4L0DEREXR+D 1F3E2R034R 14.FRAr5PERDETAIL5I1)I F4R14FR4"EPERDETAIL 5471 POR4FR,4'EPER DEi4IlSDI UPPER FLOOR FRAMING GRAVITY LOAD ENGINEERING DO NOT SCALE(144'51S REVIEWED WED FOR CODE COMPLIANCE APPROVED AU6031010 City of Tukwila BUILDING DIVISION RECEIVED AN 02 Sid TUKWILA PUBLIC WORKS iILFill 3 1 tet a02 aE�, uo0J 20 BUILDING 0DDE }95sc WIND EXP. 9101AI SEISMIC DUN CATEGORY D HOOF SNOW LOAD 15 P# END RE .rAN4 DATE 025A REVIEW IA4 ANALYST 41G SHEET S2 20F 6 SHEETS PROJECT NUMBER 190591 C45116I1135106 Oa WGeee%K 2015 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER:190581 FOR: NiCO PAYNE PLAN: 800A-GU-3 SITE CRITERIA ON no gyp I00 33 8IC 405N , S10R SRA YR GEOOEOA PNST SSW S0.WIC RWF0Y0W SN60 E BEN 0.155 GIEGNt %A *DMREP0RMN B/M S9i4All SRfOW LOAD 9ET1 GRCNY OMNN 9A0'ANM OWNAI ERASES] REVR%k 9903 ELEVAIM 25PSF 11OMPN <15% NONE NONE O55g LAE% 300Fr 39000090IAIXW FNUNNN1411;IL43 SIOIOANO NAMNALEENES 0 0 EMEND HEADER ONER PORTAL FRA10 FfR DETAIL SOLI 0 NAIL EMAIL%1O ALL R441N6CElleEFS USING ed uV ?CAD PATTEN MULL S LS1A F BACKSIDE SINNER a 3'0C. PGRGH ROOF SH:APHING C ED SIvAR m4.L NAILING L 4NDWOR SCNEFIE wax Lam 4EARNNL 1PA MS WL 5g1 LB0IIP* /0't5 IWR40 40R6Pt O4'kltt10Fl @'91 MOMS 04IR4Ni 1e RAGfPp(E. Bls'S &S . P1:ttr0 91 piAttOgry WW ' NIkC9H 95W .MO PAZ :71: IRAi .. In wr 190/1 AEA Po.6'OG. h p3.p04 d'OG C0r :m. ,. 4S.VO:FFE.70.C.. .004 k'O4 IdAttS 105 WI JRA was ,E N.4'04 R W1•4'0.C. LIN.P OC99811 08 �.' b'04 CR ,,,,, G'.%OL 330h3i 59 GN',0d' K::O oPo`G55 '1lR15N0 LW.004 AS.5'04,,,,o W. PEWE m.3'On h .b'CC 4a N'v'OG " 0030 O'.O'04 ON 05P$ I79B1, Al 0Pr i;ry rr C4 ' A:s ® we. PM PM EOMA'C45kd L Wt. N 44 004 10 '•5'W N6'.7WOG. O.61,4, OM 1.410110508 55SVIG.d4ID ROS Al IN...., at A m.1'C4 0 OIRYtl53 LkW.§'G4 4533031 35.VOG i14311/ r>)OSCf: .94 03 VOL M%.6'04 O'.0'0L UPPER FLOOR LATERAL ENGINEERING D0 NOT SC3E(V4'.17 SBS19e144NCNOR1331.1 CINE Al 41. NU NOLD0111xA11o*'S.1YP ,DI4 %€45AL1E%1ER198NG45 GARAGE r SiCcAP NEADEN 341M1ER 4115131 ZIOi T' FLARE (33PLACES 1 r I I I Eau IE1J' ERO0ER 4 FRWE fR- FpR101PRT.PEPE?DEl5L3DI y503330 LNDIES N 1541P4E5YERPO Lr N11EF5E4146 me N moo Ott,N4'EEDEMNhRNWSNELL E SWIZEMAIIMEOPPSSZEMCVENICA19175. 111 @OYJG690I90AIGLP4E Ef/fi 14' F%N8AE.NYWLW980G901U41GIFT$9000BGN'P1E WIS153•DNAFRIM BESNW19YiTtALSA30MIB)0".F Pf:E&ItlMG 1OMIL ' NCOSti OR0194111, NDEP.R6'EPVI RW.CONSEMe1E I515E41PGKEI lfG6f 0.430N19198P55 161 FIFiq@W.q&610NCIIXNNMMIE&:SWAN I0tl'CGOtEMNJiWG"IE99 I11983100z401900E0801041148011.605 6111RlnI a0211747 WG1443N IK4LWAWW15L41AG Z. SO331VIES11LWP3XMA0[N Iu91Nfl41E 4RdWENSf[fYNRRSPM1t9.PONDCI8EYA5[RY(RE0W.51ZOLN N147L IV 107015%,11PE POVEC '91®,%4R 114H0d, P,B99909811 3310/ 140NE OWE DiPR417114 91YAGi11PMIR11AE5EdOEDSGfPGESE3P44l ID ROM 1339AIEMS8W G1MSNAGIIIXON AMII F9X&E EOM WAIEDIECOWIC SNfNIACTUN FOR IE4303G1BLEN 101451101NIDWA*90 9A-01 511106ETRII1f/it 101CPCFM ft410 SKISCNY,AY1giFRIC:V1f01 AENSIRARALOItNN71dSi(4151RGNFS 4€Af CIGIIIP09GMPN.Npox MIY FON HAW NY PE 1Y0 N%.4 NT9P'P0 NE4tldGWG199AR1A'A 3110N'44`G ISR'OL.10% W4N EOIL90;1944A3PUSIA R @1HECALLMIMICAA446 %10Mwi8IEMON19,61XP4tl NMSWWEF49 (9 031laIMGSIP15t4WW 19111UPNMAI943SI DIVC94991Ap#O'AMR1AWi 10100:N HED1E Sf52;Pt1 RUBE NTANYER 1.914N 991098G Wits 940E 1pA NlB U1P Wb.'718CN'59 INkMA,A3BON09s NL NSN44010� A6•RR SEy 1104y15tt10010P05 MOM" 30033 F7&R5k" W4 Ydl WW9. Wk.lf16&.4A'7Y WA Nti.1*880m9Y f3`W8130Nt106NIN "8N'W4D. 0'h1BPkR5fd 011.GRIB8141S' Wd 11546/01063NN 84804? 3394946.989 IU41111939153 Wd W4 nsrcw rm @RMR W4 34 15Yb6m-uu 3*00 04 W4 04,149 I I090*1010 WA W4 II41ES: ID 1041570G01 984034t0%Fi*10400AOFSIP.ETAS N 4MEIN0EC14%CP9G00111Y@IF3O&I947FO0LY94W1PESIPN 15)5a �UCCA4683989IOERDO44045 91R1P.%SIN9911P1 I40543MN0fn'NAINATRII'iN]E%WMISLIti 4RDV) 14St10W1WILLA(KN41tl110131311AS08 194N1Y%9 REVIEWED FOR "ODE COMPLIANCE APPROVED AU603 zozo City of Tukwila UILDING DIVISION FTFDI4 STUDH S1N04 snots STAD4 Iv j Dl `14IN FLOOR LATERAL ENGINEERING D0 NOT SCALEIIe'.19 WIN NLEATERY 0915 0"M11 CRYL SPg 6510 CC [Frig 3'oc N4EEG • C11NU01S 334411NG 04R 17p SILL TYPICAL ALL EXTERIOrgis BLUING CODE Mn l°C WIND EXP. 0899 SEISMIC DESIGN CATEGORY D R00FSNOW LOAD /5Pf RECEIVED F1DP.ENN DATE m1519 AN 02 20'6 TUKW,LA PUBLIC WORKS C,141 1 REVIEW t4a 115 ANALYST !SEG. SNEET S3 30F 6 SNEAS PROJECT NUMBER 190581 G9FPR4208 ROM m emm, O TOOf%G PORT OOAER IEAER 2 W4ERIEATER SEW SIRES LOWED L34111 1401'Avc CAP AlD ea ,'llu o PxR SF1sw DELFrcR 4YMO7 too 015Wl 4 RA'ES o7R114..5 RE 02k 501WLL o4wA0R BASE 1001&L n NEATER 1TRAPPING DI PORIAL F2AME 10 LEAD 5IFOR(BaSIDEL LEE LOER SERFS TONDO TO TOP CNR'XN NW4N FRE9E4, 61LLN0 E'FOR REFORT 5IRCNF514'SE `JLENIIE 11E1 Cf IGO SORT SHRINES ®1MN51141O MOR ID* TE' 0535EAINMG Ilk 0514C4;ooORIRAVI 0E47ER DOOM OAR YE44LL ®S•E 44CNOE DOLT L51' E'SED 5ECTLT'4-4 W'1a1YL3'L125' RAE'USER DEC Donor RATE ORR DEARIM1N 31,4E1 II RR A P4'EISRIW (F ODER REUSED. MT EE EON PEE 314555u41 IACERI R'BLO:0D,d0 OOP AN ©NB 55AINIAGICIE1ER il'Cf nD NE'G+l CIE ROUCF W 2d(LICl CR GYv4N1ED 11°, SEAYa0G10 FROG Pox NAl(,51NP4012 Pdtr<w w'EINCSE0.FD.FM 15 DIOAN ND 3' OCR 4LL BILCO,Ni IS LE, Of LI'S PRMNGIS010534 %0G, MDT HAM TOEDER Wu AND SW/71i16d SIN(FRS n1CalNns N FEAR aT 0AASI71 TIE RATE TO If CAR 2007N6, IYRV RNA CF 50 SNER OAP 1'PdaI ICPY FAES 4T 3' OC.117, OL. DI ATHI 0 5EAr4353 85 SECOND SEIEIXE SUCEER 42315 Y IE nM 64°. PSOh04 SIPSFD1FD. /0 AY N411544(CC. it 12(Iae100C2G' KLINK (Pa °EA"FD 1A15EAIN%G 1010 D DO&E 10P ROE 057> FE4D4 R,O5 OR REIF FERi3Lh'0L4R SDP RA1E NEFEDD OLD (DEN FCR11Wi Ri �51YR 1REE541YOr, 5 v Rd1' RO: SECITEI N4!'86146'OCFOR PH EC[E5YD0 CC MRELD SEAfN ALL DARE 6C5 JSNG555E48¢:1 1I 50831E 0 AR IFC TOP RAE10 eF SIODI R51E.4R 24110.561E [3E4'1 AND HEADER END 400x O ER TOP RATE OZ ODO PEND001 Dl13FFI O m4N410'R4E © RFD 36' C5Y 5TRAP 1434)POOi DU 3A'Z, O CONROE TYPLATE STRAP N• BE RAC'.0 ON SIDE OF TOP RATE 01616044.5 (2 6d GALA 46'OC. OPEN PER RAN RriaF =ICIER EONS/ 1EADER RR RVN ® m115dw115 0 DEE1E O RI0ER SIDS MAR >6'011.0G ILO. ®ND ER4D EOIIED P ONCE TOP RA o5¢19V4L CORER 03D'1 31551L4° SIZE �OvERIITA CEDAR NOT WE FOR OLEO' 8 ) MERIAR 5E441&1 TO PARALLEL 1R.s SS `0 SNEAK DALL CONWECTI O F PR PaN 511ROND1C46' 0C 0 (316d NILS 4131114442' SOS( l3Cr:F1CK YFY6 ® 240 RAT. ID OC. ODDDFI EDI RAN 8a i OCmOPRXEORAN 4RACN ROE DI4'DERI e1'.cNG 10 D3111P RATE FR EFAR 5W,l .CFDCE '19641N1E/PoXfi DEAN SD5•.AEE @IANOs5445T53G(V 1447DV 46'OC. WHOM EL I1 ADS rn'.RD'I41 NZ T57171R41xOR 1.14Rrl f0ND. Di RR 314' 1G 510 6 LOCRJOSi(RRRAH 051004203108 EDE 0551 5E414164 LN DI55YN PARA1d 10 51.05Ni 4E1551{ OND. PREAK50,1146 AT RI 3O51NOR TO 5124E4 RCI FER SERF 0411 EVE NAL 5'4OG SEAR Wk. SPERM 0 Ui010iICnRAI'Li0 I 5105uV ad IA 457 (3I6d NAIL FOR 515,, 5J415¢1 DEER2I5LLS i IIO6P1O.C51EDN ZOO 9Ct15 PER 5E4141 T4'AE AIM OF ERRAEI COIN 1' OF Orr CORER nNDPOI. EDC IOCRLL CE 013 OFVAl 5A9O1 GRADE 1:ONOPIN 4 LEDGERSOW A5414 OCEA7k03V SOFA% RICO:EA4144Wu1 MHOS LEE 54E4R4111ARE RRA 00044L WA 1U IX 5Y03 RAIE 10 on 4Nr1 460CG40. 03141G1081. 046'0C 02X CR11RR0E201 ® Fa1101WR4E445 a'Dc1ND. 01Si 1O 10P R41E (316d 1LENdLED 5E4114010 STE SE SEAR W41 SCIEGSE ODR 1C4 R41 11CP 841IOSMDWYN W046'CC D4COSMW ROOF MORE SMSFOR MN Lc1D Foal 4815E wwS+BLOW 5810 DUCER41L MINI LOADS 120202410ROF JOS1W31I64 ITN FR SORYN1 146,E FLOOR 10 FLOOR CONECTI Dl r1 IRO 0' RCCR B' 38CC:R 2' FCi1DATO. NOON BC ORE KA OLS102441P[RRL1N ©I MC: SW vtAOR BOW ®h 3K 11140:OYRYAUS DER 554RWLL F05D1E 0'4 METAL 4 G' OC'1 E031FD 3-5' 8511CP F501W411 ©YWAIC45024'OC Ek1EC103'OEE PW'F$ 34'E, EEIED 4' mi I40 S1E11N1 I4PIILNDI ONN(PO BEIMCF FE3' MOT COO 0104 cEoN508IFD OFWIFG DRAIN P FOJI® @wett-PIN BT 'ROE OONFED SOIL 10"( 49' NA 5E1'1N1'4EY 3 SDEGEE SPAM %G O4R 6 SUS 151 BE 51Pr8RCD W4k6!EN ON 04 MSE, MG1109'METE LPG CQ SN0A91 CG C?rETE CORNERS \DI V1.00RJOIST CR L400G 0144 LEDGEM71 KK146' OD (31150 ST1GEPS ®Sd7 MMIW%NSA. [VOA 3E^0B{ RY mm aN ®ORER FLEE50031 DORS VOID O13i4 TO 5d QED DC '444.1 ECr¢5 DOD FED ®,kl AZT DIDCZ VOd 6' 0C.NAIL TO 6403G JEST Ol'C Oa *ICOR ODE LOVD3GXh515 /IIOo46'OC.R110 VV IrP RIAE @)13; Od ICE NAILS II01CN ERWER 10 E51 ON LEGYOR !11k DE45S 84 24 WWE4GIYWIYER 19 STAIR LANDING CG NECTIPN Ol 3SDE CORER CODE COMPLIANCE PPROVEDDG,0,.O NSYAIFNDol OMER iJj NAILS 45'' OD OR D EE 211 YY C. O8 60 NAIL �(OCOau71 OW HAIL 41D'OC.CN 41 7A10G ENE.6 N7141 PGEIECESPINAI ,jj ity of Tukwillp 4� DING DIVI �4rs 6'DLN anSICE CORER CFAL INSIDEA0150E CANER 01 AI PEEL EWES 6d NAIL 6'DC(XI SW) n SHEAR WALL NAILIN; I BDLDING 5EGIION DI C5JTINUOJS 57IP FOOTING Ai GARAGE E DDTON WITN SLAG r 1 O1x UDR Al COKE /PEE EXESFCR41 .0 SA SEdR1411 4511C { 5530SEAR 0' HELD CR'4411Bd NAL: 50, SW4 SHEAR DALL NAEP 0115'0EE55A0A0G ®2,1E1?DD5cESE.W 2111SNC POE. EIEDI 0YEAR 'LL41 RF RAN ®NIA nrm5SDN 63k FER5515- ., WALL 4E5 Di Buw8ING COOP 105 EC WINO EXP. 22101131 SEISMIC DESIGN CATEGORY 0 HOOF SNOW LOAD 15 Pi ENGP.E Au+N DAZE Ol5D REVIEW UG L ANALYST LE D. SHEET DI 40F 6 SHEETS PRO3EC1NLM9ER 190551 A R t IERII4d11 5 K D u9P'a1tt' 41'8 5.6'4 1'' 5'9'a 16'd'111' 444' vERTIUd. TEBAR RICE 32' .'R'4 FEBARI3' FOR FHA fEFWTWFEW OM MAV$YEN OAR. 6'0C. 3MR4021N e00TEDN'0 FOOTPG GRAN ST51E0 B4CwLL ICH FHE DRANW BE1L SFAZ r� 541E144L5 St FWS M41 o(ET 140T FE4NIFFD If SLAB FRSBIT AT1601PGI 0.00114 O' MN 544404540E BELOW&R4Di IS NOT ROW F SLAB NEW OFOOIW OAF '/' D' 0C. ON0 CON. 26 OROF JOIST FER RAN MOIANRAO'CF946 4ER PLA IS' a DLOCOGW 36' C94 STRAP 35E41NWRRRAN BcVYDBl ke FER RAN AM TIM 1TIFIC4 4 R4<S5NND.[N RANI ®B.CWG FWS1P.t° IR G4&E DO IR55 ARE 14RAIE WN ON PUN) O [an4O0L 0411C41 FRYIW ® 6' 7I1EEa4CR 6' S0IC 416'OC O TOP RATE TO BOTTO1 CIC10 CCkE ORR 55544"45:1'E'D:If N .1`t5141405E51.1114R TI✓ MA la RATES MO CEHTERaE rl MSS CNa01. -BRACE IR45ES F9F SCSI. MIT TRH MRCSS FGR ERACM IUIIM, 18 4 SdTS•1,1'Y4B POST 5.0 O 1 0v9i STEEL Vat W16) S5'TIR BOLTS 15,44E POST 9TWEED TO FIT NIO STEEL SE:ILOI 0ler, STE aCTlvl. EIEFJ(FE FUN DEMI INTO 24xil Dlk'EIE4 4'Yc'54.E.Y4510 5415034EFT WE RADE LY GA:YACED S'Fszl R (15041NORAWC1W NOIR T04 M0RTRIN 1400955 a1 MIL 1111 Cal a la COAT II4ti41 EWJ515455 DRY NV a4D5IL ©IP.4 REWWE (4) SER154l4D IGRI4. POI ON CETIER 0Ni )' COY,CIE COYER Oia COSIRAWD ST G2a15'E SLAB VI S4UNKR 044R11) llI' GAP BENEBI040557E AND PoSI64z 11 LiNRESTRAINED CONCRETE WALL 4O PY SURCHARGE 105 IBC D2 LARCE DIAPHRAGM OPENING GABLE END TRUSS 13RACI46 WEX1S STEEL SECTION ASS-I0 GL5 POST BASE 28 EX101HE WALLS Gf f4E 11J552 4R 10 BE SLOFT 1 WE SiRICNR TO AG,YEIE 5404470E DRAIrt 40 5251RRFACE DR411,15 41 GR EELOV 1NE EW1V4hL4E ELNTIGN 4k TO BE USED FCR 4NT 54SPFN1NW' 41NI1G W41S 0rR 3 FEE1 IN HEIGHT. DRAYS 4RE 30 CCNSIS` CS RIGID FEFsCRA133D 4' PvC FIEF %IRONDED BY WASTED PEA-RO 1 OR GRawll4R FI1 V719 LESS NM S%FNES. RICE 444vEN.GE01EK1f FILTER F4ERIC BEPIEENITf DRAUSER11Ep41AND 1$ FE I46N%'aLL d4GCFlf110 555070E SILT IleRAT1LN W10 544 DRAN4GE E01E RACE WE FILERfABRIG 5LP 1'NAl IT NV 5EP4R415 THE DR4IV2LEN41ER0L 4NDDIE 94;KFILL AND EXENS 0,ER THE 10P a 1 E DRAPD(4E 2OE, 103 LEVEL Cf 145 PELECR416N'S NNE PIPE Ai 10 BE I11NE BO5P'I 011E FCg1DGS AND DE DRAMS 41. TO BE CCNiTNOTED WITH SFFCENI GRADIENT TO 1LOV GRAv111 DISNAKE W1WY RCM NE MIX. NE FEFOR4115E AFE 10 BE LOUD GN 16E LOJER PGRMON GENE PIFE, TETNNIW WALLS 0R 13.6.SEI4TS 1ULLS ARE 10 9E BACIRL5D ON 4 T1I411I111.104 RICO USED (a't44E1BLA'CT OR OED WIN 4 DR4MAYE'1415.09Ai NIRA.DR4M 609, ce WELL FADED 4ND'PAMNG WAVE 571L5 OVER DE PAL HEGI4T CF DIE 114115 IEXCLUDIW INE FIRST I FOOT BELOW THE 51R4E)) THIS DRAW:: M41ER415IC TIE 1NI0 11E FCCTM4 DR4N ST51Ft9 Roof AZ 51RF4CRIEF'F ARE N01 TO B:DI'ONPs..ED INTODIE FO7 DR4M51STE", AND 540 35 54 LYED BT A SEPARATE %IID IIGHILI5 CRAL0 513113i CONCRETE WALL DRAINAGE D2 05EA1NDDER ON.ERRA'IW (01 h4 RAPE.' v 954015D AI 6'u 114 h4N CN 1RI55:NOD. 146 RA 555024'a BEGRTED PORTENT 0' a MAD (1, h'R4 CH 1R55 NOR), O I;Ih6 v41LEY 4004FD'S 1N. WED 70RLu TRIBE 52*4N415, 1e611Yf504R440 O',40 51E419MG FOR RAN VFLAT1CN ACCESS RR DUILCER 0-02.49' MAY max 24 0 SIOISWr T1/h61N1N41YON5Wf[1 Rag STa c719A COMIa U494115' 6'c[ EKNSDE Ounx414'IINAT pS Wm ROPa414YARDi"d Cal,O UTE N4154 6'0 SI: 0(31 4L411N41CN5WIA Me a S1443555D 30d COM UIENAISS'a E3C4 SIDE NAILING SCHEDULE FOR MILT -Up COLU'O 1Jl MPICFI c5EN5aU1'W SP¢R143S 9 4° PLATE SPLICE D2 (QWTwRaR OW 4'OC, 0111 P444DF1. CR Ill RCCN% CPd4' Of. STKfER ITi5.W11 iuR0.541Cf OFAGE0JN01 LADDERR'CC(NG 15J 0 I616d NIES STNlERO 4T E4DI SIDE a IT RATE SRO. O13I I6d N4'0S SIA'4EfED AC E4'AYU. a 6011X >,4TE5400, OTLI44WILE' 6`a N70 SIDS 0 Stl'p%AS6'R4M41 REV DI a USED INLID5 N41N 4j, ODE �D1 r 5qU 0.4R159 NOTE:RAi:SRC A°RESU5 NO ONR SEIZE IS IWIUIED, AP 7-1 WED FOR MPLIANC AUG03 2020 �itv 117 Oft '3NEARWLL415E4M O WIPER PEF RAN!_PING DIVISION 0RDTOMATaGRDERRTIWC a' EOZER70a1[1 S9FC `1&J 45 IDSA 5b H'0A 05 H4dd LGQ(1FY 4120 LG7-'DSL13.9.1 1.6Ti. 3 mar 1912 WIPRY 041 T5411Z1 (1A1 1 'b0E 1144TEr.FIT 139)D II0111RY 11,,6(1R1 ( S 111ti104T IG1.11LRY 64E5 G1.713fLY 4.41(TEY ,11.10101, ROIMMAll 20 51HD 5THDRJ 03/4'I4R. 5510E 0AE4R4MLL NGLWFER R4N ®91.%%IDEh last RIP00ELEJOET O'Nu58Peat, R BE41 RR RAN NOR )CSSI.PER RAN ©STD rPOS3 FERSE2R u4L 045545E ED5I Of/C514CRll[N AR000 BEAT) OW' MN TO SRD Al fau CFI%1 ONBL 5.EATHI4 TO Bf4E DOFCT B'&AC SE41NW D2 OLP'MNRCm CCRER 111'4 FE04R MAT R 900441 N FEB0RR P091IR5a1 ( 1EG1N ®CORE 4OI'AOXW O13)WN41SR6' OC.R bd.6'GC. MULDER TO DE1EaTE F SIA OR S5DAUS APNEN"1 16 OvER:R4MING D2 INTERIOR. SHEAR GILL TO JOIST 4504E CONlEC110N 1R155 UPLIFT CONNECTORS D2' SIMPSON 51H'D D2 25 EXTEND SHEATHING 1O 1R455 5057 CHORD 40' NININPI LEIGIN CHANGE IN TOP PLATE HEIGWTS 01x STUD WC. 0 DOW TOP RATE ()mu, STRA° TES MIN 40' L5GTN 0ELM: MD SAYS Was ®EXTERGR 9E411.14 NA1 EAR RAN 21 sIDENED EO01IN6 OFOOT%51E41) REBAR SCHEME PER FLAN © POST OR SITS PER P.M D2' D€ IIRW DESvlER5 GABLE PO BRAG DETAILI3ESTPTECEDPIEDSE 145 O1m MNPVI°AOx5 DEAL F 11E TRH DESYE0DOEStGT &�aBI SCF PRINCE 1 G93E END 6fc15 CE141cR+,WIL Ft6 HAW TO BLOM W6343'05 0 16110d W15 O 14 DIXON. 9R4CW `P4a5 414' 044114CkDWI31 6d N3L5 WO GEC (N5TAAEDN P44R1 RECOe h4 BOTTOM WD TR;S BRACW 0' NNI110I43SCC 4.CW HM� 0 y 1{SCB 1CIO 10 I II 45 2) HAILS TUKOMMI a 1, GABLE EmMIX N1nlays U WIND ENP. 81TF+1 SE5SMICDESMN CATEGORY D ROFSNOW LOAD 15P3 ENG. P.E 10,V N DATE OBIS ROB /XX C. ANALYST .10E& SHEET D2 5 a 6 SHEETS PROTECT NUMBER 190591 40 1Rw44330W %.4G 1 GENERAL STRUCTURAL NOTES 4. CONCRETE All LATERAL LOAD RESISTING AND GRAM/ LOAD RESISTING OF SPECIREOI SIRUCTURALHEMBERS ARE SHOWN ON THE ENGINEERING SHEETS AND DETAIL PAGES THE ENCLOSED ENGINEERING CALCULATIONS DOCUMENT MEANALYSIS USED It) DEIERMINEENE SIRUCNRAIMEMBERS OFDIE ENGINEERING SHEETS. THE ENGINEERING CALCULATIONS ARE NOT REQUIRED TO BE REFERENCED FOR CONSTRUCTION AND ARE NOT REQUIRED BY EYGINDRING TO BE (KM THIS ENGINEERING HAS BEEN CALCULATED TO RESIST CODE SPECIFIED VERTICAL AND LATERAL WAS SEISMIC) FORCES AFTER THECOMPLETION OF All STRUCIPAL ELENDER. EIS THE RESPONSIBIIIIY OF THE GENERAL CONTRACTOR TO ENSURE STRISTURAL STAMM' DURING CONSTRUCTION INCLUDING JOB SITE SAFEIY;ERECTION METHODS; TEMPORARY SHORING, FORMWORK AND BRACING; USE Of EQUIPMENT AND CONSTRUCTION PROCEDURES, ANYDSCREPAN(iR FOUND AMONG NE DRAWINGS, ENGINEERING, AND/OR NE 511E CONDEMNS MUST BE REPORTED TO NE ARIRIITECI AND ENGINEER WHO SNAIL CORRECT STICH DISCREPANCY N WANING, ANY WORM DONE BY ENE GENERAL CONTRACTOR AREA DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE U TN E GENERAL CONTRACTORS RISK. THE GENERAL DONfRACTOR SNALLVERFY AND COORDINATE ALL DIMENSIONS PRIORI° CONSTRUCTION. STRUCTURAL DRAWINGS GOVERN, IF THERE ARE CONFLICTS WITH ARCNRECNRAL DRAWINGS, CONTACT HOWE ENPNEERING IMMEDIATELY. CONSPIRE ON OBSEAVATON BYRE STRUCTURAL ENGINEER S NOT FRONDED, IRIS ENGINEERING IS NOT INTENDED IN ANY WAY TO RENEW OR APPROVE PIE CCNYTRACTORS WNSTRIICTON PROCEDURES. STANDARDS ALI MEDINA, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 20151NTERNATONAL RESIDENTIAL CODEORCI AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR APPLICABLEEURISDICIION. THIS ENGNEERINGISTOENE 2015 INIRNADONAI BUILDINGCALFORI 2. DESIGN CRITERIA VERTICAL LOADS IBCTpBIffBN.i MNAMOMLNMORMLrdSMMUTDIARNAOS M UWLOW AmCS MTH 6r0AAGE IASNRWBITABLEI 20 re ArnesnOTSVAGEMNINNP41fAMN 10P1 OFGS 60PN EXRRMAMuoUNFs MOM iME4RAM5 A2PSF GOARORMtSAND NANDNAILS 2MFWNPS CIAFDAMCINf6l O TS 34PMNW 7ASS1&[R MN1Ef7➢AOES AGPM ROORSOMRHNNStFENNCPODFM WP,F SIEENNGfWJMi WSF STAIRS 405F LATERAL FORCES WIND, ASCE710 DIRECTIONAL PROCEDURE FOR BUILDINGS OF ALL HEIGHTS SEISMIF SEISMIC IMPORTANCE FACTOR PER ASCE 7.10, le • 190 BUILDING OCCUPANCY RISK CATEGORY PER ASCE 7-101ABL 1ST • II SOIlSTIE CUSS PER ASCE 710 TABLE 20.31• PER PLAN SEISMIC DESIGN CATEGORY IBC TABLE 16133.511 M 16111.5(21 • PER PLAN ANALYSIS PROCEDURE USED • EQUIVALENT LATERAL FORCE ANALYSIS RESPONSE MODIFICATION FACTOR R • 6.5 3.5011 HOOGE ENGINEERING IS NOT GEOTECHNICAL ENDINFRIG FIRM AND CANNOT MAKE DETEREDNATON OF SITE ADEQUACY FOR CONSTRUCTION. IF SRE AIL BEARING CAPACITY OR SIZE SLOPE IS IN DOUBT OR MAY AFFECT CONSTRUCTION DIE COLDER MOST CONTRACT AGEOTECNNICAI ENGINEERING FIRM FORA SOILS REPORT. PROVIDE NODGE ENGINEERING WPNANYGEORCNNICAI INFORNETION PRIOR TO BITE PREPARADOH IF OWNER AND WILDER THROUGH TIER FEASIBILRY STUDIES DETERMINES THAT A GEOTECKNSAL REPORT IS NOT NEEDED DE FOLLOWING SOIL PARAMETERS AND METHODS ARE ASSUMED AND ACCEPTED BY THE OWNER MO BUILDER; SOIL BEARING PRESSURE: 1500 PSF (ASSUMED), ACTIVE PRESSURE- UNRESTRAINED, 35 PCF MIMEO) PASSIVE RESISTANCE200 PCPIASSJJMEDI COEEFIGEMOF ERICSON,,35 (ASSUMED) '1/1 INCREASE ALLOWED FOR SEISMIC OR WIND LOWING ALL FOOTINGS SHALL BEAR ON REM UNDISTURBED EARTH OR COMPACTED STRUCIRAL FILL F011OENNGSPECIFICADONS NOTED BELOW, AREAS OVER %CAVATED SHALL BE BACNFILLEDWIIT LEAN CONCRETE (Ft•2000 PSC OR COMPACTED STRUCTURAL BACKEILL 'STRUCTURAL BACKRLI' SNALLBE FILLED WITH APPROVED WELGRAOED MATERIAL MAXIMUM SIZE OF ROCK 4'. ORGANC MAIERIALAND DELETERIOUS MATTER NOT ALLOWED COMPACT TO Al BST 95OF B'S MAXMUM DM AS DETERMINED BY ASTM Q1557, WHERE REWIRED BYRE WILDING OFFICIAL, INECUSME/CATION AND INVTSIIGAPON OFTHE 501 SHALL BE MADE BY REGISTERED DESIGN PROFESSIONAL(IBC I603.11 UNLESSA SOILS INVESTIGATIONS PROVIDED FOUNDATION DESIGN S BASED ON AN ASSUMED AVERAGESOIL BEARING Of 1500 PST. ORGANIC SILT, ORGANIC CLAYS, PEAT OR UNPREPARED RU SHALL NOT BEASSUMED TO HAVE A BEARING CAPACIIY.THIS ENGINEERING S BASED ON DE CUSS OAIWN ACCORDANCE WITH IBC IA51E15113.5. (UNLE S NOTED OTHERWISE) REGRADING: THE GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SHALL BE SLOPED AWAY FRON DE BUILDING PER ARC R4OL3. EXPANSIVE SOILS SHALL BE AEMOV'ED. FREEORMNING BACMRII MATERIAL FOR RETAINING AND BASEMENTWALLS CLEAN, FREE DAWNINE, WELL GRADED SAND OR GRAVEL MATERIAL WHOSE MAXMUM PARTICLE SIZE 00ES NOT EXCEED 3/4' AND WHOSE FINES CONTENT (ATERIAL PASSING NO. 200SIDS DOES NOT DCEE05%, WITH A MADMAN DUST RANI %PASSING U.S. NO. 20051EVE _ 2/1MAX. % PASSING U.S. NO. 400 SIEVE CONCRETE NAILS EXCEEDING B IN HEGIIT HOST BE DESIGNED AND STAMPS / BYA LICENSED PROFESSIONAL ENGINEER. IF CONCRETE WALLS OVER N HAVE BEEN DESIGNED FOR THIS PROJECT THEY WILL BE SPECIFI ED ON 1NE PLAN AND SHOWN IN THE DETAILS. WOOD SHALL NOT BE USED TO SUPPORT MASONRY OR CONCRETE UNLESS SPECIFICALLY NOTED OTHERWISE ON THE &SHEETS (SC 2304.14 ALL BASEMEN' WALLS BELOW FINISHED GRADE SHALL BE WATER PROOFED OUTSIDE BY APPROVED METHODS AND MAIEALAIS. CONCRETE SHALL BE MADE WED PORTLAND CEMENT AS1M G350 TYPE I TINTYPE IAND SHALL BE READY MIXED PER ASNM DRA. MIX DESIGNS A E WNTRACTOR SHALL DESIGN CONCRETE MIESII AT NECTOR EXCEED INE REQSREMENT50FTHE CONCRETE MIN TABLE FOR NE BEARING STPENGIN SPECIRED. THE MIX DESIGNS SIC FACILTATE ANTCIPATSD PLACEMENT CHESS, WEAINER TEMPERATURE, REAR CONGESTION, AND All DINER FACTORS REQUIRED TO PRIM STRUCTURALLY AND AND ACCEPTABLE FIN SINE➢ PRODUCT. WATER REDUCING ADMIRES MAY BE VSEDTO MEET NESEAEQUIREMENIS MAXMUM SLOP %TALLBE ADMII(NR5S: ADMIYNRES SHALL BE BY MASTER BUILDEAS,WA, GRAC, OR PREAPPRDVEO EQUAL All MANGACTUBENS NECOMMENDASONSSNSU BE FOLLOWED, WATER: SHAME CLEAN AND POTABLE REM DEA3NP11331 IRYABRRM0.1 Wrc WNi2)CMAOf AR BMNN 15OE028DAYS SvsONGRADE 30W02BCAM3 0.45 100 30W02BDAY5 015 100 374 A4 sue 00KRETIP3ME 2SW02BDAY5 04S 7/4 Sul PROVIDE 300E PS1025 DAYS MINIMUM FOR DURABILITY Al BASEMENTWALIS. FOUNDATION WALLS, EXTERIOR WALLS, PORCHES, CARPORT STARS MD STEPS EXPOSED TOTE WEATHER AND FOR All GARAGE FLOOR SLABS. CONCRETE SHALT BE AIR ERRAND. TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCBEIS 5HA11 BE N0 LESS THAN 5 PERCENT OR MORE THAN 7 PERCENT, RACISHELICOAMNTMTDNSTTN A615,GRADE 60. PLACE PER AD 315AND AG 318, VERTICAL AND HORIZONTAL REINFORCEMENT SNAIL BONE LONGEST LENGTSPRACICAL MNERESPUCES ARE NECESSARY THE LENGTH OF LAP SPLICE SHALT BE NINIMIM Of 30INCHES FOR 14, 38INCITES FOR ED AND 4S INCITES FOR A6. THE MAXIMUM GAP BETWEEN NONCONTRACT PARALLEL BARS AT A LAP SPLICE SHALL NOT EXCEED 5 NICHES CRACKS, UNREINFOACSDCONCRETE WILL CRACK. STAB CRACK CONTROL IS RECOMMENDED IF CRACKS ARE UNDESIRABLE AND IS AS DIRECTED BY IRE OWNER. OWNER'S TO DETERMINE THE ACCEPTIRIEAMOUNT OF SLAB CRACKING PRIOR TOCONSTRUC ION AND REQUEST APPROPRIATE CRACKCONTROL CONCRETE MINIMUM COVER OVER REINFORCEMENT CONCRETE CAST AGAINST EARTH • 3' EXPOSED TO WEATHER OR EARTH • 2' WALLS AND STABS NOT EXPOSED TO WEATHER • 3/4' BOLTS Nog BDI1S(MD.N ASTMA307,GRADE A ANCHOR BOLTS(UT• AS114 F1554, GRADE 36, CLAD 2A 5, CARPENTRY HAIR: CONNECTION DESIGNS ARE BASSOON 'COMMON MIAF NAILS CH THE FOLLOWING PROPER1ES: WOOD SHEATHING ISIAUCIUHAI1 SHEAIING SHALL BE PLYWOOD(COQ DR ORIENTED STRAND BOARD PDT PLYWOOD SHEATHING SHALL BE SPEY MVWAW4 WHERE NDICAIED AS 3/4"OR THICKER. WOOD SHGDMNG SHALL BE SHEARING' CONFORMING TO P51•95 ANG/OR PS2-92. ALL PITIED SHAH BEAR THE STAMP OF AN APPROVED GRADING AGENCY. SPAN RATING SHALT BE PROVIDED AS FOLLOWS: ROOF (32I16); WALLS (32/16X ROOFS I20' 0.CQ UNLESS NOTED OTHERWISE ALI WOOD SHEATHED WALLS SHALL BE ROCKED Al ALL PANEL EDGES UNLESS NOTED ODIEAWSE GLUELAMINATED MEMBERS: PER ANSI/ AROA190.L MEMBERS SHALT BE COMBINATION 2444 DOUGLAS FIN FOR AMPLE SPANS AND 24E48 DOUGLSSRM FOR CAMBERED SPANS AND TRUSS CHORDS IFB•2400 PSI, FV•240 PS, E•1.8X10"6 P511 AND DWGLAS RR COMBINATION 2 FOR COLUMNS AND TRUSS WEB MEMBERS, ALLWIIH SETDUORGLUE All MEMBERS TO HAVE AMC OR APAEWS STAMP. FRAMING LUMBER: FACE PIECE S,4ALT BEAR THE GRADE TRADEMARK OF THE WEST COAST LUMBER INSPECTION BUREAU (WT.UB), WESTERN WOW PRODUCTS ASSOGA1ON (WW'PAI, W OTHER AGENCY ACCRETED BE IRE AMERMAN LUMBER STANDARD COMMITTEE IALSCITOGRADE UNDER ALSC CERTIFIED GRAD NG RULES. REVIEWED FOR CODE COMPLIANCE APPROVED �U6031010 City of Tukwila UILDING DIVISION SPECIES AND GRADE 15065 DESIGN YALUEI INN0.1 1 2310 4/11051S, PROS MEDHEADERS. 'DOIG FIR -LARCH' NO.21F6.903 PSI Fr: PSI W"HEMFID' NO.1(F0=975 PSL Fr150 PSII 2, 6N POSTS AND COLUMNS. 'DOODRALARCH'NO.11FG•10WESN 3, EXTERIOR STUDS, INTERIOR REARING WALLS'HEWES' N0.2 4. INFERIORNONBEARINGSTUDWALLS.'HEMFIR NO.2 STUD GRADE 5. 2X G 3X150 DECMING:"C WG R&LARCH' COMMERCIAL (FIr1A5G PS, E•1200 HSiI COLUMNS: ALL COLUMNS N01 SPECIFIED OR OTHERWISE NOTED ON THE PLAN ARE TO BE IWO SIDS MULTIPLE STUDS ARE TO BE SPIRE LAMINATED IOGEINEB Willi 12116E NAILING AT 6" ON CENTER STAGGERED(OTTO) ALL COUSINS SUPPORTINGGADERTRUSSEA ORGUI ELAMINATED BEAMS ARE TO BETHREE SIDS. ALL BEATING WALLS OVER JO'SHALL BE LATERALLY BRACED AT 4'0.C, CONTRACTOR SNAIIVERIFY ALL POINT LOADS ARE SUPPORTED MINE FOUNDATION, FLOORING AND ROOFING: PLYWOOD SLAELOON I NG SHALL BE TAG COX GLUED AND NAILED. NAILING SMALL BE 80 D6' O,C ALONG PANEL EDGES AND 12' D.C.IN FIELD, STAGGER END LAPS, ROOF SHEATHING SHALLBEI' COX OR i" OSB NAILED TOTH BE D6' 0.C.ALONG PANEL EDGES AND 12" O.C. INN E FIELD, STAGGER END LAPS. FRAMING LUMBER IMANNRAW.RED1 SHALL BEMANUPACRNEDBYTHE FOLLOWING MANUFACTURERS IN ACCORDANCE WTN APPROVED SHOP ACID INSTALLATION DRAWINGS APPROVED MANUFACTURERS 6PEC&I66 MEAMER IAUSNMI BOMECAWPPE LOU= EBIMOF6fi6T 6ECOO4 POE PROMO PARR L➢M0ERS1AAN0 WOOFS E.1W3M9 Fv.4MP9 1d/a'S21 123/4PARADAM FA•29WP4 E•20MY51 h.240F51 l/d'VYK.MMA FMiMOPS E•2WO3 fv-095P5 W/PN1VL 13/44410.0 P,m3DPSI 1A490BPS E.103141 WOO fv.29051. fw35P3I 14/4'OR1 Fb31M,M1 E.10005 Fw265PA Ayr En 310'511MU41342'WMAL f0490051 M•3WEPS E•100410 E•2000N9 1v3035 F1.28.6PR }u2"IPLV1 fM2GS051 E.26006 R.29051 11/211I54433 Eb2900PA E•2000N9 WISPS 27LYGf1aA' Po•31M31 E.290051 WASPS] $G'/'S4t Sy4'PAAALLAM 10,30051 E•XMon5 Fw2WP5 S34'VERS49M {b31WPd E•2GMAM Fw2P5351 Sul'IP/W' M2SMP5 E•1W3KM 11.29051 41/4'E9GI61AM 4.290051 3.3300N41 W36551 3PLYG7IAM' Poa10DP3 6.200051 Fw26SPd 7'PAN4L5M M2900P31 1ST Fr293P51 1'WBSA44 Fc.31WPN Fr1W3MS Fw16P5 1'IP161 FN49MP5 MAW Fw3M151 33.31WP5005f 41Y E,20000 Fr296P1 NMBG4301 RIMS, APAIE65R2FOWONERAimRCPRI4041.1A3 YNBM1MINES '.WNNECIM3NP/M NIMMMPER MANUFACNRERSREWWNNDA1N6 •ISLN MAY BE SM IN PLACE OF LMN VNNN SPEd5RD PRRERVATM TREATED WOOD REQUIREMENTS: IBC 2304.12: W000 )OIS S OR 1NEBOTTOM OFAWOOD STRUCTURAL FLOOR WRHWT JOISTS SHALT NOT BLCLOSER SAN TOINCHES,, 0R WOOD GIRDERS POSER THAN 12 INCHES TOMEE5POSE1 GROUND IN CRAWL SPACES. WOOD FRAMING MEMBERS, INCLUDING WOOD SHEATHING; WNICH REST ONMERIT, FOUNDATION WALLS ROLL NOT BELESS INDN B INCHES FROM EXPOSED EARTH. SILLS INCOMALIWM1 CU40REIE SHALL BE PRfSEANATVE-1A3ATED WOW. CLEARANCE BETWEEN WOW SIDING AND EARTH SNALNOZ BEIESS THAN 61NCHES. POSTS SHALL BE PRESERVATIVE -IDEATED UNLESS SUPPORTED BY A PEDESTAL GREATER THAN INCHES FROM EXPOSED GROUND. MOM IISPE5MNMA15NN FMKNIONSItt WA1 10534ES6 LEEGERSDN CONMErt3 MASONRYWALLSEU II AMPS ULNAE) FPAMNIAOECMNA 2Xd4AiRRl F056dtE07ES 21344XOFRI AMMO 04LVE4MM 6NCR3IAMBIRI AW,01A04 6LLVIGIS MAM3AN007111MN5 6K0RELUWI (CM MVIGAT PRESERVATIVE TREATEDW00D FASTENER RECEDE' S, ALL METAL CONNECTORS COMING IN CONTACT WON PRESSURE SKATED WOW SHALL BE SIMPSON ZDMAY, TRIPLE ZINC COATED, 0R WTI DIPPED GALVANIZED. ECK CNNOMAIED COPPER ARSENATE NOT PERMITTED, SBX: DOT SODIUM BORATE An ALKALINE COPPER GIST CRA AND CA COPPER A20LE G60, GEE, AND G125 PER AR A23 FOR CONNECTORS, AND ASIM A153 FOR FASTENERS, MECHANICALLY GA/VANED FASITNERS PER ASIM B695, CLASS 55OR GREATER. GENERAL CARPENTRY NOTES: STAGGER ALL NAILING TO PREVENT SNARING OF WOW MEMBERS. PRESSURETREATALL WOOD INCONEACIWEPT CONCHES CR MASONRY. HOLES AND CIIES IN PLATES SHOO BE TREATED VAIN A 2O%ALMON O COPPER NAPNTHEAAIE. BOLL HOLES IN WOOD MEMBERS SHALL BE MINIMUM Of 1/32°10A MAXIMUM OF 1/16' LARGER IRAN RE BOLT DIAMETER, PROVIDE CD WASHERS WHERE 803T HEADS, NUR AND LAG SCREW HEADS BEAR ON WOW, PROVIDE MINIMUM 3431229 RATE WASHER °NALL ANCNOB WLRWNICH CONNECT MW SILLS TO FOUNDATION. DO NOT NOTCH DR ORAL STMCTURAL MEMBERS. REFER 10 PRESERVATVETREATED WOOD REQUMSMENRTABLE FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASRAFAS, USE DOUBLE FOISTS UNDER ALL PARALLEL PARTITIONS TRA1 TEND MORE THAN' THE LENGTH AND AROUND OPENINGS UNLESS DESIGNS) BY A FLOOR 105E MANUFACTURER. POSITIVE CONNECTIONS SHALL ENSURE AGAINST inn AND OTHER'MSE TOED AT POSTAEAM CONNECTS ON5 TO DLi%ACEMFN(. USE1TC&14 UNLESS 18ING/NS15r010PP3A1E 70ENM/EA0141017 13111 CNN,'6Ms6or47944(I PAMMIEIMAfIEA MMAtlPRMM 1El1IN619I51ARMNEGIG PARNLELRR1ERINHi1NHD 1MBNA1 (711M PFA1M/E23067/1 CWAROEIORMRR FOR 1311OE RATER DR ROOF 1RUS3Y010P PtA7E PI IEd RMt(RS70RIOEVADEYl5B RA1EK OR RAF'.[A10734'E ENDNBE PAMS10R4EMHIFY;NP Rat1ERSAR RM1ER10 Y RM;E SNDYOS1UD NI AYARACEDM1/1643f9) SYL%1ESN0AN5AB'ORN1SMS A1N0EISECONGWAHCDRNERS FAUNA 08/119NEX1R 1'TO2IMADSO FACENAILFACNEDGE 16N014'0L ORNINUNSIMP105100 TOENAIL AVM TOPP147E107PF491E 1M®14'0G TOP MENTOR PLL1E, ATEWMMIS 10R0MPIATEIO11M1MfsM1015I/ BAN010311N01A1N3A0DPANNI BONN:KENMl FACFNAII (8116,1,@4310630ANM, FACENAILNI9M'UPSN11 1E1016'0C, BOTOM 391E 10153rr/RM 10IS1/ BAN9101StA1491101AS1 (2)RE016'O2 SYWIO7OP7RM113031A7E OEAL INW SN0f013P3RB0i1MI3A/E ENOMAII 10P01111FHHA7ESIW t 3313/ IOPFIA0ES,1FSATWRNE501 INTERSECTIONS (EMI INSTTO31NLIDPP9710R 56016 EIOISI/3AMINMf ONB3NC IWP9tLI39UFPAMINEBN 1OE3U1 31M MRB'0G TSWRWR101015lORNFMR FACEN41L 2'NAMS IPLAIM4BNM.FLOOR4RW11 6W37UP3A90SIAWBFPIM 2'NMMR3WM 1MMNMIFA2NBFNNNG FACENA13110PAitl805014 SMEREOE00NMPOSRESOES 2WN32'lt UID/ER53W MNG1St0 FMt8MLMGHINSTORRARPB ORR15IDS 10Sfr064N0/NM/NM EOM BAM61NGjeLIX4GNBi0 TOIL UNDO IOMCRAFTAtft1Mi55 mNXECNOXS NAM (3)1M 31M AMWMMNNAY 1313 LAG SCREWS: SHALLBE Of DIAMETER WDICAID ON DRAWINGS WIN A MNIMUM OF 81 COHEIR EMBEDMENT IN SUPPORTS MEMBER UNLESS NOTED DEE4W15E CLEARANCE HOVE FOR THE SHANK SHALL BE THE SAME DIAMETER AS THE SHANK AND DE SAME DEPTH OF PENETRAT6N AS THE UNTHREADED PORTION OF IRE SNANN.IHE LEAD HOLE FOR THE THREADED PORTION SHALLHAVE AEWAEIEA EQUAL TO 60T) 75% OFDESNANN OLAMEIER AND A LENGTH EQUAL'S AT LEAST THE LENGTH OF THE THREADED PORTIOTN.IE THREADED PORTON OFDE SCREW SHALL BE INSERTED IN R5 'LED BOLE BY TWINING WON AWTE'ICN,BCT BY DUNG WOK 9HAMMER SOAP DR CANER CLIP ICANI SHALL BE D5E0 ON THE SCREWS 0R IN DIE LAD HOLE 10 FACILITATE INSEMTON ANO TO PHEVEM DAMAGE TO THE SCREW. METAL PLATEWNNFCRD WOOD TRUSSES SHALT BEMAMUFACIRED BY AN APPROVED 141545 M5N0FACIRER IN ACCORDANCE WITH APPROVED SHOP AND INSIALLADO4 DRAWINGS. AL ROOF TRUSSES ARE TO BEPREENGMIFFAEDOYOTHERS, ROOF NOSES SHALL BE FRONDED TO COMPLETE IRE ROOF FRAMING FROM 1NE SKEA1 I NG TO THE SUPPORTING MEMBERS BELOW. SHOP DRAWINGS AND CALCBNIIDN5SHALL BE PRODUCED UNDER THE SUPERVISION OF PROFESSONALENGINEERREGISTERED IN THE STATE WASHINGTON. DETAIL DAAWI N5S TO INDOTE ALL INFOAM6PON AS REQUIRED IN IRS SECTION R8O210,1INCIWING PERMANENT LATERAL BRACING AND WNNEGION DETAIN, 41O'STS:SHALL BE APA EWS PERFORMANCE RATED NOIS151PNQ, 41055 SHALL BE MANUFACTURED IN CONFORMANCE WRH APA PR1400 CONFORMING TO APPROVED SHOP AND INSTALLATION DRAWINGS SPAN TABLEI FIXA CEIt3N0 NIP 011 (*LW 1 f20FLL O/%OEL)I 34OLl1 RNrz6I3MLLI N240L1) IDE AMAL1 COMP'SMNE 1100.1.1 NGUBF, MEMEEA SPACING00 NANANM SPAN MOM SPAN 17 1B' 24' 10 57 14'43 12'4C 10'6 12'7 104' ST 13'.7' 11'& 9.7. 22 16' 24' 137 176 2312' 18'& 167 137' 13'4' 11& 14'D' 11,7 2X10 24' 15,2' 12'6 2241' 19'"1P 167 2YW 3T 16' 24' 21'P 18'7 14'1T IX12 21'4' 1N1U 156 RECEIVED AN l 311.E TUKWILA PUBLIC WORKS BUILDING CODE 105Pl WIND EXP. 91DIFS SEISMIC DEW CATEGORY 0 ROOF SNOW TOAD IS5Q ENG. P,E 10NH KID.D REVIEW ZYMC. ANALYST KEG SHEET NI 60F 6 sus PROJECT NUMBER . 190581 G7t04ig.20I9 4V11395IWERIN3,PG 2 '2015 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING FOR: NICO PAYNE PLAN: 800A-GU-3 SITE CRITERIA DESIGN WIND SPEED WIND (IBC) SEISMIC SITE SOIL ROOF SNOW (V-ULT) EXPOSURE DESIGN CLASS LOAD CATEGORY RISK CATEGORY 25 PSF 110 MPH B D D 11 SLOPE PER OWNER SPECIAL SITE CONDITIONS PER OWNER GEOTECH REPORT PER OWNER FROST DEPTH SEISMIC SPECTRAL RESPONSES1 SEISMIC SPECTRAL RESPONSE Ss APPROX. ELEVATION <15% NONE NONE 12" 0.555g 1.483g 300 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES John Hodge, P.E 3733 Rosedale St NW Suite 200 Gig Harbor, WA 98335 Phone: (253) 857-7055 Fax (253) 857-7599 PROJECT NUMBER 190581 DATE 10.25.19 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 03 2020 City of Tukwila BUILDING DIVISION L1111I�;I!III�) = Ill Nti SITE: 4005 S 150TH ST TUKWILA, WA 98188 TRUSS MANUFACTURER SHOP DRAWINGS PROVIDED FOR ENGINEERING REVIEW: NONE SINGLE SITE ENGINEERING THIS ENGINEERING IS FOR THE SITE AND CONDITIONS LISTED ABOVE ONLY CORRECTION LTR# TABLE,- OF CONTENTS Project and Site Information Engineering Methods Explanation (2O15IBC Lateral and Gravity Engineering Calculations Package For Plans Examiner) - Wind Speed Determination - Applied Technology Council - Seismic' Spectral Response - Applied Technology Council GaUa||iha Image ofBuilding Site and Surrounding Area Snow Load Calculation (with Normalized Ground Snow Load Chart if Over 30 pso Lateral Analysis - Project Lateral Information - Design Settings and Site Information ' Woodworks@8hoarwaULateral Analysis - Layout and Uplift by Floor ' Design Summary - Shear Wall Design and Hold Downs - Shear Results for Wind - Critical Response Summary - Shear Results for Seismic ' Critical Response Summary - Simpson Strong Wall Design Criteria and Anchorage Calculations (if specified) - Plan Specific Lateral Items Gravity Load Analysis Foda@Job Summary Report - List ofBeams and Headers yWemberReporto-|ndividua|BeomaandHaodmro Post Capacities Tables Plan Specific Gravity Items Foundation 150OPSFReinforced Concrete Pad Calculations Continuous Concrete Footing with Stem Point Load Engineering Restrained Retaining Walls if Present Unrestrained Retaining Walls ifPresent - Plan Specific Foundation Items `2Ol5International Building Code (DBC) Hodge engineering inc, 2015 IBC Lateral and Gravity Engineering Calculations Package For Plans Examiner This engineering calculations package contains the lateral and gravity load engineering as noted in the engineering scope. All engineered load bearing structural members are specified on the full size engineering sheets. The enclosed engineering calculations document the engineering analysis. The engineering calculations are not required to be referenced onsite for construction. These calculations are to demonstrate to the Plans Examiner that the engineering was completed following the 2015 IBC. The cover sheet of the engineering specifies the engineering scope as lateral and gravity load engineering. LATERAL ENGINEERING: Lateral engineering involves determining what the seismic and wind loads are according to ASCE 7-10. Applying these loads to the structure, and determining the design of the lateral structural elements to resist these loads. The structural elements are sheathing, nailing, holdowns, and the connections between loaded members and shear resisting elements. Lateral load modeling was completed with Wood Works Design Office 10 (www.woodworks- software.com 800-844-1275). Wood Works was developed in conjunction with the American Forest & Paper Association. The AF&PA is the same professional organization that produces the National Design Specification (NDS) for Wood Construction, the Allowable Stress Design (ASD) manual for engineered wood construction, Wood Frame Construction Manual (WFCM) for one -and two-family dweffings, and the Load and Resistance Factor Design (LFRD) manual for engineered wood construction. The AF&PA "wrote the manuals" all engineers use. Seismic: Seismic load engineering follows the ASCE 7-10 12.8 equivalent lateral force procedure. Per ASCE 7 the analysis consists of the application of equivalent static lateral forces to a linear mathematical model of the structure. The total forces applied in each direction are the total base shear. Refer to ASCE 7-10 12.8 for a detailed description of this procedure. The engineering calculations include a USGS determination of the seismic spectral response accelerations. These numbers, Si and Ss, are used in the lateral model to determine seismic loading to the shearwalls. Woodworks Design Office was used to make the linear mathematical model specified by ASCE 7-10 section 12.8. Wind: Wind load engineering follows the ASCE 7-10 Directional method for all heights. The wind loading is determined from the wind exposure and wind speed. This loading is applied to surfaces of the structure as modeled. Total loadings for each shear line, wall line, and full height shearwall are determined. Required shear strengths for each shearwall are calculated then sheathing and nailing patterns are chosen to resist design loads. Holdowns are applied where the nailing of the OSB sheathing to the mudsill or lower floor is not adequate to resist shear panel overturning. GRAVITY LOAD ENGINEERING: Gravity loads from snow, structure, occupants, etc. meeting the requirements of the 2015 IBC have been traced through the structure. Refer to the legend on the engineering sheets showing how the point and line loads are depicted. All loads are supported and traced through the structure. Load supporting members have been numbered for reference back to the engineering calculations. Loads to the foundation or soil have reinforced footings specified where required. 4 of 88 Hodge engineering inc. Snow Loading Calculation Site: 4005 S 150th St, Tukwila, WA 98188 Plan: 800A-GU-3 Job: 190581 Three resources for determining snow load: 1. Snow Load Analysis for Washington; 2nd Edition by the Structural Engineers Association of Washington (SEAW). "This edition provides a large color map for each half of the state, with normalized ground snow load isolines and elevation contours to help readily determine the ground snow load anywhere in the state". 2. WABO/SEAW White Paper #8 "Guidelines for Determining Snow Loads in Washington State" available on www.seaw.org/publications 3. ASCE 7-10 Chapter 7 Snow Loads Ground Snow Load pg: (ASCE 7-10 7.2 Extreme value statistical analysis using 2% annual probability of being exceeded) Normalized ground snow load (NGSL) = 0.050 Lot Elevation = 300 ft. from Google Earth 1. Ground snow load = NGSL x elevation = 0.050 * 300 = 15 psf = pg 2. SEAW Snow Load Analysis for Washington Appendix A = XXX psf (Tukwila not Listed) Roof Snow Load pf: ASCE 7-10 7.3 Flat roof snow load pf = 0.7CeCtlpg ASCE 7-10 7.3.1 Ce is the exposure factor = 1.0 for partially exposed structure (table 7.2) ASCE 7-10 7.3.2 Ct is the thermal factor = 1.1 for heated residences (table 7.3) ASCE 7-10 7.3.3 I is the importance factor = 1.0 for residences (table 1.5-2) ASCE 7-10 7.4 Sloped roof snow loads - no roof slope reduction Cs taken ASCE 7-10 7.6 Trussed roof or slope exceeding 7:12 — no unbalanced snow loading of = 0.7CeCtlpg = 0.7 * 1.0 * 1.1 * 1.0 * 15 pg= 12 psf City of Tukwila minimum roof snow load 25 psf. "Snow load to be approved by the authority having jurisdiction..." ASCE 7-10 7.2 Hodge Engineering, Inc. John E. Hodge P. E. 3733 Rosedale St, Suite 200, Gig Harbor, Wp8335 (253) 857-7055 6 o $OOA-G U-3 Hodge Project Number: #190581 Site Address: 4005 S 150th St Tukwila, WA 98188 King County Jurisdiction: City of Tukwila Approximate Elevation: —300 FT 5r arcHazards by Location Search Information Coordinates: 47.468543, -122,283988 Elevation: ft Timestamp: 2019-09-23T19:05:44.001Z Hazard Type: Seismic Reference ASCE7-10 Document: Risk Category: II Site Class: MCER Horizontal Response Spectrum Sa(g) 1.40 1.20 1.00 0.80 0.60 0.40 0.20 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) • .0•111.1s. Google " • Tukwi FIrt ee t Map dieport wrpap;error,; Design Horizontal Response Spectrum Sa(g) 0.80 0.60 0.40 0.20 0.00 Basic Parameters Name Value Description Ss 1.483 MCER ground motion (period=0.2s) Si 0.555 MCER ground motion (period=1.0s) SMS 1.483 Site -modified spectral acceleration value SM1 0.832 Site -modified spectral acceleration value SDS 0.989 Numeric seismic design value at 0.2s SA SDI 0.555 Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2s Fv 1.5 Site amplification factor at 1.0s CRs 0.94 Coefficient of risk (0.2s) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) 10 of 88 OTCHazards by Location ^ Search Information Coordinates: 47.468543.422,283088 Elevation: # lDmoatamp: 2019-09-23T1914:28.385Z Hazard Type: Wind � ^ ' L 'X ~�` ^`u— N� Map dRevortamap error � MR|1O'Your 07 mph MF110'Yeur 72 mph A8CE7-05Wind Speed _ 85 mph yNR|26-Yemr - ^- - 74 mph /NRU25'Yes, - ___ 78 mph MR|5O-Yeor 78 mph MR(5O'Yonr - 85 mph [NR1 100'Yeor ___ _' 83 mph MRJ1UU-Yeor _____ 81 mph Risk Category | 92mph Risk Category / 100mph RiskCateOoryU 98mph Risk Category U ___- 110mph Risk Category U| ' - _ 105mph Risk Category III -IV ___ 115mph Risk Category IV 109 mph The results indicated here DO NOT reflect any state mlocal amendments to the values many delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearestwhole integer. Per ASCE7.islands and coastal areas outside the last contour should use the last windopoedountourcfmecoasto|aroa-insnmeoanen.bhis webakewill extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusualwind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use ofthis information replace the sound judgment ofsuch competent professionals, havingoxpuhanoemndknmw|adQe in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this w*hoiupdnennot imn|vonomvm|hvthenoveminohxi|dinocoda bodioymxnnnsih|pfor hxi|dinorndeonnn*n|and i8f�af,98tinnfor the WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 11.1 190581 - LATERAL ANALYSIS.wsw Project Information COMPANY AND PROJECT INFORMATION Company Project Hodge Engineering 2615 Jahn Ave NW E5 Gig Harbor, WA 98335 253-857-7055 DESIGN SETTINGS Oct. 15, 2019 09:58:52 Design Code Wind Standard Seismic Standard IBC 2015/AWC SDPWS 2015 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations For Design (ASD) For Deflection (Strength) 0.70 Seismic 1.00 Seismic 0,60 Wind 1.00 Wind Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Temperature Moisture Content Factor Range Fabrication Service - - 19% <=19% 10% <=191 Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 4.00 0.00 Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - - _ Ignore non -wood -panel shear resistance contribution... Wind Seismic when comb'd w/ wood panels Always Collector forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall Relative Rigidity: Wall capacity Perforated shearwall Co factor: SDPWS Equation 4.3-5 Non -identical materials and construction on the shearline: Not allowed Deflection Equation: 3-term from SDPWS 4.2-1 Driftlimit for wind design: 1 / 500 story height SITE INFORMATION Wind ASCE 7-10 Directional (All heights) Seismic ASCE 7-10 12.8 Equivalent. Lateral Force Procedure Design Wind Speed no mph Serviceability Wind Speed 85 mph Exposure Exposure B Enclosure Enclosed Min Wind Loads: Walls 16 psf Roofs 8 psf Risk Category Structure Type Building System Design Category Site Class Category II - All others Irregular Bearing Wall D D Spectral Response Acceleration S1: 0.560g Ss: 1.480g Topographic Information [ft] Shape Height Length - - - Site Location: - Fundamental Period T Used Approximate Ta Maximum T E-W 0.220s 0.220s 0.308s N-S 0.220s 0.220s 0.308s Elev: 300ft Avg Air density: 0.0758 lb/cu ft Rigid building - Static analysis Response Factor R 6.50 6.50 Case 2 E-W loads N-S loads Eccentricity (%) 15 15 Loaded at 751 Fa: 1.00 Fv: 1.50 1 12 of 88 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 190581 - LATERAL ANALYSIS.wsw Level 1 of 2 i 682 8 26▪ , 2868 WoodWorks® Shearwalls 11.1 1") dg345 03, B-1 A-1 2?, 2[D.s Oct. 10, 2019 11:42:52 28.33' 26.67' OA25' D_1.67' 20' 18.33' 16.67' 15' 13.33' 11.67' 10' 8.33' 6.67' 5' 3.33' 0' -4.67' -3.33' -5' -6.67' -8.33' -10' -11.67' 0' 1.673.33' 5' 6.678.33' 1011.673.331516.678.332021.6Z3.332526.628.33'3031.633.33'3536.638.33'40' 4041.633.334546.648.33'5051.67' SEISMIC, DESIGN SHEAR LINE LOADS AND OVERTURNING VALUES -- Factored shearline force (Ibs) ▪ Factored holddown force (Ibs) • C Compression force exists ■ Vertical element required Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe 0-® Unfactored applied shear load (plf) Unfactored dead load (plf,lbs) Applied point load or discontinuous shearline force (Ibs) + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 0.99; Flexible distribution 14 of 88 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 190581 - LATERAL ANALYSIS.wsw Level 2 of 2 WoodWorks® Shearwalls 11.1 Oct. 10, 2019 11:42:52 28.33' 26.67' 25' 23.33' 21.67' 20' 18.33' 16.67' 15' 13.33' 11.67' 10' 8.33' 6.67' 5' 3.33' 1.67' — r z ..e4 0' -1.67' -3.33' -5' -6.67' 0' 1.673.33' 5' 6.678.33' 1011.6T3.331516.678.332021.623.332526.628.333031.633.331536.638.33.404041.643.334546.648.33'50.51.67' SEISMIC DESIGN SHEAR LINE LOADS AND OVERTURNING VALUES Factored shearline force (Ibs) ▪ Factored holddown force (Ibs) • C Compression force exists MI Vertical element required Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe Unfactored applied shear load (plf) Unfactored dead load (plf,lbs) Applied point load or discontinuous shearline force (Ibs) + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 0.99; Flexible distribution 15 of 88 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 190581 - LATERAL ANALYSIS.wsw Level 1 of 2 WoodWorks® Shearwalls 11.1 0' 1.673.33' 5' 6.678.33' 1011.673.33'1516.678.3320 WIND DESIGN SHEAR LINE LOADS AND OVERTURNING VALUES — Factored shearline force (Ibs) • Factored holddown force (Ibs) • C Compression force exists • Vertical element required Loads: Directional Case 1 Wind (W); Forces: 1 623.33"2526.628.33'3031.633.333536.678. 4 Oct. 10, 2019 11:42:52 28.33' 26.67' A25' ?1.67' 20' 18,33' 16.67' 15' 13.33' 11.67' 10' 8.33' 6.67' 5' 3.33' 7' 0' d1.67' -3.33' -5' -6.67' 40'41.6,3.33'4546.638.33'5051.67' Unfactored applied shear Toad (plf) lam® Unfactored dead load (plf,Ibs) o-® Unfactored uplift wind load (plf,lbs) Applied point load or discontinuous shearline force (Ibs) 0.6W + 0.6D; Flexible distribution 16 of 88 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 190581 - LATERAL ANALYSIS.wsw Level 2 of 2 WoodWorks® Shearwalls 11.1 . o i‘? 1049 a) B-1 9 1049 co , ts- Icr) T:i N`b 1049 th 7 c7i Al 1049 , '9 Oct. 10, 2019 11:42:52 28.33' 26.67' 25' 23.33' 21.67' 20' 18.33' 16.67' 15' 13.33' 11.67' 10' 8.33' 6.67' 5' 3.33' 1.67' ri-z:Z. 0' -1.67' -3.33' -5' -6,67' 0' 1.673.33' 5' 6.678.33' 1011.613.331516.678.332021.673.33'2526.628,33'3031.673.331536.638.33'40' 4041.643.334546.648.335051.67' WIND DESIGN 5HEAR LINE LOADS AND OVERTURNING VALUES —•- Factored shearline force (Ibs) • Factored holddown force (Ibs) • C Compression force exists • Vertical element required Unfactored applied shear load (plf) 0-0 Unfactored dead load (plf,lbs) 0-0 Unfactored uplift wind load (plf,lbs) —11 Applied point load or discontinuous shearline force (Ibs) Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution 17 of 88 WoodWorks® Shearwalls 190581 - LATERAL ANALYSIS.wsw Oct. 15, 2019 09:58:52 Structural Data STORY INFORMATION Story Elev [ft] Floor/Ceiling Depth [in] Wall Height [ft] Hold-down Length subject to shrinkage [in] Bolt length [in] Ceiling Level 2 Level 1 Foundation 22.50 13.50 2.00 2.00 0.0 1'-6.0 0.0 9.00 10.00 21.8 3.8 22.5 4.5 BLOCK and ROOF INFORMATION Block Dimensions [ft] Face Type Roof Panels Slope Overhang ift] Block 1 2 Story E-W Ridge Location X,Y = 0.00 0.00 North Side 33.7 1.00 Extent X,Y = 38.00 24.00 South Side 33.7 1.00 Ridge Y Location, Offset 12.00 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 30.50 8.00 West Gable 90.0 1.00 Block 2 1 Story E-W Ridge Location X,Y = 37.75 0.00 North Side 20.6 1.00 Extent X,Y = 12.00 24.00 South Side 20.6 1.00 Ridge Y Location, Offset 12.00 0.00 East Hip 20.6 1.00 Ridge Elevation, Height 18.01 4.51 West Joined 90.0 1.00 2 18 of 88 WoodWorks® Shearwalls 190581 - LATERAL ANALYSIS.wsw Oct. 15, 2019 09:58:52 SHEATHING MATERIALS bv WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick In GU in PIy Or Gvtv lbs/in Size Type Df Eg in Fd in Bk Notes 1 Ext Struct Sh OSB 24/16 7/16 - 3 Vert 83500 8d Nail N 3 12 Y 1,2,3 2 Ext Struct Sh OSB 24/16 7/16 - 3 Vert 83500 8d Nail N 6 12 Y 1,3 3 1 Struct Sh OSB 24/0 7/16 - 3 Vert 77500 8d Nail N 4 12 Y 1,2,3 4 1 Struct Sh OSB 24/16 7/16 - 3 Vert 83500 8d Nail N 2 12 Y 1,2,3 Legend: Grp — Wall Design Group number, used to reference wall in other tables Surf— Exterior or interior surface when applied to exterior wall Ratng — Span rating, see SDPWS Table C4.2.2.2C Thick — Nominal panel thickness GU - Gypsum underlay thickness Ply — Number of plies (or layers) in construction of plywood sheets Or — Orientation of longer dimension of sheathing panels Gvtv — Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.2A-B Type — Fastener type from SOPWS Tables 4.3A-D: Nail — common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing — casing nail; Roof — roofing nail; Screw — drywall screw Size - Common, box, and casing nails. refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga = 0.120" x 1-3/4" (gypsum sheathing, 25/32" fiberboard ), 1-1/2" (lath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92" x 1- 1/8" Cooler or gypsum wallboard nail: 5d = .086" x 1-5/8"; 6d = .092" x 1-7/8"; 8d = .113" x 2-3/8''; 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4" long. 5/8" gypsum sheathing can also use 6d cooler or GWB nail Df— Deformed nails (threaded or spiral), with increased withdrawal capacity Eg — Panel edge fastener spacing Fd — Field spacing interior to panels Bk — Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes — Notes below table legend which apply to sheathing side Notes: 1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3. 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Grp Species Grade b in d in Spcg in SG E Standard Wall psiA6 1 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 2 Hem -Fir Stud 1,50 5.50 16 0.43 1.20 3 Hem -Fir Stud 1,50 5.50 16 0,43 1,20 4 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 Legend: Wall Grp — Wall Design Group b — Stud breadth (thickness) d — Stud depth (width) Spcg — Maximum on -centre spacing of studs for design, actual spacing may be less. SG — Specific gravity E — Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 3 19 of 88 WoodWorks® Shearwalls 190581 - LATERAL ANALYSIS.wsw Oct. 15, 2019 09:58:52 SHEARLINE, WALL and OPENING DIMENSIONS North -south Shearlines Type Wall Group Location X [ft] Extent [ft] Start End Length [ft] FHS [ft] Aspect Ratio Height [ft] Line 1 Level 2 Line 1 2 0.00 0.00 24.00 24.00 18.00 - 9.00 Wall 1-1 Seg 2 0.00 0.00 24.00 24.00 18.00 - - Segment 1 - -• 0.00 9.17 9.17 - 0.98 - Opening 1 - - 9.17 15.17 6.00 - - 8.00 Segment 2 - - 15.17 24.00 8.83 - 1.02 - Level 1 Line 1 0.00 0.00 24.00 24.00 0.00 - 10.00 Wall 1-1 Seg 0.00 0.00 24.00 24.00 0.00 - - Segment 1 - - 0.00 0.58 0.58 - 17.14 Opening 1 - - 0.58 23.42 22.83 - - 8.00 Segment 2 - - 23.42 24.00 0.58 - 17.14 - Line 2 Level 1 Line 2 3 14.00 0.00 24.00 24.00 16.08 - 10.00 Wall 2-1 Seg 3 14.00 0.00 24.00 24.00 16.08 - - Segment 1 - - 0.00 3.00 3.00 - 3.33 - Opening 1 - - 3.00 7.92 4.92 - - 8.00 Segment 2 - - 7.92 11.00 3.08 - 3.24 - Opening 2 - - 11.00 14.00 3.00 - - 8.00 Segment 3 - - 14.00 24.00 10.00 - 1.00 - Line 3 Level 2 Line 3 2 38.00 0.00 24.00 24.00 13.42 - 9.00 Wall 3-1 Seg 2 38.00 0.00 24.00 24.00 13.42 - - Segment 1 - - 0.00 6.83 6.83 - 1.32 - Opening 1 - - 6.83 17.42 10.58 - - 8.00 Segment 2 - - 17.42 24.00 6.58 - 1.37 - Level 1 Line 3 4 38.00 0.00 24.00 24.00 8.00 - 10.00 Wall 3-1 Seg 4 38.00 0.00 4.00 4.00 4.00 2.50 - Wall 3-2 Seg 4 38.00 20.00 24.00 4.00 4.00 2.50 - Line4 Level 1 Line 4 Seg 2 50.00 0.00 24.00 24.00 24.00 - 10.00 Wall 4-1 Seg 2 50.00 0.00 24.00 24.00 24.00 0.42 - East -west Type Wall Location Extent [ft] Length FHS Aspect Height Shearlines Group Y [ft] Start End [ft] [ft] Ratio [ft] Line A Level 2 Line A 2 0.00 0.00 38.00 38.00 30.50 - 9.00 Wall A-1 Seg 2 0.00 0.00 38.00 38.00 30.50 - - Segment 1 - - 0.00 22.33 22.33 - 0.40 - Opening 1 - - 22.33 29.83 7.50 - - 8.00 Segment 2 - - 29.83 38.00 8.17 - 1.10 - Level1 Line A 1 0.00 0.00 50.00 50.00 12.00 - 10.00 Wall A-1 Seg 1 0.00 0.00 50.00 50.00 12.00 - - Segment 1 - - 0.00 0.00 0.00 - 1.#J - Opening 1 - - 0.00 12.00 12.00 - - 8.00 Segment 2 - - 12.00 15.00 3.00 - 3.33 - Opening 2 - - 15.00 24.00 9.00 - - 8.00 Segment 3 - - 24.00 27.00 3.00 - 3.33 - Opening 3 - - 27.00 35.75 8.75 - - 8.00 Segment 4 - - 35.75 38.75 3.00 - 3.33 - Opening 4 - - 38.75 47.00 8.25 - - 8.00 Segment 5 - - 47.00 50.00 3.00 - 3.33 - Line B Level 2 Line B 2 24.00 0.00 38.00 38.00 30.50 - 9.00 Wall B-1 Seg 2 24.00 0.00 38.00 38.00 30.50 - - Segment 1 - - 0.00 22.33 22.33 - 0.40 - Opening 1 - - 22.33 29.83 7.50 - - 8.00 Segment 2 - - 29.83 38.00 8.17 - 1.10 - Level 1 Line B 2 24.00 0.00 50.00 50.00 41.17 - 10.00 Wall B-1 Seg 2 24.00 0.00 50.00 50.00 41.17 - - Segment 1 - - 0.00 0.00 0.00 - 1.#J - 4 20 of 88 WoodWorks® Shearwalls 190581 - LATERAL ANALYSIS.wsw Oct. 15, 2019 09:58:52 SHEARLINE, WALL and OPENING DIMENSIONS (continued Opening 1 Segment 2 Opening 2 Segment 3 - 0.00 - 6.83 - 14.75 - 16.75 6.83 14.75 16.75 50.00 6.83 7.92 2.00 33.25 1.26 0.30 8.00 8.00 Legend: Type - Seg = segmented, Prf = perforated, NSW = non-shearwall Location - Dimension perpendicular to wall FHS - Length of full -height sheathing used to resist shear force. For perforated walls, it is based on the factored segments Li defined in SDPWS 4.3.4.3 Aspect Ratio — Ratio of wall height to segment length (h/bs) Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall 5 21 of 88 WoodWorks® Shearwalls 190581 - LATERAL ANALYSIS.wsw Oct. 15, 2019 09:58:52 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm Under -capacity hold-downs were found on the following walls: Level 1: 3-1, 3-2 Seismic Loads, Flexible Diaphragm Under -capacity hold-downs were found on the following walls: Level 1: 3-1, 3-2 This Design Summary does not include failures that occur due to excessive story drift from ASCE 7 CC1.2 (wind) or 12.12 (seismic). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D). 6 22 of 88 WoodWorks® Shearwalls 190581 - LATERAL ANALYSIS.wsw Oct. 15, 2019 09:58:52 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads N-S Shearlines W Gp For Dir ASE)ShearForim04 v vmax V[lbs1 Asp -Cub Int Ext Int Allowable Shear [plf] Ext Co C Cmb \fps] Resp. Ratio Line 1 Level 2 Lnl, Lev2 - Both - - 2197 - - 339 - - 6093 - Wall 1-1 2 Both - - 2197 - 1.0 - 339 - - 6093 - Seg. 1 - Both 122.0 - 1119 - 1.0 - 339 - 339 3103 0.36 Seg. 2 - Both 122.0 - 1078 - 1.0 - 339 - 339 2990 0.36 Line 2 Level 1 Ln2, Levl - Both - - 5238 - - - 495 - - 6779 - Wall 2-1 3^ Both - - 5238 - 1.0 - 495 - - 6779 - Seg. 1 - Both 229.4 - 688 - .60 - 297 - 297 891 0.77 Seg. 2 - Both 235.7 - 727 - .62 - 305 - 305 941 0.77 Seg. 3 - Both 382.3 - 3823 - 1.0 - 495 - 495 4948 0.77 Line 3 Level 2 Ln3, Lev2 - Both - - 2197 - - - 339 - 4542 - Wall 3-1 2 Both - - 2197 - 1.0 - 339 - - 4542 - Seg. 1 - Both 163.7 - 1119 - 1.0 - 339 - 339 2313 0.48 Seg. 2 - Both 163.7 - 1078 - 1.0 - 339 - 339 2229 0.48 Level 1 Ln3, Levl - Both - - 4105 - - - 833 - - 5333 - Wall 3-1 4^ Both 513.1 - 2053 - .80 - 833 - 667 2666 0.77 Wall 3-2 4^ Both 513.1 - 2053 - .80 - 833 - 667 2666 0.77 Line 4 Ln4, Levl 2 Both 19.2 460 - 1.0 - 339 - 339 8124 0.06 E-W W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax V [lbs] Int Ext Int Ext Co C Cmb V [Ibs] Ratio Line A Level 2 LnA, Lev2 - Both - - 1049 - - 339 - 10325 - Wall A-1 2 Both - 1049 - 1.0 - 339 - - 10325 - Seg. 1 - Both 34.4 - 768 - 1.0 339 - 339 7560 0.10 Seg. 2 - Both 34.4 - 281 - 1.0 - 339 - 339 2765 0.10 Level 1 LnA, Levl - W->E - 2462 - - - 638 - 4593 - - E->W - - 2276 - - 638 - 4593 - Wall A-1 1 W->E - - 2462 - 1.0 - 638 - - 4593 - 1 E->W - - 2276 - 1.0 - 638 - 4593 - Seg. 1 - Both 0.0 - 0 - 1.0 - 638 - 638 - - Seg. 2 - W->E 205.2 - 616 - .60 - 383 - 383 1148 0.54 - E->W 189.7 569 .60 - 383 383 1148 0.50 Seg. 3 - W->E 205.2 - 616 - .60 - 383 - 383 1148 0.54 - E->W 189.7 - 569 - .60 383 - 383 1148 0.50 Seg. 4 - W->E 205.2 - 616 - .60 383 - 383 1148 0.54 - E->W 189.7 - 569 - .60 - 383 383 1148 0.50 Seg. 5 - W->E 205.2 - 616 - .60 - 383 - 383 1148 0.54 - E->W 189.7 - 569 - .60 - 383 - 383 1148 0.50 Line B Level 2 LnB, Lev2 - Both - 1049 - - - 339 - - 10325 - Wall B-1 2 Both - 1049 1.0 - 339 - 10325 - Seg. 1 - Both 34.4 - 768 - 1.0 - 339 - 339 7560 0.10 Seg. 2 Both 34.4 - 281 1.0 - 339 - 339 2765 0.10 Level 1 LnB, Levl - W->E - - 2462 - - - 339 - - 13936 - - E->W - - 2276 - - - 339 - 13936 - Wall B-1 2 W->E - - 2462 - 1.0 - 339 - - 13936 - 2 E->W - - 2276 - 1.0 - 339 - - 13936 - Seg. 1 - Both 0.0 - 0 - 1.0 - 339 - 339 - Seg. 2 - W->E 59.8 - 473 - 1.0 - 339 - 339 2680 0.18 - E->W 55.3 - 438 1.0 - 339 - 339 2680 0.16 Seg. 3 W->E 59.8 - 1989 - 1.0 - 339 - 339 11256 0.18 - E->W 55.3 - 1838 - 1.0 - 339 - 339 11256 0.16 7 23 of 88 WoodWorks® Shearwalls 190581 - LATERAL ANALYSIS.wsw Oct. 15, 2019 09:58:52 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. ""^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub — For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment: Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V— Total factored shear capacity of shearline, wall or segment. Crit Resp — Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the wind design criterior was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 8 24 of 88 WoodWorks® Shearwalls 190581 - LATERAL ANALYSIS.wsw Oct. 15, 2019 09:58:52 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass [lbs] Area (sq.ft] Story Shear [Ibs] E-W N-S Diaphragm Force Fpx [Ibs] E-W N-S 2 23101 912.0 4690 4690 4690 4690 1 30770 1200.0 3504 3504 6084 6084 All 53871 - 8194 8194 - - Legend: Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear— Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.99; Ev = 0.198 D unfactored; 0.138 D factored; total dead load factor: 0.6 - 0.138 = 0.462 tension, 1.0 + 0.138 = 1.138 compression. 9 25 of 88 WoodWorks® Shearwalls 190581 - LATERAL ANALYSIS.wsw Oct. 15, 2019 09:58:52 SHEAR RESULTS (flexible seismic design N-S Shearlines W Gp For Dir ASD Shear Force [plf] v vmax \fps] Asp -Cub Int Ext Int AllowabletShear[plfl Ext Co C Cmb V [Ibs] Resp. Ratio Line 1 Level 2 Ln1, Lev2 - Both - - 1641 - - 242 - - 4352 - Wall 1-1 2 Both - - 1641 - 1.0 - 242 - - 4352 - Seg. 1 - Both 91.2 - 836 - 1.0 - 242 - 242 2217 0.38 Seg. 2 - Both 91.2 - 8C5 - 1.0 - 242 - 242 2136 0.38 Line 2 Level 1 Ln2, Levl - Both - - 2772 - - - 353 4842 - Wall 2-1 Both - - 2772 - 1.0 - 353 - - 4842 - Seg. 1 - Both 121.4 - 364 - .60 - 212 - 212 636 0.57 Seg. 2 - Both 124.8 - 385 - .62 - 218 - 218 672 0.57 Seg. 3 - Both 202.3 - 2023 - 1.0 - 353 - 353 3534 0.57 Line 3 Level 2 Ln3, Lev2 - Both - - 1641 - - - 242 - 3244 - Wall 3-1 2 Both - 1641 - 1.0 - 242 - - 3244 - Seg. 1 - Both 122.3 - 836 - 1.0 - 242 - 242 1652 0.51 Seg. 2 - Both 122.3 805 - 1.0 - 242 - 242 1592 0.51 Level 1 Ln3, Levl - Both - 2496 - - - 595 - - 3809 - Wall 3-1 4 Both 312.0 - 1248 - .80 - 595 - 476 1905 0.66 Wall 3-2 4 Both 312.0 - 1248 - .80 - 595 - 476 1905 0.66 Line 4 Ln4, Levi 2 Both 19.5 - 468 1.0 - 242 - 242 5803 0.08 E-W W For ASD Shear Force [pH] Asp -Cub Allowable Shear [W] Resp. Shearlines Gp Dir v vmax V Ilbsi Int Ext Int Ext Co C Cmb V [Ibs] Ratio Line A Level 2 LnA, Lev2 - Both - - 1641 - - - 242 - - 7375 - Wall A-1 2 Both - - 1641 - 1.0 - 242 - - 7375 - Seg. 1 - Both 53.8 - 1202 - 1.0 - 242 - 242 5400 0.22 Seg. 2 - Both 53.8 - 439 - 1.0 - 242 - 242 1975 0.22 Level 1 LnA, Levl - Both - - 2868 - - - 456 - 3281 - Wall A-1 1" Both - - 2868 - 1.0 - 456 - - 3281 - Seg. 1 - Both 0.0 - 0 - 1.0 - 456 - 456 - - Seg. 2 - Both 239.0 - 717 - .60 - 273 273 820 0.87 Seg. 3 - Both 239.0 - 717 - .60 - 273 - 273 820 0.87 Seg. 4 - Both 239.0 - 717 - .60 - 273 - 273 820 0.87 Seg. 5 - Both 239.0 - 717 - .60 - 273 - 273 820 0.87 Line B Level 2 LnB, Lev2 - Both - - 1641 - - - 242 - - 7375 - Wall B-1 2 Both - - 1641 - 1.0 - 242 - - 7375 - Seg. 1 - Both 53.8 - 1202 - 1.0 242 - 242 5400 0.22 Seg. 2 - Both 53.8 - 439 - 1.0 - 242 - 242 1975 0.22 Level 1 LnB, Levl - Both - - 2868 - - - 242 - - 9954 - Wall B-1 2 Both - - 2868 - 1.0 - 242 - 9954 - Seg. 1 - Both 0.0 - 0 - 1.0 - 242 242 - - Seg. 2 - Both 69.7 - 552 - 1.0 - 242 - 242 1914 0.29 Seg. 3 - Both 69.7 - 2316 - 1.0 - 242 - 242 8040 0.29 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of seismic force along shearline. v - Design shear force on segment = ASD factored shear force per unit FHS vmax Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub - For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment: Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment; Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. 10 26 of 88 WoodWorks® Shearwalls 190581 - LATERAL ANALYSIS.wsw Oct. 15, 2019 09:58:52 Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V — Total factored shear capacity of shearline, wall or segment. Crit Resp — Response ratio = v/Cmb = design shear force/unit shear capacity. 'W" indicates that the wind design criterior was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 11 27 of 88 lFaRTEJOB SUMMARY REPORT 190581 - BEAM CALCULATIONS.4te 01TMFR GIRDER TRUSSES (FOR LOAD REFERENCE ONLY) Member Name Results Current Solution Comments GT1 Passed 2 Piece(s) 2 x 10 Hem -Fir No. 2 GT2 Passed 2 Plece(s) 2 x 10 Hem -Fir No. 2 GT3 Passed 1 Plece(s) 3 1/2" x 11 7/8" 24F-V4 DF Glulam GT4 Passed 1 Plece(s) 5 1/2" x 24" 24F-V4 DF Glulam 02: ROOF FRAMING Member Name Results Current Solution Comments R1 Passed 1 Plece(s) 4 x 8 Douglas Fir -Larch No. 2 03: UPPER FLOOR FRAMING Member Name Results Current Solution Comments U1 Passed 1 Piece(s) 18" TJI® 360 @ 19.2" OC U2 Passed 2 Plece(s) 1 3/4" x 18" 2.0E Microllam® LVL U3 Passed 2 Plece(s) 1 3/4" x 18" 2.0E Microllam® LVL U4 Passed 1 Plece(s) 4 x 10 Douglas Fir -Larch No. 2 U5 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 U6 Passed 1 Piece(s) 4 x 10 Douglas Flr-Larch No. 2 U7 Passed 1 Piece(s) 5 1/2" x 9" 24F-V4 DF Glulam U8 Passed 1 Piece(s) 5 1/2" x 9" 24F-V4 DF Glulam U9 Passed 1 Plece(s) 5 1/2" x 9" 24F-V4 DF Glulam U10 Passed 1 Plece(s) 5 1/2" x 9" 24F-V4 DF Glulam U11 Passed 1 Plece(s) 3 1/2" x 12" 24F-V4 DF Glulam U12 Passed Plece(s) 3 1/2" x 12" 24F-V4 DF Glulam U13 Passed ,.1 1 Plece(s) 4 x 12 Douglas Fir -Larch No. 2 U14 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 U15 Passed 1 Plece(s) 4 x 8 Douglas Fir -Larch No. 2 U16 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No, 2 Forte Software Operator Job Notes JOE GREENFIELO hodge engineering (253) 857-7055 oe@hodgeengineering.com 10/2/2019 11:36:49 AM Forte v5.5, Design Engine: V7,32.4 190581 - BEAM CALCULATIONS.4te Page 1 of 22 28 of 88 ii1F Q R T E ' MEMBER REPORT MFR GIRDER TRUSSES (FOR LOAD REFERENCE ONLY), GT1 2 piece(s) 2 x 10 Hem -Fir No. 2 PASSED Overall Length: 6' 2 1/2" 0 1j 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Actual 01 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 988 © 5' 11 1/2" 1823 (1.50") Passed (54%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 717 © 5' 2 1/4" 3191 Passed (22%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1389 @ 3' 1 3/4" 3833 Passed (36%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.018 © 3' 1 3/4" 0.188 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.031 © 3' 1 3/4" 0.281 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 6' o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - HF 5.50" 5.50" 1.50" 476 629 1105 Blocking 2 - Hanger on 9 1/4" HF beam 3.00" Hanger' 1.50" 461 613 1074 See note I • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. • At hanger supports, the Total Bearing dimension Is equal to the width of the material that Is supporting the hanger • I See Connector grid below for additional Information and/or requirements. System : Roof Member Type ; Drop Beam Building Use : Residential Building Code ; IBC 2015 Design Methodology : ASD Member Pitch. 0/12 Connector: Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2- Face Mount Hanger Connector not found N/A N/A N/A N/A Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Ctlmments 0 - Self Weight (PLF) 0 to 5' 11 1/2" N/A 7.0 1 - Uniform (PSF) 0 to 6' 2 1/2" (Top) 8' 18.0 25.0 ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its product will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes JOE GREENFIELD hedge engineering (253) 857-7055 joe@hodgeengineering.com SUSTAINABLE FORESTRY INITIATIVE 10/2/2019 11:36:49 AM Forte v5.5, Design Engine: V7.3.2.4 190581 - BEAM CALCULATIONS.4te Page 2 of 22 29 of 88 1 F ®R T E ' MEMBER REPORT MFR GIRDER TRUSSES (FOR LOAD REFERENCE ONLY), GT2 PASSED 2 piece(s) 2 x 10 Hem -Fir No. 2 Overall Length: 12' 0 L 11' 6" 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual ® Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1089 @ 3" 1823 (1.50") Passed (60%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 943 @ 1' 1/4" 3191 Passed (30%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 3131 @ 6' 3833 Passed (82%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.162 @ 6' 0.383 Passed (L/850) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.290 @ 6' 0.575 Passed (L/476) -- 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 10' o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 6" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead FL r ive Snow Total 1 - Hanger on 9 1/4" HF beam 3.00" Hangers 1.50" 498 480 369 1347 See note 1 2 - Hanger on 9 1/4" HF beam 3.00" Hangers 1.50" 498 480 369 1347 See note 1 • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 0/12 Connector: Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger Connector not found N/A N/A N/A N/A 2 - Face Mount Hanger Connector not found N/A N/A N/A N/A Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) 0 - Self Weight (PLF) 3" to 11' 9" N/A 7.0 1 - Uniform (PSF) 0 to 12' (Top) 1' 1 1/2" 18.0 - 25.0 ROOF 2 - Uniform (PSF) 0 to 12' (Top) 1' 4" 12.0 60.0 25.0 DECK 3 - Uniform (PLF) 0 to 12' (Top) N/A 40.0 - - WALL Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes JOE GREENFIELD hodge engineering (253) 857-7055 iee@hodgeengineering.com SUSTAINABLE FORESTRY INITIATIVE 10/2/2019 11:36:49 AM Forte v5.5, Design Engine: V7.3.2.4 190581 - BEAM CALCULATIONS.4te Page 3 of 22 30 of 88 l F 0 R T E ' MEMBER REPORT MFR GIRDER TRUSSES (FOR LOAD REFERENCE ONLY), GT3 PASSED 1 piece(s) 3 1/2" x 11 7/8" 24F-V4 DF Glulam 0 0 Overall Length: 12' 2" All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual + 0 Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 5212 @ 11' 11" 5212 (2.29") Passed (100%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs) 4494 @ 10' 11 1/8" 8444 Passed (53%) 1.15 1.0 D + 0,75 L + 0.75 S (All Spans) Pos Moment (Ft-lbs) 13256 @ 6' 9/16" 18920 Passed (70%) 1.15 1.0 D + 0.75 L + 0.75 5 (All Spans) Live Load Defl. (In) 0.251 @ 6' 1 9/16" 0.389 1.0 D + 0.75 L + 0.75 S (All Spans) Passed (L/557) Total Load Defl. (in) 0.373 @ 6' 1 11/16" 0.583 Passed (U375) -- 1,0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (1/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 11' 8" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 8" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 11' 8". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam Is assumed to have Its strong laminations at the bottom of the beam. Install with proper side up as Indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Loads to SuPPorhs (I4s) Accessories Total Available Required Dead Floor Live Snow Total 1 - Hanger on 11 7/8" HF beam 3,00" Hanger, 1.93" 1467 2255 1875 5597 See note r 2 - Hanger on 11 7/8" HF beam 3.00" Hanger' 2.29" 1829 2605 2144 6578 See note , • At hanger supports, the Total Bearing dimension Is equal to the width of the material that Is supporting the hanger • , See Connector grid below for additional Information and/or requirements. System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO Member Pitch: 0/12 Connector: Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Mails Member Malls Accessories 1 - Face Mount Hanger HGU3.63/11-SDS 5.25" N/A 36-SDS25212 24-SD525212 None 2 - Face Mount Hanger 1-1GU3.63/11-SDS 5.25" N/A 36-SDS25212 24-5D525212 None Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 3" to 11' 11" N/A 10.1 1 - Uniform (PSF) 0 to 12' 2" (Top) 6' 18.0 - 25.0 ROOF 2 - Uniform (PSF) 0 to 12' 2" (Top) 6' 12.0 60.0 25.0 DECK 3 - Uniform (PLF) 0 to 12' 2" (Top) N/A 40.0 - - WALL 4 - Point (lb) 10' 4" (Top) N/A 498 480 369 Linked from: GT2, Support 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to drtumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project, Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser fadllties are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes JOE GREENFIELD hodge engineering (253) 857-7055 joe@hodgeengineering.com SUSTAINABLE FORESTRY INITIATIVE 10/2/2019 11:36:49 AM Forte v5,5, Design Engine: V7.3.2.4 190581 - BEAM CALCULATIONS.4te Page 4 of 22 31 of 88 aFoR TEMEMBER REPORT MFR GIRDER TRUSSES (FOR LOAD REFERENCE ONLY), GT4 1 piece(s) 5 1/2" x 24" 24F-V4 DF Glulam PASSED 0 Overall Length: 38' 3T 1" rI 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 8514 @ 37' 8" 19663 (5.50") Passed (430/0) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 7469 @ 35' 6 1/2" 26818 Passed (28%) 1.15 1.0 D + 1.0 5 (All Spans) Pos Moment (Ft-lbs) 77840 @ 19' 5 3/4" 106219 Passed (73%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.908 @ 18' 11 11/16" 1.244 Passed (L/493) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 1.690 @ 18' 11 3/4" 1.867 Passed (L/265) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and 11 (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 28' 3" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 38' o/c unless detsdled otherwise. • Critical positive moment adjusted by a volume factor of 0.87 that was calculated using length L 37' 4". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Column - HF 5.50" 5.50" 2.31" 3827 4446 8273 None 2 - Column - HF 5.50" 5.50" 2.38" 3936 4577 8513 None Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 38' N/A 32.1 1 - Uniform (PSF) 0 to 20' 1 1/2" (Top) 9' 1 1/2" 18.0 25.0 ROOF 2 - Uniform (PSF) 20' 1 1/2" to 31' 9" (Top) 6' 1 1/2" 18.0 25.0 ROOF 3 - Uniform (PSF) 31' 9" to 38' (Top) 9' 1 1/2" 18.0 25.0 ROOF 4 - Point (Ib) 20' 1 1/2" (Front) N/A 461 613 Unked from: GT1, Support 2 5 - Point (Ib) 31' 9" (Front) N/A 461 613 Unked from: GT1, Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes JOE GREENFIELD hodge engineering (253) 857-7055 joe@hodgeengineering.com System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 0/12 SUSTAINABLE FORESTRY INITIATIVE 10/2/2019 11:36:49 AM Forte v5.5, Design Engine: V7.3.2.4 190.581 - BEAM CALCULATIONS.4te Page 5 of 22 32 of 88 ail F 0 R T E ' MEMBER REPORT ROOF FRAMING, RI PASSED 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 0 Overall Length: 7' 9" 7' 6" II 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing Is Conceptual Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 525 @ 0 3281 (1.50") Passed (16%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 426 @ 8 3/4" 3502 Passed (12%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 1017 @ 3' 10 1/2" 3438 Passed (30%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.034 @ 3' 1C 1/2" 0.258 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.062 @ 3' 10 1/2" 0.313 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (5/16"). • Top Edge Bracing (Lu): Top compression edge must be braced at 7' 9" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 9" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 234 291 525 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 234 291 525 None Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 7' 9" N/A 6.4 1 - Uniform (PSF) 0 to 7' 9" 3 18.0 25.0 ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes JOE GREENFIELD hodge engineering (253) 857-7055 joe@hodgeengineering.com System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 10/2/2019 11:36:49 AM Forte v5.5, Design Engine: V7.3.2.4 190581 - BEAM CALCULATIONS.4te Page 6 of 22 33 of 88 IFORTE® MEMBER REPORT UPPER FLOOR FRAMING, U1 PASSED 1 piece(s) 18" TM® 360 @ 19.2" OC 0 Overall Length: 24' 4" 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LOF Load: Combination (Pattern) Member Reaction (lbs) 965 @ 4 1/2" 1505 (3.50") Passed (64%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 937 @ 5 1/2" 2425 Passecl (39%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 5562 @ 12' 2" 9465 Passed (59%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.399 @ 12' 2" 0.590 Passed (L/709) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.499 @ 12' 2" 1.179 Passed (L/567) -- 1.0 D + 1.0 L (All Spans) TJ-Pro"" Rating 41 40 Passecl -- -- • Deflection criteria: LL (L/480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 5' o/c unless detailed otherwise, • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 24' 2" o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24" Span Rating) that Is glued and nailed down, • Additional considerations for the TJ-Pro"" Rating Include: 1/2" Gypsum ceiling. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall- HF 5.50" 4.25" 1.75" 195 779 974 1 1/4" Rim Board 2 - Stud wall- HF 5.50" 4.25" 1.75" 195 779 974 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Loads Location (Side) Spacing Dead (0.90) Floor Live: (1.00) Comments 1 - Uniform (PSF) 0 to 24' 4" 19.2" 10.0 40.0 FLOOR Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICCZS under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes JOE GREENFIELD hodge engineering (253) 857-7055 joe@hodgeengineering.com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 10/2/2019 11:36:49 AM Forte v5.5, Design Engine: V7.3.2.4 190581 - BEAM CALCULATIONS.4te Page 7 of 22 34 of 88 F 0 R T E 9 MEMBER RIEPORT UPPER FLOOR FRAMING, U2 2 piece(s) 1 3/4" x 18" 2.0E Microllam® LVL PASSED 0 Overall Length: 3' 11" 3' 3 1/2" All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual 0 Design Results Actual Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 767 @ 3' 9" 3189 (2.25") Passed (24%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 90 @ 1' 10" 11970 Passed (1%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 632 @ 2' 1/2" 38753 Passed (2%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.001 @ 2' 1/2" 0.085 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (In) 0.002 @ 2' 1/2" 0.171 Passed (L/999+) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (11480) and TL (L/240), • Top Edge Bracing (Lu): Top compression edge must be braced at 3' 6" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3' 6" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Flooe Liv Total 1 - Hanger on 18" HF beam 4.00" Hanger1 1.50" 348 531 879 See note 1 2 - Beam - HF 3.50" 2.25" 1.50" 323 488 811 1 1/4" Rim Board • Rim Board Is assumed to carry all loads applied d'rectly above It, bypassing the member being designed. • At hanger supports, the Total Bearing dimension Is equal to the width of the material that Is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories HGU3.63/11.5DS 5.25" N/A 36-SD525212 21-SDS25212 None 1 - Face Mount Hanger Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 4" to 3' 9 3/4" N/A 18.4 1 - Uniform (PSF) 0 to 3' 11" (Top) 6' 6" 10.0 40.0 FLOOR 2 • Uniform (PLF) 0 to 3' 11" (Top) N/A 90.0 - WALL eyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its product; will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software, Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, In design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes JOE GREENFIELD hedge engineering (253) 857-7055 Ioe@hodgeengineering.com USTAINABLE F ESTRY INITIATIVE 10/2/2019 11:36:49 AM Forte v5.5, Design Engine: V7.3.2.4 190581 - BEAM CALCULATIONS, 4te Page 8 of 22 35 of 88 1 F 0 R T E' MEMBER REPORT UPPER FLOOR FRAMING, U3 2 piece(s) 1 3/4" x 18" 2.0E IMicroIlam® LVL PASSED 0 Overall Length: 14' 7" 14' 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results - Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1258 @ 2" 3189 (2.25") Passed (39%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 963 @ 1' 9 1/2" 11970 Passed (8%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4443 @ 7' 3 1/2" 38753 Passed (11%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.017 @ 7' 3 1/2" 0.356 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.056 @ 7' 3 1/2" 0.712 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/480) and TL (1J240). • Top Edge Bracing (Lu): Top compression edge must be braced at 14' 5" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14' 5" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs)' Accessories Total Available Required Dead �� Total 1 - Stud wall - HF 3.50" 2.25" 1.50" 886 11389 1275 1 1/4" Rim Board 2 - Beam - HF 3.50" 2.25" 1.50" 886 389 1275 1 1/4" Rim Board • Rim Board Is assumed to carry all loads applied directly above it, bypassing the member being designed. Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 1 1/4" to 14' 5 3/4" N/A 18.4 1 - Uniform (PSF) 0 to 14' 7" (Top) 1' 4" 10.0 40.0 FLOOR 2 - Uniform (PLF) 0 to 14' 7" (Top) N/A 90.0 - WALL Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes JOE GREENFIELD hodge engineering (253)857.7055 joe@hodgeengineering.com System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 10/2/2019 11:36:49 AM Forte v5.5, Design Engine: V7.3.2.4 190581 - BEAM CALCULATIONS.4te Page 9 of 22 36 of 88 J F 0 R T E MEMBER REPORT UPPER FLOOR FRAMING, U4 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 PASSED 0 L 4" Overall Length: 3' 7" 3' LI 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 377 @ 2' 3189 (2.25") Passed (12%) 1.0 D + 1A L (All Spans) Shear (Ibs) 163 @ 1' 3/4" 3885 Passed (4%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 295 @ 1' 9 1/2" 4492 Passed (70/0) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (In) 0.001 @ 1' 9 1/2" 0.081 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (In) 0.002 @ 1' 9 1/2" 0.162 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 3' 5" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3' 5" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Loads to Supports (ibs) Accessories Total Available Required Dead Live Total 1 - Stud wall • HF 3.50" 2.25" 1.50" 220 179 399 1 1/4" Rim Board 2 - Column Cap - steel 3.50" 2.25" 1.50" 220 179 399 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 1 1/4" to 3' 5 3/4" N/A 8.2 1 • Uniform (PSF) 0 to 3' 7" (Top) 2' 6" 10.0 40.0 FLOOR 2 - Uniform (PLF) 0 to 3' 7" (Top) N/A 90.0 - WALL Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes JOE GREENFIELD hodge engineering (253) 857-7055 joe@hodgeengineering.com System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 10/2/2019 11:36:49 AM Forte v5.5, Design Engine: V7.3.2.4 190581 - BEAM CALCULATIONS.4te Page 10 of 22 37 of 88 F 0: R T E 3 MEMBER REPORT UPPER FLOOf? FRAMING, U5 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED 0 Overall Length: 3' 11" 3' 2" EI L1 + 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Actual ® Location Allowed Result LOF Load: Combination (Pattern) Member Reaction (lbs) 268 @ 3 1/2" 3281 (1.50") Passed (8%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 170 @ 10 3/4" 3045 Passed (6%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 221 @ 1' 11 1/4" 2989 Passed (7%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (In) 0.001 @ 1' 11 1/4" 0.082 Passed (L1999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.002 @ 1' 11 1/4" 0.165 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 3' 6" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3' 6" o/c unless detailed otherwise. • Applicable calculations are based on NOS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Fluovoe Total 1 - Hanger on 7 1/4" HF beam 3.50" Hanger1 1.50" 211 103 314 See note 1 2 - Stud wall - HF 5.50" 4.25" 1.50" 217 106 323 1 1/4" Rim Board • Rim Board is assumed to carry all load applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional Information and/or requirements. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger LUS46 2.00" N/A 4-l0d 4-10d None Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 3 1/2" to 3' 9 3/4" N/A 6.4 1 - Uniform (PSF) 0 to 3' 11" (Top) 1' 4" 10.0 40.0 FLOOR 2 - Uniform (PLF) 0 to 3' 11" (Top) N/A 90.0 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docurnent-library. The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes JOE GREENFIELD hodge engineering (253)857-7055 joe@hodgeengineering.com SUSTAINABLE FORESTRY INITIATIVE 10/2/2019 11:36:49 AM Forte v5.5, Design Engine: V7.3.2.4 190581 - BEAM CALCULATIONS.4te Page 11 of 22 38 of 88 FORTE' MEMBER REPORT UPPER FLOOR FRAMING, U6 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 PASSED 0 Overall Length: 6' 101 /2" 6' 1 1/2' 0 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing Is Conceptual Design Results Actual sgt Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2340 @ 2" 4922 (2.25") Passed (48%) - 1.0 D + 1.0 L (All Spans) Shear (lbs) 1738 @ 5' 7 3/4" 3885 Passed (45%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 3776 @ 3' 5 7/16" 4492 Passed (84%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (In) 0.049 @ 3' 4 3/8" 0.159 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (In) 0.075 @ 3' 4 1/2" 0.319 Passed (1/999+) •- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/480) and TL (1/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 6' 8" o/c unless detailed otherwise. • bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 8" o/c unless detailed otherwise, • Applicable calculations are based on NOS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead FUiver Total 1 - Column Cap - steel 3.50" 2.25" 1.50" 793 1619 2412 1 1/4" Rim Board 2 - Column Cap - steel 5.50" 4,25" 1.50" 857 1546 2403 1 1/4" Rim Board • Rim Board Is assumed to carry all loads applied directly above it, bypassing the member being designed. Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 1 1/4" to 6' 9 1/4" N/A 8.2 1 - Uniform (PSF) 0 to 4' 6" (Top) 12' 10.0 40.0 FLOOR 2 -Uniform (PLF) 0 to 6' 10 1/2" (Top) N/A 90.0 - WALL 3 - Uniform (PSF) 4' 6" to 6' 10 1/2" (Top) 10' 2" 10.0 40.0 FLOOR 4 - Point (lb) 4' 6" (Front) N/A 211 103 Unked from: U5, Support 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its product will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of thls software Is not intended to drcumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not desgned by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and; or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes JOE GREENFIELD hodge engineering (253)857.7055 toe @hodgee n gin eeri ng.com System ; Floor Member Type ; Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 10/2/2019 11:36:49 AM Forte v5.5, Design Engine: V7.3.2.4 190581 - BEAM CALCULATIONS, 4te Page 12 of 22 39 of 88 ..I F 0 R T E ® MEMBER REPORT UPPER FLOOR FRAMING, U7 1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam PASSED + 0 Overall Length: 8' 5" T 6• 0 li 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result `' LDF Load: Combination (Pattern) Member Reaction (lbs) 6963 @ 4" 15194 (4.25") Passecl (46%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 6693 @ 1' 2 1/2" 10057 Passecl (67%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs) 14392 @ 2' 4 3/4" 17078 Passed (84%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.104 @ 3' 10" 0.194 Passed (L/891) - 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.208 @ 3' 10 5/16" 0.387 Passed (1/447) 1.0 D + 1.0 S (All Spans) • Defection criteria: LL (L/480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 8' 3" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 3" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 7' 9". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have Its strong laminations at the bottom of the beam. ]Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Column Cap - steel 5.50" 4.25" 1.95" 3469 224 3519 7212 1 1/4" Rim Board 2 - Column Cap - steel 5.50" 4.25" 1.50" 1782 224 1559 3565 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) I Snow (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 8' 3 3/4" N/A 12.0 1 - Uniform (PSF) 0 to 8' 5" (Top) 1' 4" 10.0 40.0 FLOOR 2 - Uniform (PLF) 0 to 8' 5" (Top) N/A 90.0 WALL 3 - Uniform (PSF) 0 to 8' 5" (Top) 3' 18.0 - 25.0 ROOF 4 - Point (lb) 2' 6" (Front) N/A 3827 - 4446 Unked from: GT4, Support 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes JOE GREENFIELD hodge engineering (253) 857-7055 joe@hodgeengineering.com System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD USTAINABLE FORESTRY INITIATIVE 10/2/2019 11:36:49 AM Forte v5.5, Design Engine: V7.3.2.4 190581 - BEAM CALCULATIONS.4te Page 13 of 22 40 of 88 FORTE' MEMBER REPORT UPPER FLOOR FRAMING, U8 1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam PASSED 0 Overall Length: 7' 5 1R" 6' 61t2" + 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimenslons are horizontal,;Drawing Is Conceptual Design Results Actual illi Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2872 @ 4' 15194 (4.25") Passed (19%) - 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1997 @ 1' 2 1/2" 8745 Passed (23%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 4568 @ 3' 7 1/2" 14850 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.038 @ 3' 8 3/4" 0.170 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl, (In) 0.063 @ 3' 8 3/4" 0.340 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/480) and TL (1/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 7' 3" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 3" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1,00 that was calculated using length L = 6' 9 1/2". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam Is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as Indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Fl oar Snow Total I • Column Cap - steel 5.50" 4.25" 1.50" 1163 1790 466 3419 1 1/4" Rim Board 2 - Column Cap - steel 5.50" 4.25" 1.50" 1163 1790 466 3419 1 1/4" Rim Board • Rim Board ca all loads applied directly above It, bypassing the member being designed. Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 7' 4 1/4" N/A 12.0 1 • Uniform (PSF) 0 to 7' 5 1/2" (Top) 12' 10,0 40.0 FLOOR 2 • Uniform (PLF) 0 to 7' 5 1/2" (Top) N/A 90.0 - - WALL 3 • Uniform (PSF) 0 to 7' 5 1/2" (Top) 5' 18.0 25.0 ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values, Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.corn/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes JOE GREENFIELD hodge engineering (253) 857-7055 joe@hodgeengineering.com System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO SUSTAINABLE FORESTRY INITIATIVE 10/2/2019 11:36:49 AM Forte v5.5, Design Engine: V7,3,2.4 190581 - BEAM CALCULATIONS.4te Page 14 of 22 41 of 88 1 F 0 R T E' MEMBER REPORT UPPER FLOOR FRAMING, U9 1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam PASSED 0 Overall Length: 8' 5" 7' 6" 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing Is Conceptual Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1090 @ 4" 15194 (4.25") Passed (7%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs) 797 @ 1' 2 1/2" 10057 Passed (8%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-lbs) 1995 @ 4' 1 1/4" 17078 Passed (12%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.013 @ 4' 2 1/2" 0.194 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Def. (In) 0.036 @ 4' 2 1/2" 0.387 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 8' 3" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 3" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 7' 9". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Column Cap - steel 5.50" 4.25" 1.50" 712 224 316 1252 1 1/4" Rim Board 2 - Column Cap - steel 5.50" 4.25" 1.50" 712 224 316 1252 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 8' 3 3/4" N/A 12.0 1 - Uniform (PSF) 0 to 8' 5" (Top) 1' 4" 10.0 40.0 - FLOOR 2 - Uniform (PLF) 0 to 8' 5" (Top) N/A 90.0 - - WALL 3 - Uniform (PSF) 0 to 8' 5" (Top) 3' 18.0 - 25.0 ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that thls calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes JOE GREENFIELD hodge engineering (253) 857-7055 joe@hodgeengineering.com System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 10/2/2019 11:36:49 AM Forte v5.5, Design Engine: V7.3.2.4 190581 - BEAM CALCULATIONS.4te Page 15 of 22 42 of 88 }FORTE ' MEMBER REPORT UPPER FLOOR FRAMING, U10 1� 1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam PASSED 0 Overall Length: 7' 6" 6' 9' 0 All locations are measured from the outside face of left support (or left cantilever end),AII dimensions are horizontal.;Drawing Is Conceptual Design Results Actual Location Allowed Result LDF Load: Combinatlon (Pattern) Member Reaction (Ibs) 1935 @ 7' 4" 5012 (2.25") Passed (39%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 2032 @ 1' 2 1/2" 8745 Passed (23%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 4938 @ 3' 7 3/4" 14850 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.028 @ 3' 8 1/4" 0.175 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 5 (All Spans) Total Load Defl. (In) 0.068 @ 3' 9" 0.350 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 5 (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 7' 4" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 4" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 7'. • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam Is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Leads to Suppo+tis (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Column Cap - steel 5.50" 4.25" 1.50" 1488 1395 479 3362 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1.50" 1221 532 458 2211 1 1/4" Rim Board • Rim Is assumed to Carry all bads appll redly ve it, bypassing the member being designed. Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 . Self Weight (PLF) 11/4" t0 7' 4 3/4" N/A 12.0 1 • Uniform (PSF) 0 to 3' 9" (Top) 10' 3" 10.0 40.0 - FLOOR 2 - Uniform (PLF) 0 to 7' 6" (Top) N/A 90.0 - - WALL 3 - Uniform (PSF) 0 to 7' 6" (Top) 5' 18.0 - 25.0 ROOF 4 - Point (lb) 3' 9" (Front) N/A 886 389 Unked from: U3, Support i Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www,weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes JOE GREENFIELD hodge engineering (253)857-7055 joe@hodgeengineering.com System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD USTAINABLE FORESTRY INITIATIVE 10/2/2019 11:36:49 AM Forte v5.5, Design Engine: V7.3.2.4 190581 - BEAM CALCULATIONS.4te Page 16 of 22 43 of 88 1 F 0` R T E ® MEMBER REPORT UPPER FLOOR FRAMING, U11 1 piece(s) 3 1/2" x 12" 24F-1/4 DF Glulam PASSED 0 Overall Length: 9' 9' 9,. 3. a 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Actual 6 Location Allowed Result LDF Load= Combination (Pattern) Member Reaction (Ibs) 3696 @ 1 1/2" 6825 (3.00") Passed (54%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 2746 @ 1' 3" 7420 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 8757 @ 4' 6" 16800 Passed (52%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.103 @ 4' 10 3/16" 0.317 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.160 @ 4' 10 1/8" 0.475 Passed (L/713) -- 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 9' 9" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 9" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 9' 6". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Lirr- Snow Total 1 - Trimmer - HF 3.00" 3.00" 1.62" 1281 2340 880 4501 None 2 - Trimmer - HF 3.00" 3.00" 1.54" 1154 2340 706 4200 None Loads Location (Side) Tributary Width Dead (0.90) Floor Uve (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 9' 9" N/A 10.2 1 - Uniform (PSF) 0 to 9' 9" 12' 10.0 40.0 - FLOOR 2 - Uniform (PSF) 0 to 4' 6" 5' 18.0 - 25.0 ROOF 3 - Uniform (PSF) 4' 6" to 9' 9" 3' 18.0 - 25.0 ROOF 4 - Point (lb) 4' 6" N/A 476 - 629 Linked from: GT1, Support 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser' product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software, Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards, Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docurnent-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes JOE GREENFIELD hodge engineering (253) 857-7055 joe@hodgeengineering.com System : Wall Member Type : Header Building Use ; Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 10/2/2019 11:36:49 AM Forte v5.5, Design Engine: V7.3.2.4 190581 - BEAM CALCULATIONS.4te Page 17 of 22 44 of 88 FORTE ° MEMBER RIEPORT UPPER FLOOR FRAMING, U12 �1 1 piece(s) 3 1/2" x 12" 24F-V4 DF Glulam PASSED 0 Overall Length: 10' 9' 3" 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing Is Conceptual Design Results Actual itt Location Allowed Result I.DF Load: Combination (Pattern) Member Reaction (lbs) 3746 @ 9' 9" 10238 (4.50") Passed (37%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs) 2729 @ 8' 7 1/2" 7420 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs) 8824 @ 4' 10" 16800 Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.104 @ 5' 1/8" 0.317 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (In) 0.161 @ 5' 3/16" 0.475 Passed (U707) 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240), • Top Edge Bracing (Lu): Top compression edge must be braced at 10' o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 9' 6". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam Is assumed to have Its strong (laminations at the bottom of the beam. Install with proper side up as Indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 • Trimmer - HF 4.50" 4.50" 1.59" 1214 2400 764 4378 None 2 - Trimmer - HF 4.50" 4.50" 1.65" 1292 2400 873 4565 None Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 10' N/A 10.2 1 - Uniform (PSF) 0 to 10' 12' 10.0 40.0 - FLOOR 2 - Uniform (PSF) 4' 10" to 10' 5' 18.0 - 25.0 ROOF 3 - Uniform (PSF) 0 to 4' 10" 3' 18.0 - 25.0 ROOF 4 - Point (lb) 4' 10" N/A 476 - _ 629 Linked from: GT1, Support 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdalms any other warranties related to the software. Use of this software Is not intended to drcumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes JOE GREENFIELD bodge engineering (253) 857-7055 joe@ hod g een g i n eering . com System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD USTAINABLE FORESTRY INITIATIVE 10/2/2019 11:36:49 AM Forte v5.5, Design Engine: V7.3.2.4 190581 - BEAM CALCULATIONS.4te Page 18 of 22 45 of 88 )FORTE° MEMBER REPORT UPPER FLOOR FRAMING, U13 PASSED 1 piece(s) 4 x 12 Douglas Fir -Larch No. 2 0 Overall Length: 10' a All locations are measured from the outside face of left support (or left cantilever' end).AII dimensions are horizontal.;Drawing Is Conceptual Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1126 @ 3" 9844 (4.50") Passed (11%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 830 @ 1' 3 3/4" 5434 Passed) (15%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2540 @ 5' 7004 Passed (36%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.034 @ 5' 0.317 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.062 @ 5' 0.475 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (11240). • Top Edge Bracing (Lu): Top compression edge must be braced at 10' o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' o/c unless detailed otherwise, • Applicable calculations are based on NDS. Supports Bearing Lands to Supports (Ibs) Ar+•.+ssorles Total Available Required Dead Snow Total 1 - Trimmer - HF 4.50" 4.50" 1.50" 501 625 1126 None 2 - Trimmer - HF 4.50" 4.50" 1.50" 501 625 1126 None Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 10' N/A 10.0 1 - Uniform (PSF) 0 to 10' 5' 18.0 25.0 ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values, Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by th)s software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes JOE GREENFIELD hodge engineering (253)857.7055 joe@hodgeengineering.com System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 10/2/2019 11:36:49 AM Forte v5.5, Design Engine: V7.3.2.4 190581 - BEAM CALCULAT/ONS.4te Page 19 of 22 46 of 88 a F 0 R T E ® MEMBER RIEPORT UPPER FLOOR FRAMING, U14 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED 0 Overall Length: 5' 7 1/2" 5'1la" o II 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing Is Conceptual Design Results Actual Location Allowed Result LDF toad: Combination (Pattern) Member Reaction (Ibs) 299 @ 1 1/2" 6563 (3.00") Passed (5%) - 1.0 D + 1.0 L (All Spans) Shear (Ibs) 208 @ 10 1/4" 3045 Passed (7%) 1.00 1.0 0 + 1.0 L (All Spans) Moment (Ft-Ibs) 384 @ 2' 9 3/4" 2989 Passed (13%) 1.00 1.0 D + 1.0 L (AU Spans) Live Load Defl. (In) 0.008 @ 2' 9 3/4" 0.179 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (In) 0.011 @ 2' 9 3/4" 0.269 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (U240). • Top Edge Bracing (Lu): Top compression edge must be braced at 5' 8" o/c unless detailed otherwise. • Bottom Edge Bradng (Lu): Bottom compression edge must be braced at 5' 8" o/c unless detailed otherwise. • Applicable calculations are based on NOS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Trimmer - HF 3.00" 3.00" 1.50" 74 225 299 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 74 225 299 None Loads Location (Side) Tdbutary Width Dead (0.90) Floor Live (1.00) Comments 0 - Sell Weight (PLF) 0 to 5' 7 1/2" N/A 6.4 1 - Uniform (PSF) 0 to 5' 7 1/2" 2' 10,0 40.0 FLOOR Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not intended to drcumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes JOE GREENFIELD bodge engineering (253) 857-7055 joe@hodgeengineering.com System ; Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 10/2/2019 11:36:49 AM Forte v5.5, Design Engine: V7.3.2.4 190581 - BEAM CALCULATIONS.4te Page 20 of 22 47 of 88 1 F ®R T E ' MEMBER REPORT UPPER FLOOR FRAMING, U15 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED 0 u 0 Overall Length: 5' 7 1/2" 5' 1 1/2" IJ 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing Is Conceptual Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 947 @ 5' 6" 6563 (3.00") Passed (14%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 856 @ 4' 9 1/4" 3045 Passed (28%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1215 @ 4' 1" 2989 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.021 @ 2' 11 11/16" 0.179 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.031 @ 2' 11 13/16" 0.269 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 5' 8" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 8" o/c unless detailed otherwise, • Applicable calculations are based on NDS. Supports Bearing Lo ds to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Trimmer - HF 3.00" 3.00" 1.50" 166 365 531 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 331 616 947 None Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 5' 7 1/2" N/A 6.4 1 - Uniform (PSF) 0 to 5' 7 1/2" 2 10.0 40.0 FLOOR 2 - Point (lb) 4' 1" N/A 348 531 Unked from: U2, support 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docurnent-library. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes JOE GREENFIELD hedge engineering (253) 857-7055 joe@hodgeeng in eeri ng. com System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 10/2/2019 11:36:49 AM Forte v5.5, Design Engine: V7.3.2.4 190581 - BEAM CALCULATIONS.4te Page 21 of 22 48 of 88 [ I F O R T E ° MEMBER REPORT UPPER FLOOR FRAMING, U16 1 pieces) 4 x 8 Douglas Fir -Larch No. 2 PASSED + 0 J Overall Length: 2' 8" 2' 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontaL;Drawing Is Conceptual Design Results Actual itti Location Allowed Result LOF Load: Combination (Pattern} Member Reaction (Ibs) 983 @ 1 1/2" 6563 (3.00") Passed (15%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 311 @ 10 1/4" 3045 Passed (10%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 498 @ 1' 3" 2989 Passed (17%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.002 @ 1' 3" 0.075 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.003 @ 1' 3" 0.112 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 2' 6" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 2' 6" o/c unless detailed otherwise. • Applicable calculations are based on NOS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required DeadFloor Live Snow Total 1 - Trimmer - HF 3.00" 3.00" 1.50" 383 600 156 1139 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 383 600 156 1139 None Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 2' 6" N/A 6.4 1 - Uniform (PSF) 0 to 2' 6" 12' 10.0 40.0 - FLOOR 2 - Uniform (PLF) 0 to 2' 6" N/A 90.0 WALL 3 - Uniform (PSF) 0 to 2' 6" 5' 18.0 25.0 ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values, Weyerhaeuser expressly disclaims any other warranties related to the software. Use of thls software Is not Intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to srstainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyertraeuser.com/woodproducts/document-library. The product application, input design Toads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes JOE GREENFIELD hodge engineering (253) 857-7055 I oe @ h o d g ee n g l n e e ri n g. c om System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD TAAOI.E FORESTRY INITIATWE 10/2/2019 11:36:49 AM Forte v5.5, Design Engine: V7.3.2.4 190581 - BEAM CALCULATIONS.4te Page 22 of 22 49 of 88 Hodge engineering inc. COMPANY Oct. 10, 2019 10:28 PROJECT UA.wwb Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit FLOOR DEAD FLOOR LIVE LOWER ROOF LOWER ROOF LOWER ROOF LOWER ROOF DECK DEAD DECK LIVE DECK SNOW GT3 D GT3 S GT4 D GT4 S GT3 D2 GT3 S2 GT4 D2 GT4 S2 WALL ROOF DEAD ROOF SNOW WALL2 Self -weight D1 S1 D2 S2 Dead Live Dead Snow Dead Snow Dead Live Snow Dead Snow Dead Snow Dead Snow Dead Snow Dead Dead Snow Dead Dead Full Area Full Area Partial Area Partial Area Partial Area Partial Area Partial Area Partial Area Partial Area Point Point Point Point Point Point Point Point Partial UDL Full Area Full Area Partial UDL Full UDL 0.27 0.27 18.15 18.15 6.36 6.36 6.36 6.36 6.36 6.36 6.36 18.15 18.15 18.15 18.15 0.00 6.36 6.36 24.27 24.27 18.11 18.11 18.11 6.35 18.14 24.50 10.00(1.33') 40.00(1.33') 15.00(1.00') 25.00(1.00') 15.00(1.00') 25.00(1.00') 10.00(1.33') 60.00(1.33') 25.00(1.33') 2350 1950 3950 4650 2350 1950 3950 4650 80.0 80.0 15.00(3.00') 25.00(3.00') 80.0 80.0 30.4 psf psf psf psf psf psf psf psf psf lbs lbs lbs lbs lbs lbs lbs lbs plf psf psf plf plf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 241-6.54" 0' 24 50 of 88 WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN UA/em/b Sizmr1t1 Oofaotozed: Dead Line Snow Factored: 807I I126 7881 8047 1123 7857 Total 1595I I5904 Bearing: Capacity Beam I9662 19662 Support 20195 20I95 Des ratio Beam 0.8I 0.81 Support 0.79 0.79 Load comb #4 #4 Length 5.50 5,50 Min reg'd 4.46 4.45 Width 5,50 5.50 Cb 1.00 1.00 Cb min I.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 G|uUaNm-UnbaU,,West Sp$cies,24F'1.8E WS,5~1/2"x24" 10laminations, 5-1/2''maximum width, Supports: All -Timber-smft Beam, O.FiFL No.2 Total length: 24'-6.54"; Clear span: 23'-7.54^; volume = 22.5cu.ft. Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using M0S 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv ~ 174 Fv' ~ 305 psi fv/Fv' = 0,57 Beodiog<+> fb ~ 2165 Gh' ~ 2523 poi fb/Fb' = 0.86 Live Defl'o 0,47 ~ L/6I1 0'80 ~ L/360 in 0.59 Total Defl'o _ I.17 = L/246 _ 1.20 ~ L/240 in 0.97 Additional Data: FACTORS: F/E(poi)CD CM Ct CL CV Cfo Cr Cfrt Notes Cu*Cvz LC# cv' 265 I.15 1.00 1.00 - - - - 1.00 I.00 1.00 4 Fb'+ 2400 1.15 1.80 I.00 1.000 0.914 1.00 1.00 I'00 1.00 - 4 Fcp' 650 - I.00 I.00 - - - - 1.00 - - - E' 1.8 million I,00 1.00 - - - - l'OO - - 4 Omioy' 0.85 million I.00 1.00 - - - - 1.00 - - 4 CRITICAL LOAD COMBINATIONS: Shear ' LC #4 ~ D+S, V max ~ 15893, V design ~ 15273 Iba Bmodiog(+): LC #4 ~ D+S, M = 95251 lbo-ft Deflection: LC #4 ~ D+S (live) LC #4 ~ D+S (total) D~dead L~live S~000w W~wiod I~impaot Lz~roof live Lc=0000eutrotod B~eartbguake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: CI ~ 1I405e08 lb-io2 "Live" deflection Deflection from all non -dead loads (live, wind, snow...) Total Deflection ~ I.50(Dead Load Deflection) + Live Load Deflection. Hodge Engineering, Inc 3733 Rosedale Street Gig Harbor, WA. 98335 Pole Footing Embedded in Soil Lic. # : KW-06007122 DESCRIPTION: 190581 PaynePost Embed Code References File = C:1UsersIJOHNHC-11DOCUME-11ENERCA-11Post Embeds.ec are copyright ENERCALC, INC. 1983-2019, Build:12.19.8.30 HODGE ENGINEERING INC Calculations per IBC 2015 1807.3, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Pole Footing Shape Circular Pole Footing Diameter 24,0 in Calculate Min. Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive 250.0 pcf Max Passive 1,500.0 psf Point Load Controlling Values Governing Load Combination : +D+0.60W+H Lateral Load Moment Restraint @ Ground Surface Pressure at Depth Actual Allowable Surface Retraint Force 0.330 k 3.30 k-ft 718.08 psf 781.25 psf 2,574.0 Ibs Minimum Required Depth 3,125 ft Footing Base Area Maximum Soil Pressure 3.142 ft^2 0.0 ksf Applied Loads Lateral Concentrated Load (k) D : Dead Load k Lr : Roof Live k L : Live k S : Snow k W : Wind 0.550 k E : Earthquake 0,420 k H : Lateral Earth k Load distance above ground surface 10.0 ft Load Combination Results Lateral Distributed Loads (klf) TOP of Load above ground surface BOTTOM of Load above ground surface Surface Lateral Restraint N th Applied Moment (kft) Vertical Load (k) k/ft k-ft k k/ft k-ft k k/ft k-ft k k/ft k-ft k k/ft k-ft k kilt k-ft k k/ft k-ft k ft ft Forces @ Ground Surface fkeqiiiedPressure at Depth Soil Increase Load Combination Loads (k) Moments - (ft-k) Depth- (ft) Actual - (psf) Allow - (psf) Factor +D+H 0.000 0.000 0.13 0.0 31.3 1.000 +D+L+H 0.000 0.000 0.13 0.0 31.3 1.000 +D+Lr+H 0.000 0.000 0.13 0.0 31.3 1.000 +D+5+H 0.000 0.000 0.13 0.0 31.3 1,000 +D+0.750Lr+0.750L+H 0.000 0.000 0.13 0.0 31.3 1.000 +D+0.750L+0.7505+H 0.000 0.000 0.13 0,0 31.3 1.000 +D+0,60W+H 0.330 3.300 3,13 718,1 781.3 1,000 +D+0.70E+H 0.294 2.940 3.00 694.2 750.0 1.000 +D+0.750Lr+0.750L+0.450W+H 0.248 2.475 2.88 636.3 718.8 1.000 52 of 88 Hodge Engineering, Inc 3733 Rosedale Street Gig Harbor, WA. 98335 Pole Footing Embedded in Soil Lic. # KW-06007122 DESCRIPTION: 190581 PaynePost Embed +D+0.750L+0.750S+0.450W+H +D+0.750L+0,750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H 0.248 0.221 0.330 0.294 2.475 2.205 3.300 2.940 File = CAUsers1..10HNH0-11DOCUME-11ENERCA-11Posl Embeds.ec6 . yrght NERCALC, INC. 1983-2019, Build:12.19.8,30 HODGE ENGINEERING INC 2.88 2.75 3.13 3,00 636.3 619.6 718.1 694.2 718.8 1.000 687.5 1.000 781.3 1.000 750.0 1.000 53 of 88 • Post Capacities roll over imagos trarow to sac larger imago H03B Vwucel Installation HTT4 Vortical Installation Typical CBSO- HDU Vortical 5052 Installation Installation Post Allowable Compression Loads for Douglas -Fir -Larch Framing Lumber Perp to Grain, P61 Compression Capatlty Paralle to Greta, Pc (100) Compression Capacity Parallel to Grain, Ps (160) She Grade Nominal Top Plate Height (tL) Nominal lop Plate Helght (il.) 8 9 10 11 12 8 9 10 11 12 4-Inch Wall 2x4 02 328D 3170 2565 211)5 1755 1485 3345 2665 2170 1795 15f0 3x4 02 5470 5285 4275 3510 2930 2475 5570 4440 3615 2995 2520 2-2x4 /2 6565 6340 5130 4215 3515 2970 6685 5330 4335 3590 3020 4x4 02 7655 7395 5985 4915 4100 3465 7800 6215 5060 4190 3525 3-2x4 /2 9845 9510 7695 6320 5270 4455 10030 7995 8505 5390 4535 4x6 ir2 12030 11540 9360 7700 6425 5430 12215 9745 7935 6575 5535 4x8 /2 15860 15090 12270` 1010— 8440 7140 1ti(t35 12805 10435 8650 7285 400 /2 20235 19080 15555 12835 10730 9085 20365 R 16285 13280 11015 9280 5 75 64nclnch l 2x6 /2 5155 8970 7940 G93, 602 520 11030 `3"2 0 7740 6535 3x6 /2 8595 14945 13235 1t561 1 8725 16385 153$a 126,15 10;95 9k90 2-2x6 /2 10315 17935 15855 13575 i2051i` 1114,1i ,� 22060 18455 = 15475 13075 11145 4x6 02 12030 20925 18530 1G135 14060 12215 . 25735 3 2157YVN 1#3 55 15255 13015 3.2x6 02 15470 26905 23825 20810 18075 14,ff5 33090 27685 23215 1jti10 1u720 6x6 /1 18905 - 25260 235!13 ': .21505 '' 19415 17375 34255 30035 2 224i5 19450 6x8 /1 25780 34450 32045 320 2o475 23690 46715 446955 35 85 30G15 26520 Post Allowable Compression Loads for Hem -Fir Framing Lumber Perp to Grain' tr1 Compression Capacltty Parallel 10 Grain, Pc (100) Comp esslon Capacity Parallel In Grain,, Pc (180) Sire Grade Nominal Top Plate He10ht (i1.) Nominal Top Plale Nelght (1L) 8 9 10 w 11 12 8 9 10 11 12 4-Inch Wall 2x4 /2 2125 2630 ' 2115 1730 1435 1210 "2745 2180 1770 1465 123ti 3x4 /2 3545 4385 3525 2880 2395 2020 4570 3630 2950 2440 2050 2-2x4 /2 4255 5260 4230 3460 2875 2425 5485 4355 3540 2925 2460 2870 3690 4x4 02 4960 6140 '' 4935 4035 3355 2830 6400 5085' 4125 3415 4390 3.2x4 /2 6380 7890 6340 5185 4310 3635 8230 6535 5305 4.2x4 02 8505 10525 8455 6915 5750 4850 10970 8715 _7075 5855 4320 4580 71s85 6 Inch Wall 2x6 /2_ 3340 7950 6880 5905 - 5065 4365 9385 7735 6425 5395 3x6 /2 5570 f 13250 11470 9840 8440 7270 15640 12890 ` 10710 8995 2-2x8 02 6685 15900 13765 11810 10130 8725 18765 15470 12850 10790 9165 3-2x6 /2 10025 23855 2064, i771a - 15195 13090 28150 232t1 19275 16155 13145 4.2x6 /2 13365 3"=.H3i 27325 22320 ?3260 17455 5535 30935 was.o ?1535 @3325 1. The allowable (ASD) loads ere based on the 2012 National Design Spec.ificat, x, for Wood Construction (NDS) including the March 2013 Addendum, for lumber with ((moisture content of 19% or less. 2. Post heights ere based on standard precut stud heights and asv,ieted top date heights, For Douglas Fe, web height 35 nominal height plus 314' (California stud height). For ell other (species, wet heght is nominal height phis 1 1/8'. Effective post lengths, le, are the actual wall height s minus the thickness of 3-2x plates (4 12')• 3. Shaded values ere limited by the Perpendicular to ©rain bearing capacity, Pc P. when posts beer on wood sill plates. Where posts and sill plates ere different species, Designer shall limit stowable load to the tower of the post capacity or the perpendicular to greln capacity for each species used. 4. Perpendicular to grain allowable loads do not inckade the NDS Bearing Area Factor, C. For poste whose beenng area is not closer than 3" from the end of a sit plate, the Pc_ values may be multiplied by Ct. T (In.)T 1,5 T 2,5 1 3 • 3.5 - 4.5 F 5.5 ;6 T = Bearing Length (post thickness) Cp 1.25 1:15 ! 1.13 1.11 1.08 : 1.07 1 Cb _ Bemired Area Factor per NOS 3.10.4 5. Allowable tension loads are based on net section assuming hole size equal to bolt diameter plus 1/16' with the hole drilled on the 31/2° face of port for a 4•inch well and on the 51/2' lace of post for 6-inch watt Tension loads have been increased for wind or seismic loading with no further increase allowed, Reduce where other bade govern. 6. Values do not consider combined axial end out -of -plane bending. 7. Bolt diameter "None" indicates full cross section. 54 of 88 Ho Hodge Engineering Inc. Project Title: 2615 Jahn Ave NW Ste, Engineer: aft Gig Harbor, WA 98332 Project Descr: 253-857-7055 engi17o0__ric inc.: John@HodgeEngineering.com Project ID: Residential Fooling General Footing Lic. # : KW-06007122 Description : 24" footing -1500 psf soil Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness Pedestal dimensions... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads = 2.50 ksi = 60.0 ksi = 3,122.0 ksi = 145.0 pcf 0.90 - 0.750 File = C:Users'J0HNH0-1\DOCUME-11ENERCA—M12015F0-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.4.30 Licensee : HODGE ENGINEERING INC Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth 0.00180 when footing base is below = 1.0 1 = 1.0 1 2.0 ft 2.0 ft 8.0 in in in in 3.0 in 2.0 # 4 2.0 # 4 n/a n/a n/a Yes Yes No No Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than 2-MO Bare X-X Seclbn t.od not to •2 1.50 ksf = No 250.0 pcf 0.30 2-MO Bare ft ksf ft ksf ft 2-2 Sec Looking to •% P : Column Load OB : Overburden M-xx M-zz V-x V-z D Lr L S W E H 2.50 3.0 k ksf k-ft k-ft k k 56 of 88 Ho ,11C. -com Hodge Engineering Inc. Project Title: 2G15Jahn Ave NVVSte, e G�Hadmr.WAO8332 ''nuut"e^w. 253-.57-7U,5 ^ Project ID: , Residential Foobn General Footing DESIGN SUMMARY Min. Ratio Item File ^CxUsenuV*w*0-/ Om5FO+1,Ec swsnC^LC.INC. `o83-20n7,omma/z3n, Vec6.17�30 Lioonsea`HODGE ENGINEERING INC Capacity Design OK Governing Load Combination PASS 0,983 Soil Bearing PASS ma OveqominQ'X-X PASS mb Ovortum|ng-Z-Z PASS n/a Sliding 'X'X PASS n/a Sliding 'Z-Z PASS n/a Uplift PASS 0.2570 ZFlexure (~X) PASS 0.2570 ZFlexure ('X) PASS 0.2570 XFlexure (+D PASS 0.2570 XFlexure ('Z) PASS 0.2938 1-way Shear (+X) PASS 02775 1-way Shear ('X) PASS 0.2038 1-way Shear (+Z) PASS 02775 i-way Shear ('Z) PASS 0.5289 2+mayPunching Deiuii8U R8su|�S �`` Soil Bearing 1.472kd U�O k-ft 0.Ok-ft 0.0k U.Uk O.0k 1102k-h 1.102 k-ft 1]02k-ft 1102k-ft 2Z037 psi 2O.O1Jpsi 22.O37psi 0O813psi 78.334pni 1,5Qhsf 0Ok-ft (0k-ft 0.Ok &Ok 0.0k 4.208k-ft 4.20k-ft 4.28Nk-ft 428Dk-ft 75.Opo| 75.Opoi 75.0 poi 75Dpxi 150.0 psi (0deg CCW No Overturning No Overturning No Sliding No Sliding No Uplift +1.20D40.50L4.60S+f0H +1.20D~8.50L+1.60S+1.80H +1 .20D+0.50L+1.60S+1.60H +1.20D+0.50L+1.60S+1.60H +1,20D~0.50L4.60S+1.60H +1.20D+0,50L+1.60S+1�601­1 ~1.20D+0.50L+1.60S+1.80H +120D+0.50L+1.60S+lf0H ' Rotation Axis & Xec: Zecc Actual Soil Bearing Stress 9 Location Actual/Allow Load Combination... Gross Bottom Left op Left Top Right Bottom Right Ratio 0.000 1�50 08 UD 0,7217 0.7217 0,7217 0J217 0,481 0.000 1.50 OD 08 0.7217 07217 01217 0J217 0,481 0,000 1.50 0.0 0.0 0.7217 0.7217 0J217 0.7217 0,481 0.000 1.50 0.0 08 1,472 1.472 1.472 1,472 0,981 0,000 1,50 0.0 88 03217 0J217 07217 0J217 0.481 0,00 1.50 OD OD 1.284 1.284 1.284 1.284 0058 0.00 1.50 0,0 08 07217 0.7217 0J217 0J217 0481 0,000 1.50 0.0 0.0 0.7217 0.7217 0.7217 8.7217 0,481 0.000 1.50 0.0 0.0 0J217 0.7217 07217 07217 0.481 000 1.50 0.8 0.0 1,2E4 1.284 1.284 1284 0.856 0.000 1.50 0.0 0.0 1284 1.284 1284 1284 0.856 0.000 1.50 OD 0.0 0.4330 0.4330 0.4330 0.4330 0289 0.000 1.50 0.0 0.0 0.4330 0.4330 0.4330 0.4330 0188 .+D+H . 0OdeoCCW '--H . 00deaCCW ' - -'H . U0dewCCW '--H . O0dewCCW . KO deo CCW ' - ------H . 0D dea CCW ' - --WH . 0,0 demCCW .~B~0.70E+H . 0DdemCCW . DDdemCCW .+D+0750L+07508+0.450W+H . O�OUoqCCYY .+D~8750L+875QS~0.5250E+H . 0.0 deo CCYV .~0.80D~0,60VV~0.60H . 0.0 deo CCYY +0.60D+0J0E+0,60H . 0.0dmoCCVV Overturning Stability _ Rotation Axis & Load Combination... Footing Has NOOverturning Sliding Stability Force Application Axis Load Combination - Footing Has NOSliding Overturning Moment Resisting Moment Stability Ratio Status All units k Sliding Force Resisting Force Stability Ratio Status 57of88 Ho cngincc__n1Q i Hodge Engineering Inc. Project Title: 2615 Jahn Ave NW Ste. EgNineer: Gig Harbor, WA 98332 Project Descr: 253-857-7055 John@HodgeEngineering,com Project ID: Residential Footing General Footing Description 30" footing -1500 psf soil Code References File = C:1UsersWOHNH0-11DOCUME-1IENERCA-112015F0-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.4.30 Licensee : HODGE ENGINEERING INC Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties fc ; Concrete 28 day strength fy ; Rebar Yield Ec : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf, Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions _ 2.50 ksi = 60.0 ksi = 3,122.0 ksi 145.0 pcf 0.90 0.750 0.00180 1.0:1 1.0:1 Yes Yes No No Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than 1.50 ksf No 250.0 pcf 0.30 ft ksf ft ksf ft Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness Pedestal dimensions.,. px : parallel to X-X Axis pz : parallel to Z-Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size Bandwidth Distribution Check (ACI 15,4.4,2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads 2.50 ft 2.50 ft 8.0 in in in in 3.0 in 3.0 # 4 3.0 # 4 n/a n/a n/a 344 Bent X•X lop to+X P : Column Load OB : Overburden M-xx M-zz V-x V-z D Lr L S W E H 3.0 5.50 k ksf k-ft k-ft k k 58 of 88 Ho John (o)HodgeEngineering.corTi Hodge Engineering Inc. Project Title: 2615 Jahn Ave NW Ste. Gig Harbor, NN88332 r/ojec,uvxu: 253-,57-70,5 Pmiect|D: ^ , General Footing DESIGN �U8Nk�RY Min. Ratio File =c:\Usersunxwxo-mOcuws-lemcaoA-mmoRO-1,Eo ewsnoALc.INC. |ou�2017,omm:6.1zzx.Vecs1,�30 Licensee: nODGEENGINEERING INC Capacity Design OK Governing Load Combination PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0,9713 n/a m/a m/a n/a 0.3435 0.3435 0.3435 0.3435 0,4148 0.4148 0.4148 0.4140 0,8507 Detailed Results Soil Bearing Overturning X-X Overturning 'Z-Z Sliding 'X-X Sliding 'Z-Z Uplift ZFlexure (+X) ZFlexure (4) XFlexure (+Z) XFlexure ('Z) 1-way Shear (+X) 1-way Shear (-0 1-way Shear (+Z) 1-way Shear ('Z) 2'woyPunchinQ Soil Bearing Rotation Axis & Load Combination... .+D+H . U.DdewCCYV .-D~L~H . O.OdeoCCVV .~D+Lr+H . U.DcleqCCVV .+D~S+H . O.OdeoCCVV .~D+0750Lr@J50L+H . O.OdooCCVV .+D~0.750L+8350S+H . 08doqCCVY .+D+0.80VV+H . O.UdenCCVV .+D+U7OE+H . O8douCC# .+O+0750L,~0.750L~0.450VV�H . 08denCCYY .+D40.750L+0J50S+0.450VY+H O.0deoCCVV .+D~8750L+0.750S+0.5250E+H . 0.0 deq CCYY .~0.80D+0.60VV~0.60H . 0.0 dea CCVV 400O+0.70E~0.60H . D,UdonCCVV Overturning Stability Rotation Axis & LuudCombino|ion- FoongHaoNDOvontuming Sliding Stability Form Application Axis Load Combination... Footing Has NO Sliding 1.457ksf 0,0 k-ft (0k-ft &Ok 0.0k O.Ok 1.75Qk-ft 175Ok-ft 1.75Uk-ft 17S0k-ft 31.111 poi 31111 psi 31.1iipsi 311i1ysi 127,604 psi 1.5Qkst V�Ok# O.Ok-ft U.Ok 0.Ok O,Ok S.0Q5k-ft 5.095 k-ft 5,095 k-ft 5.0OSk-ft 76,0psi 75.0 psi 75.Opni 75.0po| 150,0 psi 0)deg CCW No Overturning No Overturning No Sliding No Sliding No Uplift +1.20O+&50L4,80S+1.60H +1.20D+0.50L+1.60S+1.60H +1.20D+0.50L+1.60S+1.60H +1.20D+0.50L+1.608+1.60H +1.20D+0.50L4.60S+l�60H +1 .20D+0.50L+1.60S+1.80H +1.20O+0.50L+1.60S+1.60H +120D+0,50L+1.60S+1.60H +1.20D~0.50L+1.60S+1.60H Gross Allowable (0 (0 <0 0) (0 0) (0 (0 (0 &U <0 0) &O Zecc Actual Soil Bearing Stress 9Locatio in) Bottom Left Top Left Top Right Bottom Right &0 08 (0 (0 (0 (0 (0 (0 0) [0 (0 OO (0 0,5767 0.5767 0,5767 1.457 &5767 1.237 &5767 0.5767 0,5787 1.237 1.237 0460 03460 &5767 0.5767 0.5767 1.457 &5767 1.237 0,5767 0.5767 0.5767 1.237 1.237 0.3460 0,3460 0,5767 O�57G7 1,457 &5767 1.237 K567 0,5767 0,5767 1.237 1237 0,3460 0.3460 0.5767 0.5767 0,5767 1,457 0,5767 1.237 0,5767 0.5767 0.5767 1237 1,237 0.3460 0,3460 Actual /Allow Ratio 0,000 0,385 0.385 0,000 0.385 0,000 0.971 0.000 0,385 0ZU 0.825 0,000 0.385 0,000 0.385 0.000 0,385 O8O0 0.825 0.000 8.825 0.000 0,231 0.000 0,231 0vertuminq Moment Resi$ina Moment Stability Ratio Status All units k Sliding Force Resisting Force Stability Ratio Status 59of88 Ho aoc__nc i Hodge Engineering Inc. Project Title: 2615 Jahn Ave NW Ste. Engineer: Gig Harbor, VVA 98332 Project Descr: 253-857-7055 Jahn@HodgeEngineering.con1 Project ID: Residential Footing General Footing Lic. # : KW-06007122 Description : 36" footing -1500 psf soil Code References File = C:1UsersUGHNHO-11DOCUME-1IENERCA-112015F0-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.4.30 Licensee : HODGE ENGINEERING INC Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7'-10 Load Combinations Used : IBC 2015 General Information Material Properties f"c : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness 2.50 ksi 60.0 ksi ▪ 3,122.0 ksi = 145.0 pcf 0.90 0.750 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth 0.00180 when footing base is below 1.0 1 = 1.0 1 Increases based on footing plan dimension Yes Allowable pressure increase per foot of depth Yes No No when max. length or width is greater than = 1.50 ksf No ▪ 250.0 pcf • 0.30 = ft ksf ft ksf ft Pedestal dimensions... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size Bandwidth Distribution Check (ACI 15.4,4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads 3.0 ft 3.0 ft 12.0 in in in in 3.0 in 4.0 # 4 4.0 # 4 n/a n/a n/a 4.44 Bar. 4•4484I" P : Column Load OB : Overburden M-xx M-zz V-x V-z D Lr L S W E H 4.0 8.0 k ksf k-ft k-ft k k 60 of 88 Ho on-ginDI- o-mc-Noff i tic. Hodge Engineering Inc. Project Title: 2615Jahn Ave NNSte, Ift Gig Harbor, WAg8332 nqec/"em°. Project ID: . General Footing Lir #:nxx-06VV71uz Description : 36" footinO' --DESIGN ---'--' Min. Ratio 00[sfsoil File~c�,\Usemuoxw*o- 5nO-I.EC6 Licensee: HODGE ENGINEERING INC Capacity Design OK Governing Load Combination PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.9853 mb ma m/a n/a 0.2452 0.2452 0.2452 0.2452 0.2103 0.2103 0.2103 PASS 0.2103 pAmo 0,3729 Detailed Results Soil Bearing Rotation Axis & Load . .~D+H . OOdeaCCW '--H 0.OdeaCCW '--r+H . 0.0 demCCW '--H . 0.0dewCCW . 0.0 deaCCW .+O+0J50L+0750S+H . 0.0doqCON .~O~0,60W~H . 0,0 dea CCW ' - -'- H . 0,0dea CCW . UDdemCCW O.OduoCCN .+D+0J50L+0750S+0.5250E+H . 0.0dooCCYV .+0.60D~0.60VY~0.80H . 0.0douCCYY .+0.60D~0.70E460H . 0.0douCCVV Overturning 8mN|ity Rotation Axis & Load Combination... Footing Has NOOverturning Sliding Stability _ �ty Force Application Axis Load Combination_ Footing Has NO Sliding Soil Bearing Overturning 'X-X Overturning 'Z-Z Sliding 'X-X Sliding 'Z-Z Uplift ZFlexure (+X) ZFlexure (-0 XFlexure (+Z) XFlexure ('Z) 1-way Shear (+0 1-way Shear AV 1-way Shear (+Z) 1-way Shear ('Z) 2-way Punching 1.478ksf 0)k-ft 0.0 k-ft O.0k O.0k D.0k 2.555k-ft 2.555 k-ft 2.555k-ft 2.555kft 15.774 psi 15.774 psi 15.774 psi 15774 psi S5.U34poi 1.50hsf (0k-ft 0.0 k-ft 0.Uk O.Ok O.0k 1U.424k-ft 10.424k-ft 10,424 k-ft 10.424k-ft 75.Opoi 75.Opoi 75.Opoi 75.Ops| 150.0 psi [0deg CCW No Overturning No Overturning No Sliding No Sliding No Uplift +1.20O+1.60S+0.50W+l.60H +120D4.60S+0.50W+.60H ~120O+1.80S+0.50VV+1.60H +1.20D+1.60S+0.50VV+1.80H ~120D~0.50L+1.80S+1.60H +120D+0.50L+1.60S+1.60H +120D+0.50L+1.60S+1.60H ~1.20D+0.50L+1.60S+1.60H +1.20D+8.50L+1.60S+1.60H Gross Allowable 1.50 1�5Q 1.50 1,50 1.50 1.50 1�50 1.50 1,50 1�50 1.5@ 1.58 1.50 (0 0} 0] <0 OO 0) 0D (0 0.0 (0 &O (0 0) (0 (0 (0 0.0 OO <0 0.0 0) (0 (0 (0 0) (0 Actual Soil Bearing Stress 9Locatio Bottom Left Top Left Top Right Bottom Right 0,5894 &5894 1.478 0.5894 1.256 0.5804 0,5894 U�58B4 1.250 1.25@ &3537 0.3537 0.5894 0.5894 0,5894 1.40 0.5894 1.258 0.5894 0.5894 0.5894 1250 1.256 0,3537 0.3537 0,5894 0.5894 1.478 &5894 1.256 0.5894 0,5894 0.5894 1156 1.25@ 0,3537 0,3537 &5894 0.5894 0.5894 1.478 0,5894 1250 0.5894 0,S8&4 0.5894 1.256 1.256 0.3537 0.3537 Actual /Allow Ratio OZO 0.393 0.000 0393 0ZO 0.333 0.000 O.&85 0.000 0.393 0,000 8.837 0800 0.393 O8OD 0.393 0.000 0.393 0.000 0,837 0.000 0.837 0,000 0.236 0.000 0.236 Overturning Moment Resisting Moment Stability Ratio Status All units k Sliding Force Resisting Force Stability Ratio Status Ho g•inoc__nC I Hodge Engineering Inc. Project Title: 2615 Jahn Ave NW Ste. Ef n9ineer: Gig Harbor, WA 98332 Project Descr: 253-857-7055 John@HodgeEngineering corn Project ID: Residential Footing General Footing Description : 42" footing -1500 psf soil Code References File = C:1Users1JOHNHO^11D0CUME-11ENERCA-112015F0-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.4.30 Licensee : HODGE ENGINEERING INC Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness 2.50 ksi = 60.0 ksi = 3,122.0 ksi • 145.0 pcf 0.90 • 0.750 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff, Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth 0.00180 when footing base is below 1.0 1 1.0 1 Yes Yes No No Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than 1.50 ksf No 250.0 pcf 0.30 ft ksf ft ksf ft Pedestal dimensions... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height = Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size Bandwidth Distribution Check (ACI 15.4.4,2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads 3.50 ft 3.50 ft 12.0 in in in in 3.0 in 5.0 # 4 5.0 # 4 n/a n/a n/a 6 .M 4 Bens 5,p 4 Bern P : Column Load OB : Overburden M-xx M-zz V-x V-z D Lr L s W E H 6.50 10.0 k ksf k-ft k-ft k k 62 of 88 Hodge Engineering Inc. Project Title: Hoage2615 Jahn Ave NW Ste, E!�nqineer: Gig Harbor, WA98332 projectDescr: 253-W-7055 �� cI1glD����Cll�x� JohnCEDHodgoEngineering.00m Proiect ID: General Footing uc.#:mxV*aoVnuu DESIGN SUMMARY 00mJso Min. Ratio Item File ~C:\Usersuoxw*o-mmCUwc 1\Ewcnox-101 5Fo-,EC swencALu INC. 'om-2x�Build:6./z�17,ver:o1,�o Licensee: *qDGsENGINEERING INC Capacity Design OK Governing Load Combination PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS &9947 n/a m/a ma n/a (.3104 0,3104 0.3104 U104 0.2764 0.2764 0.2764 0,2764 05122 Detailed Results Soil Bearing Rotation Axis & Load Combination... .~8~H . 0.0deoCCW '--H . &0deaCCW ' --H . KUdeaCCW '--H . OOdewCCW . KUdeoCCW .+D+0J50L+8750S+H . 0.0 deq CCVV .+D~8.60W+H . 0.8doqCCYV .+D+OJ0E+H . O.OdoqCCYV .~0~075ULr+0J50L+0.450VV~H . 0.0gonCCYV .+O+0750L+0.750G+0.450VV+H . 0DdonCCVV .+D~0.750L~0.750S~8.5250E+H . 00do CCVY .~0.80D~0,60VV+0.68H . 0,0 deq CCVV 40.60D~0.70E+0,80H . 0.0donCCVV Overturning Stabilit y Rotation Axis & Load Combination... Footing Has NOOverturning SlidingStability ty Force Application Axis LooUCmmbinahnn- Soil Bearing Overturning 'X-X Overturning 'Z-Z Sliding 'X-X Sliding 'Z-Z Uplift ZFlexure (+X) ZFlexure ('X) XFlexure (+Z) XFlexure (-D 1-way Shear (+X) 1-way Shear 1-way Shear (+Z) 1-way Shear ('Z) 2-way Punching 1,4g2kd 0.0 k-ft O.Ok-ft O.Ok O.0k O.Ob 3.46Qkft 3.458 k4t 8.468k-h 3.458k'M 20.733 poi 20.733 poi 20.733 psi 2O733pni 78.834 psi 1.50 ksf Uk-h (0k-ft U.0k U.0k OOk 11.139 k-ft 11139 k-ft 1t130k-ft 11130k-A 70pd 75.0psi 75.0pxi 75.0psi 150.0 psi 0)deg CCW No Overturning No Overturning No Sliding No Sliding No Uplift +1�20D+0.60L+1f0S+1.60H +1.20D+050L+1.60S+1,60H +1,20D+0.50L+180S+1.60H +1.20D+0.50L+1.60S+1.60H +1.20D~8.50L+1.80S~1.60H +1.20D+0.50L+1.60S+1.60H +120O450L+1.60S+1.60H ~120D+0.58L+1.60S+1.60H +1.20D450L+1.60S+1.601­1 Gross Allowable 1,50 1.50 1.50 1.50 1�50 1.50 1.5@ 1.50 1.50 1.50 1.50 1.50 1.50 0) (0 0) (0 (0 (0 (0 (0 (0 (0 (0 (0 (0 &O (0 <0 0,0 (0 (0 0) &O (0 (0 (0 (0 (0 Actual Soil Bearing Stress (PLocotion Bottom Left Top Left Top Right Bottom Right 0,6756 0.6756 &V5G 1.492 KV56 1.280 &6758 0.6756 O.R?58 1.280 1.288 0.4054 0.4054 0,6756 0.6756 0,6756 1.482 0.6758 1.288 0,6756 0,6756 0.6756 1.288 1.288 0.4054 0.4054 &6758 0.6756 0,6756 1A02 0.6756 1.288 K75G 0,6756 0.6756 1.280 1.288 0.4054 0,6756 0.6756 0,6756 1,402 1.288 0.6756 0.6756 0.6756 1.288 1.288 0.4054 0,4054 Actual /Allow Ratio 0.000 0450 0,000 0.450 ODOO 0,450 0.000 0,&A5 0,000 0.450 0.000 0.859 0,000 0,450 0.000 0,450 0.000 0.450 0.000 0,859 ODOO 0.859 ODVO 0,270 0.000 0170 Overturning Moment Resisting Moment Stability Ratio Status All units k Sliding Force Resisting Force Stability Ratio Status 63of88 Ho gCnginoc::nC1 General Footing Lic. # : KW-06007122 Description : 486 footing -1500 psf soil Code References Hodge Engineering Inc. Project Title: 2615 Jahn Ave NW Ste. Efn9ineer: Gig Harbor, WA 98332 Project Descr: 253-857-7055 John a0HodgeEngineering.com Project ID: Residential Footing File = C:IUsersU0HNHO-11DOCUME-11ENE RCA-112015F0-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6,17.4.30 Licensee : HODGE ENGINEERING INC Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7- Load Combinations Used : IBC 2015 General Information 0 Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf, Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions = 2.50 ksi 60.0 ksi ▪ 3,122.0 ksi = 145.0 pcf = 0.90 • 0.750 0.00180 1.0:1 1.0:1 No Yes No No Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot et depth when max. length or width is greater than 1.50 ksf No - 250.0 pcf 0.30 ft ksf ft ksf ft Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness Pedestal dimensions... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height = Rebar Centerline to Edge of Concrete.,. at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size 4.0 ft 3.50 ft 12.0 in in in in 3.0 in 6.0 # 4 6.0 # 4 Bandwidth Distribution Check (ACI 15,4,4.2) Direction Requiring Closer Separation 1g Z-Z Axis # Bars required within zone 93.3 % # Bars required on each side of zone 6.7 % Applied Loads 6-64aps z 8-#4 Bars <Z Seum Loam co P : Column Load OB : Overburden M-xx M-zz V-x V-z Lr L S E H 8.0 13.0 k ksf k-ft k-ft k k 64 of 88 Ho gengin e enng ine, John@HodgeEngineering.corn Hodge Engineering Inc. Project Title: 2615 Jahn Ave NW Ste. En9ineer: Gig Harbor, WA 98332 Project Descr: 253-857-7055 Project ID: Residential Footing General Footing Lic. # KW-06007122 Description : 48" footing -I DESIGN SUMMARY Min. Ratio 00 psf soil Item File = CAUsers1J0HNH0-11DOCUME-11ENERCA-112015F0-1.EC6 ENERCAIC, INC, 1 8 7, Build6.17.3.17, Ver6.17,430 Licensee : HODGE ENGINEERING INC Applied Capacity Design OK Governing Load Combination PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 1.0 n/a n/a n/a n/a n/a 0.3493 0.3493 0.3038 0.3038 0.3622 0.3622 0.2836 0.2836 0.6005 Detailed Results Soil Bearing Rotation Axis & Load Combination... 0.0 deo CCW +D+L+H 0.0 deo CCW , -1-D-f-Lr+H , 0.0 deg CCW +D+S+H 0.0 deo CCW +D+0.750Lr+0.750L+H 0.0 deg CCW +D+0.750L+0.750S+H , 0.0 den CCW -FD+0.60W+H 0.0 deg CCW +D+0.70E+H , 0.0 deg CCW , +D+0.750Lr+0.750L+0.450W+H , 0.0 deg CCW +D+0,750L+0.750S+0.450W+H , 0.0 deg CCW . +D+0.750L+0.750S+0.5250E+H 0.0 deg CCW , +0.60D+0.60W+0.60H 0.0 deg CCW +0.60D+0.70E+0.60H . 0.0 deg CCW Overturning Stability Rotation Axis & Load Combination... Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Footing Has NO Sliding Soil Bearing Overtuming - X-X Overturning - Z-Z Sliding - X-X Sliding - Z-Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1-way Shear (+X) 1-way Shear (-X) 1-way Shear (+Z) 1-way Shear (-Z) 2-way Punching Gross Allowable 1.50 1.50 1,50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 4.632 k-ft 4.632 k-ft 3.547 k-ft 3.547 k-ft 27.165 psi 27.165 psi 21.267 psi 21.267 psi 90.074 psi 1.50 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0,0 k 0.0 k 13.263 k-ft 13.263 k-ft 11,674 k-ft 11.674 k-ft 75.0 psi 75.0 psi 75.0 psi 75.0 psi 150.0 psi 0.0 deg CCW No Overturning No Overturning No Sliding No Sliding No Uplift +1.20D+0,50L+1.60S+1.60H +1.20D+0.50L+1.60S+1.60H +1.20D+1.60S+0.50W+1.60H +1.20D+1.60S+0.50W+1.60H +1,20D+0.50L+1.60S+1.601-1 +1.20D+0.50L+1.60S+1.60H +1.20D+0.50L+1.60S+1.60H +1.20D+0.50L+1.60S+1.60H +1.20D+0.50L+1.60S+1.60H Xecc Zecc (in) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 Actual Soil Bearing Stress @ Location Bottom Left Top Left Top Right Bottom Right 0.5714 0.5714 0.5714 1.50 0.5714 1268 0.5714 0.5714 0.5714 1.268 1,268 0.3429 0.3429 0.5714 0.5714 0,5714 1.50 0.5714 1.268 0.5714 0.5714 0.5714 1.268 1,268 0.3429 0.3429 0.5714 0.5714 0,5714 1.50 0.5714 1.268 0,5714 0.5714 0.5714 1.268 1.268 0,3429 0.3429 0.5714 0.5714 0,5714 1.50 0.5714 1.268 0.5714 0,5714 0.5714 1.268 1,268 0.3429 0.3429 Actual / Allow Ratio 0,000 0.381 0.000 0.381 0.000 0.381 0.000 1.000 0,000 0.381 0.000 0.845 0.000 0.381 0,000 0.381 0.000 0.381 0.000 0.845 0.000 0.845 0.000 0.229 0.000 0.229 Overturning Moment Resisting Moment Stability Ratio Status All units k Sliding Force Resisting Force Stability Ratio Status 65 of 88 Ho Cnginc,C__nG in General Footing Lic. # : KW-06007122 Description : 54" footing -1500 psf soil Code References Hodge Engineering Inc. Project Title: 2615 Jahn Ave NW Ste. Engineer: Gig Harbor, WA 98332 Project Descr: 253-857-7055 Jahn@HodgeEngineering,conj Project ID: Residential rooting File = C:1UsersWOHNIHO-11DOCUME-11ENERCA-1,2015F0-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.4.30 Licensee : HODGE ENGINEERING INC Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties f c : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness Pedestal dimensions... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 0.00180 = 1.0 :1 = 1.0:1 No Yes No No 4.50 ft 4.0 ft 12.0 in in in in 3.0 in 7.0 _ # 4 7.0 # 4 Bandwidth Distribution Check (ACI 15.4,4.2) Direction Requiring Closer Separation ig Z-Z Axis # Bars required within zone 94.1 # Bars required on each side of zone 5.9 Applied Loads Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than 7-#4&tt, 1372 = 1.50 ksf No 250.0 pcf 0.30 ft ksf ft ksf ft °' D Lr L S W E H P : Column Load = 9.0 OB : Overburden M-xx M-zz V-x V-z 18.0 k ksf k-ft k-ft k k 66 of 88 General Footing Lic. #: KW-06007122 Description : 54" footing '1500md*oi DESIGN SUMMARY Min. Ratio Item Hodge Engineering Inc. Project Title: 2815Jahn Ave NWSte. ift Gig Harbor, WAQ8332 "oj«u"e°': 1111W253-857-7055 Project ID: / Residenbal Fooling File ~o:lUsersuOxwoo-vxDOnuws-lkEwsnoA'mooFO+l.sC6 swcoo«LC.mC. 190-207,omm:6.17�17,vm:6.17.4, Licwnsvv:*ppGE ENGINEERING INC Capacity Design OK Governing Load Combination PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 1.0 m1a m/a m/a m/a m1a 0.4391 &4391 0.3883 0.3883 0.4346 0.4346 0.3670 0,3670 O7877 Detailed -Results _ __ Soil Bearing Soil Bearing Overturning 'X-X Overturning 'Z-Z Sliding 'X-X Sliding 'Z-Z Uplift ZFlexure (+X) ZFlexure (-X) XFlexure (+Z) XFlexure ('Z) 1-way Shear (+Q 1-way Shear AQ 1-way Shear (+Z) 1-way Shear (-Z) 2-way Punching Rotation Axis & Load ' .~-D~H . OOdewCCW '--H . 0OdeoCCW '--H . 00deaCCW ' --H . 0.0deaCCW . 00demCCW .+0+0.750L+0.750S+H . 0.0doqCCVV .+O~0,60VV+H 0.0 decl CCYV .+D~87UE+H . 0.0deqCCYV .~8~8J50Lr+8750L~0.450YV+H . O.OdonCCVV .~0+0.750L~0750S+0.450VV~H . O.OdonCCVV .+D+0750L~0J50S~0.5250E~H . 0.0 clea CCYV .+0.00O+0.80YV~0.00H 0.0douCCYY .~8.60O+0.70E~0.60H . 0.0doqCCVY Overturning Stability Rotation Axis & LoodComhinobon- FoolingHasNOOvertumhng Sliding Stability 1.5Qhd K0k-ft 0O>-ft OOk O.0h ODk 5.940k-ft 5.840k-ft 4.683 k-ft 4.60%k'M 32B0poi 32.583 psi 27.523poi 27.S23po{ 118.148 psi 1,50hsf 0Dk-ft ODk-ft O.0k O.Ok 0.0k 13.52Gk-ft 13.528k-ft 12.U88k-ft 12.O88k-# 75.Opmi 75.Upsi 75.Upoi 75,0 poi 1%0 psi 0)deg CCW NoOvertuming NoOverturning No Sliding No Sliding No Uplift +1.20D~0.50L4.60S+1,60H +1.20D+0.50L+1.60S+1.60H +1.20D+1.60S+0.50W+1.60H +1�20D+1f0S+0.50W+,00H +1.20D~0.50L~1,60S+1.60H +128D+0.50L+1.60S+1.60H +1.20D+0.50L+1.60S+1.60H +1.20D+0.50L+1.60S+1.60H +1.20D~0.50L+1.60S+i.60H Gross Allowable 1.50 1.50 1.50 1.50 1150 1.50 1,50 1.50 1,50 1�50 1.50 1.50 1,50 (0 (0 0) 0.0 &O UO (0 (0 0) 0) (0 (0 (0 OO 0) (0 UO &O (0 0) UD 0) 0> 0) (0 (0 Actual Soil Bearing Stress @DLocatio Bottom Left Top Left Top Right Bottom Right 0.50 0,50 0,50 1.50 0.50 1,250 0.50 0.50 0.50 1.250 1250 0.30 0,30 &50 0.50 0.50 1.50 0.50 1.250 0.50 0.50 0.50 1,250 1.250 0.30 0.30 0.50 050 0.50 1,50 0,50 1.250 0.50 0.50 0.50 1ZO 1.250 030 030 0.50 0.50 0.50 1.50 0.50 1.250 0.50 0.50 0.50 1,250 1.250 0.30 0,30 Actual /Allow Ratio 0,000 0,333 0,000 0.333 0,000 0.333 OOOO 1000 0,000 0.333 0,000 0.833 0,000 0.333 0.000 0333 0.000 0333 0.000 0,833 0.000 0,833 0.000 O,%OO 0,000 0,200 Force Application Axis Load Combination... Footing Has NO Sliding Overturning Moment Resisting Moment Stability Ratio Status All units k Sliding Force Resisting Force Stability Ratio Status 67of88 General Footing Description : 0C_"rC n1 60" footing -1500 psf soil Code References Hodge Engineering Inc. Project Title: 2615 Jahn Ave NW Ste. Engineer: Gig Harbor, WA 98332 Project Descr: 253-857-7055 John©Hodge:Engineering.com Project ID: Residential Footing File = C:iUsers1JOHNHO-11D0CUME-1IENERCA-112015F0-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.4.30 Licensee : HODGE ENGINEERING INC Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density q Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness Pedestal dimensions... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = 2.50 ksi 60.0 ksi • 3,122.0 ksi ▪ 145.0 pcf 0.90 = 0.750 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface 0.00180 Allow press. increase per foot of depth when footing base is below 1.0:1 1.0 : 1 Increases based on footing plan dimension No Allowable pressure increase per foot of depth Yes No No when max. length or width is greater than 1.50 ksf No 250.0 pcf 0.30 ft ksf ft ksf ft Reinforcing 5.0 ft 4.50 ft 14.0 in in in in 3.0 in Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size 8.0 8.0 # 4 Bandwidth Distribution Check (ACI 15,4.4.2) Direction Requiring Closer Separation 1g Z-Z Axis # Bars required within zone 94.7 % # Bars required on each side of zone 5.3 % Applied Loads rrim • ,1uu• •••• = iiuu••• 5' e-N4Bars ro 4," js to 0 8-N 4 Ban D Lr L s W E H P : Column Load = 10.0 OB : Overburden M-xx M-zz V-x V-z 23.0 k ksf k-ft k-ft k k 68 of 88 � �N��� on gin in Hodge Engineering Inc. Project Title: 2G1SJahn Ave NVVSte, Gig Harbor, WAg8332 noj*c,ue^u: �253-857'7055 . John@HodgoEngineohng.com Project ID: ' ' General Footing _ Min. Ratio Daoohphnn: NTfooting '1500p DfSkG0SU8MARy _ File =C:mumnu0xwxO'xoVCume-1amEnCA-%m1oFO+.EC cwsncALCINC. 1983-m17.ouiloax7.3n7, Vec6.17.4.3 Licensee: HODGE ENGINEERING INC Capacity Design OK Governing Load Combination PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.9780 n/a r/a n/a mb 0.4270 0.4270 0.3828 0,3828 0.370 0.370 0,3155 0.3155 0,6453 -Detailed ��� Soil Bearing, Soil Bearing Overturning 'X-X Overturning 'Z-Z Sliding 'X-X Sliding 'Z-Z Uplift ZFlexure (+0 ZFlexure ('X) XFlexure (+O XFlexure (-D 1-way Shear (+0 1-way Shear -X3 1-way Shear (+Z) 1-way Shear ('Z) 2+wuyPunohing 1.487ksf 0.0 k-ft O.Ok-ft U.Ok O.Ok O.Ok 7.23Ok-h 7.23OWt 5.856k'h S.858k'h 27,750 psi 2775Opmi 21661 psi 23,661 poi 8G.7Q3poi 1Mksf 0.0 k-ft O.Dk-ft U.Ok O.Ok U.0k 1G.O31k'h 16.931 k-ft 15,298k-ft 15.298 k-ft 75.0psi 75Dpd 7Mpsi 75.0psi 150.0 psi (0deg CCW No Overturning No Overturning No Sliding No Sliding No Uplift +1.20D+0.50L4.60S+1.60H +1.20O~0.50L+1.60S+1.60H +1.20D+0.50L+1.80S+1.80H +1.20D+1.60S+0.50VV+1.80H +120D+0.50L+1.60S+1.60H +120D+0.50L+1.60G+1.60H +1.20O450L+1.60S+1MH +1.28D+0.50L+1.60S+1.GOH +1.200+0.50L+1.608+1.60H ~ Rotation Axis & Load Combination... Gross Allowable .~8~H . 0DdeqCCW '--H . 00deQCCW '--' . 08clemCCW '--H . 88deoCCW . K0deqCCW .+U~8J50L+0.750S+H . O.OdeqCCYV .+D+0.60N+H . 0.0 deq CCVV .+D+0.0E+H O.0dooCCVV .+O+075OLr+0.750L+0.450W+H . 0.0donCCVV .+O+0.750L+0.750S+0.450VV+H . 0.0deqCCVV +D~8J50L~8J50S~0.5250E+H . 0.0 dea CCVV .~0.80D+0.80VV+0.60H . 0.0deoCCYY .+O.GOD+OJOE+O.GUH . O.OdeqCCVV Ovortu/ningStability Rotation Axis & Load Combination_ Footing Has NOOverturning Sliding Stability 1.5@ 1.50 1.50 1.50 1.50 1.50 1.50 1,50 1.50 1.50 1.50 1M 1M (0 (0 (0 0) (0 0) 0) (0 0) 0) 0) 0) 0) OO (0 (0 (0 0.0 0) (0 (0 (0 0) 0O 0) (0 Overturning Moment Actual Soil Stress @Locution Bottom Left Top Left Top Right Bottom Right 0.4444 0.4444 0.4444 1.467 0.4444 1111 &4444 0.4444 0.4444 1211 1211 0,2667 0.2667 &4444 0.4444 0.4444 1.467 0.4444 1.211 0,4444 0,4444 0,4444 1.211 Q11 02667 0,2667 Resisting Moment 0.4# 0.4444 0,4444 1.487 0.4444 1.211 &#44 0.4444 1.211 1211 0.2667 0.2667 &4444 0.4444 0.4444 1.467 04444 1.%11 0,4444 0,4444 0,4444 1.211 1.211 0.2667 0,2667 Stability Ratio Force Application Axis Load Combination... Footing Has NO Sliding Sliding Force Resisting Force Actual /Albw Ratio 0.000 0,296 0.000 0,296 0,000 0.296 0,000 0.978 0.000 0.206 0.000 0,807 0.000 0.206 0,000 0,296 0,000 0,296 0.000 0807 0.000 0807 0,000 0,178 0.000 0.178 Status All units k Stability Ratio Status 69of88 Ho g 1 n 0'_nc lac John@HodgeEngineering.corn Hodge Engineering Inc. Project Title: 2615 Jahn Ave NW Ste. EfNineer: eGig Harbor, WA 98332 Project Descr: 253-857-705I5 Project ID: Residential Footing General Footing Lic. # : KW-06007122 Description : 72" footing -1500 psf soil Code References File = C:1Users1JOHNHO-11DOCUME-11ENERCA-112015F0-1.EC6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.4.30 Licensee : HODGE ENGINEERING INC Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties f1c : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis = Footing Thickness 2.50 ksi 60.0 ksi = 3,122.0 ksi 145.0 pcf 0.90 0.750 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth 0.00180 when footing base is below = 1.0 1 1.0 1 Yes Yes No No Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than 1.50 ksf No 250.0 pcf 0.30 ft ksf ft ksf ft Pedestal dimensions... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size Bandwidth Distribution Check (ACI 15,4.4,2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads 6.0 ft 6.0 ft 16.0 in in in in 3.0 in 11.0 # 4 11.0 # 4 n/a n/a n/a 6' 11.M4B$r$ 0 1 11 11.#4 Bun P : Column Load OB : Overburden M-xx M-zz V-x V-z D Lr L S W E H 16.0 31.0 k ksf k-ft k-ft k k 70 of 88 Ho engmoon General Footing Lic. # : KW-06007122 Description : 72" footing -1 00 psf soil DESIGN SUMMARY Min. Ratio Item Hodge Engineering Inc. Project Title: 2615 Jahn Ave NW Ste. En9ineer: Gig Harbor, WA 98332 Project Descr: 253-857-7055 inc , John@HodgeEngineering.coM Project ID; Residential Footing File = CAUsersU0HNN0-11DOCUME-11ENERCA-112015F0-11C6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver6.17.4.30 icensee : HODGE ENGINEERING INC Design OK Applied Capacity Governing Load Combination PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.9993 n/a n/a n/a n/a n/a 0.4960 0.4960 0.4960 0.4960 0.3712 0.3712 0.3712 0.3712 0.7397 Detailed Results Soil Bearing Soil Bearing Overturning - X-X Overturning - Z-Z Sliding - X-X Sliding - Z-Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1-way Shear (+X) 1-way Shear (-X) 1-way Shear (+Z) 1-way Shear (-Z) 2-way Punching Rotation Axis & Load Combination... +D+H , 0.0 deo CCW , +D+L+H • 0.0 deo CCW +D+Lr+H , 0,0 deo CCW +D+S+H 0.0 deo CCW +D+0.750Lr+0.750L+H 0.0 den CCW +D+0.750L+0,750S+H 0.0 deo CCW • +0+0.60W+H • 0.0 deo CCW +D+0.70E-1-1-1 0.0 dea CCW . +D+0.750Lr+0.750L+0.450W+H . 0.0 deo CCW +D+0.750L+0.750S+0.450W+H 0.0 deo CCW +D+0.750L+0,750S+0.5250E+H • 0.0 deo CCW +0.60D+0,60W+0.60H 0.0 deo CCW +0,60D+0.70E+0.60H , 0.0 den CCW Overturning Stability Rotation Axis & Load Combination... Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... 1.499 ksf 0.0 k-ft 0,0 k-ft 0.0 k 0.0 k 0.0 k 10.287 k-ft 10.287 k-ft 10.287 k-ft 10.287 k-ft 27.842 psi 27.842 psi 27.842 psi 27.842 psi 110.960 psi 1.50 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 20.738 k-ft 20.738 k-ft 20,738 k-ft 20.738 k-ft 75.0 psi 75.0 psi 75.0 psi 75.0 psi 150.0 psi 0.0 deg CCW No Overturning No Overturning No Sliding No Sliding No Uplift +1.20D+0.50L+1.60S+1.60H +1.20D+0.50L+1,60S+1.60H +1.20D+0.50L+1.60S+1.60H +1,20D+0,50L+1.60S+1.60H +1.20D+0.50L+1.60S+1.60H +1.20D+0.50L+1.60S+1.60H +1.20D+0.50L+1.60S+1.60H +1.20D+0.50L+1.60S+1.60H +1,20D+0,50L+1.60S+1,60H Gross Allowable 1.50 1,50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1,50 1.50 1.50 1.50 Xecc Zecc Actual Soil Bearing Stress @ Location Bottom Left Top Left Top Right Bottom Right 0.0 0.0 0.0 0 . 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 (in) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 . 0 0.0 0.0 0.0 0.0 0.6378 0.6378 0.6378 1,499 0,6378 1,284 0.6378 0.6378 0.6378 1.284 1,284 0.3827 0.3827 0.6378 0.6378 0.6378 1.499 0,6378 1.284 0.6378 0.6378 0.6378 1.284 1,284 0.3827 0.3827 0,6378 0.6378 0.6378 1.499 0.6378 1.284 0.6378 0,6378 0.6378 1,284 1.284 0.3827 0.3827 0.6378 0.6378 0.6378 1.499 0.6378 1.284 0.6378 0.6378 0.6378 1.284 1.284 0.3827 0.3827 Actual / Allow Ratio 0.000 0.425 0.000 0.425 0.000 0.425 0.000 0.999 0.000 0.425 0.000 0.856 0.000 0.425 0,000 0.425 0.000 0.425 0,000 0.856 0.000 0.856 0.000 0.255 0.000 0.255 Overturning Moment Resisting Moment Stability Ratio Status All units k Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding 71 of 88 Hodge Engineering, Inc 3733 Rosedale Street Gig Harbor, WA. 98332 Concrete Beam Lic. # : KW.06007122 DESCRIPTION: 2" footing with 6" stem wall 1500 psf soil, 2500 psi concrete CODE REFERENCES File = CAUsers IJOHNHO-11DOCUME-11ENERCA-1 5 footing pad calcs.ec6 • Software copyright ENERCALC, INC. 1 -2019, Build:10,19.1.30 HODGE ENGINEERING INC Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties rc 1/2 fr fc * 7.50 41 Density X LtWt Factor Elastic Modulus = fy - Main Rebar = E - Main Rebar = 2.50 ksi (I) Phi Values Flexure: 0.90 = 375.0 psi Shear : 0.750 145.0 pcf P 1 = 0.850 = 1.0 3,122.0 ksi Fy - Stirrups 60.0 ksi E - Stirrups = Stirrup Bar Size # 29,000.0 ksi Number of Resisting Legs Per Stirrup = 40,0 ksi 29,000.0 ksi 3 Cross Section & Reinforcing Details Inverted Tee Section, Stem Width = 6.0 in, Total Height = 18.0 in, Top Flange Width = 12,0 in, Flange Thickness = 6.0 in Span #1 Reinforcing,... 2-#4 at 3.0 in from Bottom, from 0.0 to 5.0 ft in this span Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D = 0.0150, S 0.030 ksf, Tributary Width = 15.0 ft, (Roof) Uniform Load : D = 0,010, L = 0.040 ksf, Tributary Width = 7.0 ft, (Floor) Point Load: D = 3.0, S = 7.0 k @ 2.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn * Phi : Allowable Location of maximum on span 0.892 : 1 Typical Section 22.804 k-ft 25.551 k-ft 2.505 ft Span # where maximum occurs Span # 1 1-#4 at 3.0 in from Top, from 0.0 to 5.0 ft in this span Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.003 in Ratio = 19795 >=360 0.000 in Ratio = 0 <360.0 0.006 in Ratio = 9596 >=160 0.000 in Ratio = 0 <180.0 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +0+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H 7.225 0.700 2.600 3.300 2.600 7.225 3.125 6.594 2.600 2.600 7.225 0.700 2.600 3.300 2.600 7,225 3,125 6.594 2,600 2,600 72 of 88 engineeringHodgeinc. Concrete Beam Lic. # : KW-06007122 Hodge Engineering, Inc 3733 Rosedale Street Gig Harbor, WA, 98332 DESCRIPTION: 12" footing with 6" stem wall 1500 psf soil, 2500 psi concrete Load Combination Segment Span # Location (ft) along Beam File = CaUsersWOHNHO-11©OCUME-11ENERCA-112015 tooting pad calcs.ec6 yright ENERCALC, INC. 1983-2019, Build:10.19.1.30 HODGE ENGINEERING INC Bending Stress Results (k-ft ) Mu : Max Phi`Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 +1.40D+1.60H Span # 1 +1.20D+0.50Lr+1,60L+1,60H Span # 1 +1, 20 D+1.60 L+0.5 0 S +1.60 H Span # 1 +1.20 D+1.60 L r+0.50 L+1.60 H Span # 1 +1.20D+1.60 Lr+0.50W+1.60H Span # 1 +1.20D+0.50L+1.60S+1.60H Span # 1 +1.20D+1.605+0.50W+1.60H Span # 1 +1.20D+0.50L r+0.50L+W+1.60H Span # 1 +1.20D+0.50L+0.50S+W+1.60H Span # 1 +1.20D+0.50L+0.70S+E+1.60H Span # 1 +0.90D+W+0.90H Span # 1 +0.90D+E+0.90H Span # 1 Overall Maximum Deflections 1 5.000 1 5.000 1 5.000 1 5.000 1 5.000 1 5.000 1 5.000 1 5.000 1 5.000 1 5.000 1 5.000 1 5.000 1 5.000 22.80 25.55 0.89 7,17 25.55 0.28 7.54 25.55 0.30 12.61 25.55 0.49 6.58 25.55 0.26 6,14 25.55 0.24 22.80 25.55 0.89 22.37 25.55 0.88 6.58 25.55 0.26 11.65 25.55 0.46 13.68 25.55 0.54 4.61 25.55 0.18 4.61 25.55 0.18 Load Combination Span Max. " " Deft (in) Location in Span (ft) Load Combination Max. "+" Defl (in) Location in Span (ft) +D+S+11 1 0.0063 2.500 0.0000 0.000 73 of 88 Hodge Engineering, Inc 3733 Rosedale Street Gig Harbor, WA. 98332 Concrete Beam Lic. #: KW-06007122 DESCRIPTION: 15" footing with 6" stem all 1500 psf soil, 2 00 psi concrete CODE REFERENCES File = C:\UsersJOHNHO-1DOCUME-1\ENERCA-1\2015 footing pad calcs.ec6 Software copyright ENERCALC, INC. 1983-2019, Boild:10.19.1.30 HODGE ENGINEERING INC Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties fc fr = fc1/2 * 7.50 y Density LtWt Factor Elastic Modulus = fy - Main Rebar = E - Main Rebar = 2.50 ksi = 375.0 psi = 145.0 pcf 1.0 3,122,0 ksi (I) Phi Values Flexure: 0.90 Shear : 0.750 R 0.850 Fy - Stirrups E - Stirrups = 60.0 ksi Stirrup Bar Size # 29,000.0 ksi Number of Resisting Legs Per Stirrup = 40.0 ksi 29,000.0 ksi 3 D(3) S(7) c) 6 072 8 Cross Section & Reinforcing Details Inverted Tee Section, Stem Width = 8.0 in, Total Height = 18.0 in, Top Flange Width = 15.0 in, Flange Thickness = 6.0 in Span #1 Reinforcing.... 244 at 3.0 in from Bottom, from 0.0 to 5.0 ft in this span Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0,0150, S = 0.030 ksf, Tributary Width = 15.0 ft, (Roof) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 7.0 ft, (Floor) Point Load : 0 = 3.0, S = 7,0 k @ 2.50 ft, (Point Load) DESIGN SUMMARY 144 at 3,0 in from Top, from 0.0 to 5.0 ft in this span Maximum Bending Stress Ratio = 0.868 : 1 Section used for this span Typical Section Mu : Applied 22.962 k-ft Mn Phi : Allowable 26.452 k-ft Location of maximum on span 2.495 ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Design OK 0.002 in Ratio = 25683 >=360. 0.000 in Ratio = 0 <360.0 0.004 in Ratio = 16719 >=180 0.000 in Ratio = 0 <180.0 Vertical Reactions Support notation Far left is #1 Load Combination Overall MAXimum Overall MINimum +0+H +0+L+H +D+Lr+H +0+S+H +0+0.750Lr+0.750L+H +0+0.750L+0.750S+H +0+0.60W+H 40+0.70E+11 Support 1 Support 2 7.331 7,331 0.700 0.700 2.706 2.706 3.406 3.406 2.706 2.706 7.331 7.331 3.231 3.231 6.699 6,699 2.706 2,706 2.706 2.706 74 of 88 Hodge Engineering, Inc 3733 Rosedale Street Gig Harbor, WA. 98332 Concrete Beam Lic. # : KW-06007122 DESCRIPTION: 15" footing with 6" stem wall 1500 psf soil, 2500 psi concrete Load Combination Segment Span # Location (ft) along Beam File = C:1Users J0HNHO-11D000ME-1 VENERCA-112015 tooting pad calcs.ec6 copyright ENERCALC, INC,1983-2019, Build:10.19,1.30 HODGE ENGINEERING INC Bending Stress Results (k-ft ) Mu : Max Phi"Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 +1.40D+1.60H Span # 1 +1.20D+0.50Lr+1.60 L+1.60H Span # 1 +1.20D+1.60L+0,50S+1.60H Span # 1 +1.20D+1.60Lr+0.50L+1,60H Span # 1 +1.20D+1.60Lr+0.50W+1.60H Span # 1 +1.20D+0.50L+1.60S+1.60H Span # 1 +1, 200+1.60S+0,50W+1.60H Span # 1 +1,20D+0.50Lr+0.50L+W+1.60H Span # 1 +1.20D+0.50L+0.50S+W+1.60H Span # 1 +1.20D+0.50L+0,70S+E+1.60H Span # 1 +0.90D+W+0.90H Span # 1 +0.90D+E+0.90H Span # 1 Overall Maximum Deflections 1 5.000 1 5.000 1 5.000 1 5.000 1 5.000 1 5.000 1 5.000 1 5.000 1 5.000 1 5.000 1 5.000 1 5.000 1 5.000 22.96 26.45 0.87 7.35 26.45 0.28 7.70 26,45 0.29 12.77 26.45 0.48 6.74 26.45 0.25 6.30 26,45 0.24 22.96 26.45 0.87 22.52 26.45 0.85 6.74 26.45 0.25 11.81 26.45 0.45 13.84 26.45 0.52 4.73 26.45 0.18 4.73 26.45 0.18 Load Combination Span Max. =' Defl (in) Location in Span (ft) oad Combination Max. "+" Defl (in) Location in Span (ft) +1J+S+H 1 0.0036 2.500 0.0000 0.000 75 of 88 Hodge Engineering, Inc. Title 4' Unrestrained 40 psf Surcharge Cie 2615 Jahn Ave NW Gig Harbor, WA STe. EVToitb# : Dsgnr: JEH r,'W'r7. 253-857-7055 Description.... Hod 4' Unrestrained wall with 40 psf surcharge This Wall in File: c:\users\johnhodge\documents\retainpro 10 project files\unrestrained walls 2.rpx Page: 1 RetainPro (c) 1987-2016, Build 11.16.06.24 License : KW-06053958 License To : HODGE ENGINEERING Criteria 1 Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 4.00 ft 0.50 ft 0.00 12.00 in 0.0 ft Surcharge Loads 1 Surcharge Over Heel = 40.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity Design Summary 0.0 Ibs 0.0 Ibs 0.0 in 1 Wall Stability Ratios Overturning Sliding • 1.67 OK 1.62 OK Total Bearing Load • 628 lbs ...resultant ecc. = 3.88 in Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Soil Pressure @ Toe 900 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,100 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe Footing Shear @ Heel Allowable Sliding Calcs Lateral Sliding Force = less 100% Passive Force = less 100% Friction Force = Added Force Req'd 8.7 psi 7.2 psi 75.0 psi 440.5 Ibs 347.2 Ibs 366.6 Ibs 0.0 Ibs _for 1.5 Stability = 0.0 Ibs OK OK Soil Data Allow Soil Bearing Equivalent Fluid Pressure Active Heel Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingliSoil Friction Soil height to ignore for passive pressure 1 = 1,500.0 psf Method = 35.0 psf/ft 250.0 psf/ft = 110.00 pcf = 110.00 pcf 0.350 = 0.00 in Lateral Load Applied to Stem Lateral Load 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) 0.0 psf Wind on Exposed Stem = (Service Level) em Construction Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Service Level Strength Level Moment....Actual Service Level Strength Level Moment Allowable Shear Actual Service Level Strength Level OK Shear Allowable OK Wall Weight Reber Depth 'd' Masonry Data Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,ACI 1.200 1.600 1.600 1.000 1.000 1 3rd Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = 0.300 2nd Bottom 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 1 ft = Stem OK 3.50 Concrete LRFD 8.00 # 4 12.00 Center Stem OK 1.00 Concrete LRFD 8.00 # 4 12.00 Center Bar Lap/Emb 0.00 Concrete LRFD 8.00 # 4 12.00 Center • 0.001 0.101 0.183 Ibs = Ibs = ft-# = ft-# = ft-# = psi = psi = psi = psf = in = 17.2 313.1 423.7 3.7 343.6 619.2 3,387.6 3,387.6 3,387.6 0.4 6.5 8.8 75.0 75.0 75.0 100.0 100.0 100.0 4.00 4.00 4.00 fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = = Medium Weight = ASD psi = 2,500.0 2,500.0 2,500.0 psi = 60,000.0 60,000.0 60,000.0 76 of 88 Hod Hodge Engineering, Inc. Title ae 2615 Jahn Ave NW Gig Harbor, WA STe. E5JToitb# Unrestrained 40 psf Surcharge Dsgnr: JEH rr:*r 253.857-7055 Description.... 4Unrestrained wall with 40 psf surcharge This Wall in File: c:\users\johnhodge\documents\retainpro 10 project files\unrestrained walls 2.rpx Page : RetainPro (c) 1987-2016, Build 11.16.06.24 License : KW-06053958 License To : HODGE ENGINEERING Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Concrete Stem Rebar Area 3rd Stem As (based on applied moment) : (4/3)* As 200bd/fy : 200(12)(4)/60000 : 0.0018bh : 0.0018(12)(8): Required Area : Provided Area : Maximum Area : Details Vertical Reinforcing 0.0002 in2/ft 0.0003 in2/ft 0.16 in2/ft 0.1728 in2/ft 0.1728 in2/ft 0.2 in2/ft 0.5419 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.192 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options One layer of : Two layers of : #4@ 12.50 in #5@ 19,38 in #6@ 27.50 in #4@ 25.00 in #5@ 38.75 in #6@ 55.00 in 2nd Stem As (based on applied moment) : (4/3) * As : 200bd/fy : 200(12)(4)/60000 : 0.0018bh : 0.0018(12)(8): Required Area : Provided Area : Maximum Area : Vertical Reinforcing 0.0207 in2/ft 0.0277 in2/ft 0.16 in2/ft 0.1728 in2/ft 0.1728 in2/ft 0.2 in2/ft 0.5419 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.480 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38,75 in #6@ 27.50 in #6@ 55.00 in Bottom Stem As (based on applied moment) : (4/3) * As : 200bd/fy : 200(12)(4)/60000 : 0.0018bh : 0.0018(12)(8) : Required Area : Provided Area : Maximum Area : Vertical Reinforcing 0.0374 in2/ft 0.0498 in2/ft 0.16 in2/ft 0.1728 in2/ft ----------- 0.1728 in2/ft 0.2 in2/ft 0.5419 in2/ft Footing Dimensions & Strengths I Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 0.67 ft • 1.34 2.01 8.00 in 0.00 in 0.00 in 0.79 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm. 3.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.192 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in #5@ 19.38 in #6@ 27.50 in #4@ 25.00 in #5@ 38.75 in #6@ 55.00 in Footing Design Results 1 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 2,100 • 398 57 341 • 8.69 = 75.00 = None Spec'd = None Spec'd = # 4 @ 14.14 in Heel 0 psf 0 ft-# 161 ft-# 161 ft-# 7.21 psi 75.00 psi Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5'lambda*sqrt(fc)*Sm Heel: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.35 in2 Min footing T&S reinf Area per foot 0.17 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 13.89 in #4@ 27.78 in #5@ 21.53 in #5@ 43.06 in #6@ 30.56 in #6@ 61.11 in 77 of 88 Hodge Engineering, Inc. Title ae 2615 Jahn Ave NW Gig Harbor, WA STe. EVToitb# : 4' Unrpstrained 40 psf Surcharge Hod Dsgnr: JEH ri•:•r 1-,WP'1'7. 253-857-7055 Description.... 4Unrestrained wall with 40 psf surcharge This Wall in File: c:\users\johnhodge\documents\retainpro 10 project files\unrestrained walls 2.rpx Page : 3 RetainPro (c) 1987-2016, Build 11.16.06.24 License : KW-06053958 License To : HODGE ENGINEERING Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance Moment Item Ibs ft ft-# Heel Active Pressure = 381.1 1.56 592.8 Surcharge over Heel = 59.4 2.33 138.6 Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total 440.5 O.T.M. 731.4 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = = 1.67 1,047.4 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. „RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel 295.6 1.67 494.9 Sloped Soil Over Heel Surcharge Over Heel = 26.9 1.67 45.0 Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe 73,9 0.34 24.8 Surcharge Over Toe Stem Weight(s) 450.0 1.01 452.3 Earth @ Stem Transitions = Footing Weight = 201.0 1.01 202.1 Key Weight 0.79 Vert. Component Total = 1,047.4 Ibs R.M. 1,219.1 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 Horizontal Defl @ Top of Wall (approximate only) 0.056 The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. pci in 78 of 88 Hod Hodge Engineering, Inc. ereV 2615 Jahn Ave NW Gig Harbor, WA STe. EToitble# : 6' Unrestrained 40 psf Surcharge Dsgnr: JEH :sr:: rr:r r r. 253-857-7055 Description.... 6' Unrestrained wall This Wall in File: c:\users\johnhodge\documents\retainpro 10 project files\unrestrained walls 2.rpx Page: '1 ft RetainPro (c) 1987-2016, Build 11.16.06.24 License : KW-06053958 License To : HODGE ENGINEERING Criteria 1 Retained Height Wall height above soil = Slope Behind Wall Height of Soil over Toe Water height over heel = 6.00 ft 0.50 ft 0.00 12.00 in 0.0 ft Surcharge Loads Surcharge Over Heel = 40.0 psf Used To Resist Sliding & Overturring Surcharge Over Toe = 0,0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity = 0.0 Ibs 0.0 Ibs 0.0 in Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 2.01 OK • 1.56 OK Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable Soil Pressure Less Than ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Sliding Calcs Lateral Sliding Force = less 100% Passive Force = less 100% Friction Force = Added Force Req'd ....for 1.5 Stability 1,270 Ibs 4.54 in 847 psf OK 0 psf OK 1,500 psf Allowable 1,977 psf 0 psf 17.6 psi OK 11.9 psi OK 75.0 psi 883.3 lbs 632.8 Ibs 740.7 Ibs 0.0 Ibs OK 0.0 Ibs OK Cantilevered Retaining Wall Soil Data 1 Allow Soil Bearing Equivalent Fluid Pressure Active Heel Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingIlSoil Friction Soil height to ignore for passive pressure = 1,500.0 psf Method = 35.0 psf/ft • 250.0 psf/ft • 110,00 pcf 110.00 pcf 0.350 0.00 in Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom Load Type Wind on Exposed Stem = (Service Level) 0.0 #/ft 0.00 ft 0.00 ft = Wind (W) (Service Level) 0.0 psf Stem Construction Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data 3rd Code: IBC 2015,ACI 318-14,ACI 530-13 Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 2nd Bottom 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 ft Stem OK 3.50 Concrete LRFD 8.00 # 4 12.00 Center Stem OK 1.00 Concrete LRFD 8.00 # 4 12.00 Center Bar Lap/Emb 0.00 Concrete LRFD 8.00 # 4 12.00 Center fbIFB + fa/Fa Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment....Actual Service Level ft-# = Strength Level ft-# = Moment Allowable ft-# = Shear Actual Service Level psi = Strength Level psi = Shear Allowable psi = Wall Weight psf = Rebar Depth 'd' in = Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = 0.062 0.420 0.563 225.9 801.8 892.2 209.5 1,421.2 1,906.5 3,387.6 3,387.6 3,387,6 4.7 75.0 100.0 4.00 16.7 75.0 100.0 4.00 18.6 75.0 100.0 4.00 = Medium Weight = ASD psi = 2,500.0 2,500.0 2,500.0 psi = 60,000.0 60,000,0 60,000.0 79 of 88 Hod Hodge Engineering, Inc. ere 2615 Jahn Ave NW Gig Harbor, WA STe. EVirditble# : 6' Unrestrained 40 psf Surcharge Dsgnr: JEH rrN reall'r7. 253-857-7055 Description.... 6' Unrestrained wall This Wall in File: c:\users\johnhodge\documents\retainpro 10 project files\unrestrained walls 2.rpx Page : 2 RetainPro (c) 1987-2016, Build 11.16.06.24 License : KW-06053958 License To : HODGE ENGINEERING Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Concrete Stem Rebar Area 3rd Stem As (based on applied moment) : (4/3) * As : 200bd/fy : 200(12)(4)/60000 : 0.0018bh : 0.0018(12)(8) : Required Area : Provided Area : Maximum Area : Details Vertical Reinforcing 0.0126 in2/ft 0.0169 in2/ft 0.16 in2/ft 0.1728 in2/ft 0.1728 in2/ft 0.2 in2/ft 0.5419 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.576 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in #5@ 19.38 in #6@ 27.50 in #4@ 25.00 in #5@ 38.75 in #6@ 55.00 in 2nd Stem As (based on applied moment) : (4/3) * As : 200bd/fy : 200(12)(4)/60000 : 0.0018bh : 0.0018(12)(8) : Required Area : Provided Area : Maximum Area : Vertical Reinforcing 0.0858 in2/ft 0.1144 in2/ft 0.16 in2/ft 0.1728 in2/ft 0.1728 in2/ft 0.2 in2/ft 0.5419 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.480 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in #5@ 19.38 in #6@ 27.50 in #4@ 25.00 in #5@ 38.75 in #6@ 55.00 in Bottom Stem As (based on applied moment) : (4/3) * As : 200bd/fy : 200(12)(4)/60000 : 0.0018bh : 0.0018(12)(8) : Required Area : Provided Area : Maximum Area : Vertical Reinforcing 0.1151 in2/ft 0.1535 in2/ft 0.16 in2/ft 0.1728 in2/ft 0.1728 in2/ft 0.2 in2/ft 0.5419 in2/ft Footing Dimensions & Strengths 1 Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 1.30 ft 1.96 3.26 9.00 in 8.00 in 6.00 in 1.30 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm. 3.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.192 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 In #5@ 19.38 in #6@ 27.50 in #4@ 25.00 in #5@ 38.75 in #6@ 55.00 in Footing Design Results 1 Toe Heel Factored Pressure = 1,977 0 psf Mu' : Upward = 1,421 122 ft-# Mu' : Downward = 224 832 ft-# Mu: Design = 1,197 710 ft-# Actual 1-Way Shear = 17.64 11.94 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = # 4 @ 13.89 in Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Heel: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Key: #4@ 13.89 in, #5@ 21.53 in, #6@ 30.56 in, #7@ 41.67 in, Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in 0.63 in2 0.19 in2 /ft If two layers of horizontal bars: #4@ 24.69 in #5@ 38.27 in #6@ 54.32 in 80 of 88 Hod Hodge Engineering, Inc. ale 2615 Jahn Ave NW Gig Harbor, WA STe. E5J-roltble# : 6' Unrestrained 40 psf Surcharge Dsgnr: JEH rr:.r r.•all'r7. 253-857-7055 Description.... 6Unrestrained wall This Wall in File: c:\users\johnhodge\documents\retainpro 10 project files\unrestrained walls 2.rpx Page 3 RetainPro (c) 1987-2016, Build 11.16.06.24 License : KW-06053958 License To : HODGE ENGINEERING Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Surcharge over Heel 85.9 3.38 .....OVERTURNING Force Distance Moment Ibs ft ft-# Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total 797.3 2.25 1,794.0 289.9 883.3 O.T.M. 2,084.0 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = = 2.01 2,116.1 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt 1 RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel = 855.2 Sloped Soil Over Heel Surcharge Over Heel = 51.8 Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 142.5 Surcharge Over Toe Stem Weight(s) = 650.0 Earth @ Stem Transitions = Footing Weight = 366.6 Key Weight = 50.0 Vert. Component 2,61 2.61 0.65 1.63 1.63 1.63 2,232.4 135.3 92.3 1,058.9 597.2 81,5 Total = 2,116.1 Ibs R.M. 4,197.6 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.047 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 81 of 88 Hodge Engineering, Inc. Title ae 2615 Jahn Ave NW Gig Harbor, WA STe. E5TJoitb# : Unrestrained 40 psf Surcharge Hod Dsgnr: JEH rrrr reaP'rr• 253-857-7055 Description.... 8' Unrestrained wall 40 psf surcharge This Wall in File: cAusers\johnhodge\documents\retainpro 10 project files\unrestrained walls 2.rpx Page : 1 RetainPro (c) 1987-2016, Build 11.16.06.24 License : KW-06053958 License To : HODGE ENGINEERING Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Criteria Retained Height = 8.00 ft Wall height above soil 0.50 ft Slope Behind Wall 0.00 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 40.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity = 0.0 Ibs 0.0 Ibs 0.0 in Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less Than ACI Factored @ Toe = ACI Factored @ Heel Footing Shear © Toe Footing Shear @ Heel Allowable Sliding Calcs Lateral Sliding Force = less 100% Passive Force = less 100% Friction Force = Added Force Req'd ....for 1.5 Stability 2.34 OK 1.51 OK 2,253 Ibs 4.83 in 874 psf OK 73 psf OK 1,500 psf Allowable 2,040 psf 170 psf 18,6 psi OK 13.1 psi OK 75.0 psi 1,532.0 lbs 1,003.5 Ibs 1,314.0 lbs 0.0 Ibs OK 0.0 Ibs OK Soil Data 1 Allow Soil Bearing Equivalent Fluid Pressure Active Heel Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure = 1,500.0 psf Method = 35.0 psflft 250.0 psflft 110.00 pcf 110.00 pcf 0.350 0.00 in Lateral Load Applied to Stem I Lateral Load 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stern = 0.0 psf (Service Level) Stem Construction Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Service Level Strength Level Moment....Actual Service Level Strength Level Moment Allowable Shear Actual Service Level Strength Level ShearAllowable Wall Weight Rebar Depth 'd' Masonry Data 3rd Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = 0.300 2nd Bottom 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 1 Stem OK 3.50 = Concrete = LRFD 8.00 # 5 12.00 Center Stem OK Bar Lap/Emb 1.00 0.00 Concrete Concrete LRFD LRFD 8.00 8.00 # 5 # 5 12.00 10.75 Center Center lbs = lbs = ft-# = ft-# = ft-# = psi = psi = psi = psf = in = 0.208 0.730 0.769 658.6 1,514.5 1,531.8 1,056.7 3,700.2 4,302.0 5,069.7 5,069.7 5,593.0 13.7 31.6 31,9 75.0 75.0 75.0 100.0 100.0 100.0 4.00 4.00 4.00 fm Fs Solid Grouting Modular Ratio 'n' Short Tenn Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = = Medium Weight = ASD psi = 2,500.0 2,500.0 2,500.0 psi = 60,000.0 60,000.0 60,000.0 82 of 88 Hodge Engineering, Inc. Title 8' Unrestrained 40 psf Surcharge Hodae 2615 Jahn Ave NW Gig Harbor, WA STe. E5.1ob# Dsgnr: JEH rr:'r reaUr7. 253-857-7055 Description.... 8Unrestrained wall 40 psf surcharge This Wall in File: c:\users\johnhodge\documents\retainpro 10 project fileslunrestrained walls 2.rpx Page : 2 ft • RetalnPro (c) 1987-2016, Build 11.16.06.24 License : KW-06053958 License To : HODGE ENGINEERING Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Concrete Stem Rebar Area Details 3rd Stem As (based on applied moment) : (4/3) " As : 200bd/fy : 200(12)(4)/60000 : 0.0018bh : 0.0018(12)(8): Required Area : Provided Area : Maximum Area : Vertical Reinforcing Horizontal Reinforcing 0.0638 in2/ft 0.0851 in2/ft 0.16 in2/ft 0.1728 in2/ft ------ 0.1728 in2/ft 0.31 in2/ft 0.5419 in2/ft Min Stem T&S Reinf Area 0.960 in2 Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in 2nd Stem As (based on applied moment): (4/3) As : 200bd/fy : 200(12)(4)/60000 : 0.0018bh : 0.0018(12)(8) : Required Area : Provided Area : Maximum Area : Vertical Reinforcing 0.2234 in2/ft 0.2978 in2/ft 0.16 in2/ft 0.1728 in2/ft 0.2234 in2/ft 0.31 in2/ft 0.5419 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.480 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Bottom Stem As (based on applied moment) : (4/3) As : 200bd/fy : 200(12)(4)/60000 : 0.0018bh : 0.0018(12)(8) : Required Area Provided Area : Maximum Area : Vertical Reinforcing 0.2597 in2/ft 0.3463 in2/ft 0.16 in2/ft 0.1728 in2/ft 0.2597 in2/ft 0.346 in2/ft 0,5419 in2Jft Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 2,500 psi Fy = 2.05 ft 2.71 4.76 12.00 in 8,00 in 10.00 in 2.05 ft 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm, 3,00 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.192 in2 Min Stem T&S Reinf Area per ft of stem Height : 0,192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in #5@ 19.38 in #6@ 27.50 in #4@ 25.00 in #5@ 38.75 in #6@ 55.00 in Footing Design Results 1 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 2,040 3,708 653 3,055 = 18,63 = 75.00 = # 4 @ 9.26 in = # 4 18,00 in = # 4 @ 13.89 in Heel 170 psf 916 ft-# 2,721 ft-# 1,805 ft-# 13.07 psi 75.00 psi Other Acceptable Sizes & Spacings Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46 Heel: Not req'd: Mu < phi*5`lambda"sqrt(fc)*Sm Key: #4@ 13.89 in, #5@ 21.53 in, #6@ 30.56 in, #7@ 41.67 in, Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 1.23 in2 0.26 in2 rft If two layers of horizontal bars: #4@ 18,52 in #5@ 28.70 in #6@ 40.74 in 83 of 88 Hodge Engineering, Inc. 1- ae 2615 Jahn Ave NW Gig Harbor, WA STe. E5Joitble# : Unrestrained 40 psf Surcharge Hod Dsgnr: JEH rrrr rok.'rr. 253-857-7055 Description.... 8' Unrestrained wall 40 psf surcharge This Wall in File: c:\users\johnhodge\documents\retainpro 10 project files\unrestrained walls 2.rpx Page : 3 RetainPro (c) 1987-2016, Build 11.16.06.24 License : KW-06053958 License To : HODGE ENGINEERING Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Summary of Overturning & Resisting Forces & Moments Item .....OVERTURNING..... Force Distance Moment Ibs ft ft-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total 1,417.5 3.00 114.5 4.50 4,252.5 515.5 1,532.0 O.T.M. 4,768.0 ResistIng/Overturning Ratio Vertical Loads used for Soil Pressure = = 2.34 3,754.3 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions= Footing Weighl Key Weight Vert, Component 1,800.3 3.74 6,725.0 81.8 3.74 305.7 225.0 1.02 850.0 2.38 2,022.3 713.8 2.38 83.3 2.38 230.2 1,698.1 198.3 Total = 3,754,3 Ibs R.M. 11,179.6 * Axial live load NOT included in total displayed, or used for overturning resistance, but Is included for soil pressure calculation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.043 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 84 of 88 Hod rr.t Hodge Engineering, Inc. Title 10' Unrestrained 40 psf Surcharge a 2615 Jahn Ave NW Gig Harbor, WA STe. E5Job #: Dsgnr: JEH ,17.17. 253-857-7055 Description.... 10' Unrestrained wall with 40 psf surcharge This Wall in File: c:\users\johnhodge\documents\retainpro 10 project files\unrestrained walls 2.rpx Page : RetainPro (c) 1987.2016, Build 11.16.06.24 License : KW-06053958 License To : HODGE ENGINEERING Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Retained Height - 10.00 ft Wall height above soil 0.50 ft Slope Behind Wall 0.00 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 40.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity = 0,0 lbs 0.0 lbs 0.0 in Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less Than ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Sliding Calcs Lateral Sliding Force = less 100% Passive Force = - less 100% Friction Force = - Added Force Req'd ....for 1.5 Stability 2.65 OK 1.52 OK 3,375 lbs 4.54 in 865 psf OK 213 psf OK 1,500 psf Allowable 2.019 psf 497 psf 28.8 psi OK 17.8 psi OK 75.0 psi 2,257.5 lbs 1,459.2 Ibs 1,968.8 Ibs 0,0 Ibs OK 0.0 Ibs OK Soil Data Allow Soil Bearing Equivalent Fluid Pressure Active Heel Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingliSoil Friction Soil height to ignore for passive pressure = 1,500.0 psf Method = 35.0 psf/ft 250.0 psf/ft = 110.00 pcf 110.00 pcf 0.350 0.00 in Lateral Load Applied o Stem Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Lateral Load ...Height to Top ...Height to Bottom Load Type Wind on Exposed Stem = (Service Level) 0.0 #/ft 0.00 ft 0.00 ft Wind (W) (Service Level) 0.0 psf Stem Construction IBC 2015,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Service Level Strength Level Moment....Actual Service Level Strength Level Moment Allowable Shear Actual Service Level Strength Level Shear Allowable Wall Weight Rebar Depth 'd' Masonry Data Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 3rd 2nd Bottom • 0.0 Ibs • 0.00 ft • 0.00 in 0.00 ft Line Load • 0.0 ft 0.300 Stem OK ft = 3.50 = Concrete • LRFD 8.00 # 5 10.00 Edge Stem OK 1.00 Concrete LRFD 8.00 # 5 10.00 Edge Bar Lap/Emb 0.00 Concrete LRFD 8.00 # 5 9.00 Edge 0.311 0.793 0.769 lbs = lbs = 1,315.4 2,451.3 2,342.5 ft-# = ft-# = 2,993.3 7,628.7 8,147.8 ft-#= 9,623.1 9,623.1 10,601.6 psi = psi = 17.7 33.0 31.5 psi = 75.0 75.0 75.0 psf r= 100.0 100.0 100.0 in = 6.19 6.19 6.19 fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data psi = psi = = Medium Weight = ASD fc psi = 2,500.0 2,500.0 2,500.0 Fy psi = 60,000.0 60,000.0 60,000.0 85 of 88 Hodge Engineering, Inc. Title 10' Unrestrained 40 psf Surcharge Hodae 2615 Jahn Ave NW Gig Harbor, WA STe. E5Job# : Dsgnr: JEH reao'r7. 253-857-7055 • Description.... 10' Unrestrained wall with 40 psf surcharge This Wall in File: c:\users\johnhodge\documents\retainpro 10 project files\unrestrained walls 2.rpx Page : 2 RetainPro (c) 1987-2016, Build 11.16.06.24 License : KW-06053958 License To : HODGE ENGINEERING Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing As (based on applied moment) : 0.1133 in2/ft (4/3)* As : 0.1511 in2/ft 200bd/fy : 200(12)(6.1875)/60000 : 0.0018bh : 0.0018(12)(8) : Required Area : Provided Area : Maximum Area 0.2475 in2/ft 0.1728 in2/ft 0.1728 in2/ft 0.372 in2/ft 0.8382 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 1.344 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in #5@ 19.38 in #6@ 27.50 in #4@ 25.00 in #5@ 38.75 in #6@ 55.00 in 2nd Stem As (based on applied moment) : (4/3)* As 200bd/fy : 200(12)(6.1875)/60000 : 0.0018bh : 0.0018(12)(8) : Required Area : Provided Area : Maximum Area : Vertical Reinforcing 0.2889 in2/ft 0.3852 in2/ft 0.2475 in2/ft 0.1728 in2/ft 0.2889 in2/ft 0.372 in2/ft 0.8382 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.480 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in #5@ 19.38 in #6@ 27.50 in #4@ 25.00 in #5@ 38.75 in #6@ 55.00 in Bottom Stem As (based on applied moment) : (4/3)* As 200bd/fy : 200(12)(6.1875)/60000 : 0.0018bh : 0.0018(12)(8) : Required Area : Provided Area : Maximum Area : Vertical Reinforcing 0.3085 in2/ft 0.4114 in2/ft 0.2475 in2/ft 0.1728 in2/ft ------------ 0.3085 in2/ft 0.4133 in2/ft 0.8382 in2/ft Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 2.80 ft 3.46 6.26 12.00 in 8.00 in 17.00 in 2.80 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.192 in2 Min Stem T&S Reinf Area per ft of stem Height 0.192 in2/ft Horizontal Reinforcing Options : One layer of : #4@ 12.50 In #5@ 19.38 in #6@ 27.50 in Two layers of : #4@ 25.00 in #5@ 38.75 in #6@ 55.00 in Footing Design Results Factored Pressure Mu' : Upward Mu : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 2,019 7,007 1,219 = 5,787 = 28.85 = 75.00 = None Spec'd = None Spec'd = # 5 @ 21.53 in Heel 497 psf 2,829 ft-# 6,113 ft-# 3,283 ft-# 17.82 psi 75.00 psi Other Acceptable Sizes & Spacings Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46 Heel: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46 Key: #4@ 13.89 in, #5@ 21.53 in, #6@ 30.56 in, #7@ 41.67 in, Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 1.62 in2 0.26 in2 ift If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in 86 of 88 Hodge Engineering, Inc. Title10' Unrestrained 40 psf Surcharge Hodae 2615 Jahn Ave NW Gig Harbor, WA STe. E5Job tt : Dsgnr: JEH N.:: rr•r r..all'I-7 253-857-7055 Description.... 10' Unrestrained wall with 40 psf surcharge This Wall in File: c:\users\johnhodge\documents\retainpro 10 project files\unrestrained walls 2.rpx Page : 4* RetalnPro (c) 1987-2016, Build 11.16.06.24 License : KW-06053958 License To : HODGE ENGINEERING Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Ibs ft ..RESISTING Moment Force Distance Moment ft-# Ibs ft ft-# Heel Active Pressure 2,117.5 3.67 Surcharge over Heel = 140.0 5.50 Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total 7,764.2 Soil Over Heel = 3,075.4 4.86 14,947.8 770.0 Sloped Soil Over Heel Surcharge Over Heel = 111.8 4.86 543.6 Adjacent Footing Load = Axial Dead Load on Stem = ' Axial Live Load on Stem = Soil Over Toe = 307.5 1.40 429.9 Surcharge Over Toe = Stem Weight(s) = 1,050.0 3.13 3,285.6 Earth @ Stem Transitions= Footing Weighl = 938.8 3.13 2,937.5 Key Weight = 141.7 3.13 443.3 Vert. Component = 2,257.5 O.T.M. 8,534.2 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = = 2.65 5,625.2 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt 1 Total = 5,625.2 lbs R.M. 22,587.7 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.040 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 87 of 88 Deflection Calculation _ 270 wL4 2E18 Ebdi Ebd 0 = deflection w = uniform load (plf) L = span (ft) (L is the unrestrained length of the member) b = member width (in.) d = member depth (in.) E = modulus of elasticity (psi) Deflection limits are based on Main Wind Force Resisting System pressures, which were estimated by multiplying the C&C pressure by 0.70 (2009, 2012 and 2015 IRC Table R301.7 and IBC Table 1604.3). Wall Design Wind Pressure (PSF)(1)(2) Exposure Categorytsr Effective Wind Area11r (ft2) Basic Wind Speed (mph) 2009 IRC/ BC or older (ASCE 7.05: W) 2012 and 2015 IRC/IBC (ASCE 7-10: 0.6W) 85 90 100 110 120 ( 130 140 1150 110 115 120 130 I 140 1150 160 170 180 B 510 14.5 13.1 16,2 14.7 14.0 20.1 18.1 17.3 24.3 21.9 20.9 28.9 26.1 24.9 33.9 30.6 i 29.2 39.3 35.5 T 33.9 45.1 40.8 38.9 14,6 13.2 12.5 15.9 14.4 13.7 17.3 15.7 14.9 20.3 ' 23.6 ; 18_4 + 21.3 1 17.5 20.3 1 271 24.5 23.3 30.8 27.8 26.6 34.8 31.4 30.0 39.0 35.2 33.6 50 2100 12.5 C 5.10 20.1 22.6 20.4 27.9 25.2 33.7 30.5 40.1 47.1 36.2 i 42.5 54.6 49 3 62.7 t 56.6 20.3 18.3 22.1 20.0 24.1 21.8 28.3 1.. 32.8 25,6 1 29.7 { 37.7 34.0 42.9 38.7 48.4 43.7 54.3 49.0 50 18.2 2100 173 19-4 24.0 29.1 34.6 1 40.6 47.1 54.0 17,5 19.1 20.8 24.4 ' 283 ` 32.5 37.0 41.7 46.8 0 510 50 23.7 21.5 20.5 26,6 24.1 22.9 32.9 29.7 28.3 39.8 35.9 34.3 473 's 55.5 42.8 __50 2 40.8 i 47.9 64.4 58.2 55.5 73.9 66.8 163.7 23.9 216. 20.6 26.1 23.6 22.5 28.4 33,4 138.7 44.4 50.6 57.1 64.0 57.8 55.2 25.7 i 24.5 30.27 35.0 _ 40.1 i 28.8 i 33.4 I 38.3 45.7 1 43.6 5 51.6 49.2 >_ 100 (1) Tabulated pressures are based on the Analytical Procedure defined in ASCE 7, Values assume a Components and Cladding (C&C) member in the interior zone of an enclosed structure, with the following factors: - Risk/occupancy category II - Topographical factor of 1.0 - Mean root height of 33' (2) When designing in accordance with 2012 and 2015 IRC/IBC, the load combinations include a 0.6 factor tor wind. Tabulated wind pressures in the 2012 and 2015 IRC/IBC portion of this table are reduced by 0.6 for direct use with the 2009 IRC-based load tables in this guide. (3) Exposure categories are generally defined as follows (see ASCE 7): B = Urban and suburban areas, wooded areas C = Open lenain with scattered obstructions generally less than 30' in height 0 = Flat, unobstructed areas (4) Effective Wind Area is the span times the tributary width or 11/3, whichever is greater. For values of effective wind areas not listed, interpolation between 10 ft, and 100 ft: is allowed. • Check local cedes for any special wind pressures. When designing in accordance with the 2012 or 20151RC/IBC, use the load tables in this guide in conjunction with the 2012 and 2015IRC/IBC wind pressures above, which have been reduced by 0.6. Effective Wind Area Wall Heigh) Stud/Column Effective Wind Area (ttr) 18' 100 16' 85 14' 65 .�.. 12' __ 48 �.. 10' 33 • Values a e based on L2/3 with a maximum of 100 ft . • it, effec ive wind area should not be confused with the tributary area, which is used to determine the amount of load applied to an individual member. 88 of 88 City of Tukwila Department of Community Development January 22, 2020 NICHOLAS PAYNE 4005 S 150TH ST TUKWILA, WA 98188 RE: Correction Letter # 1 ACCESSORY DWELLING UNIT Permit Application Number D19-0395 PAYNE ADU / GARAGE - 4005 S 150TH ST Dear NICHOLAS PAYNE, Allan Ekberg, Mayor Jack Pace, Director 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: FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. • Fire Dept. vehicular access is required to within 150 ft. of all portions of the new building/residence. Please submit a scaled, detailed site plan showing the access to the new building. PLANNING DEPARTMENT: Meredith Sampson at (206)-431-3661 if you have questions regarding these comments. 1. Show building footprint calculations per TMC 18.10.057. 2. Label elevations by direction (i.e. North, South, East, West). 3. Show all roof pitches for ADU, including those over first floor garage. 4. Detached ADUs may be a maximum of 800 square feet per TMC 18.50.220. On the cover page it says the second floor is 800 square feet, but on page 6 the ADU is shown as 24 ft x 38 ft which equals 912 square feet. Adjust/clarify. 5. How will cars access the garage? From 150th? Show on plans. 6. Label front door of ADU. 7. The maximum height for a detached ADU over a garage is 25 ft per TMC 18.50.220. Show that the ADU meets this requirement by showing that from the average grade plane to the mid -point of the roof is no more than 25 ft. 8.. Complete and submit an ADU Registration Application found here: https://www.tukwilawa.gov/wp- content/uploads/DCD-ADU-Registration-Application-1.pdf. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1) Submit a site plan showing utility services for the proposed garage/ADU building (water, sewer, storm drainage, etc.) Splash blocks for storm drainage runoff are allowed. 2) Applicant shall submit sewer plans to Andrew LaRue at Valley View Sewer District @ (206) 242-3236 for permit approval and submit copy of Valley View Sewer permit to Public Works. 3) Applicant shall contact Mr. Dylan Bailey, WD #125 @ (206) 242-9547 to determine if a separate WM or an upgrade to the existing water service is required. 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 accepted through the mail or by a messenger service. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Sincerely, Bill Rambo Permit Technician File No. D19-0395 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 \ c 4\ en - py PLAN 11 nEvviR • 'NG SLIP PERMIT NUMBER: D19-0395 DATE: 03/31/2020 PROJECT NAME: PAYNE ADU/GARAGE SITE ADDRESS: 4005 S 150TH ST Original Plan Submittal X Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division ,kwc Public Works /lux, G-61404?-0 A-M AAR. )1-17-204 c Fire Prevention 1 Planning Division Structural Li-ir?-024 Permit Coordinator a PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 04/02/20 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 05/28/20 Approved Approved with Conditions N.-- Fire Fees Apply 1-1 Corrections Required 111 (corrections entered in Reviews) Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg EI Fire fl Ping PW D Staff Initfials: 12/18/2013 "PEW COORD COPY° PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0395 PROJECT NAME: PAYNE ADU / GARAGE SITE ADDRESS: 4005 S 150TH ST X Original Plan Submittal Response to Correction Letter # Revision # DATE: 12/16/2019 Revision # before Permit Issued after Permit Issued DEPARTMENTS: Building Division Pulf?ic V)oiC:t PRELIMINARY REVIEW: t°1 AM Fire Preveritio Structural Planning Division Permit Coordinator 111 Not Applicable (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews n DATE: 12/17/19 Structural Review Required DATE: LI Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 1/14/2020 n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg El Fire NI/ Ping 0 PW d Staff Initials: 12/18/2013 st City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.Tukwila A. ov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: C IOU Plan Check/Permit Number: D19-0395 Response to Incomplete Letter # Response to Correction Letter # E] Revision # after Permit is Issued O Revision requested by a City Building Inspector or Plans Examiner El Deferred Submittal # Project Name: Payne ADU/Garage Project Address: 4005 S 150 St r r- 11 CM( +— Ti.j.- C:: Contact Person: 64)\ 613 90()1— Phone Number: (VG) ii15='11-5 Summary of Revision: ACCehS VA/erki-a ovx VokiAvvyfov-4614- cal cotahtw) facitti-e".to44, SktteN%0A Aztc-ktAS labtiltd ki,kt. iock (A-OA/6 44mhilk cw dkLkt. tett 5001t4fG -6‘171t, eak caicotit-ki 4A44-111%141,uprdi tugtol tAtalinut, &AA requlS$t0544., AliAutor Auk's -6 Ake Aarne. ices . ff0A+Libarii.) Kictele-eot ik.fAlathil V rot& tle- Vie ofrot '4 sheaot en At Iv) 36,41%., ttc,tagA. setict, ?tom Shium ov% leirc ()towel cuwerftripo-esidoitr trdief+N 145 tmejA. LIANA-0-W 044 61, ad'ASta Ocht raja rAjlr. Sheet Number(s): plain , "Cloud" or highlight all areas of revision including date ofrevision • Received at the City of Tukwila Permit Center by: Entered in TRAKiT on 3 3 C:1Userabill-ADesktopUtevision Submittal Form.doc Revised: August 2015 "WORKING TOWARD A BETTER ENKROVAIENr, OUTSIDE INSIDE REPAIRS DEPOSIT $ • CO Gc- /-401 sst, t OWNER Ali tir HOUSE ADDRESS 00 SEWER DISTRICT PHONE: 206-242-3236 SIDE SEWER PERMIT VALLEY VIEW SEWER DISTRICT 3460 South 148th Street, Sutte 100 • Seattle, Washington S /5(141- CONTRACTOR: < PERMIT 8160 EASEMENT No. RECEIPT No. ti DATE r; BASEMENT. YES NAME SUB -DIVISION LOT No. I-I/00055s Permit has been granted 03 NO BLK. No. 7_0 Expiration Date 0 Approved by Permits not valid unless signed by district representative. Inspector's Report • Test Report AIR WATER 0 0 Roof, Downspouts, Building Footing Drains, any Ground Water Drains, etc., are not allowed to be hooked into the sewer under this permit. ALL PLUMBING OUTLETS WILL BE CONNECTED TO THE SEWER. This permit Is granted subject to the conditions set forth on the District's Application For Permit and is subject to all stipulations of the District's Side Sewer Resolution as amended and which are by this reference incorporated herein as though set forth in full. Inspector "CAUTION" NO BUILDING ON SEWER EASEMENTS CALL FOR INSPECTION AT 242-3236 • DEWATER DITCH BEFORE INSPECTION • DISTRICT INSPECTION BEFORE BACKFILL • TEST SIDE SEWER BEFORE AND DURING INSPECTION SEPTIC TANK The King County Health Department Uniform Plumbing Code requires septic tanks to be completely pumped and filled with earth, sand, gravel, concrete or other approved material. CITY C.4: TUr„V LA MAR 3 1 Kid PERT CETER SAFETY The Contractor shall comply with the Washington Industrial Safety and Health Act (RAW 49.17) and Safety and Health Standards such as Safety Standards for Construction Work (Chapter 296-155 WAC), General Safety and Health Standards (Chapter 296-24 WAC), General Occupational Health Standards (Chapter 296-22 WAC) and any other appropriate safety and health codes. Residential Sewer Use Sewage Treatment Capaci fication Charge King County Department of Natural Resources and Parks Wastewater Treatment Division To be completed for all new sewer connections, reconnections, or change of use of existing connections. Please Print or Type 5'00 .1 5/ Property Street Address City Owner's Name Owner's Mailing Address 44-/A1 9/41S1 State ZIP .57 City State ZIP Owner's Phone Number (with Area Code) Property Contact Phone Number (with Area C Party to be Billed (if different than Owner): 'flame Street Address City State ZIP Residential Customer Please check appropriate box: Equivalent (RCE) 'ngle-family (free standing, detached only dd 0 Multi -Family (any shared walls): 0 Duplex (0.8 RCE per unit) • 3-Plex (0.8 RCE per unit) Eli 4-Plex (0.8 RCE per unit) • 5 or more (0.64 RCE per unit) No. of Units x 0.64 = • Mobilehome home space (1.0 RCE per space) No. of Spaces x 1.0 = If Multi -family, will units be sold individually? 0Yes 0 No If yes, will this property have a Homeowner's Association? • YesEj No 1.6 2.4 3.2 For King County Use Only Account # No. of RCEs Monthly Rate 1/: I/. • 1/, Sewer District) Date of Sewer Connection Side Sewer Permit Number (41/ r/ T'S Required: Property Tax Parcel Number Subdivision Name Subdivision Number Lot Number Block Number Building Name Please report any demolitions of pre-existing structures on this property Credit for, a demolition may be given under some circumstances. (See King County Code 28.84.050, 0.5) Demolition of pre-existing structure? Yes No Was structure on Sanitary Sewer? 0 Yes 0 No Was Sewer connected before 2/1/90? E Yes El No Sewer disconnect date: Type of structure demolished? Request to apply demolition credit to multiple structures? El Yes C] No Pursuant to King County Code 28.84.050, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council at a rate per moral, per residential customer or residential customer 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 206-477-5516. understand that the inforniation given is correct. I iJiderstand that the capacity charge levied will be based on this information. I understand that any deviation may result in a revised capacity charge. Signature of Owner/Representative Print Name of Owner/Representative Date 1010_6989w_ree_sewer_cap_chg_1057.Indd White — King County Yellow — Local Sewer Agency Pink — Sewer Customer (Rev. 10/16) imal Some L&I regional offices are now open on a limited basis by appointment only, for services that cannot be provided over the phone or online. Masks are required for in -person appointments. Cali the office near you (httos://lni.wa.aoviapency/contact/#office-locations) for assistance, or call 360-902-5800 from 8 am. to 5 p.m. weekdays (except state holidays). CViashincpu,S.,Dr.oinwrr, l Labor & Industries (https://lni.wa.00v) BOLT CONSTRUCTION LLC Owner or tradesperson TSYMBALYUK, OLEKSANDR Principals TSYMBALYUK, OLEKSANDR, PARTNER/MEMBER WA UBI No, 604 527 284 14 109TH PL SE EVERETT, WA 98208 425-595-0175 SNOHOMISH County Business type Limited Liability Company License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active Meets current requirements. License specialties GENERAL License no. BOLTCCL814QK Effective — expiration 11/12/2019-11/12/2021 Bond Navigators Ins Co Bond account no. NAV00012091 $12,000.00 Received by L&I Effective date 11/12/2019 11/07/2019 Expiration date Until Canceled Insurance Preferred Contractors Ins Co R $1,000,000.00 Policy no. PCA5026PC335454 Received by L&I Effective date 11/12/2019 11/07/2019 Expiration date 11/07/2020