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Home My WebLink About18321 31ST AVE NE, #C_BLD1826_2026 el. �'ft-% ArlingtonCity of October 15,2018 4B Partners,Inc. 12520 61h Avenue NE Marysville,WA 98271 RE: 31st Avenue Apartments Mr.Rasmussen, This letter is to inform you that as of July 1,2019,the City will be adopting the 2018 International Building Codes.What this means to you is that if the building permits for the 315t Avenue Apartments have not been issued by June 30, 2019,they will need to be reviewed by your architect and resubmitted to verify compliance with the newly adopted codes.If resubmittal is required, additional plan review fees will need to be paid. Please contact me if you have any questions or concerns. Respectfully, *Lauaerson Permit Technician II CITY OF ARLINGTON TEMPORARY CERTIFICATE OF OCCUPANCY INTERNATIONAL BUILDING CODE SEC. 111 NOTE: THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At 18321 31st Ave NE #C Building Permit Number BLD-1826 Name &Address of Owner Occupant Load Number of Stories MTT Holdings C101: 3, C102: 2, C103: 2, C104: 3 3 16000 Christensen Road,Suite#150 C201: 3, C202: 2, C203: 2, C204: 3 Seattle,WA 98188 C301: 3, C302: 2, C303: 2, C304: 3 Type of Construction/Sprinkler system required Use V-A/YES Residential THE Structure HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE FOR GROUP R-2 OCCUPANCY ISSUED: April 12, 2022 EXPIRES: May 12, 2022 BY Building Official CITY OF ARLINGTON CERTIFICATE OF OCCUPANCY INTERNATIONAL BUILDING CODE SECTION 111 NOTE: THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At 18321 31ST AVE NE #C Building Permit Number BLD-1826 Name &Address of Owner Occupant Load Number of Stories MTT HOLDINGS C101: 3, C102: 2, C103: 2, C104: 3 3 16000 CHRISTENSEN ROAD, SUITE #150 C201: 3, C202: 2, C203: 2, C204: 3 SEATTLE,WA 98188 C301: 3, C302: 2, C303: 2, C304: 3 Type of Construction/ Sprinkler System Required Use V-A/YES RESIDENTIAL THE STRUCTURE HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE FOR GROUP R-2 OCCUPANCY ISSUED: June 14, 2022 BY BUILDING OFFICIAL CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:1832131st Avenue NE,Bldg C Permit#:1826 Parcel#:00472500000804 Valuation: 1,691,734 00 OWNER APPLICANT CONTRACTOR MTT HOLDINGS MTT HOLDINGS Lawson and Sons,LLC 16000 CHRISTENSEN ROAD,SUITE 150 16000 CHRISTENSEN ROAD,SUITE 150 PMB 519,26910 92nd Avenue NE,Suite 5C SEATTLE,WA 98188 SEATTLE,WA 98188 Stanwood,WA 98292 360-551-2282 360-551-2282 425-877-4125 LIC:LAWSOSL855MZ EXP:07/09/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Multi-Family CODE YEAR: 2015 STORIES: 3 CONST.TYPE: `IA DWELLING UNITS: 24 OCC GROUP: R-2 BUILDINGS: 1 OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/I1ER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRCI I0. SALES TAX NOTICE:Sales tax relating to construction and construction materials�inth�eCity of rh"mustrepo on your sales tax return form and codedsi of Arling N3 I. _ Signature Print Name Date Ur ed By Yl. Date CONDITIONS Adhere to approved building plans, Special Use Permit PLN#318, approved civil plans P #1083. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 11/20/2019 Processing/Technology Fee $25.00 11/20/2019 Building Permit Fee $12,059.46 11/20/2019 Building Plan Review Fee $7,838.65 11/20/2019 Park-Community MF $35,928.00 11/20/2019 State Surcharge per Dwelling $46.00 11/20/2019 Traffic Mitigation $29,725.20 11/20/2019 State Building Code Surcharge Fee $6.50 11/20/2019 Building Plan Review Fee ($6,468.12) Total Due: $79,160.69 Total Payment: $0.00 Balance Due: S79,160.69 CALL FOR INSPECTIONS BUILDING INSPECTIONS (360) 403-3417 CALL BY 3:30 PM FOR NEXT DAY INSPECTION When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon a in o o � not roi w �cyi N N N � 2 a = y a ti z � �, 31 st AVENUE N.E. rn - < v N _v N m=o y f y n W PLANTING STRIP PLANTING STRIP c PLANTING STRIP 3 ----- / � N -- --------'�/ EL — a a —_ a p NO19'51"W 270.06' H y � � as Fb = y 3 3 9 9 O --------- s�-------— i I ^ o yFb 3 _ _ ONT SETBACK N of - - - - - y w JI & o - y F cn v - y • w m c � y = m c = - LJ I FF \ I I � w / IF v rn �k /4/ x rnft A = O A x o - = y y o n 3 61, ------ I I _ � � I > E 2 d a g pi -- a. y w � \ - - - - ^ y _ a o wa Iy r I\ - y o g _ - d I \ ➢ I o � - m d y e y y y y o " \ " = yam a g 0000 y d NI _ - v ,4Z / � O ❑ � � I a f . _ s a w - o s - �/ \\ n / _ EF^ y orn-a° CD II ao o I li = o DO - � o r - g -pM IWcn d 4 � y W = o I n I CD I o m c 0 0 �/'� - -'J o� III �+ v J PER PLAN �p 3 r i . . w _ \ f— LANDING w m w w _-mi w m co' •co o COM ACT I V COMPACT 5i o �F C O !� y 1, m 3OlSb''XWZII � � "�' I \ �w I �� 0 3 m I d / I I mao �� vv I o o , I o = I a d--7 I STAN - - _ �ARD \_ STANDARD i rK T \ v m \ y \ C+ I D I \\ c� Mll '�PARK °SO19'� '�E — 193.04 N W 1\\ \ \ SO°19'51"E — 77.02' 15 y m po W \\ w m N m W x n D �• M i �' Q - ' sJo n'a coo 'm c> z c = Z m o m N IV = o = o N Wa a.2 m tv oc>w c � 3 � c> co-> z O� � 3 � ��0� a ow � �w v v O wTv v � -o $ - ➢ y = 0 0 o O z s s .. n _ -o = m = c y z mm o mm rn {fix mm� m m= O` =mono -� f 4l -x o o c/� -i v m o v N o z \u D 4 0 70 n c/) c a mm o v o ns m mm o ��a =y n C - '° z �c n y m wn p v o c=> n s <o�o C mn Q m= �' o p + ;oc `7 C y < v' z �o 'o �o 'o ri�oo= c zo,v�i $ c� v~i n -ivzz L I:y c. z 5� $ �. y gy 6'�, c>z w m rn # o y v� N �o^' p o03 m � � w mo O I— m2F $cjj> z_ m Z �� rn - t'f m = W m m y o ti m m n o o m o o o n m n 4 "�. e m x m o ti m -p v x n �p n o -I w .c n' o �o c m O v COTv v !n m s< oc Oc a'�O' 10 r D �I N ➢5 - 3 ' o� z z ' _ i; D O v a rn o- caer°r° o� c'>w CD o= gym^ xI '�2 OZ m m0>. 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OLYMPIC AVE -ARLINGTON, WA. 98223 ` PHONE; (360) 403-3551 BUILDING PERMIT Address: 1832131st Avenue NE,Bldg C Permit#:1826 Parcel#:00472500000804 Valuation: 1,691,734.00 OWNER APPLICANT CONTRACTOR MTT HOLDINGS MTT HOLDINGS Lawson and Sons,LLC 16000 CHRISTENSEN ROAD,SUITE 150 16000 CHRISTENSEN ROAD,SUITE 150 PMB 519,26910 92nd Avenue NE,Suite 5C SEATTLE,WA 98188 SEATTLE,WA 98188 Stanwood,WA 98292 360-551-2282 360-551-2282 425-877-4125 LIC:LAWSOSL855MZ EXP:07/09/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Multi-Family CODE YEAR: 2015 STORIES: 3 CONST TYPE: `IA DWELLING UNITS: 24 OCC GROUP: R-2 BUILDINGS: 1 OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HISMER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC 110/IRCI10. SALES TAX NOTICE:Sales tax relating to construction and construction materials�inth�e;City of rh tonmustbe repo on your sales tax return form and codcd�i of ArGngt IR3 I. a 1 Signature Print Name Date Released C�" DateCONDITIONS Adhere to approved building plans, Special Use Permit PLN#318, approved civil plans PVW#1083. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. Date Fee Amount 11/20/2019 $25.00 11/20/2019 rrtt '' $12,059.46 11/20/2019 l �"1/O _ $7,838.65 11/20/2019 0 , $35,928.00 11/20/2019 01�\ � _ $46.00 11/20/2019 1 $29,725.20 11/20/2019 $6.50 11/20/2019 ($6,468.12) $79,160.69 $0.00 f � $79,160.69 CALL FOR INSP 6� - - g r f w � .�� - :t . � I I Launa Peterson From: Lou Tyler <Ityler@safebuilt.com> Sent: Tuesday, November 19, 2019 5:27 PM To: Launa Peterson Cc: Raelynn Jones; Kristin Foster Subject: Re: 31st Avenue Apartments [NOTICE: This message originated outside the City of Arlington mail system.-- DO NOT CLICK on links or open attachments unless you are sure the content is safe.] Please sign these again for tomorrow as I'm helping do field inspections. This would be the most efficient way for this projects I'm out of the office. I appreciate that. Lou Get Outlook for iOS From: Launa Peterson <lpeterson@arlingtonwa.gov> Sent:Tuesday, November 19, 2019 4:58:28 PM To: Lou Tyler<ltyler@safebuilt.com> Cc: Raelynn Jones<rjonesi Subject: 31st Avenue Apai Lou, So plans you approved on nits ready to sign for permit numbers BLD#182( How would you like to sigr 315t Avenue Apartments— 18321 315t Avenue NE Arlington, WA 98223 - - -- Respectfully, Launa Peterson Permit Technician II City of Arlington 18204 59th Avenue NE Arlington, WA 98223 (located inside the Airport Office Building) 360-403-3551 ced@arlingtonwa.�ov "You're braver than you believe,stronger than you seem and smarter than you think." - Christopher Robin 1 _ � 1 k � } 1 Prescriptive Energy Code Coml ice for All Climate Zones in Washington Project Information Contact Information 31st Avenue Apartments-BUILDING #C Eric Denny, AIA 18321 31 st Avenue NE 206-679-8025 Arlington, WA. 98223 eric@ericdennyarchitecture.com This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed.In addition, based on the size of the structure,the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date All Climate Zones R-Value U-Factoru Fenestration U-Facto n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC n/a n/a Ceilingk 491 0.026 Wood Frame Wall9.m," 21 int 0.056 Mass Wall R-Value' 21/21" 0.056 Floor 309 0.029 Below Grade Wall`-"' 10/15/21 int+TB 0.042 Slab"R-Value& Depth 10,2 ft n/a "Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1.Small Dwelling Unit: 1.6 credits 21 Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. ❑2.Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in#1 or#3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. 1'13. Large Dwelling Unit: 4.6 credits Dwelling units exceeding 5000 square feet of conditioned floor area. 4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s) 1a Efficient Building Envelope 1a 0.5 0.5 1b Efficient Building Envelope 1b 1.0 ❑ 1c Efficient Building Envelope 1c 2.0 [j 1d Efficient Building Envelope 1d 0.5 ❑ 2a Air Leakage Control and Efficient Ventilation 2a 0.5 ❑ 2b Air Leakage Control and Efficient Ventilation 2b 1.0 ❑ 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 ❑ 3a High Efficiency HVAC 3a 1.0 ❑ 3b High Efficiency HVAC 3b 1.0 ❑ 3c High Efficiency HVAC 3c 1.5 ❑ 3d High Efficiency HVAC 3d 1.0 ❑ 4 High Efficiency HVAC Distribution System 1.0 ❑ 5a Efficient Water Heating 5a 0.5 ❑ 5b Efficient Water Heating 5b 1.0 ❑ 5c Efficient Water Heating 5c 1.5 ❑ 5d Efficient Water Heating 5d 0.5 ❑ 6 Renewable Electric Energy 0.5 *1200 kwh 0.0 Total Credits 1.50 *Please refer to Table R406.2 for complete option descriptions Window, Skylight and Door Schedule Project Information Contact Information 31 st Avenue Apartments-- BUILDING#C Eric Denny, AIA 18321 31 st Avenue NE 206-679-8025 Arlington, WA. 98223 eric@ericdennyarchitecture.com Width Height Ref. U-factor Qt. Feet Inch Feet inch Area UA Exempt Swinging Door(24 sq. ft. max.) 1 10.16 11 13 ju 16 20.01 3.20 Exempt Glazed Fenestration (15 sq. ft. max.) JA 10.26 12 12 ju 13 7H 1 14.01 3.64 Vertical Fenestration (Windows and doors) Component Width Height Description Ref. U-factor Qt. Feet Inch Feet Inch Area UA Window A-- Fix A 0.26 10 2 j3 70.0 18.20 Window B-- Csmt/Fix/Awn B 0.27 8 6 5 " 280.0 75.60 Window C--Awn C 0.27 12 2 ° 2 ° 60.0 16.20 Window D--Csmt/Fix D 0.27 32 5 ° 4 ° 640.0 172.80 Window E-- Fix(NA) E 0.00 0.0 0.00 Window F--Csmt F 0.27 6 2 n 3 '3 1 52.5 14.18 Window G-- Fix/Awn G 0.27 2 3 6 "' 41.0 11.07 Window H-- Fix/Awn H 0.27 4 3 ° 5 70.0 18.90 Window I --Csmt/Awn/Fix 1 0.27 4 7 " 6 V 191.3 51.66 Window J--Csmt/Awn/Fix J 0.27 4 7 " 5 "' 163.3 44.10 Window K-- Fix(NA) K 0.00 0.0 0.00 0.0 0.00 00 0.00 Door 1 --single entry 1 0.16 23 3 u 16 460.0 73.60 Door 2--glass slider 2 10.28 4 6 6 160.0 44.80 Door 3--glass slider 3 0.28 8 5 " 6 266.7 74.67 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.01 0.00 0.0 0.00 _ 0.0 0.00 0.0 0.00 0.0 0.00 0.01 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 (K I� I 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Sum of Vertical Fenestration Area and UA 12454.81 615.77 Vertical Fenestration Area Weighted U= UA/Area 0.25 Overhead Glazing (Skylights) Component Width Height Description Ref. U-factor Qt. Feet Inch Feet inch Area UA NA 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Sum of Overhead Glazing Area and UA 1 0.01 0.00 Overhead Glazing Area Weighted U= UA/Area 1 0.00 Total Sum of Fenestration Area and UA (for heating system sizing calculations) 12488.81 622.61 I I Simple Heating System Size:Washington State This heating system sizing calculator is based on the Prescriptive Reguirements of the 2015 Washington State Energy Code W EC and ACCA Manuals J and S.This calculator will calculate heating loads only.ACCA procedures for sizing cooling systems should be used to determine cooling loads Please fill out all of the green drop-downs and boxes that are applicable to your project.As you make selections in the drop-downs for each section,some values will be calculated for you.If you do not see the selection you need in the drop-down options,please call the WSU Energy Extension Program at (360)956-2042 for assistance. Prgecl Information Contact Information 31st Avenue Apartments--BUILDING ft C Eric DennV,AIA 18321 31stAvenue NE 206-679-8025 Arlington,WA, 98223 eric@ericdennyarchitecture com Heating Svetiiem Tvne: O All Other Systems O Heat Pump To see detailed instructions for each section,place your cursor on the word'Instructions". Design Temoerature Instructions Design Temperature Difference(TT) 47 Everett JC ; AT=Indoor(70 degrees)-Outdoor Design Temp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area(sq ft) 14,232 Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height(ft) B.0 113,856 Glazing and Doors U-Factor X Area = UA Instructions 0.250 2,489 622.25 Skylights U-Factor X Area = UA Instructions 0.50 00 Insulation Attic U-Factor X Area = UA Instructions R49 0.026 4.877 126.80 Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA Instructions No Vaulted Ceilings in this protect. Above Grade Walls(see Figure r) U-Factor X Area UA Instructions -" 0.056 12,884 721.50 R•21 Intermediate � Floors U-Factor X Area UA Instructions i No Floors above unconditioned spaces. � --- Below Grade Walls(see Figure 1) U-Factor X Area UA Instructions NO Below Grade SvatK m tbrs protect. 0.028 Slab Below Grade(sea Ftaure a F-Factor X Leh UA Instructions No v4b Below Grade in this protect. 0.303 --- Slab on Grade(see Figure v F-Factor X Length UA Instructions K 0.360 4,877 1755.72 �IU Fu1y Insulated Location of Ducts Instructions Duct Leakage Coefficient No Ducts 1.00 Sum of UA 3226.28 Envelope Heat Load 151,635 Btu/Hour Figure 1. Sumof UAXAT Air Leakage Heat Load 57,793 Btu/Hour VolumeX 0.6XATX 018 Above Gradc Building Design Heat Load 209,428 Btu/Hour _ Air Leakage+Envelope Heat Loss Building and Duct Heat Load 209,428 Btu/Hour Ducts in unconditioned space:Sum of Building Heat Loss X 1.10 Ducts in conditioned space:Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 261,785 Btu/Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump (07101113) _11 �l COMMERCIAL APPLICATION i • ��*`o, PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 j) Show the location of all new walls,doors,windows, etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors,windows and penetrations. m) Provide a legend that distinguishes existing walls,walls to be removed and new walls. 3 ❑ Reflected Ceiling Plan a) Plan view 1l8"minimum scale. Details a minimum %,-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ❑ Framing Plan a) Specify the size, spacing, span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings, headroom,handrail and guardrail dimensions. 5 ❑ Storage Racks(if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE:High pile storage shall meet the requirements of current International Building and Fire Codes. C. ❑ SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704, the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. ❑ WASHINGTON STATE ENERGY CODE 1.One(1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 2015 Page 4 of 9 ^ w wwr�a�►■ w w nn� ■^ w TfAlkl a,.�i��r,cr%%.aH& r4rlrl.1vN 1 1v1r PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. ❑ SITE PLAN-REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners (or two identifiable locations for irregular plan shapes). 5. Show building setbacks, easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities, including water,sewer,gas and electrical. 10. Flood hazard areas,floodways,and design flood elevations as applicable. B. ❑ ARCHITECTURAL DRAWINGS 1. ❑ Cover sheet a) Building Information 1 Specify model code information. 2 Construction Type. 3. Number of stories and total height in feet. 4 Building square footage(per floor and total) 5 IBC Occupancy Type(show all types by floor and total). 6 Mixed-use ratio (if applicable) 7 Occupant load calculation (show by occupancy type and total) 8 List work to be performed under this permit b) Design Team Information 1 Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5, Developer 6. Any other Design Team Members 2 ❑ Floor Plan a) Plan view 1/8"minimum scale. Details a minimum %,-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan.(on every floor, in all rooms and spaces) e) Show ALL exits on the plans; include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. REV 2015 Page 3 of 9 COMMERCIAL APPLICATION ` PERMIT SUBMITTAL IN O Department of Community & Economic Development p City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following International Codes 1. 2015 International Building Code (IBC) 2. 2015 International Residential Code(IRC) 3. 2015 International Mechanical Code(IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 International Plumbing Code(IPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code(IEBC) 9. 2015 Washington State Energy Code (WESC) 10 2009 Accessible&Usable Buildings and Facilities(ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards,Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided. (IBC Table 1804.2&I RC R401.4.1) D. PLANS AND DRAWINGS Submit two(2) complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42"paper All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions, in indelible ink, blue line,or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 2015 Page 2 of 9 /+0%RMIMP r Plw■ A ■ A !MIME ■^ A 'r0f% 1L1 VVIYIIY CRVINL NrrLIVN 1 IVIV PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 The following minimum Information Is required for your Commercial/Multi-Family Building Permit Application. Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will delay the review. ❑ One (1) City of Arlington Commercial/Multi-Family Permit Application (One (1) permit application per building or structure is required) ❑ One (1) City of Arlington Commercial/Multi-Family Submittal Requirements Form ❑ Two (2)Architectural Drawings ❑ Two (2) Structural Drawings ❑ Two (2) Structural Calculations ❑ One (1) Project Specification Manuals(if applicable) ❑ One (1) NREC Code Compliance Forms ❑ One (1) Special Inspection Requirements Forms r-i tJ One (1) Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS An intake appointment Is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at (360)403 3551 or by email to ced@arlinatonwa.gov. I acknowledge that all items designated above are Included as part of this application. REV 2015 Page 1 of 9 04" , COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections.No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda. Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required, and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS have read and agree to comply with the terms and conditions of this agreement. Owner.413 Partners Inc Date:January 30, 2018 1 hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in accordance with the laws,rules and regulation of the State of Washington. ef�LNrl•�arrer',�(r:'ani�4aerr Applicants Signature Brent Rasmussen January 30, 2018 Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received REV 2015 Page 9 of 9 i u°11 COMMERCIAL APPLICATION '.� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223 • Phone(360) 403-3551 31st ave. apartments Name of Project: Project Address: 18321 31st ave Arlington Wa 98223 Special Inspection Firm: N/A Address: Contact Person: Phone: Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). ( ) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry ( ) Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City;detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued.This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available, at the job site for the use of the special inspector and the City Inspector. The contractor shall maintain all daily inspections reports, on site,for review. REV 2015 Page 8 of 9 ^0%RARM1r=r%^2 w 0 A r w�r+■ ■^ wT1AIL1 vrV1Y11Y1CRVIML MrLIVH 1 IVIr PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223 • Phone(360) 403-3551 Project Name/Tenant 31st Ave. Apartments Site Address18321 31st Ave. N.E. Arlington Wa 98223 Bldg/Unit/Suite Bldg A,B,C IBC Construction Type IBC Occupancy Type Doscription of Uso 48 rental units Building Square Footage Total 3 buildings 27,003 Sq. Ft. Number of Stories 3 Square Footage Per FloorBuilding A 2420, Building b 2268, Building c 4858 Will there be any installation, modification or removal of the following? (Check all that apply) W Automatic fire extinguishing systems ❑ Compressed gas systems W Fire alarm and detection systems Li Fire pumps ❑ Flammable and combustible liquids (tanks,piping etc...) ❑ Hazardous materials ❑ High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure, tents (>200sq ft)or canopies (>400 sq ft) Provide details on any of the above checked items: Sprinkler system and alarm per code Smoke Detectors per code Installation,changes,modifications or removal of any of the above may require additional submittals, Information, or permits during the plan review or construction process. Statement of Special Inspection REV 2015 Page 7 of 9 COMMERCIAL APPLICATION jwr,1� PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are issued separately. Mechanical,electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at(425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment, to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2015 Page 5 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL iv 11 Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BY A COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANTS STATEMENT OF INTENDED USE. Name of Project:31 st Ave. Apartments Valuation. $4,000,000 Project Address: 18321 31st Ave. N.E. Arlington Wa 98223 Parcel ID# 00472500000804 Legal Description lot 6 of higher home sites Owner: 4B Partners Inc. Phone Number:425 508-9539 Address: 12520 6th Ave. N.E. City:Marysville State:Wa Zip Code:98271 Engineer:Fossatti Pawlak Phone Number: 206 456 3071x100 Cell Phone: E-mail: KMaiorki(aDFossatti.com Address: 1735 Westlake Ave. N. Suite 205 City:Seattle State:Wa Zip Code 98109 General Contractor:4B Partners Inc. Phone Number:425 508-9539 Cell Phone: 425 508-9539 E-mail: Brandiatjls@yahoo.com Address:12520 6th Ave. N.E. City:Marysville State: Wa Zip Code: 98271 Contractor's License Number:4BPARP18600R Expiration:9/19/2018 Contact Person: Brent Rasmussen Phone Number:425 508- 9539 Cell Phone: 425 508-9539 E-mail: Brandiatjls@yahoo.com Address: 12520 6th ave. n.e. _ _ City:Marysville State: Wa Zip Code: 98271 Proposed Scope of Work:48 unit apartment complex REV 2015 Page 6 of 9 f l I) -M w C" m m m m m !IJ O m m m � � 0 0 0 m o 0 m O r-0 0 30 O N N ® d 0 z c 0 C m C� 0o- 0 D c r O 0 z c O o too uN'n p r C d N n CD y w cn n 3 S O o El m !D m 0 ' iA t cn ` 00 C Z p O Pi O 0 O O = D m r (mj 2 m q OD W CD o Ul > W o CO o W m r rn - �Q W-6 LIUI-� I I 20 4.21 ! I I I I ROOF TRUSSES o f 1 ®24'oc, TYP I I I 1 I II 20 4.2 I Ir—�I m1I � ! NI ? \\� ? '4 � / \� ( I! II SW-4 OVERFRAMING I I —� sxiO 1 OVERFRAME v AS NEEDED �\--- I r SW-6 Ll -p I \ — W-6 II II I L—JL_ __—J !I � '��\ 120 s4.2 OVERFRAME. N I C311 \�\ ��\ 2x60Wo I FL I OVERFRAMING _--iJ I I W-4 OVERFRAME \L110, / SW-6 I ! ( t WALLS ON TOP OF TRUSSES 2) 2x8 I I SW-6 I I (2) 2x8 —_ Page 1 f 103 N T o SW-6 sW-s 1 d ! 1C2)_zx8 _v ! ! —— (2) 2x6 _ . ------- 1e- - SW-6 105 � � BUILDING �A 6 S4.1 5/54.1 o J2 VAO IIW TJ1360 A16x �Id �o 8 4.1 FLUSH OM 72' I i l i b 113C 7JI360 - 0 16 oc Cd .409/54.1 o16oc o SW-44 ' SW-4 Rd 11 FLUSHBM q FLUSH 8M Pa�I I a 18 of 103 �� T 9 �aY w-4 A 1 I I C 0 SW-4 *000s 4+�t Pl.Aa1 SW-44 -—----Q BUILDING-B- r. V1 A �m tij r` -3 SW-44 Sw —- 3c1` -------------- ----- — � c a 6 S4.1 11W TJMO v _ lo FLUS1i IF— FLUSH BM 11W TJ360 - 016 oc ^ I �La L L C3 I e� > i - _ TYP W-44 z `G4 V, CL te -4V I 3o3A ° �jl�aA _4 3fs W-4 I I I Sw ;-4 I I I I -4 Page 19 of 103 fo > B FLUSH am FLUSH BM C lJ N 7ARAIAln rll AAI T'lm&r .1af a. ser .1 STRUCTURAL CALCULATIONS 31ST AVE APARTMENTS 18321 31ST AVENUE NE ARLINGTON, WA 98223 PERMIT#BLD 1826-C PROJECT NO.: 17-118 DATE: April23rd, 2018 iLPPAW/ Q �Q,oF wns 9�t �p 23024 �` I 'ncps Ra A L YNU FOSSATTI PAWLAK f;TRtJCTURAL FNGINFf�Pc 1735 WESTLAKE AVENUE NORTH, SUITE 205 SEATTLE, WASHINGTON 98109 P: 206.456.3071 F: 206.456.3076 W: www.fossafti.com Received AIN 01 ?01$ 76tt) ISM %t co AWN% DESIGN CRITERIA 1. DESIGN LOADS ROOF LIVE LOAD 25 PSF (SNOW*, Is=1.0) ROOF DEAD LOAD 15 PSF FLOOR LIVE LOAD (RESIDENTIAL) 40 PSF (REDUCIBLE) FLOOR LIVE LOAD (CORRIDORS) 60 PSF (REDUCIBLE) FLOOR DEAD LOAD 31 PSF (W/PARTITION) STAIR AND CORRIDOR LIVE LOAD 100 PSF OR 300 LB/TREAD (NON-REDUCIBLE) PARTITION LOADING 5 PSF WIND (ASCE 7-10) VuLT = 110 MPH, VASD = 85 MPH, (3 sec gust) ENCLOSED BUILDING, EXPOSURE "B", Iw=1.0, Kzt = 1.0 EARTHQUAKE (ASCE 7-10) SITE CLASS D OCCUPANCY CATEGORY II (Ie = 1.0) SEISMIC DESIGN CATEGORY D Ss =1.085g, S1 =0.423g Sds=0.771g, Shc =0.445g EQUIVALENT LATERAL FORCE PROCEDURE LATERAL LOADS ARE RESISTED BY STRUCTURAL WOOD PANEL SHEAR WALLS & DIAPHRAGMS R=6 . 5, p = 1 . 3 VULT = CsW= 0.119W = 7 1.1 K "BUILDING C" SOIL ALLOWABLE SOIL PRESSURE** ............. 1500 PSF GRAVITYANALYSIS SIMILAR TO BUILDING PERMIT# 1820-A, THEREFORE GRA VITY ANAL YSIS COPIED FOR BUILDING C PERMIT# 1826-C PROJECT DETAILS 17-118 SUBJECT PROJECT NO. FOSSATTI PAWLAK 31st Ave Apartments PROJECT DATE ERIC DENNY ARCHITECT FPP I NB Page 1 of 103 CLIENT DESIGN SHEET NO. 10/13/2017 Design Maps Summary Report ;USGS Design Maps -timmary Report V ser-Specified Input { Report Title 18321 31st Ave NE, Arlington, WA 98223 Fri October 13, 2017 22:06:58 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 48.162980N, 122.18831°W Site Soil Classification Site Class D —"Stiff Soil" Risk Category I/II/III Stat Iw()0d. f F$FY HILL tv.;,AL Vuk I w:5f4Y.4i+ON S U SA IJ ST1LL,rIG[YrS bf�►i RES£5'11APON • BA , Arlington 'Warm Beach Im �. Pei't1;.:; 9 RESET AL)ON i+ .Granite Fall USGS-Provided Output Ss = 1.085 g S,,,s = 1.157 g Sus = 0.771 g Si = 0.423 g S,,71 = 0.668 g SD1 = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Reepanse Spectrum DeaW Respoose Spectrum ago am Las as2 a% aa4 a94 aY, a 4S (n ado a4a a4B am 0.3& a24 a 24 CIO a 12 r_ QM aGoo aaa CUM aW adz aW 100 1X I I 193 ZW Period.T(sec) Period.T(sec) Although this information is a product of the U.S. Geological Survey,we provide no warranty, expressed or implied, as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. Page 2 of 103 https://earthquake.usgs.gov/cnl/designmaps/us/summary.php?template=minlmal&latitude=48.16297892200936&longitude=-122.1883i 233706514&sit... 1/1 10/16/2017 Search Results for Map 1 A L_ NMI 1 i r Applied •• • ASCE 7 Windspeed AS(:F -I Ground Snow d oad Related Resources Sponsors About A'I C Contact North rnCnucK Search Results Stanwood r Stanwood Bryant 537 Tfaft011 Query Date: Mon Oct 16 2017 Latitude:48.1627 Longitude: -122.1877 Silvana Arlington ASCE 7-10 Windspeeds Arlington Heights (3-sec peak gust in mph"): 5w lr Risk Category I: 100 warm Beach, Risk Category II: 110 Risk Category III-IV: 115 5't s3, MRI**10-Year: 72 MRI**25-Year: 79 Lake Goodwin MRI**50-Year: 85 ` MRI**100-Year: 91 �5 Weallup Lake John Sam Slimson '; ASCE 7-05 Windspeed: Lake Crossing Tulare Beach North 85 (3-sec peak gust in mph) Marysviue ASCE 7-93 Windspeed: Goingle Map Report a map error 70 (fastest mile in mph) Wiles per hour "Mean Recurrence Interval Users should consult with local building officials to determine if there are community-specific wind speed requirements that govern. n n Print your results WINDSPEED WEBSITE DISCLAIMER 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 windspeed 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 of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the windspeed 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 website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the windspeed load report. Page 3 of 103 Sponsored by the ATC Endowment Fund•Applied Technology Count•201 Redwood Shores Parkway,Suite 240-Redwood City,California 94065•(650)595-1642 http://windspeed.atcouncil.orgAndex.php?option=com_content&view=article&id=10&dec=1&latitude=48.16268300000001&longitude=-122.187728&risk... 1/1 1% LATERAL Calculations SUBJECT f��WS$`�3 FOSSATTI PAWLAK I� STRUCTURAL ENGINEERS PROJECT DATE CLIENT DESIGN SHEET NO. Fossatti Pawlak Structural Er, 'seers JOB TITLE BUILDING C 1735 Westlake Ave N,Ste 20', Seattle,WA 98109 JOB NO. SHEET NO. 206-456-3071 CALCULATED BY DATE CHECKED BY DATE www.struware.com Code Search Code: International Building Code 201: Occupancy: Occupancy Group= R Residential Risk Category& Importance Factors: Risk Category= 11 Wind factor= 1.00 use 0.60 NOTE:Output will be nominal wind pressures Snow factor= 1.00 Seismic factor= 1.00 Type of Construction: Fire Rating: Roof= 0.0 hr Floor= 0.0 hr Building Geometry: Roof angle (0) 5.00/12 22.6 deg Building length(L) 102.0 ft Least width (B) 51.2 ft Mean Roof Ht (h) 28.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 19 psf 200 to 600 sf: 22.8-0.019Area, but not less than 12 psf over 600 sf. 12 psf Floor: Typical Floor N/A Partitions 15 psf Partitions N/A Partitions N/A Partitions N/A Page 5 of 103 Fossattl Pawlak Structural E►- 'neers JOB TITLE ' -118 BUILDING C 1735 Westlake Ave N, Ste 2[, Seattle,WA 98109 JOB NO. SHEET NO. 206-456-3071 CALCULATED BY DATE CHECKED BY DATE Wind Loads : ASCE 7- 10 Ultimate Wind Speed 110 mph Nominal Wind Speed 85.2 mph Risk Category II Exposure Category B Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh easel 0.701 Kh case 2 0.687 Type of roof Hip N �I-,�Speed up Topographic Factor (Kzt ss(upwind] �1x(da�nwindJ Topography Flat .-- - Hill Height (H) 80.0 ft H12 Half Hill Length(Lh) 100.0 ft Lh H Hl2 Actual H/Lh = 0.80 Use H/Lh = 0.50 Modred Lh = 160.0 ft ESCARPMENT From top of crest:x= 50.0 ft Bldg up/down wind? downwind Z46 V(Z) H/Lh= 0.50 K, = 0.000 Speed-up x/Lh= 0.31 K2= 0.792 V(z) x(upwind) _- x(downwind) i z/Lh= 0.18 K3= 1.000 H/21 IH At Mean Roof Ht: Kzt=(1+Kj K2K3)A2= 1.00 2D RIDGE or3D AXISYMMETRICAL HILL Gust Effect Factor Flexible structure if natural frequency<1 Hz(T>1 second). h= 28.0 ft However,if building h/B<4 then probably rigid structure(rule of thumb). B= 51.2 ft h/B= 0.55 Rigid structure /z(0.6h)= 30.0 ft G = 0.85 Using rigid structure default Riqid Structure Flexible or DynamicallV Sensitive Structure e= 0.33 Natural Frequency (rlj)= 0.0 Hz f = 320 ft Damping ratio(0)= 0 Zmin= 30 ft /b= 0.45 c= 0.30 /a= 0.25 9Q,9v= 3.4 Vz= 70.9 Lz= 310.0 ft Nj = 0.00 Q= 0.89 Rn= 0.000 Iz= 0.30 Rh= 28.282 rl= 0.000 h= 28.0 ft G= 0.86 use G=0.85 RB= 28.282 n= 0.000 RL= 28.282 n= 0.000 911 = 0.000 R = 0.000 G = 0.000 Page 6 of 103 - r� Fossatti Pawlak Structural"Ineers JOB TITr-1 7-118 BUILDING C 1735 Westlake Ave N, Ste- .5 Seattle,WA 98109 JOB NO. SHEET NO. 206-456-3071 CALCULATED BY DATE CHECKED BY DATE Enclosure Classification Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building: All walls are at least 80%open. Ao Z 0.8Ag Test for Partially Enclosed Building: Input Test Ao 0.0 sf Ao z 1.1Aoi YES Ag 0.0 sf Ao>4'or 0.01AgL�U Aoi 0.0 sf Aoi/Agi 5 0.20Building is NOT Agi 0.0 Sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao Z 1.1Aoi Ao> smaller of 4'or 0.01 Ag Aoi/Agi s 0.20 Where: Ao=the total area of openings in a wall that receives positive external pressure. Ag=the gross area of that wall in which Ao is identified. Aoi=the sum of the areas of openings in the building envelope(walls and roof)not including Ao. Agi=the sum of the gross surface areas of the building envelope(walls and roof)not including Ag. Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned,the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall&roof openings (Aog): 0 sf Unpartitioned internal volume (Vi): 0 cf Ri= 1.00 Altitude adiustment to constant 0.00256 (caution - see code) Altitude= 0 feet Average Air Density= 0.0765 Ibm/ft3 Constant= 0.00256 Page 7 of 103 �' I I Fossatti Pawlak Structural En, °eers JOB(--'E 17-118 BUILDING C 1735 Westlake Ave N,Ste 20. Seattle,WA 98109 JOB NO. SHEET NO. 206-456-3071 CALCULATED BY DATE CHECKED BY DATE a' Wind Loads - MWFRS all h (Enclosed/partially enclosed only) Kh(case 2)= 0.69 h= 28.0 ft GCpi= +/-0.18 Base pressure(qh)= 10.9 psf ridge ht= 33.3 ft G= 0.85 Roof Angle(0)= 22.6 deg L= 102.0 ft qi=qh Roof tributary area-(h/2)*L: 1428 sf B= 51.2 ft (h/2)*B: 716 sf Nominal Wind Surface Pressures(psf) Wind Normal to Ridge Wind Parallel to Ridge B/L= 0.50 h/L= 0.55 L/B= 1.99 h/L= 0.27 Surface Cp qt GCP w/+q;GCp; w/-ghGCpi Dist.* Cp ghGCP w/+q;GCP; w/-ghGCpl Windward Wall(WW) 0.80 7.4 see table below 0.80 7.4 see table below Leeward Wall(LW) -0.50 -4.6 -6.6 -2.7 -0.30 -2.8 -4.7 -0.8 Side Wall(SW) -0.70 -6.5 -8.4 -4.5 -0.70 -6.5 -8.4 -4.5 Leeward Roof(LR) -0.60 -5.5 -7.5 -3.6 Included in windward roof Windward Roof neg press. -0.37 -3.4 -5.4 -1.5 0 to h/2* -0.90 -8.3 -10.3 -6.3 Windward Roof pos press. 0.09 0.8 -1.2 2.8 h/2 to h* -0.90 -8.3 -10.3 -6.3 h to 2h* -0.50 -4.6 -6.6 -2.7 >2h* -0.30 -2.8 -4.7 -0.8 'Horizontal distance from windward edge NOTE:The code requires the MWFRS be designed for minimum ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. Windward Wall Pressures at"z"(Dsf) Combined WW+LW Windward Wall Normal Parallel LR z Kz Kt gzGCP w/+q;GCP; w/-ghGCpi to Ridge to Ridge 0 to 15' 0.57 1.00 6.2 4.2 8.1 10.8 9.0 SW 20.0 ft 0.62 1.00 6.7 4.7 8.7 11.3 9.5 LW 25.0 ft 0.67 1.00 7.1 5.2 9.1 11.8 9.9 h= 28.0 ft 0.69 1.00 7.4 5.4 9.3 12.0 10.2 ridge= 33.3 ft 0.72 1.00 7.8 5.8 9.7 12.4 10.5 5W L � u�n�D �II2ECTION WaM N01MAL TO RIDGE Z WIND PARALLEL TO RIDGE LW NOTE: y.W See figure in ASCE7 for the application of full and partial loading }WR of the above wind pressures.There are 4 different loading cases. 1 Para et z I Kz Kztqp(p(psi 0.0 ft 0.57 1.00 0.0 WW Windward parapet: 0.0 psf (GCpn=+1.5) Leeward parapet: 0.0 psf (GCpn=-1.0) vr>Nn Windward roof overhangs(add to windward roof pressure): 7.4 psf(upward) .' '. � 'C Cl) O O N O N N J ro a U mai r**� 6n ov, o Zj 00 'i N N -4 N Ln x roM1O00000 io 0000 ,� Y � 0 0 N M O O O O -4 m cR Ln m 3 Y — 00 f0 a0 � f0 r? M M CNM M M 3 a o 0 0 0 0 N N N N N O O 0 0 0 0 N w N co f0 M M co 304 N N N N Q ~ _n O O O O Co W = O 2 O M Oi cli 2 F- M a0 J O v v = O O O O O C%l N O N O N I-- N p m O m of a s a p co N N m N � 3 LL OO O O O O N O O cc J Y_ LL Q N p0 ^ ^ N O 0 0 0 0 0 K Q 3 n 0 O O O J j M w w m w w In L Q Q N O N O J r M M 3 J 0 �. O O O O J _ _ J O n n N N Q V v O N N N Q Cl) Cl) In In Q ' Q Q Q J Gl � M N Q' M N J O E C wCM 04 �i BUILDING C SEISMIC BASE SHEAR: ASCE 7-10 Seismic Use Group 1 Seismic Uso Group Fa Ss< Ss= Ss= Ss= Ss> Site Class= D 1 Ordinary Buildings 0.25 0.5 0.75 1 1.25 Lat. 48.163 2 High Occupancy Buildings A 0.8 0.8 0.8 0.8 0.8 Long. -122.188 3 Hazardous/Essential Bld s B 1 1 1 1 1 Ss= 108.5 %g C 1.2 1.2 1.1 1 1 S1= 44.5 %g D 1.6 1.4 1.2 1.1 1 Seismic Design E 2.5 1.7 1.2 0.9 0.9 Category(SDC)= D 4 F a a a a a Fa= 1.07 scratch work Fv S1< S1= S1= S1= S1> Fv= 1.555 Fa upper= 1 0.1 0.2 0.3 0.4 0.5 Sds= 0.771 Fa lower= 1.1 A 0.8 0.8 0.8 0.8 0.8 Sd1= 0.461 Fv upper= 1.5 B 1 1 1 1 1 Fv lower= 1.6 C 1.7 1.6 1.5 1.4 1.3 Vmin=0.044*Sds W = 0.034 Sms=Fa'Ss= 1.157 D 2.4 2 1.8 1.6 1.5 V= Sds*I W = 0.119 Sm1=Fv = 0.692 E 3.5 3.2 2.8 2.4 2.4 R SDC Sds= D 4 F a a a a a Vmax= Sd1*I W 0.341 SDC Sd1= D 4 T ex oner Ct R*T 0.75 0.02 default T expo' 0.75 0.75 0.03 Ecc Braced Frames Where: Sds= 0.771 Ct= 0.02 0.8 0.016 Concrete Moment Frames Shc= 0.461 Hn= 22.8 0.9 0.028 Steel Moment Frames I= 1 T= 0.208 Timber SW R= 6.5 Total W= 599.0 kips Common Values R omega Therefore: V.ult= 0.119 W V= 71.1 kips Wood SW 6.5 3 bearing wall system V.service= 0.083 W V= 49.7 kips Special Conc SW 5 2.5 bearing wall system E=p Eh+Ev Special CMU SW 5 2.5 bearing wall system where p=1.0 or 1.3 Steel OMRF 3.5 3 building frame system p.y. 1.3 Steel SMRF 8 3 building frame system p.x= 1.3 Steel OBF 5 2 building frame system Steel SBF 6 2 building frame system Note: IBC Ax and r are evaluated at each floor Cant Col bulldino frame system Therefore: pEx= 92.4 kips static distribution is relative to T= 0.208 sec --> linear building period distribution---> k(exponent)= 1.00 North SEISMIC DISTRIBUTION: X-Direction STRENGTH I LRFD ALLOW.STRESS DESIGN Min.Die For STRESS DE Max Dla Force level W h Whk Wh* story shear E story shear E Fx EFx 0.2Sds £Fx!!'Wx 0.4Sds Fpx (kips) (ft) (kip•ft) Y Whk (kips) (kips) (kips) (kips) (kip) (kips) (kips) (kips) (kips) (kips) Roo( 127,9 27.7 3539 0.35 1 32.5 32.5 22.8 22.8 22.77 22.8 0.154 0.178 0.308 19.73 3rd 243.5 18.3 4464 0.44 41.0 73.5 28.7 51.5 28.72 51.5 0.154 0.139 0.308 37.55 2nd 227.5 9.0 2048 0.20 18.8 92-4 13.2 64.7 13.17 64.7 0.154 0.108 0.308 35.09 1 599.0 10051 1.0 92.4 64.7 64.66 92.37 Page 10 of 103 i i BUILDING C Diaphragms Roof DIA (EQ) MINIMUM DIA SHEAR Line W L B V v M C=T A C 342 33.2 114.9 5690 50 47286 411 C D 342 24.4 33.2 4173 126 25428 765 1 3 172 33.2 57.6 2853 50 23707 411 3 4 172 24.2 33.2 2079 63 12586 379 4 5 172 24.8 33.2 2131 64 13221 398 5 7 172 32.6 57.6 2801 49 22853 397 3RD (EQ) Line W L B V v M C=T A C 652 33.2 114.9 10832 94 90015 783 C D 652 24.4 33.2 7943 239 48406 1456 1 3 327 33.2 57.6 5431 94 45130 783 3 4 327 24.2 33.2 3957 119 23958 721 4 5 327 24.8 33.2 4056 122 25169 757 5 7 327 32.6 57.6 5332 93 43504 755 2ND (EQ) Line W L B V v M C=T A C 609 32.6 114.9 9939 86 81105 706 C D 609 25.0 33.2 7606 229 47499 1429 1 3 305 33.2 57.6 5075 88 42182 732 3 4 305 24.2 32.6 3697 113 22386 686 4 5 305 24.8 32.6 3790 116 23517 720 5 7 305 32.6 57.6 4983 86 40663 706 Page 11 of 103 i i BUILDING C Diaphraxms Roof DIA EQ Line W L B V v M C=T A C 395 33.2 114.9 6567 57 54573 475 C D 395 24.4 33.2 4816 145 29346 883 1 3 198 33.2 57.6 3293 57 27360 475 3 4 198 24.2 33.2 2399 72 14525 437 4 5 198 24.8 33.2 2459 74 15259 459 5 7 198 32.6 57.6 3233 56 26375 458 3RD EQ Line W L B V v M C=T A C 498 33.2 114.9 8284 72 68840 599 C D 498 24.4 33.2 6075 183 37019 1114 1 3 250 33.2 57.6 4153 72 34514 599 3 4 250 24.2 33.2 3026 91 18322 551 4 5 250 24.8 33.2 3102 93 19248 579 5 7 250 32.6 57.6 4078 71 33271 577 2ND (EQ) Line W L B V v M C=T A C 229 32.6 114.9 3731 32 30449 265 C D 229 25.0 33.2 2856 86 17833 536 1 3 115 33.2 57.6 1905 33 15836 275 3 4 115 24.2 32.6 1388 43 8404 257 4 5 115 24.8 32.6 1423 44 8829 270 5 7 115 32.6 57.6 1871 32 15266 265 Page 12 of 103 1 + - - BUILDING C Loads to Line A Dia A Roof Line V + V = Total A 0 + 6567 = 6567 C 6567 + 4816 = 11383 D 4816 + 0 = 4816 22766 1 0 + 3293 = 3293 3 3293 + 2399 = 5691 4 2399 + 2459 = 4858 5 2459 + 3233 = 5691 7 3233 + 0 = 3233 22766 Dia A 3RD Line V_ + V_ = Total A 0 + 8284 = 8284 C 8284 + 6075 = 14359 D 6075 + 0 = 6075 28718 1 0 + 4153 = 4153 3 4153 + 3026 = 7180 4 3026 + 3102 = 6128 5 3102 + 4078 = 7180 7 4078 + 0 = 4078 28718 Dia A 2ND Line V_ + V = Total A 0 + 3731 = 3731 C 3731 + 2856 = 6587 D 2856 + 0 = 2856 13174 1 0 + 1905 = 1905 3 1905 + 1388 = 3294 4 1388 + 1423 = 2811 5 1423 + 1871 = 3294 7 1871 + 0 = 1871 13174 Total Vroof Total V3rd Total V2nd Total A 6567 6567 8284 14851 3731 18583 C 11383 11383 14359 25742 6587 32329 D 4816 4816 6075 10891 2856 13746 22766 22766 28718 51484 13174 64658 1 3293 3293 4153 7446 1905 9351 3 5691 5691 7180 12871 3294 16164 4 4858 4858 6128 10986 2811 13796 5 5691 5691 7180 12871 3294 16164 7 3233 3233 4078 7311 1871 9181 22766 22766 28718 51484 13174 64658 Page 13 of 103 1 I I BUILDING C Diaphragms Roof DIA (EQ) Line W L B V v M C=T A C 92 33.2 114.9 1537 13 12771 111 C D 92 24.4 33.2 1127 34 6867 207 1 3 90 33.2 57.6 1494 26 12414 215 3 4 90 24.2 33.2 1088 33 6590 198 4 5 90 24.8 33.2 1116 34 6923 208 5 7 90 32.6 57.6 1467 25 11967 208 3RD (EQ) Line W L B V v M C=T A C 114 33.2 114.9 1896 16 15755 137 C D 114 24.4 33.2 1390 42 8472 255 1 3 114 33.2 57.6 1894 33 15741 273 3 4 114 24.2 33.2 1380 42 8357 251 4 5 114 24.8 33.2 1415 43 8779 264 5 7 114 32.6 57.6 1860 32 15174 263 2ND (EQ) Line W L B V v M C=T A C 103 32.6 114.9 1679 15 13704 119 C D 103 25.0 33.2 1285 39 8026 241 1 3 104 33.2 57.6 1725 30 14333 249 3 4 104 24.2 32.6 1256 38 7606 233 4 5 104 24.8 32.6 1288 39 7991 245 5 7 104 32.6 57.6 1693 29 13816 240 Page 14 of 103 i r - F. BUILDING C FOSSATTI PAWLAK Engi S191I Tl11;A1 ENGINEERS —� • LaYd V Holdown :QW (EQ) A Wall Available L;1 I(T) Ibs EQ W I Strap A 6567 1537 10'S•(2)+IZ(2)+105'(2)+(2)s+19'0- 84 0 - - MSTC28 73'pr5'(3)+3V(4)~79'+2'10'(2)t25'(2)+4T+8' H4 0 - - MSTC28 0 0 - - MSTC20 (72 0 - - MSTC2B '10 0 - - M9TC2B 14951 3433 106'(2H•12'(2)+10'S•12H1215'+19'6' 059 303 HDU2 - MST48 23'(4"13)+3'6'(4)+2'9'+210'(2)+25'(2)+47'+3' 620 122 HDU2 MST40 610 120 HDU2 - MST40 ''570 74 HDU2 - MSTO �965 0 HDU2 - MST48 18583 5112 29(2)+29'4'(2)+S(2)+(2)25'+47' 421 402 HDU4 - MST45 2'r(2)+3'9'(2H4'6'(2)+5'1'(2)+ZIW(2rS(2r+75'(2)+47' 972 357 HW2 - MST48 0 0 - - MSTC2a 658 145 HDU2 - MST40 6" 840 HDU4 HDU2 MST48 C 11883 M4 2TT[11'26.6- 78 0 HDU2 - MST020 237'(2)+3'S'(2)+3'9' 0 0 - - MSTC20 3 25742 5050 237'(2)+26r 113 0 HDU2 - MSTC28 237•(2)+3'S'(2)+3'9' 443 169 HDU4 MST4a 32329 0915 237'(2)+26r 137 0 HDUS MST60 237%2 W(2+3'4^ 013 1153 HDUB HDU2 FALSE p 4816 1127 18'10'(2) 0 HDU2 - MSTC28 16'10'-2.5' 0 MNMaM aDIV101 MSTC28 10691 2517 IVIO'(2) 135 0 HDU2 - MSTC28 18'10'-2.5' 0 a8B88 NDIV701 MSTC20 13740 3803 1910-(2) 377 0 HDU4 MST50 lVI(r-2.6' 0 #~ WIV101 MSTC28 3293 1494 106+17+1011•+911+5 0 0 - - MSTC28 23'(2N3'8'(2)f3�+2f0^+25'(2H5 0 0 - - MSTC28 10 0 - - Mama iu 0 - MSTC26 )92 0 - MSTC28 7446 3386 106'+12+1011'+9Y11+5 880 820 HDU2 HDU2 MSRS 27(2)+3'6'(2)+3'+710•+25'(2)+5 650 ee0 HUM HDU2 MST4a 652 B90 HDU2 HDU2 MST48 '4119 994 HDU2 HDU2 MST48 �137 476 HDU2 - MST46 owl 5113 2'9•+274'+5'+(2YC5' ;M 449 HDU2 - MST40 29'+3'9'+4'6•+0'1-+210-+5`+25'(2) 979 491 HDU2 - MST46 0 0 - MSTC20 Sol 154 HDW HDU2 MST60 5691 2582 237• 404 210 HDU2 - MST48 12671 5657 23P 1012 0 HDU2 - MST46 10:W 8836 23'7' 1471 5311 HDW4 HDUS FALSE 4 p 4856 2204 374• t40 0 Ma7D2e 960 10 4999 324' 0 0 - MSTC20 137M 7543 324. 4M 2775 HDU8 HDU2 FALSE 5 589-1 2562 237' 404 210 HDU2 - MSTO 12671 5857 237' 1012 0 HDU2 - MSTO 18184 am 237' 1471 5311 HDU14 HDUS FALSE 7 3233 1467 10'a'+17+1011'+9'11'+5 0 0 - Mama 2'X(2)+3'8'(2)+3'+210'426'(2" 0 0 - - MSTC20 0 0 - - MSTC28 0 MSTC28 .149 0 - MSTC26 7311 3327 10'B'+17+10'11'+B'11'+S 15M 535 HDU2 HDU2 MST48 23•(2)+3'6'(2)+W+2101+26-(2)+5 1560 516 HDU2 HDU2 MST48 1553 502 HDU2 HDU2 M8T4a 1519 407 HDU2 - MST48 MO 812 HDU2 HDU2 MST48 9161 5020 29•+274•+5'+75'(2) 1030 993 HDU2 HDU2 MST46 2'B'+8'8•+4'0'+6'1'+210•+6'+2'6•(2) 09.63 929.95 HDU2 HDU2 MST48 0.00 0.00 - MSTC28 l6.14 NOW HDU4 HDU2 MSTM Page 15 of 103 I '�� I I - I I I roll GRAVITY Calculations F$$BJf�1�3 FOSSATTI PAWLAK SUBJECT M STRUCTURAL ENGINEERS PROJECT DATE CLIENT DESIGN SHEET NO. 1 I lizi G r O R T r MEMBER REPORT, Roof Level Framing Joists, Roof:Joist J101 PASSED r 1 1 piece(s) 2 x . Hem-Fir No. 2@ 24" OC Overall Sloped Length: 16'3 5/8" 0 0 4[ 1'7" 10, 3'7" a ® 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) System:Roof Member Reaction(Ibs) 817 @ 11'7" 3522(5.50") Passed UZI%) 1.0 D+1.0 S(Adi Spans) Member Type:Joist Shear(Ibs) 372 @ 10'S 9/16" 1941 Passed(19%) 1.15 1.0 D+1.0 S(Adi SDans) Building use:Residential Moment(Ft-Ibs) -722 @ 11'7" 2964 Passed(24%) 1.15 1.0 D+1.0 S(Adi SDans) Building Code:IBC 2015 Live Load Defl.(in) -0.016 @ 0 0.200 Passed — 1.0 D+1.0 S(Alt Spans) Design Methodology:Aso (2L/999+) Member Pitch:4/12 Total Load Defl.(in) -0.025 @ 0 0.200 (2U9__9_+) — 1.0 D+1.0 S(Alt Spans) •Deflection criteria:LL(L/360)and TL(L/240). •Overhang deflection criteria:LL(0.2'1 and TL(0.2"). •Top Edge Bracing(Lu):Top compression edge must be braced at 15'8"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 15'8"o/c unless detailed otherwise. •A 15%Increase in the moment opacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. sanring Loads to Supports(Ibs) Supports Total Avaliable Required Daad I Snow I Total Accessories I-Beveled Plate-HF 5.50" 5.50" 1.50" 189 300 489 Blocking 2-Beveled Plate-HF 5.50" 5.50" 1.50" 312 504 816 None 3-Hanger on 11 1/4"HF beam 3.50" Hanger' 1.50" -22 33/-78 33/-100 See note 1 •Bloddng 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 • 'See Connector grid below for additional information and/or requirements. Connector:Simpson strong-Tie Connectors Support Model Seat Langth Top Nails Face Nails Member Malls Accessories 3-Face Mount Hanger LSSU28 3.50" N/A 9-10d common 5-10d x 1-1/2 Dead Snow Loads Location(Side) Spacing (0.00) (1.15) Comments 1-Uniform(PSF) 0 to 15'2" 24" 15.0 25.0 Weyerhaeuser Notes 1 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims 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 fadlttles are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by 1CC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance wI h applicable ASfM 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 Fate Software Operator Forte Software operator ,lob Notes 11/3/5,QQ�1,7 1 2 �3 AM Nathan Bonck Forte v5.3,DesigtfL'kQI .e30.5 Fossatti Pawlak Structural Engineers JobAte (206)456.3071 NBonck@Fossatti.com Page 3 Of 85 - _ 1 I MEMBER REPORT Roof Level Framing Joists, Roof:Joist J102 PASSED ,4l F 0 R T E ' 1 piece(s) 2 x , Hem-Fir No. 2@ 24" oc Overall Sloped Length: 15'10 5/16" 0 0 - n - n 12 n qF— , rr r r, 12'3" 2'6" 1 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:Combination(Pattern) System:Roof Member Reaction(Ibs) 724 @ 12'1/4" 3522(5.50") Passed(21%) — 1.0 D+1.0 S(All Spans) Member Type:Joist Shear(Ibs) 410 @ 10'10 13/16" 1941 Passed(21%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(R-Ibs) 1280 @ 5'11 11/16" 2964 Passed(43%) 1.15 1.0 D+1.0 S(Alt Spans) Building Code:IBC 2015 Live Load Defl.(In) -0.065 @ 14'9" 0.200 Passed — 1.0 D+1.0 S(AR Spans) Design Methodology:ASO (2__ q99+) Member Pitch:4/12 Total Load Defl.(in) 0.100 @ 14'9" 0.288 Passed(2L/692) — 1.0 D+1.0 S(Alt Spans) •Deflection criteria:LL(L/360)and TL(L/240). •Overhang deflection criteria:LL(0.2")and TL(2L/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 15'7"o/c unless detailed otherwise. •A 15%increase In the moment opacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Snow Total Accessories 1-Beveled Plate-HF 5.50" 5.50" 1.50" 186 302 488 Blocking 2-Beveled Plate-HF 5.50" 5.50" 1.50" 281 444 725 Bloddng •Bloddng Panels are assumed tD carry no loads applied directly above them and the full load is applied to the member being designed. Dead Snow Loads Lootl m(Side) Spacing (0.90) (1.15) Comments 1-Uniform(PSF) 0 to 14'9" 24" 15.0 25.0 Weyerhaeuser Notes 1 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design afteria 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,Bloddng Panels and Squash Blodcs)are not designed by this software.Products manufactured at Weyerhaeuser fadlides 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 cede evaluation reports,Weyerhaeuser product literature and Installation details refer to www.weierhaeuser.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 11/$/2 Q17 11.26:99 AM Nathan Bonck Forte v5., DeSig �gRA:G6AR.5 Fossait!Pawlak Structural Engineers JobAte (206)456-3071 NBonck@Fossatti.corn Page 4 of 85 i i MEMBER REPORT Roof Level Framing Joists, Rook Joist J103 PASSED F O R T E 1 piece(s) 2 x . Hem-Fir No. 2@ 24" OC Overall Length: 14'3" o 4 o 12 3 2- 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 T LDF Load:Combination(Pattern)[Group] system:Roof Member Reaction(Ibs) 573 0 5 1/2" 911(1.50") Passed(63%) — 1.0 D+1.0 L(Alt Spans)(1] Member Type:Joist Shear(Ibs) 588 0 10'10 1/4" 1688 Passed 1`35%) 1.00 1.0 D+1.0 L(All Spans)[11 Building Use:Residential Moment(Ft-Ibs) 14910 TV 2577 Passed(58%) 1.00 1.0 D+1.0 L(Alt Spans)[11 Building Code:IBC 2015 Lave Load Defl.(in) -0.086 @ 14'3" 0.200 Passed(2L/624) — 1.0 D+1.0 L(Alt Spans)(1) Design Methodology:ASO Total Load Defl.(in) 1 0.075 @ 14'3" 0.223 1 Passed(2L/714) — 1.0 D+1.0 S(All Spans)[1] Member Pitch:0/12 •Deflecton criteria:LL(L/360)and TL(L/240). •Overhang deflection a teria:U.(0.2")and TL(2L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 7'10"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 8'8"o/c unless detailed otherwise. •A 15%Increase In the moment opacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. — Bmring Loads to Supports(lbs) SUPPOM Total Available Required Dead Floor Snow Total Accessories ve 1-Hanger on 11 1/4"HF beam 5.50" Hanger' 1.50" 491 499 448/-136 1438/-136 See note 1 2-Stud wall-HF 5.50" 5.50" 2.24" 597 658 360 1615 Bloddng •Bloddng 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 •'See Connector grid below for additional Information and/or requirements. Connector:SimDson Strona-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nall@ Accessorlas 1-Face Mount Hanger W210 1.50" N/A 10-10d common 6 lDd x 1-1/2 Dead Floor Live Snow Loads Location(Side) spacing (0.90) (1.00) (1.15) Comments 1-Uniform(PSF) 0 to 14'3" 24" 15.0 40.0 2-Point(Ib) 14'3" N/A 108 - 3-Point(lb) 0 N/A 108 - 4-Point(PLF) 14'3" 24" 93.0 151.0 unked from:Roof: Joist J102-Sunpnrt 1 5-Point(PLF) 0 24" 140.5 222.0 Unked from:Roof: Joist I1 012,Sunnort 2 6-Point(PLF) 0 24" -11.0 16.5/-39.0 unKed from:Roof: lnlst Mal,support 3 nn Weyerhaeuser Notes 1 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. l 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 FSR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product Ilterature and installation details refer to www.weVerhaeuser.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 11/3/?Q 17 11' '�}} M Nathan Bonck Forte v5.3, DesigrfIl��T.�. .5 Fossalli Pawlak Structural Engineers Job.4te (206)456-3071 NBonck@Fossatti.com Page 5 of 85 i ,ti. .* I MEMBER REPORT( Roof Level Beams, Wall:Header 100 PASSED it F O R T E 2 pieces) 2 x hem-Fir No. 2 W Overall Length:3' o — o 2'6" 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 D Location Allowed Result LDF Load:Combination(Pattern) system:wall Member Reaction(Ibs) 168 @ 1 1/2" 3645(3.00') Passed(5%) -- 1.0 D(All Spans) Member Type:Header Shear(Ibs) 89 @ 8 1/2" 1485 Passed(6%) 0.90 1.0 D(All Spans) Building Use:Residential Moment(Ft-Ibs) 106 0 1'6" 1253 Passed(_8%)_ 0.90 1.0 D(All Spans) Building Code:IBC 2015 Live Load Dell.(in) 0.000 0 0.092 Passed -- 1.0 D(All Spans) Design Methodology:ASD 171 rggq+) Total Load Defl.(in) 0.003 @ 1'6" 0.138 1 Passed(_U999+) 1.0 D(All Spans) •Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 3'o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 3'o/c unless detailed otherwise. •Applicable calculations are based on NDS. searing Loads to Supports (Ibs) Supports Total Avallable Requlrad Dead Total Accessories 1-Trimmer-HF 3.00' 3.00' 1.50" 168 168 None 2-Trimmer-HF 3.00' 3.00" 1.50" 168 168 None Ttibutry Dead Loads Location(Side) Width (0.00) comment 0-Self Weight(PLF) 0 to 3' N/A 4.2 1-Uniform(PSF) 0 to 3' 9' 12.0 Residential-L Mng Areas Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE 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.cam/woodproducts/document-library. The product application,Input design loads,dimensions and support Information have been provided by Forte Software operator Forte Software operator .lob Notes 11/31 17 11'2 M Nathan Bonck Forte v5.3,Desig@A�i�rt: � .5 Foss Bill Pawlak Structural Engineers Job.4te (206)456-3071 NBonck@Fossafti.com Page 6 of 85 �N, r MEMBER REPORT- Roof Level Beams, Wall:Header 101 PASSED F O R T E 2 piece(s) 2 x ,hem-Fir No. 2 • Overall Length:5'6" 0 0 I 5' 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:Combination(Pattern) —--, System:Wall Member Reaction Ibs) 2078 @ 1 1/2" 3645(3.00") Passed(57%) — 1.0 D+1.0 S(All Spans) I Member Type:Header Shear(Ibs) 1432 @ 10 1/4" 2501 Passed(57%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-Ibs) 2603 @ 2'9" 2569 Passed 101%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.065 @ 2'9" 0.175 Passed L/974) — 1.0 D+1.0 S(All Spans) Design Methodology:ASO Total Load Defl.(in) 0.104 @ 2'9" 0.262 Passed(L/604) — 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 ottrerwlse. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 5'6"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Loads to Support(Im) Supports Total Available Required Dead Snow Total Accessorlss 1-Trimmer-HF 3.00" 3.00" 1.71" 789 1289 2078 None 2-Trimmer-HF 3.00" 3,00" 1.71" 789 1289 2078 None Tributary Dead Snow Loads Location(side) Width (0.90) (1.15) Comment 0-Self Weight(PLF) 0 to 5'6" N/A 5.5 1-Uniform(PSF) 0 to 5'6" 18,9" 15.0 25.0 Weyerhaeuser Notes 1 SUSTAINABLE FORESTRY INITIATIVE 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 thlyd-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 Jo 11/3/ 17 1 2 M Nathan Bonck Forte v5.3,Desig @AQi 7'.51 .5 Foss aIt!Pawlak Structural Engineers JobAte (206)456-3071 NBonck@Fossatti.com J Page 7 of 85 I ,, F I I I' it MEMBER REPORT. Roof Level Beams, Wall:Header 102 PASSED F 0 R T E 2 piece(s) 2 x rem-Fir No. 2 Overall Length:2'6" o - - -- o k 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 o Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reactlon(Ibs) 818 0 1 1/2" 3645(3,00") Passed(22%) -- 1.0 D+1.0 S(/UI Spans) Member Type:Header Shear(Ibs 354 @ 8 1/2" 1898 Passed(19%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(R-Ibs) 414(p 1'3" 1602 Passed(26%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.004 @ 1'3" 0.075 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(In) 0.007 @ 1'3" 0.112 Passed(L/999+) 1.0 D+1.0 S(All Spans) •Deflection criteria:ILL.(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 Bradng(Lu):Bottom compression edge must be braced at 2'6"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Loads to supports(Ibs) Supports Tots) Available Required Dead Snow Total Accessories 1-Trimmer-HF 3.00" 3.00" 1.50" 310 508 818 None 2-Trimmer-HF 3.00" 3.00" 1.50" 310 508 818 None Tributary Dead snow loads Location(Side) Width (0.90) (1.15) Comments 0-Self Weight(PLF) 0 to 2'6" N/A 4.2 1-Uniform(PSF) 0 to 2'6" 16'3" 15.0 25.0 Weyerhaeuser Notes nA l SUSTAINABLE FORESTRY INITIATIVE 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,Bloddng 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/woDdproducts/document-library. The product application,Input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 1 1/3/�Q 17 11-2 �} M Nathan Bonck Forte v5.3, Desigrf�A�i�rL�: 7�.�. .5 Foss ahi Pawlak Structural Engineers Job.4te (206)456-3071 NBonck@Fossafti.com Page 8 of 85 i i y, V I MEMBER REPORT, Roof Level Beams, Wall:Header 103 PASSED idlil F O R T E 2 piece 2 x Hem-Fir No. 2 • Overall Length:6'6" 041 0 M6. 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 @ Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction Qbs) 2454 @ 1 112" 3645(3.00") Passed(67%) — 1.0 D+1.0 S(AII Spans) Member Type:Header Shear Qbs) 1683 @ 1'1/4" 3191 Passed(53%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-Ibs) 3687 @ 3'3" 3833 Passed(96%) 1.15 1.0 D+1.0 S All Spans) Building Code:IBC 2015 Lave Load Defl.(in) 0.053 @ 3'3" 0.208 Passed(L/999+) — 1.0 D+1.0 S(AII Spans) Design Methodology:ASO Total Load Deft.(in) 0.101 @ 3'3" 0.313 Passed(L/744) I — 11.0 D+1.0 S(AII Spans •Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 4'2"o/c unless detailed otherwise. •Bottom Edge Bradng(W):Bottom compression edge must be braced at 6'6"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Besring Loads to Supports(Ibs) Supports Total Available Required Dead Snow Total Accessories 1-Trimmer-HF 3.00" 3.00" 2.02" 1154 1300 2454 None 2-Trimmer-HF 3.00" 3.00" 2.02" 1154 1300 2454 None Tributary Dead Snow Loads Location(side) width (0.90) (1.13) comments 0-Self Weight(PLF) 0 to 6'6" N/A 7.0 1-Uniform(PSF) 0 to 6'6" 9' 12.0 - 2-Uniform(PSF) 0 to 6'6" 16' 15.0 25.0 Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the string 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(Rlm Board,Bloddng 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/document4lbrary. The product application,Input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 11 f3/W17 11 26t:4� M l `V7T Nathan Bonck Forte v5.3, Desig 5 Fossatli Pawlak Structural Engineers ,/ob.4te NBonck@Fossami.com Page 9 of 85 l . aMEMBER REPORT;, Roof Level Beams, Wall:Header 104 PASSED F 0 R T E 2 piece(s) 2 x lem-Fir No. 2 Overall Length:2'6" 0 0 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 @ Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(Ibs) 743 @ 1 1/2" 3645(3.00") Passed(20%) — 1.0 D+1.0 S(All Spans) Member Type:Header Shear(Ibs) 322 @ 8 1/2" 1898 Passed(17%) 1.15 1.0 D+1.0 S All Spans Building Use:Residential Moment R-Ibs 376 @ 1'3" 1602 Passed(23%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Live Load Deft.(In) 0.004 @ 1'3" 0.075 Passed(L/999+) — 1.0 D+1.0 S All Spans) Design Methodology:ASD Total Load Dell.(in) 0.006 @ 1'3" 1 0.112 1 Passed(L/999+) I -- 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 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 NDS. Bearing Loads to Support(Ibs) SUDDort4 Total Available Required Dead Snow Total Accessories 1-Trimmer-HF 3.00" 3.00" 1.50. 282 461 743 None 2-Trimmer-HF 3.00" 3.00" 1.50" 282 461 743 None Tributary Dead Snow Loads Location(Side) Width (0.90) (1.15) Comments 0-Self Weight(PLF) 0 to 2'6" N/A 4.2 1-Uniform(PSF) 0 to 2'6" 14'9" 15.0 25.0 Weyerhaeuser Notes 1 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its produce will be In accordance with Weyerhaeuser product design criteria and published design values. 1 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 anent code evaluation reports,Weyerhaeuser product literature and Installation details refer to www.weVerttaeuser.com/woodproducts/daumentAlbrary. The product application,Input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 1 1/3/ 17 1 i'2§�j M Nathan Bonck - - Forte v5.3, Desigr�@ARi�r�:`VT.�. .5 Foss atti Pawlak Structural Engineers JobAte (206)456-3071 NBonck@Fossatli,com Page 10 of 85 MEMBER t;i i't)i<I Root Level Beams, Wall:Header 105 PASSED .I F O R T E 2 piece(s) 2 x lenn-Fir No. 2 Overall Length:6'6" o ---- 0 6' 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) System:Wall Member Reaction(Ibs) 1188 0 1 1/2" 3645(3.00") Passed(33%) -- 1.0 D+1.0 S(All Spans) Member Type:Header Shear(Ibs) 876 0 10 1/4" 2501 Passed(35%) 1.15 1.0 D+1.0 S(All SDans) Building Use:Residential Moment(Pt-Ibs) 1785 0 3'3" 2569 Passed(69%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Live Load Defl.(In) 0.062 0 3'3" 0.208 Passed(U999+) -- 1.0 D+1.0 S(AII Spans) Design Methodology:ASO Total Load Defl.(In) 1 0.1010 3'3" 1 0.313 Passed(U740) -- 1.0 D+1.0 S(AII Sn_ans_) •Deflection criteria:U.(L/360)and TL(5/16"). •Top Edge Bracing(Lu):Top compression edge must be braced at 6'W o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 6'6"o/c unless detalled otherwise. •Applicable calculations are based on Nos. aearing Loads to Supports(Ibs) Support Total Avallebk Required Dead Snow Total Accessories 1-Trimmer-HF 3.00" 3.00" 1.50" 457 731 1188 None 2-Trimmer-HF 3.00' 3.00" 1.50" 457 731 1188 None Trtbutery Dead Snow Loads Location(Side) Width (0.90) (1.15) comments 0-Self Weight(PLF) 0 to 6'6" N/A 5.5 1-Uniform(PSF) 0 to 6'6" 9' 15.0 25.0 Weyerhaeuser Notm SUSTAINABLE FORESTRY INITIATIVE 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,Nodding Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are thlyd-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by IOC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards.For cement 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 No, 11/3/�Q 17 11-2 4 M Nathan Bonck Forte v5.3, DesigrfLap-i�r�: 7'. . .5 Foss art!Pawlak Structural Engineers JobAte (206)456-3071 NBonck@Fossatti.com Page 11 of 85 t .l F 0 R T E MEMBER REPORT Roof Level Beams, Wall:Header 106 PASSED 2 piece(s) 2 x dem-Fir No. 2 Overall Length:2'6" a o 2' 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:Combination(Pattern) System:Wall Member Reaction(Ibs) 583 @ 1 1/2" 3645(3.00") Passed(16%) — 1.0 D+1.0 S(All Spans) Member Type:Header Shear(Ibs) 253 @ 8 1/2" 1898 Passed(13%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-Ibs) 295 @ 1'3" 1602 Passed(18%) 1.15 1.0 D+1.0 S All Spans) Y Building Code:IBC 2015 Uve Load Defl.(in) 0.003 @ 1'3" 0.075 Passed(L/999+) -- 1.0 D+1.0 S All Spans) Design Methodology:ASD Total Load Defl.(in) 0.005 IS 1'3" 0.112 Passed(U999+) — 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 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 NDS. Bearing Loads to Support(Ibs) Supports Total Available Required Dead Snow Total Aaoemdes 1-Trimmer-HF 3.00" 3.00" 1.50" 278 305 583 None 2-Trimmer-HF 3.00" 3.00" 1.50" 276 305 583 None Tributary Dead Snow Loads London(side) Width (0.90) (1.15) Comment 0-Self Weight(PLF) 0 to 2'6" N/A 4.2 1-Uniform(PSF) 0 to TV 9.9. 15.0 25.0 2-Uniform(PSF) 0 to 2'6" 6' 12.0 /� Weyerhaeuser Notes 1 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its produce 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 Blacks)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 IOC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASIM 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 1 1/3/F17 1�1,26. QA Nathan Bonck Forte v5.3,DE @A�i `V77�� Vl 5 Fossatti Pawlak Structural Engineers JobAte (206)456-3071 NBonck@Fossatti.com Page 12 of 85 i �I F 0 R T 1: MEMBER REPORT' Roof Level Beams, Wall.,Header 107 PASSED 1 piece(s) 6 x . o Hem-Fir No. 1 Overall Length:8'6" o — 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 D Location Allowed Result LDF Load:Combination(Pattern) I System:Wall Member Reacton(Ibs) 3159 @ 1 1/2" 6683(3.00") Passed(47%) — 1.0 D+1.0 S(All Spans) Member Type:Header Shear(Ibs) 2385 @ 1'1/2" 5608 Passed(43%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-Ibs) 6323 @ 4'3" 8325 Passed(76%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.103 @ 4'3" 0.275 Passed(L/957) — 1.0 D+1.0 S(AII Spans) Design Methodology:ASD Total Load Defl.(in) 0.168 @ 4'3" 1 0.412 1 Passed(L/588) — 1.0 D+1.0 S(AII Spans •Deflection criteria:LL(1-/360)and TL(L/240). •Top Edge Bracing(W):Top compression edge must be braced at 8'6"o/c unless detailed otherwise. •Bottom Edge Bracing(W):Bottom compression edge must be braced at 8'6"o/c unless detailed otherwise. •Applicable calculations are based on NDS. 9araring Loads to supports(Ibs) Supports Total Available Required IDad Snow Total Accessories 1-Trimmer-HF 3.00" 3.00" 1.50" 1220 1939 3159 None 2-Trimmer-HF 3.00" 3.00" 1.50" �I220 1_1939 3159 None Tributary Deed Snow Loads LOCBH-(Side) YYldth (0.90) (1.15) comments 0-Self Weight(PLF) 0 to 8'6" N/A 13.2 1-Uniform(PSF) 0 to 8'6" 18'3" 15.0 25.0 Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE 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,Bloddng Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certifled 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 IlWature 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 11/3�Q 17 11'2�.4 M Nathan Bonck Forte v5.3, Desigrfpotifm:`il7'.�. .5 Fossattl Pawlak Structural Engineers JobAte (206)456-3071 NBonck@Fossatli.com Page 13 of 85 itMEMBER REPORT;— Roof Level Beams, Wall:Header 108 PASSED F 0 R T E 2 piece(s) 2 x', Aem-Fir No. 2 Overall Length:3'6" IF IF 0 0 p U 3' 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) System:Wall Member Reaction(Ibs) 1194 @ 1 1/2" 3645(3.00") Passed(33%) -- 1.0 D+1.0 S(AII Spans) member Type:Header Shear(Ibs) 711 @ 8 1/2" 1898 Passed(37%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-Ibs) 901 @ 1'9" 1602 Passed(56%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.017 @ 1'9" 0.108 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASO Total Load Defl.(In) 0.032 @ 1'9" 0.162 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) •Deflection afterla:U.(L/360)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 NI35. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Snow Total Accessories 1-Trimmer-HF 3.00" 3.00" 1.50" 570 623 1193 None 2-Trimmer-HF 3.00" 3.00" 1.50" 570 623 1193 None Tributary Dead snow Loads Location(Side) Width (0.90) (1.15) Comments 0-Self Weight(PLF) 0 to 3'6" N/A 4.2 1-Uniform(PSF) 0 to 3'6" 9' 12.0 - 2-Uniform(PSF) 0 to 3'6" 14'3" 15.0 25.0 Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design afterla 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(Rlm Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certlfled to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by IOC ES under technical reports FSR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards.For anent 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 1 1/3f 17 11:2 AM Nathan Bonck Forte v5.3, Design @AeihRA: 7'.�. .5 Fossatli Pawlak Structural Engineers JobAte (206)456-3071 NBonck@Fossatti.com Page 14 of 85 i s E• !! F 0 R T E MEMBER REPORT.- Roof Level Beams, Floor:Flush Beam 109A PASSED 2 piece(s) 2 x _ y Hem-Fir No. 2 Overall Length:2'9" 0 0 6 2'9" L 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,Combination(Pattern) System:Floor Member Reaction(Ibs) 134 5 1/2" 1823(1.50") Passed(7%) -- 1.0 D+1.0 L(All Spans) Member Type:Rush Beam Shear(Ibs) 3 @ 1'4 3/4" 3375 Passed(0%) 1.00 1.0 D+1.0 L(All Spans) Bullding Use:Residential Moment(Ft-Ibs_) 61 @ 1'41/2" 4482 Passed(1%) 1.00 1.0 D+1.0 L(AII Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.000 @ 5 1/2" 0.061 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 1 0.000 @ 5 1/2" 0.092 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) •Deflection criteria:U.(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 1'10"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 1'10"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Floor Total Accessories 1-Hanger on 11 1/4"HIP beam 5.50" Hanger' 1.50" 59 138 197 I See note' 2-Hanger on I1 1/4"HF beam I 5.50" Hanger' 1.50" 59 138 197 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. connector:Simpson Stroname connectors Support Model Seat Length Top Nalls Face Nails Member Nails Accessories 1-Face Mount Hanger U210-2 2.00" N/A 14-10d x 1-1/2 6-10d x 1-1/2 2-Face Mount Hanger U210-2 2.00" N/A 14-10d x 1-1/2 6-10d x 1-1/2 Tributary Dud Floor Live Loads Location(Side) Width (0.90) (1.00) Comments 0-Self Weight(PLF) 5 1/2"to 2'3 1/2" N/A 6.6 1-Uniform(PSF) 0 to 2'9"(Top) 2'6" 15.0 40.0 Residential-Living Areas Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE 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,Bloddng 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 11/3/ 17 11'2 AM Nathan Bonck Forte v5.3, Desig Reif : .5 Fossatti Pawlak Structural Engineers Job.4fe (206)456-3071 NBonck@Fossatti.com Page 15 of 85 y �' _r I r 1 F 0 R T E MEMBER REPORT/ Roof Level Beams, Floor:Flush Beam 109 PASSED 2 piece(s) 2 x Y Hem-Fir No. 2 Overall Length: 11' 0 1 0 '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 @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 274 @ 5 1/2" 1823(1.50") Passed(15%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(Ibs) 266 @ 1'4 3/4" 3375 Passed(8%) 1.00 1.0 D+1.0 L(All Spans) Building use:Residential Moment(Ft-Ibs) 847 @ 6' 4482 Passed(19%) 1.00 1.0 D+1.0 L(All Span) Building Code:IBC 2015 Live Load Defl.(in) 0.019 @ 5'4 3/8" 0.336 Passed(U999+) — 1.0 D+1.0 L(All Spans) Design Methodology:ASO Total Load Defl.(In) 0.032 @ 5'4 9/16" 0.504 Passed(U999+) -- 1.0 D+1.0 L(All Spans) •Deflectlon criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(W):Top compresslon edge must be braced at 10'1"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 10'1"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead lour Total Accessories Lhm 1-Hanger on 11 1/4"HF beam 5.50" Hanger' 1.50" 112 162 274 See note 1 2-Hanger on 11 1/4"HF beam 5.50" Hanger' 1.50" 92 114 206 See note' 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. Connector:Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nall. Member Nails Accessories 1-Face Mount Hanger U210-2 2 00" N/A 14-10d x 1-1/2 6-10d x 1-1/2 2-Face Mount Hanger U210-2 2.00" N/A 14-10d x 1-1/2 &10d x 1-1/2 Tributary Dead Floor Lin Loads Location(Side) Width (0.90) (1.00) Comments 0-Self Welght(PLF) 5 1/2"to 10'6 1/2" N/A 8.6 Linked from:Floor: 1-Paint(lb) 3'3"(Front) N/A 59 138 Flush Beam 109A, c�nr,r,rt t Unked from:Floor: 2-Point(lb) 6'(Front) N/A 59 138 Flush Beam 109A, Summmrt 1 Weyerhaeuser Notes 1An SUSTAINABLE FORESTRY INITIATIVE 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(Rlm 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 1 1/3/r?17 11:2(�)UM Nathan Bonck Forte v5.3, Desigr @ARi C f /i 5 Fossatii Pawlak Structural Engineers Job.4te (206)456-3071 NBonck@Fossatti.com Page 16 of 85 i �'. � � ' I �4- I F O R T E MEMBER REPORT; Roof Level Beams, Wall:Header 110 PASSED 2 piece(s) 2 x _iem-Fir No. 2 Overall Length:3'6" 0 3' f 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 t;n Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(Ibs) 1685 @ 1 1/2" 3645(3.00") Passed(46%) — 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Header Shear(Ibs) 1003 @ 8 1/2" 1898 Passed(53%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Residential Moment R-Ibs 1271 @ 1'9" 1602 Passed(79%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.025 @ 1'9" 0.108 Passed(U999+) -- 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total Load Dell.(in) 1 0.045 @ 1'9" 0.162 1 Passed(L/872) -- 1.0 D+0.75 L+0.75 S(AII Spans) •Deflection ufterla:LL(L/360)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 NDS. Bearing Loads to Supports(Ibs) 1 Supports Total Available Required Dead Floor Snow Total Accessories 1-Trimmer-HF 3.00" 3.00" 1.50" 746 576 676 1998 None 2-Trimmer-HF 3.00" 3.00" 1.50" 746 576 676 1998 None Trlbutsry Dead Floor Lhre Snow Loads Location(Side) width (0.90) (1.00) (1.15) comments 0-Self Weight(PLF) 0 to 3'6" N/A 4.2 1-Uniform(PSF) 0 to 3'6" 8'3- 15.0 - 25.0 Residential-LMng Areas 2-Uniform(PLF) 0 to 3'6" N/A 298.5 329.0 180.0 Unked from:Roof: Joist 3103 Support 2 Weyerhaeuser Notes 1 SUSTAINABLE FORESTRY INITIATIVE 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-parry certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and FSR-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/woDdproducts/document-library. The product application,Input design loads,dimensions and support Information have been provided by Forte Software Operator Forte software Operator Job Notes 11/3/Wl 71�1d2 � M Nathan Bonck Forte v5.3, Desig�r{r@Q mff(�8 77�1 5 Fossalli Pawlak Structural Engineers Job.4le (206)456-3071 NBonck@Fossatti.com Page 17 of 85 �i I F O R T E MEMBER REPORT, Roof Level Beams,Floor:Drop Beam 111 PASSED 1 piece(s) 5 1/_ x 10 1/2" 24F-V4 DF Glulam Overall Length: 14'10" 0 0 , , � r � r 13'11" 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:Combination(Pattern)[Group] System:Floor Member Reaction Ibs_) 4559 @ 4" 18906(5.50") Passed(24%) — 1.0 D+0.75 L+0.75 S(All Spans)[1] Member Type:Drop Beam Shear Ibs 3739 @ 1'4" 11733 Passed(32%) 1.15 1.0 D+0.75 L+0.75 S(All Spans)[11 Building Use:Residential Pos Moment(R-lbs) 15420 @ 7 5" 23244 Passed(66%) 1.15 1.0 D+0.75 L+0.75 S(All Spans)[1] Building Code:IBC 2015 Live Load Deft.(in) 0.337 @ 7'5" 0.472 Passed(L/504) — 1.0 D+0.75 L+0.75 S(All Spans)[1] Design Methodology:ASO Total Load Defl.(in) 0.583 @ 7'5" 0.708 Passed(1-/291) — 1.0 D+0.75 L+0.75 S(All Spans)[1] •Deflection atteda:U.(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 14'10"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 14'10"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=14'2". •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 NOS. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead FlOor Snow Total Aacessorles Uwe 1-Stud wail-DF 5.50" 5.50" 1.50" 1925 1850 1661/-504 5436/-504 Blocking 2-Stud wall-DF 5.50" 5.50" 1.50" 1925 1850 1661/-504 1 5436/-504 Bloddng •Bloddng Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Tributary Dead Floor Live Snow Loads Location(Slide) Width (0.90) (1.00) (1.15) Comments 0-Self Weight(PLF) 0 to 14'10" N/A 14.0 1-Uniform(PLF) 0 to 14'10"Crop) N/A 245.5 249.5 224.0/-68.0 Unked from:Roof: Joist 1103.Support 1 Weyerhaeuser Notes l SUSTAINABLE FORESTRY INITIATIVE 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,Bloddng Panels and Squash Blodcs)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 IOC 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 11/3/' 17 11'2 AM Nathan Bonck Forte v5.3, Desigrr@R8if�0' .0.5 Fossatti Pawlak Structural Engineers Job.4(e (206)456-3071 NBonck@Fossatti.com Page 18 Of 85 S � � � i I FORTE MEMBER REPORT, Roof Level Beams, Floor:Drop Beam 112 PASSED 1 piece(s) 6 x Aem-Fir No. 2 Overall Length:9'10 1/4" 0 0 „ n 5" 8'1 1/4" 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:Combination(Pattern) System:Floor Member Reaction(Ibs) 2079 @ 7 3/4" 12251(5.50") Passed(17%) — 1.0 D+1.0 S(Adj Spans) Member Type:Drop Beam Shear(Ibs) 1376 @ 1'8" 5608 Passed(25%) 1.15 1.0 D+1.0 S(Adj Spans) Building Use:Residential Moment(Ft-Ibs) 3799 @ 4'11 1/8" 5352 Passed(71%) 1.15 1.0 D+1.0 S(AR Spans) Building code:IBC 2015 Live Load Defl.(In) 0.070 @ 4'11 1/8" 0.285 Passed(L/999+) — 1.0 D+1.0 S(Alt SDans) Design Methodology:ASO Total Load Defl.(in) 0.116 @ 4'11 1/8" 1 0.428 1 Passed(L/889) - 1.0 D+1.0 S(Alt Spans •Deflection alteria:U.(L/360)and TL(1./240). •Overhang deflection alterla:U.(2L/360)and TL(2L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 9'10"o/c unless detailed otherwise. •Bottom Edge Bradng(Lu):Bottom compression edge must be braced at 9'10"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Snow Total Acaassorles 1-Stud wall-DF 5.50" 5.50" 1.50" 834 1245 2079 Blocking 2-Stud wall-DF 5.50" 5.50" 1.50" 834 1245 2079 Blocking •Bloddng Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Tributary Dead Snow Loads Location(Side) Width (0.90) (1.15) Comments 0-Self Weight(PLF) 0 to 9'10 1/4" N/A 13.2 1-Uniform(PLF) 0 to 9'10 1/4" N/A 156.0 252.0 Linked from:Roof: (Front) inict tf cat Cimnnrt 2 Weverttaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its produce will be In accordance with Weyerhaeuser product design afteria 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 FSR-1153 and FSR-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 I 11 17 11'2 M Nathan Bonck Forte v5.3, Desigirra I .5 Fossatti Pawlak Structural Engineers dob.4te (206)456-3071 NBonck@Fossatti,com Page 19 of 85 NA. ,i d�5iJ F O R T E MEMBER REPORT Roof Level Beams, Floor:Drop Beam 113 PASSED 1 piece(s) 6 x I am-Fir No. 1 GLULAM BEAM, OR. BY INSPECTION Overall Length:9'10 1/4" 0 - - - - 0 u 5", 8'1 1/4" q5" — " t— 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:Combination(Pattern) System:Floor Member Reaction(lbs) 1244 @ 7 3/4" 12251(5.50") Passed(10%) — 1.0 D+1.0 S(Adj Spans) Member Type:Drop Beam Shear(lbs) 908 @ 1'4" 3247 Passed(28%) 1.15 1.0 D+1.0 S(Adj Spans) Building Use:Residential Moment(Ft-lbs) 2274 @ 4'11 1/8" 2592 Passed(88%) 1.15 1.0 D+1.0 S(Alt Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.181 @ 4'11 1/8" 0.285 Passed(U569) — 1.0 D+1.0 S(Alt Spans) Design Methodology:ASD Total Load Dell.(In) 0.302 @ 4'11 1/8" 1 0.428 1 Passed(U341) — 1.0 D+1.0 S(Alt Spans) •Deflection criteria:LL(L/360)and TL(L/240). •Overhang deflection criteria:LL(2L/360)and TL(2L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 9'10"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 9'10"a/c unless detailed otherwise. •Applicable calculations are based on NDS. Beering Loads to Supports(Ibs) Supports Total Available Required Dead Snow Total Accessories 1-Stud wall-DF 5.50" 5.50" 1.50" 503 741 1244 Blocidng 2-Stud wall-DF 5.50" 5.50" 1.50" 503 741 1244 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Tributary Dead Snow Loads Location(Side) Width (0.90) (1.15) Comments 0-Self Weight(PLF) 0 to 9'101/4" N/A 7.7 1-Uniform(PLF) 0 to 9'101/4" N/A 94.5 350.0 Linked from:Roof: (Front) imst iin Cm w,rt i Weyerhaeuser Notes (Z�SUSTAINABLE FORESTRY INITIATIVE 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,Bloddng 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-13B7 and/or tested In accordance with applicable ASfM 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 Forts Software Operator Forte Software Operator Job Notes 1 1/31W17 11' M Nathan Bonck Forte v5.3,DesigrrPoeitWO .5 Fos satti Pawlak Struclural Engineers dob.41e (206)456-3071 NBonck@Fossatti,com Page 20 of 85 1 � MEMBER REPORT Roof Level Beams,Floor:Drop Beam 114 1 piece(s) 6) 1 Hem-Fir No. 1 GLULAM BEAM, L AY BY INSPECTION Overall Length:9' 0 1 1 0 2'8• 2'8• 3-8- 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:Combination(Pattern) System:Floor Member Reaction(Ibs) 4688 @ 5'1 1/4" 12251(5.50") Passed(38%) -- 1.0 D+1.0 S(Adj Spans) Member Type:Drop Beam Shear(Ibs) 2544 @ 4'1" 5608 Passed(45%) 1.15 1.0 D+1.0 S(Adj Spans) Building Use:Residential Moment(Ft-Ibs) -8200 @ 5'1 1/4" 8325 Passed(99%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Live Load Defl. in 0.156 @ 9' 0.260 Passed(2L/600) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.263 @ 9' 0.390 1 Passed(2L/354) — 1.0 D+1.0 S(All Spans) •Deflection criteria:LL(L/360)and TL(L/240). •Overhang deflection criteria:ILL(2L/360)and TL(2L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 9'o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 9'o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Snow I Total Accessories 2- 61 Blocking Stud wall-DF 5.50" 5.50" 2.10" 1732 295640 6154/6-81816 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Snow L"df Location(Side) Width (0.90) (1.LS) Comments 0-Self Weight(PLF) 0 to 9' N/A 13.2 Linked from:Floor: 1-Point(lb) 0(Top) N/A 503 741 Drop Beam 113, Su000rt 1 Linked from:Floor: 2-Point(lb) 9'crop) N/A 834 1245 Drop Beam 112, Support 1 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser Notes /A 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 11/3/�Q 17 11 2 M i Nathan Bonck Forte v5.3, Desigrf@A8if9�: . . .5 Fossatt Pawlak Structural Engineers Job.4te (206)456-3071 NBonck@Fossatti.com Page 21 of 85 4 .• • ' -. I �I F 0 R T E MEMBER REPORT' 3rd Level framing,Floor:Joist J201 PASSED 1 piece(s) 11 8" T)I® 560 @ 16" OC Overall Length:20' + a o c I I 20' 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:Combination(Pattern) System:Floor Member Reaction(Ibs) 937 @ 41/2" 1725(3.50") Passed(54%) 1.D0 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(Ibs) 903 @ 5 1/2" 2050 Passed(44%) 1.00 1.0 D+1.0 L(All SDans) Building Use:Residential Moment(R-Ibs) 4385 @ 10' 9500 Passed(46%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.266 @ 10' 0.642 Passed(U867) — 1.0 D+1.0 L(All Spans) Design Methodology:ASO Total Load Deft.(in) 0.473 @ 10' 0.962 1 Passed(U488) — 1.0 D+1.0 L(All Spans) T]-ProT"Ratina 46 40 jPassed — •Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 8'S"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 19'9"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 T1-Pro—Rating Include:None Bearing Loads to Supports(Ibs) Supports Total Available Required Dead floor Total Accessories Live 1-Beam-DF 5.50" 4.25" 1.75" 413 533 946 1 1/4"Rim Board 2-Beam-DF 5.50" 4.00" 1.75" 413 533 946 1 1/2"Rim Board •Rim Board Is assumed to carry all loads applied directly above It,bypassing the member being designed. Dead Floor Live Loads Location(side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 20' 16" 31.0 40.0 Residential-Living Areas /^� Weyerhaeuser Notes 1 SUSTAINABLE FORESTRY INITIATIVE 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(Rlm Board,Blocking Panels and Squash Blocks)are rot 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 10C ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASfM standards.For current code evaluation reports,Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-Ilbrary. The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 1 1/3/ 17 11-26:�} M Nathan Bocck Forte v5.3, I - @A�if c�:�T.� .5 Fossalti Pawlak Structural Engineers Job.4te (206)456-3071 NBonck@Fossatti.com Fossatti.com Page 22 of 85 1 � i 1 ��.�,: . I MEMBER REPORT 3rd Level framing, Floor.Joist J203 PASSED F O R T E 1 piece(s) 11 8"T3I@ 360 @ 16" OC Overall Length:28'9" o — o I 19, 9.9. 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:Combination(Pattern) System:Floor Member Reaction Its) 1819 @ 19, 2460(3.50") Passed(74%) 1.00 1.0 D+1.0 L All Spans) Member Type:Joist Shear(Ibs) 976 @ 18'10 1/4" 1876 Passed(52%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(R-Ibs) -3079 @ 19' 6180 Passed(50%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.218 @ 8'11 1/4" 0.621 Passed(L/999+) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASO Total Load Dell.(in) 1 0.375 @ 8'30 112" 1 0.931 1 Passed(L/596) 1.0 D+1.0 L(Alt Spans) TJ-Pro•"Rating 1 44 40 IPassed I I-- Deflection aiterla: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 5'4"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:None searing Load@ to support(Ibs) Supports Total I Available Requlred Dead FloorL!" Total Accessories 1-Stud wall-HF 5.50" 4.00" 1.75" 328 434/-4 762/-4 1 1/2"Rim Board 2-Stud wall-HF 3.50" 3.50" 3.50" 794 1025 1819 None 3-Stud wall-HF 5.50" 4.00" I 1.75" 66 249/-157 315/-157 1 1/2"Rim Board •Rim Board Is assumed to carry all loads applied directly above It,bypassing the member being designed. Dead Floor Uve Loads Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 28'9" 16" 31.0 40.0 Residential-Living ArPac Weyerhaeuser Notes l SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design viterla 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 thlyd-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by IOC 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/woodprodudts/document-library. The product application,Input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 1 1/3 17 1 2§ AM Nathan Bonck Forte v5.3,Deslg�L2R8it : .��.5 Fossatti Pawlak Structural Engineers I JobAte (206)456-3071 NBonck@Fossatti.com Page 23 of 85 t� ._ �. MEMBER REPORT 3rd Level framing, Floor:Joist J204 PASSED F 0 R T E 1 piece(s) 11 8" T3I@ 210 @ 16" OC Overall Length: 13'9" 0 t 13'9" 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontaI.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 641 @ 4 1/2" 1460(3.50") Passed(44%) 1.00 1.0 D+1.0 L All Spans) Member Type:Joist Shear(Ibs) 607 @ 5 1/2" 1655 Passed(37%) 1.00 1.0 D+1.0 L(All Spans) Building use:Residential Moment(Ft-Ibs) 2000 @ 6'10 1/2" 3795 Passed(53%) 1.00 1.0 D+1.0 L(All Spans Building Code:IBC 2015 Live Load Defl.(in) 0.109 @ 6'10 1/2" 0.433 Passed(L/999+) -- 1.0 D+1.0 L(AII Spans) Design Methodology:ASO Total Load Defl.(in) 1 0.193 @ 6'30 1/2" 0.650 Passed(L/808) 1.0 D+1.0 L(All Spans) C TJ-ProT"Rating 52 40 Passed -- Deflection criteria:LL(L/360)and TL(1-/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 5'2"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 13'6"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:None scaring Loads to Supports(Ibs) Supports Total Available Required Dead mr Total Accessories 1-Beam-OF 5.50" 4.25" 1.75" 284 367 651 1 1/4"Rim Board 2-Beam-OF 5.50" 4.00" 1.75" 284 367 651 1 1/2"Rim Board •Rim Board Is assumed to carry all loads applied directly above It,bypassing the member being designed. Dead Floor Live Loads Location(Side) Spading (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 13'9" 16" 31.0 40.0 Residential-Uwng ArP.IC Weyerhaeuser Notes (t5)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design alteria 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,Nodding 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/woodprodukts/document-library. The product application,Input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 1 1/3/p 17 11 esig '26: . M Nathan Bonck Forte v5.3, D@��if��:�T.� .5 Fossatti Pawlak Structural Engineers JobAte (206)456-3071 NBDnck@Fossatli.com Page 24 of 85 i 1tI Y• t � � - t I MEMBER REPORT 3rd Level framing, Floor.JoistJ205 PASSED �� R `� 1 piece(s) 11 3"T]I@ 210 @ 16" OC Overall Length: 11'4" 0 1 0 11'4' f 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:Combination(Pattern) system:Floor Member Reaction(Ibs) 525 @ 4 1/2" 1460(3.50") Passed(36%) 1.00 1.0 D+1.0 L(All Spans Member Type:Joist Shear(Ibs) 493 @ 5 1/2" 1655 Passed(30%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 1325 @ 5'8" 3795 Passed(35%) 1.00 1.0 D+1.0 L(All Spans) Building code:IBC 2015 Live Load Defl.(in) 0.052 @ 5'8" 0.353 Passed(U999+) — 1.0 D+1.0 L(All Spans) Design Methodology:ASO Total Load Defl.(in) 0.093 @ 5'8" 0.529 Passed(U999+) — 1.0 D+1.0 L(All Spans) T)-ProT"Rating 59 40 Passed - — J •Deflection criteria:LL(L/360)and TL(1-1240). •Top Edge Bracing(Lu):Top compression edge must be braced at 6'S"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 11'1"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:None — Bearing Loads to supports(Ibs) Supports Total Available Required Dead Floor Total Accessories 1-Beam-OF 5.50" 4.00" 1.75" 234 302 536 1 1/2"Rim Board 2-Beam-DF 5.50" 4.00" 1.75" 234 302 536 1 1/2"Rim Board Rim Board Is assumed to carry all loads applied directly above It,bypassing the member being designed. Dead Floor LWe Loads Location(side) spacing (0.90) (1.00) comments 1-UnHorm(PSF) 0 to 11'4" 16" 31.0 40.0 Residential-LivingAreas Weyerfiaeuser Notts (IS)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly dlsdaims 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,Bloddng Panels and Squash Blocks)are riot designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certifled 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 11/3/esigr 17 140 M Nathan Bonck Forte v5.3, D@A�i �:�P.� .5 F ass atti Pawlak Structural Engineers JobAte (206)456-3071 NBonck@Fossatfi.com Page 25 of 85 MEMBER REPORT 3rd Level framing, Floor:Joist PASSED 1 F 0 R T Er. 1 piece(s) 11 1" T]I@ 210 @ 16" oc Overall Length: 16'8" 0 0 16'8' 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:Combination(Pattern) System:Floor Member Reaction(Ibs) 777 @ 4 1/2" 1460(3.50") Passed(53%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(Ibs) 746 @ 5 1/2" 1655 Passed(45%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 2998 @ 8'4" 3795 Passed(79%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.229 @ 8'4" 0.531 Passed(L/833) — 1.0 D+1.0 L(All Spans) Design Methodology:ASO Total Load Defl.(in) 0.407 @ 8'4" 0.796 1 Passed(L/469) — 1.0 D+1.0 L(All Spans) T]-ProT"Rating 43 40 Passed •Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 4'2"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 16'5"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:None Bearing Loads to supports(III Supports Total Available Required Dead Floor Tatol Accessories 1-Beam-OF 5.50" 4-00" 1.75" 344 444 788 1 1/2"Rim Board 2-Beam-OF 5.50" 4.00" 1.75" 344 444 788 1 1/2"Rim Board •Rim Board Is assumed to carry all loads applied directly above It,bypassing the member being designed. Dead Floor Live Loads Lootion(side) Spedng (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 16'B" 16" 31.0 40.0 Residential-Uwng Arran Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE 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,Bloddng Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are thlyd-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by IOC 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 11/-V�Q1�17 1 2��}}44 M Nathan Bonck Forte v5.3, Desigff lei :`V7'.5. .5 Fossatti Pawlak Structural Engineers I Job.4te (206)456-3071 NBonck@Fossatti.com Page 26 of 85 �)F O R T E MEMBER REPORT 3rd Level framing, Floor:JoistJ207 PASSED 1 piece(s) 11t 3" TJI@ 210 @ 16" OC Overall Length:13'4" o I 0 13'4' ' i All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results l Actual a Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 619 @ 4 1/2" 1460(3.50") Passed(42%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(Ibs) 588 @ 5 1/2" 1655 Passed(36%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 1874 @ 6'8" 3795 Passed(49%) 1.00 1.0 D+1.0 L(All Span) Building Code:IBC 2015 Live Load Defl.(in) 0.097 @ 6'8" 0.419 Passed(L/999+) — 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.172 @ 6'8" 0.629 Passed(1-1880) — 1.0 D+1.0 L(All Spans)_ TJ-ProT"Rat)na 53 1 40 IPassed — •Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 5'4"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 13'1"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:None Bmring — Loads to Supports(Ibs) — suppo"s Total Available Required Dead Floor Total Accessories 1-Beam-DF 5.50" 4.00" 1.75" 276 356 632 1 1/2"Rim Board 2-Beam-DIP 5.50" 4.00" 1.75" 276 356 632 1 1/2-Rim Board •Rim Board Is assumed to carry all loads applied directly above It,bypassing the member being designed. Dead Floor Llve Loads Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 13'4" 16" 31.0 40.0 Residental-uwng AfPaC Weyerhaeuser Notes 1 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser e:q)ressly 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(Rlm Board,Bloddng Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are thlyd-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/woDdproducts/document-library. The product application,Input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Noles 1 1/ 17 1d�1AA'2 ``�� M Nathan Bonck Forte v5.3, D Igrf@A6irft3:�P.�. .5 Fossatti Pawlak Structural Engineers JobAte (206)456-3071 NBonck@Fossatti,corn Page 27 of 85 I I I (� MEMBER REPORT 3rd Level framing, Floor:JoistJ208 PASSED �I F O R T 1 pieces) 11 ;" T3I@ 210 @ 16" oc Overall Length: 13'4" 0 0 13'4" I 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 @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction Qbs) 619 @ 41/2" 1460(3.50") Passed(42%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(Ibs) 588 @ 5 1/2" 1655 Passed(36%) 1.00 1.0 D+1.0 L(Ali Spans) Building Use:Residential Moment(Ft-Ibs) 1874 @ 6'8" 3795 Passed(49%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.097 @ 6'8" 0.419 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASO Total Load DO.(in) 0.172 @ 6'8" 0.629 1 Passed(L/880) 1.0 D+1.0 L(All Spans) TJ-Pro'"Rating 53 40 Passed •Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bradng(Lu):Top compression edge must be braced at 5'4"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 13'1"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 nalled down. •Additional considerations for the TJ-Pro-Rating Include:None Bearing Loads to supports(Ibs) Supports Total Available Required Dead llllooer Total Aolxssorias 1-Beam-DF 5.50" 4.00" 1.75" 276 356 632 1 1/2"Rim Board 2-Beam-DF 5.50" 4.00" 1.75" 276 356 632 1 1/2"Rim Board •Rim Board Is assumed to carry all loads applied directly above It,bypassing the member being designed. Dead Floor Live Loads Location(side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 13'4" 16" 31.0 40.0 Residential-Living Areas Weyerfiaeuser Notes (25)SUSTAINABLE FORESTRY INITIATIVE 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,Bloddng Panels and Squash Blodcs)are not designed by this software.Products manufactured at Weyerhaeuser fadlltles 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 ASrM standards.For current code evaluation reports,Weyerhaeuser product literature and Installation details refer to www.weyertiaeuser.com/woDdproducts/doctiment-ilbrary. The product application,Input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 1 1/3/ 17 1 2 M Nathan Sonck Forte v5.3, Desig LsA�i :�115 .5 Fossalti Pawlak Structural Engineers Job.4te (206)456-3071 NBonck@Fossatli.com Page 28 of 85 1 I MEMBER REPORT 3rd Level framing,Floor:Joist J209 PASSED I F O R T E 1 piece(s) 2 x Hem-Fir No. 2@ 16" oC Overall Length: 11' o I L 1i 0 u All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 752 @ 5 1/2" 911(1.50") Passed(83%) — 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(Ibs) 638 @ V 2 3/4" 1388 Passed(46%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 1912 @ 5'6 1/2' 1917 Passed(100%) 1.00 1.0 D+1.0 L(AII Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.150 @ 5'6 1/2" 0.339 Passed(L/816) -- 1.0 D+1.0 L(AII Spans) Design Methodology:ASD Total Load Defl.(in) 0.277 @ T 6 1/2" 1 0.508 1 Passed(L/441 — 1.0 D+1.0 L(AII Spans) T]-ProTM Ratina N/A N/A — •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(W):Bottom compression edge must be braced at 10'5"o/c unless detailed otherwise. •A 15%Increase In the moment capacity has been added to account for repetltive member usage. •Applicable calculations are based on NDS. •No composite action between deck and Joist was considered In analysis. Searing Length Loads to Supports(Un) Supports Total Available Required Dead Total Acasaories 1-Hanger on 91/4"DF beam 5.50" Hanger' 1.50" 377 443 820 See note' 2-Beam-OF 5.50" 4.00" 1.50" 371 437 I 808 1 1/2"Rim Board •Rim Board Is assumed to carry all loads 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 • 'See Connector grid below for additional Information and/or requirements. Connector:Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Acccscortles 1-Face Mount Hanger W28 1.50" N/A 8-10d common 6-10d x 1-1/2 Dead Floor Live l.0ads Location(Side) Spacing (0.90) (1.00) Comment denljal-LMng 1-Uniform(PSF) 0 to 11' 16" RI 51.0 60.0 arnAc Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE 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.weyeriiaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator 11/13/2flMP.P414 PM Forte v5.3, Design Engine:V7.0.0.5 Nathan Bonck Fossatti Pawlak Structural Engineers Job.4te (206)456-3071 NBonck@Fossatti.com Page 1 of 1 i MEMBER REPORT, 3rd Level framing, Floor:Joist J210 PASSED l F 0 R T E i piece(s) 2 x Hem-Fir No. 2@ 16" OC Overall Length:7'6" 0 76 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 487 @ 5 1/2" 911(1.50") Passed(53%) 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(Ibs) 373 @ V 2 3/4" 1388 Passed(27%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment WNW 802 @ 3'9" 1917 Passed(42%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.026 @ 3'9" 0.219 Passed(U999+) -- 1.0 D+1.0 L(All SDans) Design Methodology:ASD Total Load Dell.(in) 0.049 @ 3'9" 0.329 Passed(U999+) 1.0 D+1.0 L(All Spans) TJ-Pro—Rating N/A N/A •Deflection criteria:LL(L/360)and TI.(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 6 7"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 6'7"o/c unless detailed otherwise. •A 15%Increase In the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between dedc and joist was considered In analysis. Searing Length Loads to Support(Ibs) Supports Total Available Required Dead Floor Total Accassories 1-Hanger on 9 1/4"DF beam 5.50" Hanger' 1.50" 255 300 555 See note' 2-Hanger on 9 1/4"OF beam 5.50" Hanger' 1.50" 255 300 555 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. Connector:Simpson Strong-Tie Connectors Support Model Seat Length Top Malls Face Malls Member Nails Accessories 1-Face Mount Hanger LU28 1.50" N/A 8-10d common 6-10d x 1-1/2 2-Face Mount Hanger LU28 1.50" N/A 8-10d common 6-10d x 1-1/2 Dead Floor Live Loads Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 7 6" 16" 51.0 60.0 Residential-Living AreAs Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE 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 thlyd-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1307 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser i 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 Pau Forte Software Operator Job Notes 11/13/2fJM2:P4.'1%`M Nathan Bonck Forte v5.3, Design Engine:V7,0.0.5 Fossatti Pawlak Structural Engineers Job.4te (206)456-3071 NBonck@Fossatti,com Page 1 of 1 S . I I s MEMBER REPORT 3rdlevel Beams, Wall:Header200 PASSED !�F R T E 2 pieces) 2 x hem-Fir No. 2 Overall Length:3' N 2'6" 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:Combination(Pattern) System:Wall Member Reaction Qbs) 1108 @ 1 1/2" 3645(3.00") Passed(30%) — 1.0 D+1.0 L(All Spans) Member Type:Header Shear(Ibs) 496 @ 8 1/2" 1650 Passed(30%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 593 @ 1'6" 1393 Passed(43%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.007 @ 1'6" 0.092 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASO Total Load Defl.(in) 0.015 @ 1'6" 0.138 1 Passed(U999+) — 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 T o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 3'o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Loads to Supports(Ibs) Supports Total Awllable Required Dead Liver Total Accessories 1-Trimmer-HF 3.00" 3.00" 1.50" 673 435 1108 None 2-Trimmer-HF 3.00" 3.00 1.50 673 435 1108 None Tributary Dead Floor Live Loads Location(Side) VAdth (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 3' N/A 4.2 1-Uniform(PSF) 0 to 3' 9' 12.0 - Residential-LMng Areas 2-Uniform(PSF) 0 to 3' 7 3' 31.0 40.0 Residential-Living Areas Unked from:Wall: 3-Point(lb) 0 N/A 168 - Header 100,Support 1 Unked from:Wan: 4-Point(lb) 3' N/A 168 - Header 100,Support 2 Weyerhaeuser Notes (1�SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly dlsdalms 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,Bloddng 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 10C 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/woDdproducts/document-library. The product application,Input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 11/3��Q11�,7 14�62C�:`} M Nathan Bonck Forte v5.3, Desigrfekl�iRB:'V � .5 Fossatti Pawlak Structural Engineers Job.4te (206)456-3071 NBonck@Fossatti.com Page 31 of 85 1 I �I C O p T C " MEMBER REPORT-- 3rd level Beams, Wall.Header201 PASSED I� fi 1 G 2 pieces) 2 x, .rem-Fir No. 2 Overall Length:5'6" 0 1 1 0 5' 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 a Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(Ibs) 2390 @ 1 1/2" 3645(3.00") Passed(66%) -- 1.0 D+1.0 S(All Spans) Member Type:Header Shear(Ibs) 215 @ 101/4" 1958 Passed(11%) 0.90 1.0 D(All Spans) Building Use:Residential Moment(Ft-Ibs) 3910 2'9" 2011 Passed(19%) 0.90 1.0 D(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.000 @ 0 0.175 Passed 1.0 D(All Spans) Design Methodology:ASD (2U999+) Total Load Defl.(in) 0.016 @ 2'9" 0.262 Passed(L/999+) 1.0 D(All Spans) •Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 5'6"o%unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 5'6"o/c unless detailed otherwise. •Applicable calculations are based on NDS. - — During Loads to supports(Ibs) Supports Total Awllable Required Dead Snow Total Accessories 1-Trimmer-HF 3.00" 3.00" 1.97" 1101 1289 2390 None 2-Trimmer-HF 3.00" 3.00" 1.97" 1101 1289 2390 None Tributary Dead snow Loads Location(SWO) Mlldth (D.gD) (1.15) comments 0-Self Weight(PLF) 0 to 5'6" N/A 5.5 1-Uniform(PSF) 0 to 5'6" 9' 12.0 - Linked from:Wall: 2-Paint(lb) 0 N/A 789 1289 Header 101,Support t Linked from:Wall: 8-Point(lb) 5'6" N/A 789 1289 Header 101,Support 2 Weyerhaeuser Notes (tj)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sf¢Ing 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 thlyd-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 AS1M standards.For current code evaluation reports,Weyerhaeuser product literature and Installation details refer to www.weyerttaeuser.com/woodproducts/davment-library. The product application,Input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 1 1/3 17 11.26: M Nathan Bonck ` Forte v5.3, Desig i(�c�:�113T.5 Foss all!Pawlak Structural Engineers Job.4te (206)456-3071 NBonck@Fossafti.com Page 32 of 85 I ;�: i F 0 R T E ` MEMBER REPOR� 3rd level Beams, Wall:Header202 PASSED 2 piece(s) 2 x Hem-Fir No. 2 Overall Length:2'6" 0 T o 2' 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®Location Allowed Result LDF Load:Combination(pattern) System:Wall Member Reaction(Ibs) 958 fag 1 1/2" 3645(3.00") Passed(26%) — 1.0 D+1.0 S(All Spans) Member Type:Header Shear(Ibs) 610 81/2" 1485 Passed(4%) 0.90 1.0 D(All Spans) Building Use:Residential Moment(Ft-Ibs) 71 @ 1'3" 1253 Passed(6%) 0.90 1.0 D(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.000 0 0.075 Passed -- 1.0 D(All Spans) Design Methodology;ASO 171/qqq+) Total Load DeR.(in) 0.0010 1'3" 0.112 Passed(U999+) 1.0 D(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 NDS. searing wads ao twpports(108) Supports Total Avallable Required Dead Snow Total Accemortas 1-Trimmer-HF 3.00" 3.00" 1.50" 450 508 958 None 2-Trimmer-HF 3.00" 3.00" 1.50" 450 508 958 None Tributary Dead Snow Loads Locaaon(fade) width (0.90) (2.15) comments 0-Self Weight(PLF) 0 to 2'6" N/A 4.2 1-Uniform(PSF) 0 to 2'6" 9' 12.0 - Linked from:Wall: 2-Point(lb) 0 N/A 310 508 Header 102,Support 1 j j Linked from:Wall: 3-Point(lb) 2'6" N/A 310 508 Header 102,Support Weyerhaeuser Notes (n/� l SUSTAINABLE FORESTRY INITIATIV Weyerhaeuser warrants that the string of Its products will be In accordance with Weyerhaeuser product design criteria and published design values, l Weyerhaeuser expressly disdains any other warranties related to the software.Use of this software Is not Intended to dreumvent 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,Bloddng Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser fadides 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 airrent 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 11/3/��QQ17 1 '2 I�} M Nathan eonck Forte v5.3,DesigrfeH-i :�7'.� .5 Fossaml Pawlak Structural Engineers I JobAte (206)456-3071 NBonck@Fossatii.com Page 33 of 85 MEMBER REPORT 3rd level Beams, Wall:Header 203 PASSED lIl F R T E 2 piece(S) 2 x Hem-Fir No. 2 Overall Length:6'6" + + o - o 8' 1 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:Combination(Pattern) System:Wall Member Reaction(Ibs) 3020 @ 1 1/2" 3645(3.00") Passed(83%) -- 1.0 D+1.0 S(All Spans) Member Type:Header Shear(Ibs) 646 @ 8 1/2" 1650 Passed(39%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 1241 @ 3'3" 1393 Passed(89%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(In) 0.0510 T 3" 0.208 Passed(L/999+) — 1.0 D+1.0 L(All Spans) Design Methodology:Aso Total Load Defl.(in) 0.161 @ 3'3" 0.313 Passed(L/465) - 1.0 D+1.0 L(All Spans) •Deflection criteria:LL(L/360)and TL(5/16"). •Top Edge Bracing(Lu):Top compression edge must be braced at 6'6"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 6'6"o/c unless detailed otherwise. •Applicable calculations are based on NDS. searing Lads to Support(Ibs) Supports Total Available Required Dead 1_10or Snow Total Accessories Live 1-Trimmer-HF 3.00" 3.00" 2A9" 1720 260 1300 3280 None 2-Trimmer-HF 3.00" 3.00" 2.49" 1720 260 1300 3280 None Tributary Dad Floor Live Snow Loads Location(Side) VAdth (0.90) (1.00) (1.15) Commanta 0-Self Weight(PLF) 0 to 6'6" N/A 4.2 1-Uniform(PSF) 0 to 6'6" 9' 12.0 - 2-Uniform(PSF) 0 to 6'6" 2' 31.0 40.0 Unked from:Wall: 3-Point(lb) 0 N/A 1154 - 1300 Header 103,Support 1 Unked from:Wall: 4-Point(lb) 6 6" N/A 1154 1300 Header 103,Support 2 Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE 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 fadlides are thlyd-party certifled to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports FSR-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 Forte v5.3, Desi/917 1 B26:1��5 Nathan Bonck — y Fossatti Pawlak Structural Engineers Job.4te (206)456-3071 NBonck@Fossatti.com Page 34 of 85 r!1 F O R T E MEMBER REPORT 3rd level Beams, Wall:Header204 PASSED 2 piece(s) 2 a Hem-Fir No. 2 Overall Length:2'6" a 0 0 2' All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results 1 Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(Ibs) 883 @ 1 1/2" 3645(3.00") Passed(24%) -- 1.0 D+1.0 S(All Spans)_ Member Type:Header Shear(Ibs) 61 @ 8 1/2" 1485 Passed(4%) 0.90 1.0 D(All Spans) Building Use:Residential Moment(Ft-Ibs) 71 @ 1'3" 1253 Passed(6%) 0.90 1.0 D(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.000 @ 0 0.075 Passed 1.0 D(All Spans) Design Methodology:ASO (2L/999+) Total Load Defl.(in) 0.001 @ 1'3" 0.112 Passed(L/999+) 1.0 D(All Spans) •Deflection aiteria:U.(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 NDS. searing Loads to Supports(Ibs) Supports Total AvallaMe Required Dead snow Total Accessories 1-Trimmer-HF 3.00" 3.00" 1.50" 422 461 883 None 2-Trimmer-HF 3.00" 3.00" 1.50" 422 461 883 None Tributary Dud snow Loads Location(side) Mfldth (0.90) (1.15) Comments 0-Self Weight(PLF) 0 to 2'6" N/A 4.2 1-Uniform(PSF) 0 to 2'6" 9' 12.0 - Llnked from:Wall: 2-Point(lb) 0 N/A 282 461 Header 104,Support t Unked from:Wall: 3-Point(lb) 2'6' N/A 282 461 Header 104,Support 2 Weyerhaeuser Notes nA SUSTAINABLE FORESTRY INITIATIVE 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 11/3/ 17 1 2 ryA,M Nathan Bonck Forte v5.3, Design @Qei �U.5 Fossatti Pawlak Structural Engineers JobAte (206)456-3071 NBonck@Fossaui.com Page 35 of 85 ►, f MEMBER REPORT 3rd level Beams, Wall:Header 205 PASSED F O R T E 2 piece(s) 2 x Aem-Fir No. 2 Overall Length:6'6" 0 `-— 0 6' All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontaI.;Drawing is Conceptual Design Results Actual @ Location Allowed Result dLDFLoad:Combination(Pattern) System:Wall Member Reaction(Ibs) 1766 @ 11/2" 3645 3.00" Passed(48%) 1.0 D+0.75 L+0.75 S(AII Spans) Member Type:Header Shear(Ibs) 646 @ 81/2" 1650 Passed(39%) 1.0 D+1.0 L(AII Spans) Building Use:Residential Moment(Ft-Ibs) 1241 @ 3'3" 1393 Passed(89% 1.0 D+1.0 L AII S ns Building Code:IBC 2015 Live Load Defl.(in) 0.051@ 3'3" 0.208 Passed(L/999+) 1.0 D+1.0 L(AII Spans) Design Methodology:ASD Total Load Defl.(In) 0.161 @ 3'3" 0.313 Passed fL/465) 1.0 D+1.0 L(All Spans •Deflection criteria:U.(1./360)and TL(5/16"). •Top Edge Bracing(Lu):Top compression edge must be braced at 6'6"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 6'6"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Floor Snow Total Ac=mries 1-Trimmer-HF 3.00" 3.00" 1.50" 1023 260 731 2014 None 2-Trimmer-HF 3.00" 3.00" 1.50" 1023 260 731 2014 None Tributary Dead Floor LNe Snow Loads Location(Side) Width (0.90) (1.00) (1.15) Comments 0-Self Weight(PLF) 0 to 6'6" N/A 4.2 _ 1-Uniform(PSF) 0 to 6'6" 9' 12.0 2-Uniform(PSF) 0 to 6'6" 2' 31.0 40.0 Unked from:Walt: 3-Point(lb) 0 N/A 457 - 731 Header 105,Support 1 Unked from:Wall: 4-Point(lb) 6'6" N/A 457 731 Header 105,Support 2 Weyerhaeuser Notes (1�SUSTAINABLE FORESTRY INITIATIVE 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(Rlm Board,BlocIdng 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 FSR-1387 and/or tested In accordance with applicable ASIM 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 1 1/3/?9Q17 AM Nathan Bonck Forte v5.3,Desigrf�A�i :�7'.� .5 Fossatti Pawlak Structural Engineers Job.4te (206)456-3071 NBonck@Fossatti.com Page 36 of 85 I I 1 I F R T E MEMBER REPORT 3rd level Beams, Wall.Header 206 PASSED 2 piece(s) 2�' Aem-Fir No. 2 Overall Length:2'6" 1 2' 0 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontaI.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) � System:Wall Member Reaction(lbs) 1371 @ 1 1/2" 3645(3.00") Passed(38%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Header Shear(lbs) 426 @ 8 1/2" 16SO Passed(26%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Resldentlal Moment(Ft-lbs) 498 @ 1'3" 1393 Passed(36%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.004 @ 1'3" 0.075 Passed(L/999+) 1.0 D+1.0 L(All Spans) Design Methodology:ASO Total Load Defl.(in) 0.008 @ V3.1 0.112 Passed(L/999+) 1.0 D+1.0 L(All Spans) •Deflection ulterla: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 detalled otherwise. •Applicable calculations are based on NDS. Bearing Loads to Support@(Iba) Supports Total Available Required Deed Floor Snow Total Accessories 1-Trimmer-HF 3.00" 3.00" 1.50" 786 475 305 �_1566 None 2-Trimmer-HF 3.00" 3.00" 1.50" 786 475 305 1566 None Tributary Dead Floor Lim snow Loads Location(Side) Width (0.90) (1.00) (1.15) Comments 0-Self Weight(PLF) 0 to 2'6" N/A 4.2 1-Uniform(PSF) 0 to 2'6" 9' 12.0 - 2-Uniform(PSF) 0 to 2'6" 9'6" 31.0 40.0 - Unked from:Wall: 8-Point(lb) 0 N/A 278 305 Header 106,Support 1 linked from:wall: 4-Point(lb) 2'6" N/A 278 305 Header 106,Support 2 Weverhaeuser Notes (2j)SUSTAINABLE FORESTRY INITIATIVE 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 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,Bloddng Panels and Squash Blodcs)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 IOC 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,dimenslons and support information have been provided by Forte Software Operator Forte Software Operator Job Notes i 1 1/3/ 17 1 1'26: M Nathan Bonck 1 Forte v5.3, Design@Q-it` :� .�. .5 Fossatti Pawlak Structural Engineers dob.4te (206)456-3071 NBonck@Fossatti.com Page 37 of 85 s I . . I it F 0 R T E MEMBER REPORT— 3rd level Beams, Wall:Header207 PASSED 2 piece(s) 2 X, iem-Fir No. 2 Overall Length:8'6" 1 8' a o All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Desian Results Actual®Location Allowed Result LDFj Load:combination(Pattern) System:Wall Member Reaction(Ibs) 3636 0 1 1/2" 3645(3.00") Passed(100%) — 1.0 D+1.0 S(All Spans) I Member Type:Header Shear(Ibs) 397 @ 8 1/2" 1485 Passed(27%) 0.90 1.0 D(All Spans) Building Use:Residential Moment(Ft-Ibs) 954 0 4'3" 1253 Passed(76%)_ 0.90 1.0 D(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.00000 0.275 Passed — 1.0 D(All Spans) Design Methodology:ASD (2U999+) Total Load Defl.(in) 0.216 @ 4'3" 0.313 Passed(L/458) -- 1.0 D(All Spans) •Deflection atteria:U.(L/360)and TL(5/16"). •Top Edge Bracing(Lu):Top compression edge must be braced at 0'6"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 6'6"o/c unless detailed otherwise. •Applicable calculations are based on NDS. searing wads m Supports Obs) Supports Total Available Required Dead Snow Total Accessories 1-Trimmer-HIP 3.00" 3.00" 2.99" 1697 1939 3636 None 2-Trimmer-HIP 3.00" 3.00" 2.99" 1697 1939 3636 1 None Tributary Dead Snow Loads Locanon(Side) wldm (0-90) (1.16) comments 0-Self Weight(PLF) 0 to 8'6" N/A 4.2 1-Uniform(PSF) 0 to 8'6" 9' 12.0 Linked from:Wan: 2-Point(lb) 0 N/A 1220 1939 Header 107,Support 1 Linked from:Wall: 9-Point(lb) 8'6" N/A 1220 1939 Header 107,Support Weyerhaeuser Notes ( SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design atterla and published design values. �l 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,Bloddng Panels and Squash BW*)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 ASfM standards.For current aide evaluation reports,Weyerhaeuser product literature and Installation details refer to www.weyerhaetiser.cofn/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 11/3/�Q17 1 2�C.4 M Nathan Bonck Forte v5.3,Designi :�V7'.�. .5 Foss art!Pawlak Structural Engineers Job.4te (206)456-3071 NBonck@Fossatti.com Page 38 of 85 ::� � ,� I I - I r� F O R T E MEMBER REPORT 3rd level Beams, Wall:Header208 PASSED 2 piece(s) 2 x em-Fir No. 2 Overall Length:3'6" 0 T- - — - -0 3' a o All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(Ibs) 1746 @ 1 1/2" 3645(3.00") Passed(48%) — 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Header Shear(Ibs) 471 @ 8 1/2" 1650 Passed(29%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 597 @ 1'9" 1393 Passed(43%) 1.00 1.0 D+1.0 L(All Spans) Building code:IBC 2015 LNe Load Defl.(in) 0.009 @ 1'9" 0.108 Passed(L/999+) — 1.0 D+1.0 L(AII Spans) Design Methodology:ASD Total Load Defl.(In) 0.021 @ 1'9" 1 0.162 1 Passed(L/999+) — 1.0 D+1.0 L(AII Spans) •Deflection criteria:LL(L/360)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. Searing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Snow Total Accessories 1-Trimmer-HE 3.00" 3.00" 1.50" 1029 333 623 1985 None 2-Trimmer-HF 3.00" 3.00" 1.50" 1029 333 623 1985 None Tributary Dead Floor Live Snow Loads Location(Side) Width (0.90) (1.00) (1.1S) Comments 0-See Weight(PLF) 0 to 3'6" N/A 4.2 1-Uniform(PSF) 0 to 3'6" 9' 12.0 2-Uniform(PSF) 0 to 3'6" 3'9- 31.0 40.0 3-Uniform(PSF) 0 to 3'6" a" 51.0 60.0 Linked from:Wall: 4-Point(lb) 0 N/A 570 623 Header 108,Support 1 Linked from:Wall: 5-Point(ib) 3'6" N/A 570 623 Header 108,Support 2 Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE 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,Bloddng Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certfled to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESP-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/woDdproducts/document-ilbrary. The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 11/13/�TT2:P9:52-PM Nathan Bonck Forte v5.3, Design Engine:V7.0.0.5 Fossatti Pawlak Structural Engineers Job.4te (206)456-3071 NBonck@Fossalti.com Page 1 of 1 a � i�I F O R T EMEMBER REPORT. 3rd level Beams, Wall:Header210 PASSED 2 piece(s) 2 x"lem-Fir No. 2 Overall Length:3'6" 0 1 3' r 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(Ibs) 3662 @ 1 1/2" 3645(3.00") Passed(100%) — 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Header Shear(Ibs) 1157 @ 101/4" 2175 Passed(53%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 1706 @ 1'9" 2234 Passed(76%) 1.00 1.0 D+1.0 L(All Spans) Building code:IBC 2015 Live Load Deft.(In) 0.013 @ 1'9" 0.108 Passed(L/999+) — 1.0 D+1.0 L(All Spans) Design Methodology:Aso Total Load Deft.(in) 0.026 @ 1'9" 0.162 Passed(L/999+) — 1.0 D+1.0 L(All Spans) •Deflection alteda:U.(L/360)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 NDS. gaaring Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor loo snow Total Accessories LIVE 1-Trimmer-HF 3.00" 3.00" 3.01" 1870 1714 676 4260 None 2-Trimmer-HF 3.00" 3.00" 3.01" 1870 1714 676 4260 None Tributary Dead Floor Live Snow Loads Location(Side) wroth (0.90) (1.00) (1.15) comments 0-Self Weight(PLF) 0 to 3'6" N/A 5.5 t-Uniform(PSF) 0 to 3'6" 9' 12.0 - Residential-Living Areas 2-Uniform(PSF) 0 to 3'6" 5'6" 31.0 40.0 Residential-Living Areas 3-Uniform(PSF) 0 to 3'6" 5'6" 51.0 60.0 Residential-Living Areas 4-Uniform(PSF) 0 to 3'6" 2'6" 31.0 40.0 Residential-Living Areas Linked from:Wall: 5-Point(lb) 0 N/A 746 576 676 Header 110,Support t linked from:Wall: 6-Point(Its) 3'6" N/A 746 576 676 Header 110,Support 2 Weyerhaeuser Notes 1 SUSTAINABLE FORESTRY INITIATIVE 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,Bloddng Panels and Squash Blodcs)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 FSR-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.weyerttmser.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 11/i'?NTT2:96-.RPM Nathan Bonck Forte v5.3, Design Engine:V7.0.0.5 Fossatti Pawlak Structural Engineers Job.4fe (206)456-3071 NBonck@Fossalti.com Page 1 of 1 i � � v M1 I i� MEMBER REPORT 3rd level Beams, Floor:Drop Beam 211 PASSED :r�Il F O R T E 1 piece(s) 5 11, x 12" 24F-V4 DF Glulam Overall Length: 14'10" 1 0 0 13'11" a a All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern)[Group] System:Floor Member Reaction(Ibs) 10115 @ 4" 18906(5.50") Passed(54%) — 1.0 D+1.0 L(All Spans)[1] Member Type:Drop Beam Shear(Ibs) 5427 @ 1'5 1/2" 11660 Passed(47%) 1.00 1.0 D+1.0 L(All Spans)[11 Building Use:Residential Pos Moment(Ft-Ibs) 21497 @ 6'11 5/8" 26400 Passed 81%) 1.00 1.0 D+1.0 L(All Spans)[11 Building Code:IBC 2015 Live Load Defl.(in) 0.285 @ 73 13/16" 0.472 Passed(L/597) — 1.0 D+1.0 L(All Spans)[1] Design Methodology:ASD Total Load Defl.(in) 0.537 @ 73 13/16" 0.708 Passed(L/316) — 1.0 D+1.0 L(AII Spans)[1] •Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 14'10"o/c unless detailed otherwise. •Bottom Edge Bracing(W):Bottom compression edge must be braced at 14'10"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=14'2". •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. searing Length Loads to Supports(Ibs) Isupil�� Total Avaliable Required Dead Floor Snow Tote, Aconsortes 1-Stud wall-DF 5.50" 5.50" 2.94" 4902 5213 1661/-504 11776/-504 Blocking 2-Stud wall-DF 5.50" 5.50" 2.71" 4507 4747 1661/-SD4 10915/-504 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Trtbutsry Dead Floor Live Snow Loads Locafion(Side) Width (0.90) (1.00) (1.15) Comments 0-Self Weight(PLF) 0 to 14'10" N/A 16.0 1-Uniform(PSF) 0 to 14'10"(rop) 5'6' 51.0 60.0 2-Uniform(PSF) 1'6'to 8'6"(fop) 3'3' 51.0 60.0 Linked from:Floor: 3-Point(lb) 0 crop) N/A 1925 1850 1661/-504 Drop Beam 111, 5ilnnnrt 1 Linked from:Floor: 4-Point(lb) 14'10"Crop) N/A 1925 1850 1661/-504 Drop Beam 111, Su000rt 2 Weyerhaeuser Notes (25)SUSTAINABLE FORESTRY INITIATIVE 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 rewrd,builder or framer Is responsible to assure that this calculation Is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blodcs)are not designed by this software.Products manufactured at Weyerhaeuser fadlides 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.cDm/woodproducts/document-library. The product application,Input design loads,dimensions and support information have been provided by Forte Software Operator 58 Forte Software Operator Job Notes 11/1312UTT7:391 WPM Nathan Bonck Forte v5.3,Design Engine:V7.0.0.5 Foss atti Pawlak Structural Engineers ,/ob.4te (206)456-3071 NBonck@Fossatti.com Page 1 of 1 �: J 91 F 0 R T E MEMBER REPORT 3rd level Beams, Floor:Drop Beam 212 PASSED i piece(s) 4 x lem-Fir No. 2 Overall Length:TV o — o I 7-6- All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontaI.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) system:Floor Member Reaction(Ibs) 936 @ 5 1/2" 2126 1.50" Passed(44%) -- 1.0 D+1.0 L(All Spans) Member Type:Drop Beam Shear(Ibs) 806 @ 11" 1925 Passed(42%) 1.00 1.0 D+1.0 L All Spans) Building Use:Residential Moment(Ft-Ibs) 15410 TV 1625 Passed(95%) 1.00 1.0 D+1.0 L(All Spans) Building code:IBC 2015 Live Load Defl.(in) 0.1310 TV 0.219 Passed(U605) — 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.191 @ 3'9" 0.329 Passed(U415) — 11.0 D+1.0 L(All Spans) •Deflectlon criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 6'7"o/c unless detailed otherwise. •Bottom Edge Bracing(W):Bottom compression edge must be braced at 6'7"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead noor Total Accessories 1-Hanger on 5 1/2"DF beam 5.50" Hanger' 1.50" 333 731 1064 See note 1 2-Hanger on 5 1/2"DF beam 5.50" Hanger' 1.50" 333 731 1064 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. Connector:Simpson Strono-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Aooassorles 1-Face Mount Hanger WS46 2.00` N/A 4-16d common 4-16d common used In double shear 2-Face Mount Hanger WS46 2.00" N/A 4-16d common 4-16d common used In double shear Tributary Dead Floor Live Loads Location(Stile) Width (0.50) (1.00) Comments 0-Self Weight(PLF) 5 1/2"to 7'1/2" N/A 4.9 1-Uniform(PSF) 0 to 7'6"(Top) 3'3" 26.0 60.0 Weyerhaeuser Notes l SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. l 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 jurisdlctlon.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 FSR-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 11/3/20Q1��7 1 '2�'4 M Nathan Bonck Forte v5.3, Desigrt-ep�i �:`V7'.�. .5 Fossatti Pawlak Structural Engineers Job.4te (206)456-3071 NBonck@Fossatli.coln Page 42 of 85 K MEMBER REPORT 3rd level Beams,Floor.Drop Beam 213 PASSED �)F O R T E 1 piece(s)4 x lem-Fir No. 2 Overall Length:T 6" o Y — 0 7-6- 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:Combination(Pattern) System:Floor Member Reaction(Ibs) 174 @ 5 1/2" 2126(1.50") Passed(8%) — 1.0 D(All Spans) Member Type:Drop Beam Shear(Ibs) 1500111, 1733 Passed(9%) 0.90 1.0 D(AII SDans) Building Use:Residential Moment(Ft-Ibs) 286 @ 3'9" 1462 Passed(20%) 0.90 1.0 D(All Spans) Building Code:IBC 2015 Uve Load Defl.(in) 0.000 @ 5 1/2" 0.219 Passed(U999+) -- 1.0 D(All Spans) Design Methodology:ASO Total Load Deft.(in) 0.035 @ TV 0.329 Passed(U999+) — 1.0 D(All Spans) _ •Deflection aiterla:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 6'7"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 6'7"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Loads to supports (Ibs) Supports Total Available Required Dead Total Accessories 1-Hanger on 5 1/2"DF beam 5.50" Hanger' 1.50" 196 196 See note' 2-Hanger on 5 1/2"DF beam 5.50" Hanger' 1.50" 196 196 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. Connector:Simpson Strong-Tie Connectors Support Model Sad Length Top Nails Face Nall& Member Malls AccessoHas 1-Face Mount Hanger LUS46 2.00" N/A +10d common +30d common 2-Face Mount Hanger LUS46 2.00" N/A +10d common +10d common Tributary Dead Loads Location(Side) Mgdth (0.90) Comments 0-Self Weight(PLF) 5 1/2"to 7'1/2" N/A 4.9 1-Uniform(PSF) 0 to 7'6"(top) 4' 12.0 Weyerhaeuser Notes (Z�SUSTAINABLE FORESTRY INITIATIVE 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/wGodproducts/document-library. The product application,Input design loads,dimensions and support Information have been provided by Forte Software Operator J Forte Software Operator Job Notes 11/3/rf � 17 11'2 M Nathan Bonck Forte v5.3, Desig@R�i7'. .5 Fossatti Pawlak Struclural Engineers dob.4te (206)456-3071 NBonck@Fossatti.com Page 43 of 85 it.: .,�, i f! F 0 R T E . MEMBER REPORT , 3rd level Beams, Floor:Drop Beam 214 okay by inspectoin 1 piece(s) 4. L Hem-Fir No. 2 Imis product failed due to an excessive uplift of-1135 Ibs at support located at 1'4 3/4". Overall Length:4'6" ,r r, rk rk ,k rr ,� rr rr 1'2" 2.8" �L 8" 'f f 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual DwIlan Results Actual @ Location Allowed Result LDF Load:Combination(Pattem)[Group] System:Floor Member Reaction(Ibs) 5619 @ T 71/4" 7796(5.50") Passed(72%) __ 1.0 D+0.75 L+0.75 S(Adj Spans) member Type:Drop Beam 1 Building Use:Residential Shear(Ibs) 757 @ 4'6" 3938 Passed(19%) 1.00 1.0 D+1.0 L(All Spans)[1] Building code:IBC 2015 Moment(Ft-Ibs) -1087 @ T 71/4" 5752 Passed(19%) 1.00 1.0 D+1.0 L(AN Spans)[1] Design Methodology:ASO Live Load Defl.(in) -0.001 @ 2'6 15/16" 0.074 Passed(L/999+) -- 1.0 D+1.0 L(Alt Spans)[1] Total Load Defl.(In) 0.005 @ 0 0.200 Passed — 1.0 D+1.0 L(Alt Spans)[1] •Deflection criteria:U.(L/360)and TL(L/240). •Overhang deflection aiteria:LL(2L/360)and TL(0.2"). •Top Edge Bracing(Lu):Top compression edge must be braced at 4'6"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 4'6"o/c unless detailed otherwise. •Applicable calculations are based an NDS. Bearing Loads to Supports(Ibs) Supports Total Awliable Required Dead Fl!lk�rer Snow Total Accessories 1-Stud wall-DF 5.50" 5.50" 1.50, 205 662/-89 615/-1340 14821-1429 Blocking 2-Stud wall-DF 5.50" 5.50" 3.96" 2263 1518 2956 6737 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Tributary Dead Floor Live Snow Loads Lo-tion(side) VAdth (0.90) (1.00) (1.15) Comments 0-Self Weight(PLF) 0 to 4'6" N/A 10.0 1-Uniform(PSF) 0 to 4'6"(Top) 3'9" 26.0 60.0 Linked from:Floor: 2-Point(lb) 1'2"(Front) N/A -276 - 615/-1340 Drop Beam 114, SuDDort 1 Unked from:Floor: 3-Point(lb) 3'10"(Top) N/A 1732 2956 Drop Beam 114, Support 2 Unked from:Floor: 4-Point(lb) 0 crop) N/A 196 - Drop Beam 213, Support 1 Unked from:Floor: 5-Point(lb) 4'6"(Top) N/A 333 731 Drop Beam 212, Su—mt t Weyediaeuser Notes SUSTAINABLE FORESTRY INITIATIVE 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 thlyd-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by IOC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards.For anent code evaluation reports,Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproduar/document-library. The product appllcation,input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 11/&at 7 1R1:26:4� M Nathan Bonck Forte v5.3, Desig l (�7l 5 Fossatli Pawlak Struclural Engineers Job.4fe (206)456-3071 NBonck@Fossatti.com Page 44 of 85 1 `1: y 1 1 I I I I %2 r T C 0 R MEMBER REPORT 3rd level Beams, Wall:Header215 PASSED 1� 1 G 2 piece(s) 2 x Aem-Fir No. 2 Overall Length:5'6" + 1 + 0 0 5' 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 o Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(lbs) 3221 @ 1 1/2" 3645(3.00") Passed(88%) — 1.0 D+0.75 L+0.75 S(AII Spans) Member Type:Header Shear(Ibs) 11410 10 1/4" 2175 Passed(52%) 1.00 1.0 D+1.0 L All Spans) Building Use:Residential Moment(Ft-lbs) 2073 0 2'9" 2234 Passed(93%) 1.00 1.0 D+1.0 L All Spans) Building Code:IBC 2015 Live Load Dell. In 0.038 0 2'9" 0.175 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASO Total Load Defl.(in) 1 0.083 @ 2'9" 0.262 1 Passed(L/759) — 1.0 D+1.0 L(All Spans) •Deflection criteria:LL(L/360)and TL(1./240). •Top Edge Bracing(Lu):Top compression edge must be braced at 5'6"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 5'6"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Beadnp Loads to supports(Ibs) - Supports Total AvallabW Required Dead Moor snow Total Accessories Uwe 1-Trimmer-HF 3.00" 3.00" 2.65" 1687 756 1289 3732 None 2-Trimmer-HIF 3.00" 3.00 2.65 1687 756 1289 3732 None Tributary Dead Floor Live snow Loads Location(side) Mlldth 10.90) (1.00) (1.15) Comment 0-Self Weight(PLF) 0 to 5'6" N/A 5.5 1-Uniform(PSF) 0 to 5'6" 9' 12.0 - Residential-Living Areas 2-Uniform(PSF) 0 to 5'6" 6-101/2" 31.0 40.0 - Residential-Living Areas Unked from:Wall: 3-Point(lb) 0 N/A 789 1289 Header 101,Support 1 Linked from:Wail: 4-Point(lb) 5'6" N/A 789 1289 Header 101,Support 2 Weyerhaeuser Notes (I�SUSTAINABLE FORESTRY INITIATIVE 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 autiiority 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 Bkrdcs)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 IOC 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 11/3/�17 err' M Nathan Bonck Forte v5.3, Desi Reifil��7'.15 .5 Fossatii Pawlak Structural Engineers JObAte (206)456-3071 NBonck@Fossatti.com Page 45 of 85 { y� I MEMBER REPORT_.. 3rd level Beams, Wall:Header215A PASSED F O R T E i- 2 pieces) 2 3, Hem-Fir No. 2 Overall Length:5'6" 0 1 0 Ir 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 @ Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reacdon(Ibs 3032 @ 1 1/2" 3645(3.00") Passed(83%) — 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Header Shear Qbs) 989 @ 101/4" 2175 Passed(45%) 1.00 1.0 D+1.0 L(AII Spans) Building Use:Residential Moment(Ft-Ibs) 1798 @ 2'9" 2234 Passed(80%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl. in 0.032 @ 2'9" 0.175 Passed(L/999+) — 1.0 D+1.0 L(All Spans) Design Methodology:ASO Total Load Defl.(In) 0.072 @ 2'9" 0.262 1 Passed(L/875) — 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 5'6"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 5'6"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Floor Snow Total Accessories 1-Trimmer-HF 3.00" 3.00' 2.50" 1591 633 1289 3513 None 2-Trimmer-HF 3.00" 3.00' 2.50" 1591 633 1289 3513 None Tributary Dead Floor Live Snow Loads Location(Side) Wldth (0.90) (1.00) (1.15) Comments 0-Self Weight(PLF) 0 to 5'6" N/A 5.5 _ t-Uniform(PSF) 0 to TV 9' 12.0 Residential-Living Areas 2-Uniform(PSF) 0 to 5'6" 5.9. 31.0 40.0 Residential-LMng Area< Unked from:Wall: 3-Point(Ib) 0 N/A 789 1289 Header 101,Support Linked from:Wall: 4-Point(lb) 5'6- N/A 789 1289 Header 101,Support 2 Weverhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design crfterla 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(Rlm Board,Bloddng 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/woDdproducts/document-ilbrary. The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes -- - - Pa of 10 Nathan Bonck Foss atli Pawlak Structural Engineers (206)456-3071 N Bon ck@ Fo s s atti.rom I ,�: ,f. .-. 1 ] F O R T E MEMBER REPORT 3rdlevel Beams, Wall:Header216A PASSED 2 piece(s) 2)L Aem-Fir No. 2 Overall Length:3' 0 - 0 I' 2's. e 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:Combination(Pattern) System:Wall Member Reaction Qbs) 336 @ 1 1/2" 3645(3.00") Passed(9%) -- 1.0 D(All Spans) Member Type:Header Shear Qbs) 89 @ 8 1/2" 1485 Passed(6%) 0.90 1.0 D(All Spans) Building Use:Residential Moment R-Ibs 106 @ 1'6" 1253 Passed(8%) 0.90 1.0 D(All Spans) Building Code:IBC 2015 Live Load Defl.(In) 0.000 @ 0 0.092 Passed — 1.0 D(All Spans) Design Methodology:ASO 2 999+ Total Load Defl.(in) 0.003 @ 1'6" 0.138 Passed(L/999+) — 1.0 D(All Spans) •Deflection criteria:LL(L/360)and TL(1-/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 3'o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 3'o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Loads to Supporu (Ibs) Supports Total Available Required Dead Total Accessories 1-Trimmer-HF 3.00" 3.00" 1.50" 336 336 None 2-Trimmer-HIP 3.00" 3.00" 1.50" 336 336 None Tributary Dead Loads Location(Olds) Mlldth (0.90) Comments 0-Self Weight(PLF) 0 to 3' N/A 4.2 1-Uniform(PSF) 0 to 3' 9' 12.0 Linked from:Wall: 2-Point(lb) 0 N/A 168 Header 100,Support 1 Linked from:Wall: 3-Paint(Ib) 3' N/A 168 Header 100,Support 2 Weyerhaeuser Notes (IS)SUSTAINABLE FORESTRY INITIATIVE 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 AS1M 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 1 1/3 17 1 '26:415 Nathan Bonck Forte v5.3, Desig 5 Fossatti Pawlak Structural Engineers Job.4te (206)456-3071 NBonck@Fossatti.com Page 47 of 85 1 L 1 r. I �� MEMBER REPORT 3rd level Beams, Wall:Header 216 PASSED r F O R T E 2 piece(s) 21 Hem-Fir No. 2 Overall Length:3' 0 T — — �— D 2-6- 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 o Location Allowed Result LDF1 Load:combination(Pattern) System:Wall Member Reaction(Ibs) 1082 @ 1 1/2" 3645(3.00") Passed(30%) — 1.0 D+1.0 L(All Spans) Member Type:Header Shear(Ibs) 482 @ 8 1/2" 1650 Passed(29%) 1.00 1.0 D+1.0 L(All Span) Building Use:Residential Moment(Ft-Ibs) 576 @ 1'6" 1393 Passed(41%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.007 @ 1'6" 0.092 Passed(L/999+) — 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.014 @ 1'6" 0.138 1 Passed(L/999+) — 1.0 D+1.0 L(All Spans) •Deflection aiteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 3'o/c unless detalled otherwise. •Bottom Edge Bradng(Lu):Bottom compression edge must be braced at 3'o/c unless detailed otherwise. •Applicable calculations are based on NDS. alsenng Loads to Supports(Ibs) Supports Total Available Required Dead �r Total Accessories 1-Trimmer-HF 3.00" 3.00" 1.50" 662 420 1082 None 2-Trimmer-HF 3.00" 3.00" 1.50" 662 420 1082 None Tributary Dead Floor Live Loads Location(Side) YYldth (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 3' N/A 4.2 1-Uniform(PSF) 0 to 3' 9' 12.0 2-Uniform(PSF) 0 to 3' 7' 31.0 40.0 Unked from:wall: 3-Point(lb) 0 N/A 168 Header 100,Support 1 Linked from:Wall: 4-Point(lb) 3' N/A 168 Header 100,Support Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE 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,Bloddng 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 IOC ES under technical reports ESR-1153 and ESR-1387 and/or bested In accordance with applicable ASTM standards.For curets code evaluation reports,Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/doajment-library. lThe product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 1 1/35 17 1 :4� M Nathan Bonck Forte v5.3,Desig l f�l 5 Fossatti Pawlak Slruclural Engineers Job.4te (206)456-3071 NBonck@Fossatti.com Page 48 of 85 � 'R x I I MEMBER REPORT- 3rd level Beams, Wall:Header 220 PASSED F O R T E 1 piece(s) 4 x . Hem-Fir No. 2 Overall Length:5'6" 0 0 5' 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 @ Location Allowed Result LDF Load:combination(Pattern) system:wall Member Reaction(Ibs) 3779 @ 1 1/2" 4253(3.00") Passed(89%) — 1.0 D+1.0 L(All Spans) Member Type:Header Shear(Ibs) 2147 @ 1'2 1/4" 3938 Passed(55%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Pt-Ibs) 4735 @ 2'9" 5752 Passed(82%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.024 @ 2'9" 0.175 Passed L/999+) — 1.0 D+1.0 L(All Spans) Design Methodology:ASO Total Load Defl.(In) 0.044 @ 2'9" 1 0.262 Passed L/999+ — 1.0 D+1.0 L(All Spans) •Deflection alterla:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 5'6"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 5'6"a/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Loads to Supports(Ibs) supports Total Available Required Dead Floolr Total Accessories hffl 1-Trimmer-HF 3.00" 3.00" 2.67" 1665 2114 3779 None 2-Trimmer-HF 3.00" 3.00" 2.67" 1665 2114 3779 None Tributary Dead Floor Live Loads Location(side) Width (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 5'6" N/A 10.0 1-Uniform from:Floor: (PLF) 0 to 5'6" N/A 595.5 768.8 lggt i203 Sumod 2 //�� Weyerhaeuser Notes (1j)SUSTAINABLE FORESTRY INITIATIVE 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 tD assure that this calculation Is compatible 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 11/3!�Q 17 11'2 9'j AM Nathan Bonck Forte v5.3, Desigrt-See. T.R.5 Fossalli Pawlak Structural Engineers Job.4te (206)456-3071 NBonck@Fossatti,com Page 49 of 85 i �. .� _ J' - r !i F O R T E MEMBER REPORT. 3rd level Beams, Floor:Flush Beam 221 PASSED 1 piece(s) 3 1. ' x 11 7/8" 1.55E TimberStrand® LS; Overall Length: 12'6" 0 0 I 12'6' 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:Combination(Pattern) System:Floor Member Reaction(Ibs) 4771 @ 4" 10784(4.25") Passed(44%) — 1.0 D+1.0 L(All Spans) Member Type:Hush Beam Shear Ibs) 3728 @ 1'5 3/8" 8590 Passed(43%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(It-Ibs) 13587 @ 6'3" 15953 Passed 85% 1.00 1.0 D+1.0 L(All Spans) Building Cade:IBC 2015 Live Load Defl.(In) 0.278 @ 6'3" 0.394 Passed(L/512) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASO Total Load Defl.(in) 0.501 @ 6'3" 1 0.592 1 Passed(L/283) _- 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 12'4"o/c unless detalled otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 12'4"a/c unless detailed otherwise. searing Loads to Supports(Ibs) Supports Total Available Required Dead Floor Total Accessories 1-Column-HF 5.50" 4.25" 1.88" 2163 2688 4851 1 1/4"Rim Board 2-Column-HF 5.50" 4.25" 1.88" 2163 2688 4851 1 1/4"Rim Board •Rim Board Is assumed to tarry all loads applied directly above It,bypassing the member being designed. Tributary Dad Floor Live Loads Location(Side) Width (0.90) (1.00) Comments 0-Self Weight(PLF) 1 1/4"to IT 4 3/4" N/A 13.0 1-Uniform(PSF) 0 to 12'6"(Back) 6' 31.0 40.0 2-Uniform(PSF) 0 to 12'6"(Front) 4'9" 31.0 40.0 Weyerfiaeuser Notes (tj)SUSTAINABLE FORESTRY INITIATIVE 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,Bloddng Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are thlyd-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under tedrnlal 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-Ilbrary. The product application,Input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 11/3/ 17 11 '} M Nathan Bonck Forte v5.3, Desigrf�A�i� �7'.�. .5 Fossatti Pawlak Structural Engineers Job.4te (206)456-3071 NBonck@Fossahi.com Page 50 of 85 � � ,1, � r 1 .. I �iI F 0 R T E MEMBER REPORT 3rd level Beams, Floor:Flush Beam 219 PASSED 1 piece(s) 3 1. 'x 11 7/8" 1.55E TimberStrand0 LSr-" Overall Length: 12' 0 0 12' 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) System:Floor Member Reaction(Ibs) 914 0 4" 10784(4.25") Passed(8%) — 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(Ibs) 706 0 1'5 3/8" 8590 Passed(8%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 2489 0 6' 15953 Passed(16%) 1.00 1.0 D+1.0 L(All SDans) Building Code:IBC 2015 Live Load Deft.(in) 0.044 @ 6' 0.378 Passed(L/999+) — 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.085 @ 6' 0.567 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 11'10"o/c unless detailed otherwise. •Bottom Edge Bracing(W):Bottom compression edge must be braced at 11'10'o/c unless detailed otherwise. searing Loads to support(Ibe)-— suplPoft Total Avellable "ulrad Dead o I Total AOCaewrlas 1-Column-HF 5.50" 4.25" 1.50, 449 480 929 1 1/4"Rim Board 2-Column-HF 5.50' 4.25" 1.50" 449 480 929 1 1/4"Rim Board "Rim Board Is assumed to carry all loads applied directly above It,bypassing the member being designed. Tdbutry Dead Floor Live Loads Location(side) Width (0.90) (1.00) Commatt 0-Self Weight(PLF) 1 1/4'to 11'10 N/A 13.0 3/4" 1-Unrlorm(PSF) 0 to 12'(Back) 2' 31.0 40.0 Weyerhaeuser Notes 1 SUSTAINABLE FORESTRY INITIATIVE 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 thlyd-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by IOC 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/document4lbrary. The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software operator .lob Notes 11/3/ 17 1 1'2 44 M Nathan Bonck Forte v5.3,DesigrfPROM�7.�. .5 Fossatti Pawlak Structural Engineers Job.4(e (206)456-3071 NBonclk@Fossatti.com Page 51 of 85 - ., �� ,�. ,' :, 1 ,, MEMBER ItkP(1RT 3rd level Beams, Floor:Flush Beam222 PASSED el F O R T E 1 piece(s) 3 1. ' x 11 7/8" 1.55E TimberStrand® LSl Overall Length:4'3" 0 — o I I 3-4- 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:Combination(Pattern) System:Floor Member Reaction(Ibs)_ 708 @ 4" 10784(4.25") Passed(7%) — 1.0 D+1.0 L(All Spans) Member Type:Hush Beam Shear(Ibs) 237 @ 1'S 3/8" 8590 Passed(3%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 562 @ 2'1 1/2" 15953 Passed(4%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.002 @ 2'1 1/2" 0.119 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Deft.(in) 1 0.004 @ 2'1 1/2" 0.179 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) •Deflection criteria:LL(L/360)and TL(1./240). •Top Edge Bracing(Lu):Top compression edge must be braced at 4'1"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 4'1"o/c unless detailed otherwise. Bearing Load s to Supports(Ibs) Supports Total Available Required Dead oo Total Accessories 1-Column-HF 5.50" 4.25" 1.50" 339 404 743 1 1/4"Rim Board 2-Column-HF 5.50" 4.25" 1.50" 339 404 743 1 1/4"Rim Board Rim Board Is assumed to carry all loads applied directly above It,bypassing the member being designed. Tributary Dead Floor Live Loads Location(Side) Width (0.90) (1.00) Comments 0-Self Weight(PLF) 1 1/4"to 4'13/4" N/A 13.0 1-Uniform(PSF) 0 to 4'3"(Top) 4'9" 31.0 40.0 Weyerhaeuser Notes AA SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Ir Weyerhaeuser expressly dlsdaims 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/woodproducs/document-library. The product application,Input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 1 1/3 17 11'26: AM Nathan Bonck Forte v5.3, Desig�@080:1 .K.5 Fossatti Pawlak Structural Engineers Job.4te (206)456-3071 NBonck@Fossatti.com Page 52 of 85 �, i� �� .� �- - - - - - - - - - - - - V - - - r. F O R T E MEMBER REPORT— 3rd level Beams, Floor:Flush Beam 223 —� PASSED i piece(s) 3 1, .' x 11 7/8" 1.55E TimberStrand0 LSl Overall Length:4'8" 0 -- 0 I I L 3'9" 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:Combination(Pattern) System:Floor Member Reaction(lbs) 1988 @ 4" 10784(4.25") Passed(18%) — 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 789 @ 1'5 3/8" 8590 Passed(9%) 1.00 1.0 D+1.0 L(All SDans) Building Use:Residential Moment(Ft-lbs) 1783 @ 2'4" 15953 Passed(11%) 1.00 1.0 D+1.0 L(NI Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.007 @ 2'4" 0.133 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASO Total Load Defl.(in) 0.013 @ 2'4" 0.200 Passed(L/999+) -- 1.0 D+1.0 L(All Span) •Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 4'6"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 4'6"o/c unless detailed otherwise. oearing Loads to supports(lbs) Supports Total Amllable Required Dead Total Accessories, 1-Column-HF 5.50" 4.25" 1.50" 924 1155 2079 1 1/4"Rim Board 2-Column-HF 5.50" 4.25" 1.50" 924 1155 2079 1 1/4"Rim Board •Rim Board Is assumed to carry all loads applied directly above It,bypassing the member being designed. Trlbutary Deed Floor Live Loads Lmtton(side) width (0.90) (1.00) comments 0-Self Weight(PLF) 1 1/4"to 4'6 3/4" N/A 13.0 t-Uniform(PSF) 0 to 4'8"(Top) 6'7 1/2" 31.0 40.0 2-Uniform(PSF) 0 to 4'8"(Top) 5'9' 31.0 40.0 Weyerhaeuser Notes l SUSTAINABLE FORESTRY INITIATIVE 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,Bloddng Panels and Squash Bloch)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 IOC ES under technical reports ESR-1153 and FSR-1387 and/or tested In accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and Installation details refer to www.weyertiaeuser.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 1 1/3/ )17 1 26)' _AM Nathan Bonck Forte v5.3, Desigl ta��i V 7� 5 Fossatli Pawlak Structural Engineers ,/qh 41e (206)456-3071 NBonck@Fossatt!xorn Page 53 of 85 .y ��.. }�i ti MEMBER REPORT 3rd level Beams, Floor:Flush Beam 224 PASSED FORTE 1 piece(s) 3 1.. x 11 7/8" 1.55E TimberStrand® LS. Overall Length:7'5" 0 0 I 6'6" 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 @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 2958 @ 4" 10784(4.25") Passed(27%) — 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(Ibs) 1855 @ 1'5 3/8" 8590 Passed(22%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 4674 @ 3'8 1/2" 15953 Passed(29%) 1.00 1.0 D+1.0 L(All Spans) Building Cade:IBC 2015 Live Load Deft.(in) 0.037 @ 3'8 1/2" 0.225 Passed(L/999+) -- 1.0 D+1.0 L(AII Spans) Design Methodology:ASO Total Load Defl.(in) 0.067 @ 3'8 1/2" 0.338 1 Passed(L/999+) -- 1.0 D+1.0 L(AII Spans) •Deflection aiteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 7 3"o/c unless detailed otherwise. •Bottom Edge Bracing(W):Bottom compression edge must be braced at 7'3"o/c unless detailed otherwise. searing Loads to supports pbs) Supports Total Available Required Dead Floor Total Accessories 1-Column-HF 5.50" 4.25" 1.50" 1354 1687 3041 1 1/4"Rim Board 2-Column-HF 5.50" 4.25" 1.50" 1354 1687 3041 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above It,bypassing the member being designed. Tributary Dead Floor Live Loads Location(side) Width (0.90) (1.00) Comments 0-Self Weight(PLF) 1 1/4"to 7'3 3/4" N/A 13.0 1-Uniform(PSF) 0 to 7's"Crop) 5'7 1/2" 31.0 40.0 2-Uniform(PSF) 0 to 7'5"Crop) 5.9. 31.0 40.0 Weyerhaeuser Notes l SUSTAINABLE FORESTRY INITIATIVE 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 thlyd-party certified to sustainable forestry standards.Weyerhaeuser Englneered 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.weierhaeuser.com/woDdproducts/document-library. The product application,Input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 11/3/�Q 1 e .�. 17 2 M Nathan Bonck Forte v5.3, Design�A�i : .5 Fossami Pawlak Structural Engineers Job.4te (206)456-3071 NBonck@Fossatti.com Page 54 of 85 • A •jai 1 I I I/r!I C O R T E MEMBER REPORT 2nd Level Beams, Wall:Header 300 PASSED �r//11 1-' 1 2 piece(s) 2 a Hem-Fir No. 2 Overall Length:3' a — I 2'6" 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Desi n Results Actual @ Location Allowed Result LDfl Load:Combination(Pattern) System:Wall Member Reaction Qbs) 1875 @ 1 1/2" 3645(3.001 Passed(51%) -- 1.0 D+1.0 L(All Spans) Member Type:Header Shear(Ibs) 989 @ 8 1/2" 1650 Passed(60%) 1.00 1.0 D+1.0 L AII Spans) Building Use:Residential Moment(R-Ibs) 1181 @ 1'6" 1393 Passed(85%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.014 @ 1'6" 0.092 Passed(L/999+) — 1.0 D+1.0 L(All Spans) Design Methodology:ASO Total Load Defl.(in) 0.030 @ 1'6" 0.138 Passed(L/999+) — 1.0 D+1.0 L(All Spans) •Deflection afteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at T o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 3'o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Lower Total Accessories 1-Trimmer-HF 3.00" 3.00' 1.54" 1005 870 1875 None 2-Trimmer-HF 3.00" 3.00" 1.54" 1005 870 1875 None Tributary Dead Floor Live Loads Location(Side) YVldth (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 3' N/A 4.2 1-Uniform(PSF) 0 to 3' 9' 12.0 Residential-Living Areas 2-Uniform(PSF) 0 t0 3' 9' 12 Residential-Living .0 Areas 3-Point(lb) 0 N/A - 4-Uniform(PSF) 0 to 3' 7'3- 31.0 40.0 Residential-Living Arpac 5-Uniform(PSF) 0 to 3' 7'3- 31.0 40.0 Residential-Uving Arplc Weyerhaeuser Notes (Z�SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its produce will be In accordance with Weyerhaeuser product design afteria 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 Jab Notes AM Forte v5.3, Desigrf�i�9l) 5 Nathan Bonck Fossatti Pawlak Structural Engineers Job.4te (206)456-3071 NBonck@Fossatti.corn Page 55 of 85 m . Nw � ° " N m ^ y — n U n / ~ - - ----- ----- - ------ -- . w " * � » ~ . ' � � � . ~ F O R T E MEMBER REPORT 2nd Level Beams, Wall:Header 301 PASSED 2 piece(s) 2 x Aem-Fir No. 2 Overall Length:5'6" 0 5' 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 @ Location Allowed Result LDF Load:Combination(Pattern) system:wall Member Reaction(Ibs) 2702 @ 1 1/2" 3645(3.00") Passed(74%) -- 1.0 D+1.0 S(AII Spans) Member Type:Header Shear(Ibs) 215 @ 101/4" 1958 Passed f11%) 0.90 1.0 D(All Spans) Building Use:Residential Moment(Ft-Ibs) 391 @ 2'9" 2011 Passed(_19%) 0.90 1.0 D(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.000 @ 0 0.175 Passed 1.0 D(All Spans) Design Methodology:ASO !21_/999+1 Total Load W.(in) 0.016 @ 2'9" 0.262 Passed(U999+) 1.0 D(AII Spans) •Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 5'6"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 5'6"o/c unless detailed otherwise. •Applicable calculations are based on NDS. — — Searing Loads to Supports(Ibs) supports Total Avallable Required Dead Snow Total Accessories 1-Trimmer-HF 3.00" 3.00" 2.22" 1413 1289 2702 None 2-Trimmer-HF 3.00" 3.00" 2.22" 1413 1289 2702 None Tributary Dead Snow Loads Location(side) Width (0.90) (1.15) Comments 0-Self Weight(PLF) 0 to 5'6" N/A 5.5 1-Uniform(PSF) 0 to 5'6" 9' 12.0 - Linked from:Wall: 2-Point(lb) 0 N/A 1101 1289 Header 201,Support 1 Unked from:Wall: 3-Point(lb) 5'6" N/A 1101 1289 Header 201,Support Weyerhaeuser Notes 1 SUSTAINABLE FORESTRY INITIATIVE 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 compadbie 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.weyertweuser.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 11/3/1)i/ 1�'26,A 5 Nathan Bonck Forte v5.3, Design{' tj`V7711 g U Fossatti Pawlak Struclural Engineers Job.4te (206)456-3071 NBonck@Fassatti.com Page 56 of 85 • �� 1 J - I it F 0 R T E MEMBER REPORT 2nd Level Beams, Wall:Header302 PASSED 2 piece(s) 2 a Hem-Fir No. 2 Overall Length:2'6" 0 + a -- o 2' 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Desiqn Results I Actual @ Location Allowed Result LDF Load:Combination(Pattern) system:Wall Member Reactlon(Ibs) 1098 @ 1 1/2" 3645(3.00") Passed(30%) — 1.0 D+1.0 S(All Spans) Member Type:Header Shear(Ibs) 610 8 1/2" 1485 Passed(4%) 0.90 1.0 D(All Spans) Building Use:Residential Moment(Ft-Ibs) 71 @ 1'3" 1253 Passed(6%) 0.90 1.0 D(AII Spans) Building Code:IBC 2015 Live Load Defl.(In) 0.000 @ 0 0.075 Passed -- 1.0 D(AII Spans) Design Methodology:ASO (2U999+) Total Load Defl.(in) 0.001 @ V3.1 0.112 Passed(L/999+) — 1.0 D(All Spans) •Deflection criteria:U.(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 NDS. nearing Loads to supports(Ibs) Supports Total Available Required Dead Snow Total Aoneasorles 1-Trimmer-HF 3.00" 3.00" 1.501, 590 508 1098 None 2-Trimmer-HF 3.00" 3.00" 1.50" 590 508 1098 None Trtbutsry Wad Snow Loads Location(Side) VAdth (0.90) (1.15) Comments 0-Self Weight(PLF) 0 to 2'6" N/A 4.2 1-Uniform(PSF) 0 to 2'6" 9' 12.0 - Linked from:Wail: 2-Point(Ib) 0 N/A 450 508 Header 202,Support 1 Linked from:Wall: 3-Point(lb) 2'6" N/A 450 508 Header 202,Support 2 Weyerhaeuser Notes 1 SUSTAINABLE FORESTRY INITIATIVE 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,Bloddng Panels and Squash Blodcs)are not designed by this software.Products manufactured at Weyerhaeuser fadliftes are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by IOC ES under technical reports FSR-1153 and ESR-1387 and/or tested In accordance with applicable ASIM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-ilbrary. The product application,Input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 1 1/3/%7 1��2�:�} M Nathan Bonck Forte v5.3, Design"@A�i 7lJ 5 Fossatli Pawlak Structural Engineers lobAte (206)456-3071 NBonck@Fossatti.com Page 57 of 85 ;;�J F O R T E MEMBER REPORT:- 2nd Level Beams,Floor:Flush Beam 303 okay by inspectoin 1 piece(s) 3 it x 117/8" 1.55E TimberStrand@ LSl .N-lis product failed due to an excessive uplift of-2967 Ibs at support located at 0". This product failed due to an excessive uplift of-3056 Ibs at support located at 11' 1". Overall Length: 12' 0 1 1 1 1 0- 12' 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) System:Floor Member Reaction(Ibs) 4187 @ 5 1/2" 4725(1.50") Passed(89%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Flush Beam Shear(Ibs) 3840 @ 1'5 3/8" 9878 Passed(39%) 1.15 1.0 D+0.75 L+0.75 S(AII Spans) Building Use:Residential Moment(Ft-Ibs) 10116 @ 6' 18346 Passed(55%) 1.15 1.0 D+0.75 L+0.75 S(AII Spans) Building code:IBC 2015 Live Load Defl.(in) 0.138 @ 6' 0.369 Passed(L/965) -- 1.0 D+0.75 L+0.75 S(AII Spans) Design Methodology:ASD Total Load Defl.(in) 0.360 @ 6' 0.554 Passed(U370) -- 1.0 D+0.75 L+0.75 S(All SDans) •Deflection vlterla:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 11'1"o/c unless detailed otherwise, •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 11'1"o/c unless detailed otherwise, searing Loads to Supports(Ibs) Supports Total Available Required Dead We Snow wind Seismic Total Accessories 1-Hanger on 117/8"HF beam 5.50" Hanger' 1.50" 2812 740 1300 478 %01-6649 119 See note' 2-Hanger on 117/8"HF beam 5.50" Hanger' 1.50" 2664 740 1300 -478 660-6649 11353/- See note i 7177 •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. Connector:Siml_pson Strong-Tie Connectors support Model Seat Length Top Nails Face Nails Member Nails Accessories 24-5135 self-drilling 16-SDS self-drilling 1-Face Mount Hanger MGU3.63(H1=9.25) 4.50" N/A wood screw 0.242 dia. wood screw 0.242 dia. x 2 1/2" x 2 1/2" 24-SDS self-drilling 16-SDS self-drilling 2-Face Mount Hanger MGU3.63(H1=9.25) 4.50" N/A wood screw 0.242 dia. wood screw 0.242 dia. Y 2 1/2" Y 2 1/2" Tributary Dead Floor Live Snow VAnd Seismic Loads Location(Side) Width (0.90) (1.00) (1.15) (1.60) (1.60) Comments 0-Self Weight(PLF) 5 1/2"to 11'6 1/2" N/A 13.0 1-Uniform(PSF) 0 to 3'(Top) 18' 12.0 2-Uniform(PSF) 9'to 12'(sop) 18, 12.0 - 3-Uniform(PSF) 0 to 12'(Top) 2' 31.0 1 40.0 - - 4-Point(lb) 0(Front) N/A - - 478 6649 5-Point(lb) 12'(Front) N/A - - -478 -W9 Unked from:Wall: 6-Point(lb) 3'(Front) N/A 1720 260 1300 Header 203,Support 1 linked from:wall: 7-Point(lb) 9'(Front) N/A 1720 260 1300 Header 203,Support 2 Forte Software Operator Job Notes 1 1/3/?�17 U,2611 AA 5 Nathan Bonck Forte v5.3,Desigr{'@Q- Foss atti Pawlak Structural Engineers Job.4te (206)456-3071 NBonck@Fossatti.com Page 58 of 85 ur 1 W' m NfiOM, _ (0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be In ante with Weyerhaeuser product design criteria and published deslgi 5, Y Weyerhaeuser expressly disclaims any other warranties related I. software.Use of this software Is not Intended to circumvent the neer. 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.weVerhaeuser.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 11/3/' 17 1 -26:9 M Nathan Bonkk Forte v5.3,DesigXR6i 91).M.5 Fossatti Pawlak Structural Engineers JobAte (206)456-3071 NBonck@Fossatti.com Page 59 of 85 � . I MEMBER REPORT,. 2nd Level Beams, Wall:Header 303A r- PASSED F O R T E 2 piece(s) 2 x Hem-Fir No. 2 Overall Length:6'6" 0 - - - - 0 I. 6. 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:Combination(Pattern) system:Wall Member Reaction Qbs) 1955 @ 1 1/2" 3645(3.00") Passed(54%) -- 1.0 D+1.0 L(Ail Spans) Member Type:Header Shear(Ibs) 1341 @ 1'1/4" 2775 Passed(48%) 1.00 1.0 D+1.0 L All Spans) Building use:Residential Moment(Ft-Ibs) 2938 @ 3'3" 3333 Passed(88%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.045 @ 3'3" 0.208 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD I Total Load Defl.(in) 1 0.080 @ 3'3" 0.313 Passed(L/934) 1.0 D+1.0 L(All Spans) •Deflection criteria:ILL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 6'6"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 6'6"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Loads to Supports(Ibs) supports Total Available Required Dead Floor Total Accessories Lhre 1-Trimmer-HF 3.00" 3.00' 1.61" 867 1089 1956 None 2-Trimmer-HF 3.00" 3.00" 1.61" 867 1089 1956 None Tributary Dead Floor Live Loads Location(Side) Width (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 6'6" N/A 7.0 1-Uniform(PSF) 0 to 6'6" 6'4 1/2" 31.0 40.0 2-Uniform(PSF) 0 to 6'6" 2' 31.0 40.0 Weyerhaeuser Notes (tj)SUSTAINABLE FORESTRY INITIATIVE 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 jurisdlctlon.The designer of record,builder or framer Is responsible to assure that this calcvlatlan 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 thlyd-parry certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by IOC 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.weVerhaeuser.com/woodproduds/document-library. The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 11/3/2017 1 AM Nathan Bonck Forte v5.3, Des igrFR8 9:(O.R.5 Fossatti Pawlak Structural Engineers ,lobAte (206)456-3071 NBonck@Fossatti.com Page 60 of 85 i :, -- MEMBER REPORT,- - 2nd Level Beams, Floor:Flush Beam 303B �) F R T E 1 plece(s) 5 1 x 11 7/8" 2.2E Parallam@ PSL This product failed due to an excessive uplift of-2270 Ibs at support located at 5'8". Overall Length:8' +o t o+ �r cr u rr n r. 6' 1 2' L 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)[Group] System:Floor Member Reaction(Ibs) 16082 @ 5'9 1/4" 18047(5.50") Passed(89%) 1.0 D+0.525 E+0.75 L+0.75 S(All Member Type:Flush Beam Spans)ril Building Use:Residential Shear(Ibs) 8173 @ 6'117/8" 19285 Passed(42%) 1.60 1.0 D+0.525E+0.75 L+0.75 S(All Soa_nslfll Building Code:IBC 2015 Moment(Ft-Ibs) -18305 @ 5'9 1/4" 47766 Passed(38%) 1.60 1.0 D+0.525 E+0.75 L+0.75 S(All Design Methodology:ASD Soans)rll Live Load Defl.(in) 0.088 @ 8' 0.200 Passed(2L/610) 1.0 D+0.525 E+0.75 L+0.75 S(Alt Spans)fll Total Load Defl.(in) 0.128 @ 8' 0.223 Passed(2L/418) 1.0 n +0.525E+0.75 L+0.75 S(Alt S_oans)fll •Deflection criteria:LL(L/360)and TL(L/240). •Overhang deflection criteria:LL(0.2")and TL(2L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 7'11"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 7'11"o/c unless detailed otherwise. •-853 Ibs uplift at support 2 3/4".Strapping or other restraint may be required. Bearing Loads to supports(Ibs) Supports Total I Avallsble Required Dead too Snow Wind Seismic I Total A.H. 1-Column-HF 5.50" 4.25" 1.50" 1759 2821/-200 -449 -196 2726/-2726 7306/-3571 1 1/4"Rim Board 2-Column-HIF 5.50" 5.50" 4.90" 7154 3103 2238 1 674 9375/-9375 22544/ 9375 Blacking _ •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •Blodking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Snow Wind Sdamic Loads Location(Side) Width (0.90) (1.00) (1.15) (1.60) (1.60) Comments 0-Self Weight(PLF) 1 1/4"to 8' N/A 19.5 t-Uniform(PSF) 0 to 8'(fop) 18' 12.0 - 2-Uniform(PSF) 0 to 4'(Top) 10, 31.0 40.0 3-Uniform(PSF) 0 to 6'(Top) 5' 31.0 40.0 4-Uniform(PSF) 0 to 4'(Top) 10, 31.0 40.0 - 5-Uniform(PSF) 0 to 8'(Top) 3' 15.0 - 25.0 Linked from:Floor: 6-Point(lb) 6'(fop) N/A 449 460 Flush Beam 219, Su000rt 1 Linked from:Floor: 7-Point(lb) 8'(Top) N/A 2612 740 1300 478 6649/-6649 Flush Beam 303, Sunnnrt 1 Weyerhaeuser Notes (L�SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser wan-ants 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(Rem Board,Bloddng 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 FSR-1153 and FSR-1387 and/or tested In accordance with applicable ASfM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeusu.com/woodproducts/document-library. The product application,Input design loads,dimensions and support Information have been provided by Forte Software Operator FotE software Operator Job Notes 11/3g/2)17e1�i2f6t � 5 Nathan Bonck Forte v5.3, Desi r('@Qyl 9: 'U Fossatti Pawlak Stnictural Fnginears Job.4te (206)456-3071 NBonck@Fossatli.com Page 61 of 85 a .� �I Wi F O R T E MEMBER REPOg 2nd Level Beams, Floor:Flush Beam 303C 1 piece(s) 5t Err x 11 7/8" 2.2E Parallam® PSL Wis product failed due to an excessive uplift of-1183 Ibs at support located at 0". This product failed due to an excessive uplift of-2837 Ibs at support located at 11'9 3/4". Overall Length: 14'6" 1 o e 12'6" 2 0 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Desien Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern)[Group] System:Floor Member Reaction(Ibs) 11002 @ 12'3 1/4" 18047(5.50") Passed(61%) -- 1.0 D+0.525 E+0.75 L+0.75 S(All Member Type:Flush Beam Spans)rll Building Use:Residential 1.Shear(Ibs) 8323 @ ITS 7/8" 19285 Passed(43%) 1.60 Sn anslrll D+0.525E+0.75 L+0.75 5(All Building Code:IBC 2015 Moment(Ft-Ibs) -18657 @ 12'3 1/4" 47766 Passed(39%) 1.60 1.0 D+0.525 E+0.75 L+0.75 S(AII Design Methodology:ASO SDans)rll Live Load Defl.(in) 0.148 @ 14'6" 0.200 Passed(21./362) -- 1.0 n +0.525E+0.75 L+0.75 S(Alt Seanslril Total Load Defl.(in) 0.230 @ 14'6" 0.223 Failed(2L/234) 1.0 n +0.525E+0.75 L+0.75 S(Alt Soans_)rll •Deflection criteria:LL(L/360)and TL(L/240). ^i •Overhang deflection criteria:LL(0.2")and TL(2L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 14'1"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 14'1"o/c unless detailed otherwise. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead oo Snow VAnd Salamk Total Accessories LWO 1-Hanger on 11 7/8"HF beam 5.50" 1 Hangers 1.50" -226 339/-126 -271 -90 1255/-1255 1594/-1968 See note 1 2-Column-HF 5.50" 5.50" 3.35" 4493 1325 1821 568 7904/-7904 1611111/ Nodding •Bloddng 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 •s See Connector grid below for additional Information and/or requirements. Connector:Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nall@ Aecaewrim 2+SDS self-drilling 16-SDS self-drilling 1-Face Mount Hanger MGU5.50(1-11=11) 4.50" N/A wood screw 0.242 dla. wood screw 0.242 dia. Y1 tf1" Y1 112" Tributary Dead Floor Live Snow Wind Sehunie Loads Location(Side) VJldth (0.90) (1.00) (1.15) (1.60) (1.60) Comments 0-Self Weight(PLF) 5 1/2"to 14'6" N/A 19.5 1-Uniform(PSF) 0 to 14'6"Crop) 1'4" 31.0 40.0 2-Uniform(PSF) 12'6"to 14'6"rrool 18' 12.0 3-Uniform(PSF) 12'6"to 14'6" S. 15.0 - 25.0 - rroo) Unked from:Floor: 4-Point(lb) T14'6"Crop) N/A 2812 740 1300 478 6649/-6649 Flush Beam 303, suonnrt t Forte Software Operator Job Notes 11/3/ 17 1 -26:3 AM Nathan Bonck Forte v5.3, Desig @A�i e91).K.5 Fossami Pawlak Structural Engineers Job.4te (206)456-3071 NBonck@ Foss atli.corn Page 62 of 85 Weyerhaeuser Notts l SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be I• rdance with Weyerhaeuser product design criteria and published de�ues. l Weyerhaeuser expressly disclaims any other warranties relate, a software.Use of this software Is not Intended to circumvent then a design professional as determined by the authority having judsdlctlon.I ne designer of record,builder or framer Is responsible to assure that this WICUlatlon Is compatible with the overall project Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilldes 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/woodproduits/document-library. Lrbe product application,Input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 1 1/31 117 11 26: . M Nathan Bonck Forte v5.3,Desigr@ � � .5 Fossatti Pawlak Structural Engineers Job.4te (206)456-3071 NBonck@Fossatti.com Page 63 of 85 1 i[ I MEMBER REPORT 2nd Level Beams, Wall:Header304 PASSED - E 2 piece(s) 2 x dem-Fir No. 2 • Overall Length:2'6" 0 -� - - 0 2' { All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Desi n Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(Ibs) 1394 @ 1 1/2" 3645(3.00") Passed(38%) — 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Header Shear(Ibs) 306 @ 81/2" 1650 Passed(19%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 357 @ 1'3" 1393 Passed(26%) 1.00 1.0 D+1.0 L(AII Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.003 @ 1'3" 0.075 Passed(L/999+) — 1.0 D+1.0 L(All Spans) Design Methodology:ASO Total Load Defl.(in) 0.006 @ 1'3" 0.112 Passed(L/999+) — 1.0 D+1.0 L(AII 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 NDS. During Loads to Supports(Ibs) Supports Total Available Required Deed Floor Snow Total Accessories Uys 1-Trimmer-HF 3.00" 3.00" 1.50" 809 319 461 1589 None 2-Trimmer-HF 3.00" 3.00" 1.501, 809 319 461 1589 None l Tributary Dead Floor Live Snow Loads Location(side) Width (0.90) (1.00) (1.15) Comments 0-Self Weight(PLF) 0 to 2'6" N/A 4.2 1-Uniform(PSF) 0 to 2'6" 9' 12.0 2-Uniform(PSF) 0 to 2'6" 6'4 1/2" 31.0 40.0 L111 ke,1 from:Wall: 3-Point(lb) 0 N/A 422 461 Header 204,Support t Unl:ed from:Wall: 4-Point(lb) 2'6" N/A 422 461 Header 204,Support 2 Weyerhaeuser Notes 1 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design afterla 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(Mm Board,Bloddng Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are thlyd-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 11/3/ 17 11-26: M Nathan Bonck Forte v5.3, Desig@ �. .5 Foss atti Pawlak Structural Engineers Job.4(e (206)456-3071 NBonck@ Fossalli.corn Page 64 of 85 �ti,,..� as FORTE MEMBER REPORT- 2nd Level Beams, Floor:Flush Beam 305 1 piece(s) 3 1, -' x 11 7/8" 1.55E TimberStrand® LSL 11nis product failed due to an excessive uplift of-2977 Ibs at support located at 0". This product failed due to an excessive uplift of-3103 Ibs at support located at 9'7". Overall Length: 10'6" 0 1 1 1 0 - t - 10'6" All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Deal n Results Actual a Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(_Ibs) 4287 @ 5 1/2" 4725(1.50") Passed(91%) - 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Flush Beam Shear(Ibs) 3739 @ 9'5/8" 9878 Passed(38%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Residential Moment(Ft-Ibs) 7399 @ 5'3" 18346 Passed(40%) 1.15 1.0 D+0.75 L+0.75 S(AII Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.083 @ T 3" 0.319 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(AII Spans) Design Methodology:ASO Total Load Defl.(in) 0.207 @ 5'3" 0.479 Passed(L/556) 1 1.0 D+0.75 L+0.75 S(All Spans) •Deflection criteria:LL(1./360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 9'7"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 9'7"o/c unless detailed otherwise. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead floc Snow Wind Seismic Total Accessories Liwe 1-Hanger on 11 7/8"HF beam 5.50" Hanger' 1.50" 2796 680 1638 478 6649/-6649 1219/ See note' 2-Hanger on 11 7/8"HF beam 5.50" Hanger' 1.50" 2586 680 1534 -478 6649/-6649 114491 7177 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. Connector:Simpson Strong-Tie Connectors Support Model Seat Length Top Malls Face Nolls Member Malhr Accessories 24-SDS self-drilling I6-SDS self-drilling 1-Face Mount Hanger MGU3.63(H1=9.25) 4.50" N/A wood screw 0.242 dia. wood screw 0.242 dla. x 2 112" x 2 1r2" 24-SDS self-drilling 16-SDS self-drilling 2-Face Mount Hanger MGU3.63(H1=9.25) 4.50" N/A wood screw 0.242 dia. wood screw 0.242 dia. Y21 ? Y71/7" Tributary Dead Floor Live Snow Wind Selamic Loads Location(Side) Wldth (0.90) (1.00) (1.15) (1.60) (1.60) Comments 0-Self Weight(PLF) 5 1/2"to 10'1/2" N/A 13.0 1-Uniform(PSF) 0 to 2'3"(rop) 18, 12.0 2-Uniform(PSF) 8'3'to 10'6"rrnnl 18' 12.0 3-Uniform(PSF) 0 to 10'6"(fop) 2' 31.0 40.0 - - 4-Point(lb) 0(Front) N/A 478 6649 5-Point(lb) 10'6"(Front) N/A - -478 -6649 6-Uniform(PSF) 0 to 2'3"(Top) 6' 15.0 25.0 - - 7-Uniform(PSF) a'3'to 10'6"rrnnl 6' 15.0 25.0 Linked from:Wall: 8-Point(lb) 2'3"(Front) N/A 1720 260 1300 Header 203,Support 1 Linked from:Wall: 9-Point(lb) 8'3"(Front) N/A 1720 260 1300 Header 203,Support 2 Forte Software Operator Job Notes 11/3/U 17 11'2 M Nathan Bonck Forte v5.3, DesigrITI :�t .� .5 Fos satti Pawlak Structural Engineers Job.4(e (206)456-3071 NBonck@Fossatti.com Page 65 of 85 Y We"rhamselr Notes 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be In ante with Weyerhaeuser product design criteria and published desig, s. Weyerhaeuser expressly disdaims any other warranties related I, software.Use of this software Is not Intended to circumvent the need .design professional as determined by the authority having Jurisdiction.The designer of record,builder or framer Is responsible to assure that this calculation Is canpatible with the overall project Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are thlyd-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by IOC FS 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. Ue product application,Input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 11/3/ 17 11.26: . M Nathan Bonck Forte v5.3, Desigrf @A�i�t:4� .� .5 Fossatti Pawlak Structural Engineers JobAte (206)456-3071 NBonck@Fossatti.com Page 66 of 85 f � ..! "i F 0 R T E MEMBER REPORT . 2nd Level Beams,Floor:Flush Beam 305E 1 piece(s) 5 1. ' x 11 7/8" 2.2E Parallam® PSL -This product failed due to an excessive uplift of-1184 Ibs at support located at 0". This product failed due to an excessive uplift of-2948 Ibs at support located at 11'9 3/4". Overall Length: 14'6" 1 D - t O 17 6' 2 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Desian Results Actual a Location Allowed Result LDF Load:Combination(Pattern)[Group] system:Floor Member Reaction(Ibs) 10858 @ 12'3 1/4" 18047(5.50") Passed(60%) _. 1.0 D+0.525 E+0.75 L+0.75 S(All Member Type:Flush Beam Snans)f]1 Building Use:Residential Shear(Ibs) 8345 @ 1315 7/8" 19285 Passed(43%) 1.60 1.0 D+0.525 E+0.75 L+0.75 S(All Building Code:IBC 2015 Soans)rll Moment(Ft-Ibs) -18671 @ 1213 1/4" 47766 Passed(39%) 1.60 1.0 D+0.525 E+0.75 L+0.75 S(All Design Methodology:ASO Spans)rll 1.Live Load Defl.(in) 0.151 @ 14'6" 0.200 Passed(2L/354) _ So D+0.525E+0.75 L+0.75 S(Alt Smans)rill Total Load Defl.(in) 0.230 @ 14'6" 0.223 Failed(2L/232) 1.0 D+0.525 E+0.75 L+0.75 S(Alt Soars)rll •Deflection criteria:LL(L/360)and TL(L/240). •Overhang deflection criteria:LL(0.2")and TL(2L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 14'1"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 14'1"o/c unless detailed otherwise. ltearinp Loads to Supports(lbs) Supporu Total Available Required Dead �w Snow Wlnd Seismic Total Acceswrlas 1-Hanger on 117/8"HF beam 5.50" Hanger' 1.50" -207 339/-115 -309 -90 1255/-1255 1594/-1976 See note 2-Column-HF 5.50" 5.S0" 3.31" 4308 1253 1947 568 7904/-7904 17980 Blocking •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 • 'See Connector grid below for additional Information and/or requirements. Connector:Simpson Strona-Tie Connectors Support Modal Seat Length Top Nulls Face Nails Member Nails Accessories 2+SDS self-drilling 16-SDS self-drilling 1-Face Mount Hanger MGU5.50(1-1I=11) 4.50" N/A wood screw 0.242 dia. wood screw 0.242 dla. Y 2 1/2" Y 2 1/2" Tributary Dead Floor Live Snow Mllnd Seismic Loads Location(Side) Mfldth (0.90) (1.00) (1.15) (1.60) (1.60) Comments 0-Self Weight(PLF) 5 1/2"to 14'6" N/A 19.5 1-Uniform(PSF) 0 to 14'6"Crop) 1'4" 31.0 40.0 2-Uniform(PSF) 12'6"to 14'6"fTnn) 18' 12.0 Canoed from:Floor: 3-Paint(lb) 14'6"(Front) N/A 2796 600 1638 478 6649/-6649 Flush Beam 305, SuDDOrt 1 Weyerhaeuser Notes (1�SUSTAINABLE FORESTRY INITIATIVE 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 fox 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 thlyd-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by]CC 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.weVerhaeuser.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 1 1/3/ZQQ17 11 2 M Nathan Sonck Forte v5.3, Desigrf@Q�i .0.5 Fossatli Pawlak Slruclural Engineers Job.4te (206)456-3071 NBonck@Foss atti.corn Page 67 of 85 i ;. , MEMBER REPORT 2nd Level Beams, Floor:Flush Beam 305C E 1 piece(s) 5 1, ' x 11 7/8" 2.2E Parallam® PSL This product failed due to an excessive uplift of-2998 Ibs at support located at 0". This product failed due to an excessive uplift of-3601 Ibs at support located at 5'9 3/4". Overall Length:8'6" n o — — 6 6 2' N 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:combination(pattern)(Group) System:Floor Member Reaction(Ibs) 12187 @ 63 1/4" 18047(5.50") Passed(6B%) 1.0 D+0.525 E+0.75 L+0.75 S(All Member Type:Flush Beam Spans)f11 Building Use:Residential Shear(Ibs) 8345 @ 7'5 7/8" Soa 19285 Passed(43%) 1.60 1.0 n slrll+0.525E+0.75 L+0.75 S(All Building Code:IBC 2015 Moment(Ft-Ibs) -18671 @ 613 1/4" 47766 Passed(39%) 1.60 1.0 D+0.525 E+0.75 L+0.75 S(All Design Methodology:Aso SDans)fll live Load Defl.(in) 0.095 @ 8'6" 0.200 Passed(2L/564) _ 1.0 n +0.525E+0.75 L+0.75 S(Alt Soanslfll Total Load Defl.(in) 0.149 @ 8'6" 0.223 Passed(21./358) __ 1.0 D+0.525 E+0.75 L+0.75 S(Alt S_oa_ns_)fll •Deflection criteria:LL(L/360)and TL(L/240). •Overhang deflection criteria:U.(0.2")and TL(2L./240). •Top Edge Bracing(Lu):Top compression edge must be braced at 8'1"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 8'1"o/c unless detailed otherwise. Bearing Loads to Supports(Ibs) Supports Total AvallaWe Required Dead Floor Snow Mond Seismic Total Accessorlas 1-Hanger on 31 7/8"HF beam 5.50" Hanger' 1.50" -994 179/-259 -628 -183 2550/-2550 2729/4614 See note' 2-Column-HF 5.50" 5.50" 3.71" 4730 1237 2266 661 9199/-9199 188019933/ Blacking •Blocking Panels are assumed to cant'no loads applied directly above them and the full load Ls 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 • 'See Connector grid below for additional Information and/or requirements. Connector:Simpson Strong-Tie Connectors Support Model Seat Length Top Nalb Face Nmile Member Nails Accessories 24-SDS self-drilling 16-SDS self-drilling 1-Face Mount Hanger MGU5.50(1-11=11) 4.50" N/A wood screw 0.242 dla. wood screw 0.242 dia. v?V? v7 V? Trlbutary Deed Floor Live Snow Vend Seismic Loads Location(Side) MBdth (0.90) (1.00) (1.15) (1.60) (1.60) comments 0-Self Weight(PLF) 5 1/2"to 8'6" N/A 19.5 1-Uniform(PSF) 0 to 8'6"(Top) 1'4" 31.0 40.0 - 2-Uniform(PSF) 6'6"to 8'6"(_Top)_ 18, 12.0 Linked from:Floor: 3-Point(lb) 8'6"(Tap) N/A 2796 680 1638 478 6649/-6649 Flush Beam 305, SuOoort 1 Weyerhaeuser Notes n SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. l 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,Bloddng 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.weVerhaeuser.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 11/3/2017 l J} M Nathan Bonck Forte v5.3, Desig t� 5 Fossatti Pawlak Structural Engineers Job,4te (206)456-3071 NBonck@Fossatti.com Page 68 of 85 + � i 1 '�; �. ��, i �e I l F 0 R T E MEMBER REPORT,.., 2nd Level Beams, Wall:Header305A �. PASSED 2 piece(s) 2 a Hem-Fir No. 2 Overall Length:6'6" 0 o 6' ' 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 I Actual @ Location 1 Allowed Result LDF Load:Combinatlon(Pattern) System:Wall Member Reaction(Ibs) 1518 @ 1 1/2" 3645(3.00") Passed(42%) 1.0 D+1.0 L(All Spans) Member Type:Header Shear(Ibs) 1119 @ 10 1/4" 2175 Passed(51%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 2280 @ 3'3" 2234 Passed(102%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.072 @ 3'3" 0.208 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(In) 0.129 @ 3'3" 0.313 Passed(L/579) -- 1.0 D+1.0 L(All Spans) •Deflection criteria:LL(L/360)and TL(5/1611). •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 6'6"o/c unless detailed otherwise. •Applicable calculations are based on NDS. searing Loads to Supports(Ibs) - Supports Total Avallable Required Deed ter Total Aeoassorles 1-Trimmer-HF 3.00" 3.00" 1.50" 673 845 1518 None 2-Trimmer-HF 3.00" 3.00" 1.50" 673 845 1518 None Trlbutary Dead Floor Life Loads Location(Side) Wldth (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 6'6" N/A 5.5 t-Uniform(PSF) 0 to 6'6" 2' 31.0 40.0 2-Uniform(PSF) 0 to 6'6" 4'6" 31.0 40.0 Weyerhaeuser Notes l SUSTAINABLE FORESTRY INITIATIVE 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 certlfled to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by IOC 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 1 1/31F17 11.2 M Nathan Bocck - Forte v5.3, Design�p�i :W7'.� .5 Fossatti Pawlak Structural Engineers JOb.4te (206)456-3071 NBonck@Fossaiti.com Page 69 of 85 ,}� ,� I II F O R T E MEMBER REPORT 2nd Level Beams, Wall:Header 306 PASSED 2 piece(s) 2 a Hem-Fir No. 2 Overall Length:2'6" 0 _ 1 + ♦ — o 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 @ Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(Ibs) 1626 @ 1 1/2" 3645(3A Passed(45%) 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Header Shear(Ibs) 118 @ 8 1/2" 1650 Passed(7%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 138 @ 1'3" 1393 Passed(10%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.001 @ 1'3" 0.075 Passed(U999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASO Total Load Dell.(in) 0.002 @ 1'3" 0.112 Passed(U999+) -- 1.0 D+1.0 L(All Spans) •Deflection afteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 2'6"o/c unless dulled otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 2'6"o/c unless detailed otherwise. •Applicable calculations are based an NDS. tllearinn0 — Loads to Supports(lbs) Supports Total Avallable Required Dead Moor Snow Total Accessories Live 1-Trimmer-HF 3.00" 3.00" 1.50" 984 550 305 1839 None 2-Trimmer-HF 3.00" 3.00" 1.501, 984 l 550 305 1839 None Trlbutsry Dead Floor Live Snow Lmds Location(Side) Wldth (0.90) (1.00) (1.15) Commands 0-Self Weight(PLF) 0 to 2'6" N/A 4.2 1-Uniform(PSF) 0 to 2'6" 9' 12.0 - 2-Uniform(PSF) 0 to 2'6" 1'6• 31.0 40.0 - Unked from:Wall: 3-Point(lb) 0 N/A 786 475 305 Header 206,Support 1 Linked from:Wall: 4-Point(lb) 2'6" N/A 766 475 305 Header 206,Support Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its produce 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,Bloddng Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilydes 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/woodproducs/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator i Forte Software Operator Jo. 11/3/?eQ17 1&2#: M Nathan Bonck Forte v5.3,Desig 5 Fossat[!Pawlak Structural Engineers Job.4te (206)456-3071 NBonck@Fossatti.com Page 70 of 85 t V ti 1 MEMBER REPORT 2nd Level Beams, Wall:Header 307 PASSED a F O R T E 2 piece(s) 2'. Hem-Fir No. 2 Overall Length:8'9" 0 1 1 0 8' 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:Combination(Pattern) System:Wall Member Reaction Ibs) 4127 @ 3" 5468(4.50") Passed(75%) — 1.0 D+1.0 S(All Spans) Member Type:Header Shear(Ibs) 397 @ 10" 1485 Passed(27%) 0.90 1.0 D(All Spans) Building Use:Residential Moment(R-Ibs) 954 @ 4'41/2" 1253 Passed(76%) 0.90 1.0 D(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.000 @ 0 0.275 Passed 1.0 D(All Spans) Design Methodology:ASD (2L/999+) Total Load Defl.(in) 0.216 @ 4'4 1/2" 0.313 Passed(_U_458) 1.0 D(All Spans) •Deflection criteria:LL(L/360)and TL(5/16"), •Top Edge Bracing(Lu):Top compression edge must be braced at 8'9"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 8'9"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Snow Total Accessories 1-Trimmer-HF 4.50" 4.50" 3.40" 2188 1939 4127 None 2-Trimmer-HF 4.50" 4.50" 3.40" 2188 1939 4127 None Tributary Deed Snow Loads Location(Side) Vndth (0.90) (1.15) Comments 0-Self Weight(PLF) 0 to 8'9" N/A 4.2 1-Uniform(PSF) 0 to 8'9" 9. 12.0 Linked from:Wall: 2-Point(lb) 0 N/A 1697 1939 Header 207,Support 1 Linked 6om:Wall: 3-Point(Ib) 8191. N/A 1697 1939 Header 20,Support 2 Weyerhaeuser Notes (2�SUSTAINABLE FORESTRY INITIATIVE 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(Rlm 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 Itterature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-ilbrary. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 11/3/�,p 1711'26:4 AM Nathan Bonck Forte v5.3, Desigli"LBO 9 : V7'.� .5 Fossalti Pawlak Structural Engineers J01J.4te (206)456-3071 NBonck@Fossatti.com Page 71 of 85 4 I MEMBER REPORT, 2nd Level Beams, Wall:Header308 PASSED F O R T E 2 pieces) 2 x� lem-Fir No. 2 Overall Length:3'6" 0 1 1 0 3' a a All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:wall Member Reaction(Ibs) 2455 @ 1 1/2" 3645(3.00") Passed(67%) — 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Header Shear(Ibs) 471 @ 81/2" 1650 Passed(29%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(R-Ibs) 597 @ 1'9" 1393 Passed(43%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.009 @ 1'9" 0.108 Passed(L/999+) — 1.0 D+1.0 L(All Spans) Design Methodology:ASO Total Load Defl.(in) 0.021 @ 1'9" 1 0.162 1 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 TV o/c unless detailed otherwise. •Bottom Edge Bracing(W):Bottom compression edge must be braced at 3'6"o/c unless detailed otherwise. •Applicable calculations are based on NDs. Bearing Length Loads to Supports(Ibs) Supporb Total Available Required Dead Floor Snow Total Aaoanior{aa 1-Trimmer-HF 3.00" 3.00" 2.02" 1488 666 623 2777 None 2-Trimmer-HF 3.00" 3.00" 2.02' 1488 666 623 I 2777 None Tributary Dead Floor Live Snow Loads Location(Side) width (0.90) (1.00) (1.15) Comments 0-Sell Weight(PLF) 0 to 3'6" N/A 4.2 1-Uniform(PSF) 0 to 3'6" 9' 12.0 2-Uniform(PSF) 0 to 3'6" 3'9" 31.0 40.0 3-Uniform(PSF) 0 to 3'6" 8" 51.0 60.0 - Linked from:Wail: 4-Point(lb) 0 N/A 1029 333 623 Header 208,Support 1 Unked from:Wall: 5-Point(lb) 3'6" N/A 1029 333 523 Header 208,Support 2 Weyerhaeuser Notes [Z�SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design oiterla 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,Bloddng Panels and Squash Blodcs)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 IOC 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.weVerhaeuser.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 11/13/2UTT2:94:1 U'_PM Nathan Bonck Corte v5.3, Design Engine:V7.0.0.5 Foss alli Pawlak Struclural Engineers I Job.4fe (206)456-3071 1 NBonck@Fossatti.com Page 1 of 1 ti ;�� ',, MEMBER REPORT-.. 2nd Level Beams, Wall:Header310 okay by inspection F O R T E 2 plece(s) 2 X. .hem-Fir No. 2 Overall Length:3'11" 0 T - - o 3' 0 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. Design Results Actual hip Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(Ibs) 6879 @ 4" 6683(5.50") Failed(103%) 1.0 D+1.0 L(All Spans) Member Type:Header Shear(Ibs) 1507 @ 1'3/4" 2175 Passed(69%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 2221 @ 1'11 1/2" 2234 Passed(99%) 1.00 1.0 D+1.0 L(AII Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.018 @ 1'11 1/2" 0.108 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.034 @ 1'11 1/2" 0.162 Passed(L/999+) -- 1.0 D+1.0 L(AII Spans) •Deflection criteria:LL(L/360)and TL(1./240). •Top Edge Bracing(Lu):Top compression edge must be braced at 1'4"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 3'11"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dad Floor snow Total Accessories 1-Trimmer-HF 5.50" 5.50" 5.66" 3461 3418 676 7555 None 2-Trimmer-HF 5.50" 5.50" 5.66" 3461 3418 676 7555 None Tributary Dead Floor Live Snow Loads Location(Side) Width (0.90) (1.00) (1.15) Comments 0-Sell Weight(PLF) 0 to 3'11" N/A 5.5 1-Uniform(PSF) 0 to 3'11" 9' 12.0 - Residential-Living Areas 2-Uniform(PSF) 0 to 3'11" 5'6" 31.0 40.0 Residential-Living Areas 3-Uniform(PSF) 0 to 3'11" 5'6" 51.0 60.0 Residential-uvhng Areas 4-Uniform(PSF) 0 to 3'11" 8' 31.0 40.0 Residential-Living Areas unked from:Wall: 5-Point(lb) 0 N/A 1870 1714 676 Header 210,Support t Linked from:Wall: 6-Point(lb) 3'11" N/A 1670 1714 676 Header 210,Support 2 Weyerhaeuser Notes (Z�SUSTAINABLE FORESTRY INITIATIVE 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 Bloch)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 FSR-1387 and/or tested In accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and Installation details refer to www.weVerhaeuser.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 11/1 3/217T7-2:94:37-Pm Nathan Bonck Forte v5.3, Design Engine:V7.0.0.5 Foss atti Pawlak Structural Engineers dob.4te (206)456-3071 NBonck@Fossalti.com Page 1 of 1 � ' ,� I I I - - F O R T E . MEMBER REPO 2nd Level Beams,Floor:Drop Beam 311 PASSED i plece(s) 5 ' x 12" 24F-V4 DF Glulam Overall Length: 14'10" c c i c � y � i r b' 13'11" All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern)[Group] System:Floor Member Reaction(Itrs) 16455 @ 4" 18906(5.50") Passed(87%) — 1.0 D+1.0 L(AII Spans)rll Member Type:Drop Beam Shear(Ibs) 5427 @ V 5 1/2" 11660 Passed(47%) 1.00 1.0 D+1.0 L(All Spans)[1] Building Use:Residential Pos Moment(Ft-Ibs) 21497 0 6'11 5/8" 26400 Passed(81%) 1.00 1.0 D+1.0 L(AII Spans)[1] Building Code:IBC 2015 Live Load Defl.(in) 0.285 @ 73 13/16" 0.472 Passed(14597) — 1.0 D+1.0 L(All Spans)(1) Design Methodology:Aso Total Load Defl.(in) 0.537 @ 73 13/16" 1 0.708 1 Passed(L/316) - 1.0 D+1.0 L(All Spans)rll •Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 14'10"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 14'10"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=14'2". •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 Nos. smiling Length Loads to Supports(Ibs) Supports Total Available Required Dmd � snow Total Accessorlm 1-Stud wall-OF 5.50" 5.50" 4.79" 7879 8576 1661/-504 18116/-504 Blocking 2-Stud wall-DF 5.50" 5.50" 4.29" 7089 7644 1661/-504 16394/-504 Blocking •Nodding Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Tributary Dead Floor IJve Snow Loads Locatlon(side) width (0.90) (1.00) (1.15) comments 0-Sell Weight(PLF) 0 to 14'10" N/A 16.0 1-Uniform(PSF) 0 to 14'10"(Top) 5'6' 51.0 60.0 2-Uniform(PSF) 1'6'to 8'6"(rap) 3'3' 51.0 60.0 - Linked from:floor: 3-Point(lb) 0(TOP) N/A 4902 5213 1661/-504 Drop Beam 211, Support 1 Linked from:Floor: 4-Point(lb) 14'10"(Top) N/A 4507 4747 1661/-504 Drop Beam 211, Support 2 Weyerhaeuser Notes 1 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. l 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,Bloddng Panels and Squash Blodcs)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-1367 and/or tested In accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product IRerature 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 11/13/290):95:21-PM Nathan Bonck Forte v5.3, Design Engine:V7.0.0.5 Fossatti Pawlak Structural Engineers Job.4te (206)456-3071 NBonck@Fossatti.com Page 1 of 1 4 � �9I F 0 R T F MEMBER REPORT 2nd Level Beams, Wall:Header315 PASSED 2 piece(s) 2 a Hem-Fir No. 2 Overall Length:5'9" + + 5' 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) System:Wall Member Reaction Ibs 4753 @ 3" 5468(4.50") Passed(87%) — 1.0 D+0.75 L+0.75 S(All SDans) Member Type:Header Shear Qbs) 11410 113/4" 2175 Passed(52%) 1.00 1.0 D+1.0 L(AII Spans) Building Use:Residential Moment(Ft-Ibs) 2073 @ 2'10 1/2" 2234 Passed(93%) 1.00 1.0 D+1.0 L All Spans) Building Code:IBC 2015 Live Load Dell. in 0.038 @ 2'10 1/2" 0.175 Passed(L/999+) — 1.0 D+1.0 L(All Spans) Design Methodology:ASO Total Load Defl.(in) 0.083 @ 2'10 1/2" 0.262 Passed(L/759) -- 1.0 D+1.0 L All Spans) •Deflection all U.(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 5'9"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 5'9"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Beating Loads to Support(Ibs) Supports Total Available Required Dead IFll000r Snow Total Accessories 1-Trimmer-HF 4.50" 4.50" 3.91" 2626 1547 1289 5462 None 2-Trimmer-HIP 4.50" 4.50" 3.91" 2626 1547 1289 5462 None Tributary Dead Floor Live snow Loads Location(side) wldtn (0.90) (1-00) (1.15) Comment 0-Self Weight(PLF) 0 to 5'9" N/A 5.5 1-Uniform(PSF) 0 to 5'9" 9' 12.0 Residential-Living Areas 2-Uniform(PSF) 0 to 5'9" 6'10 1/2" 31.0 40.0 Residential-Living Areas Linked from:Wall: 3-Point(lb) 0 N/A 1687 756 1289 Header 215,Support 1 Unked from:Wall: 4-Point(lb) 5191, N/A 1687 756 1289 Header 215,Support Weyerhaeuser Notes /� (I�SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design citerla 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 tD assure that this calculation Is compatible with the overall project Accessories(Rim Board,Bloddng Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are thlyd-party,certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by 1CC 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 1 1/3/�Q 17 11.2§, M Nathan Bonck Forte v5.3,Desigrr(A�i��:W4'. .5 Fossatti Pawlak Structural Engineers JobAte (206)456-3071 NBonck@Fossatti.com Page 76 of 85 MEMBER REPORT.—, 2nd Level Beams, Wall:Header 315A PASSED I� F O R T E 2 piece(s) 2 a Hem-Fir No. 2 Overall Length:5'9" 0 1 6 5' 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 C Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(lbs) 4367 @ 3" 5468(4.50") Passed(80%) — 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Header Shear(lbs) 989 @ 11 3/4" 2175 Passed(45%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(R-lbs) 1798 @ 2'10 1/2" 2234 Passed(80%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(In) 0.032 @ 2'10 1/2" 0.175 Passed(L/999+) — 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.072 @ 2'SO 1/2" 1 0.262 Passed(L/875) — 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 5'9"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 5'9"o/c unless detailed otherwise. •Applicable calculations are based on Nos. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Floor Snow Total Accessories 1-Trimmer-HF 4.50" 4.50" 3.59" 2430 1294 1289 5013 None 2-Trimmer-HF 4.50" 4.50" 3.59" 2430 1294 1289 5013 None Tributary Dead Floor Live Snow Loads Location(side) width (0.90) (1.00) (1.15) Comments 0-Self Weight(PLF) 0 to 5'9" N/A 5.5 1-Uniform(PSF) 0 to 5'9" 9' 12.0 _ Residential-Living Arm 2-Uniform(PSF) 0 to 5'9" 5.9. 31.0 40.0 Residential-Living Areas Linked from:Wall. 3-Point(lb) 0 N/A 1591 633 1289 Header 215A, Support 1 Linked from:Wall: 4-Point(lb) 5.9. N/A 1591 633 1289 Header 215A, Support 2 Weyerhaeuser Notes ^A SUSTAINABLE FORESTRY INITIATIVE 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 Blacks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are thlyd-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by IOC 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 11/3/�Q17 11'2�} M Nathan Bonck Forte v5.3, DesigrfL'p-ir�t:WI�. .5 Fossatti Pawlak Structural Engineers dob.4te (206)456-3071 NBonck@Fossatti.com Page 77 of 85 l F 0 R T E MEMBER REPORT-„ 2nd Level Beams, Wall:Header 316A PASSED 2 piece(s) 2 a Hem-Fir No. 2 Overall Length:3' 0 — 0 2'6" 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontaI.;Drawing is Conceptual Design Results Actual p Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(lbs) 504 0 1 1/2" 3645(3.00") Passed(14%) 1.0 D(All Spans) Member Type:Header Shear(lbs) 89 @ 8 1/2" 1485 Passed(6%) 0.90 1.0 D(All Spans) Building Use:Residential Moment(Ft-lbs) 106 @ 1'6" 1253 Passed(8%) 0.90 1.0 D(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.000 @ 0 0.092 Passed 1.0 D(All Spans) Design Methodology:ASO (2U999+) Total Load Defl.(in) 0.003 @ 1'6" 0.138 Passed(U999+) 1.0 D(All Spans)_ •Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at T o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 3'o/c unless detailed otherwise. •Applicable calculations are based on NDS. searing Loads too SUPPe� (Ibs) Supports Total Available Requlmd Dead Total Accessories 1-Trimmer-HF 3.00" 3.00" 1.50" 504 504 None 2-Trimmer-HF 3.00" 3.00" 1.50" 504 504 None Tributary Dead Loads Location(side) Width (o.so) Comments 0-Self Weight(PLIF) 0 to 3' N/A 4.2 1-Uniform(PSF) 0 to 3' 9' 12.0 Linked from:Wall: 2-Point(lb) 0 N/A 336 Header 216A, Suonort 1 Linked from:Wall: 3-Point(lb) 3' N/A 336 Header 216A, Support 2 Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE 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(Rlm 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-ilbrary. The product application,Input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 11/3!' 1 7 )i 2 M Nathan Bonck Forte v5.3,Desig @98ir MT.5 Fos satli Pawlak Structural Engineers Job.4(e (206)456-3071 NBonck@Fossatti.com Page 78 of 85 1 - - •J 1 �• - ��. FORTE � MEMBER REPORT—_ 2nd Level Beams, Wall:Header316 PASSED I 2 piece(s) 2 a Aem-Fir No. 2 Overall Length:3' • w 1 2'6" 0 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontaI.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(Ibs) 1996 @ 1 1/2" 3645 3.00" Passed(55%) — 1.0 D+1.0 L(All Spans) Member Type:Header Shear(Ibs) 482 @ 8 1/2" 1650 Passed(29%) 1.00 1.0 D+1.0 L AII Spans Building Use:Residential Moment(Ft-Ibs) 576 @ 1'6" 1393 Passed(41%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.007 @ 1'6" 0.092 Passed(L/999+) — 1.0 D+1.0 L(All Spans) Design Methodology:ASO Total Load Defl.(in) 0.014 @ 1'6" 0.138 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 3'o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 3'o/c unless detailed otherwise. •Applicable calculations are based on Nos. Bearing Loads to support(Ibs) Supports Total Available Required Dead Floor Total LNone orlm 1-Trimmer-HF 3.00" 3.00" 1.64" 1156 840 1996 2-Trimmer-HF 3.00" 3.00" 1.64" 1156 840 1996 Tributary Dead Floor Lire Loads Location(Side) Width (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 3' N/A 4.2 1-Uniform(PSF) 0 to 3' 9' 12.0 - 2-Uniform(PSF) 0 to 3' 7' 31.0 40.0 UnKed from:Wall: 3-Point(lb) 0 N/A 662 420 Header 216,Support 1 Linked from:Wall: 4-Point(lb) 3' N/A 662 420 Header 216,Support Weyerbaeuser Notes _ SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be In acoordance 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(Rlm 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 11 Forte v5.3, Des3�AQi .� 5 Nathan Bonck y Fossatti Pawlak Structural Engineers Job.4(e (206)456-3071 NBonck@Fossatti.com Page 79 of 85 - I i � Y I �y ;�I F 0 R T E MEMBER REPORT 2nd Level Beams, Floor:Flush Beam 321 _ PASSED 1 plece(s) 3 1, x 11 7/8" 2.0E Parallam® PSL Overall Length: 14'2" _r - o I _J 14'2" 0 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern)[Group] System:Floor Member Reaction(Ibs) 3983 @ 4" 6024(4.25") Passed(66%) -- 1.0 D+1.0 L(All Spans)1`51 Member Type:Flush Beam Shear(Ibs) 3674 0 12'6 7/8" 8035 Passed(46%) 1.00 1.0 D+1.0 L(All Spans)[5] Building Use:Residential Moment(Ft-Ibs) 14157 @ 73 5/16" 19902 Passed(71%) 1.00 1.0 D+1.0 L(All Spans)[5] Building Code:IBC 2015 Live Load Defl.(in) 0.323 @ 7'5/8" 0.445 Passed(U497) — 1.0 D+1.0 L(All Spans)151 Design Methodology:ASO Total Load Defl.(in) 0.504 0 7'3/4" 0.668 Passed(U318) 1.0 D+1.0 L(All Spans)[5] •Deflection alterla:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 14'o/c unless detailed otherwise. •Bottom Edge Bracing(W):Bottom compresslon edge must be braced at 14'o/c unless detailed otherwise. Dearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Snow Wind Salsmic Total Accessories Live1-Beam-HF 5.50" 4.25" 2.81" 1524 2505 -314 -96 1335/-1335 5364/-1745 1 1/4"Rim Board 2-Stud wall-HF 7.25" 6.00" 3.36" 1921 2943 -266 -84 1175/-1175 1 6039/-1525 1 1/4"Rim Board •PJm Board Is assumed to carry all loads applied directly above It,bypassing the member being designed. Tributary Dead Floor Live Snow Wlnd seismic Loads Location(side) Width (0.90) (1.00) (1.15) (1.60) (1.60) Comments 0-Sell Weight(PLF) 1 1/4"to 14'3/4" N/A 13.0 1-Uniform(PSF) 0 to 14'2"(Top) 6'3" 31.0 40.0 2-Tapered(PSF) 0 to 14'2"(Top) 0 to 4'4" 31.0 40.0 - - - Linked from:Floor: 3-Point(lb) 4'6"(Top) N/A -207 339/-115 -309 -90 1255/-1255 Flush Beam 305B, Su000rt 1 Linked from:Floor: 4-Point(lb) 8'8"(fop) N/A 226 339/-126 -271 90 1255/-1255 Flush Beam 303C, Sunnnrt t Weyerhaeuser Notes 1 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design aiteria 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,Bloddng Panels and Squash Blodcs)are not designed by this software.Products manufactured at Weyerhaeuser fadlltles are thlyd-party certifled 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/woDdproducts/document-ilbrary. The product application,Input design loads,dimensions and support information have been provided by Forte Software Operator Pan Forte Software Operator Job Notes 11/13/20T?T7:82 01i-P-M Nathan Bonck Forte v5.3, Design Engine:V7.0.0.5 Fossatti Pawlak Structural Engineers JobAte (206)456-3071 NBonck@Fossalti.com Page 1 of 1 i , .;� i I� F O R T E MEMBER REPORT 2nd Level Beams, Floor:Flush Beam 322 PASSED r 1 piece(s) 3 1. ' x 11 7/8" 1.55E TimberStrand0 LS Overall Length:4'3" 0 -- — T 0 I I 3'4" 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 I Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 708 @ 4" 10784(4.25") Passed(7%) -- 1.0 D+1.0 L(All SDans) Member Type:Flush Beam Shear(Ibs) 237 @ 1'5 3/8" 8590 Passed(3%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 562 @ 2'1 1/2" 15953 Passed(4%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(In) 0.002 @ 2'1 1/2" 0.119 Passed(u999+) — 1.0 D+1.0 L(All Span) Design Methodology:ASO Total Load Defl.(In) 0.004 @ 2'1 1/2" 1 0.179 1 Passed(u999+) -- 1.0 D+1.0 L(All Spans) •Deflection criteria:U.(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 4'1"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 4'1"o/c unless detailed otherwise. — — Bearing Loads to supports(Ibs) support Total Available Required Dead Filoor Total Accessories Lhffl1-Column-HF 5.50" 4.25" 1.50" 678 808 1486 1 1/4"Rim Board 2-Column-HF 5.50" 4.25" 1.50" 678 808 1486 1 1/4"Rim Board •Rim Board Is assumed to carry all loads applied directly above It,bypassing the member being designed. Tributary Dead Floor Live Loads Location(Side) Width (0.90) (1.00) Comments 0-Self Weight(PLF) 1 1/4"to 4'13/4" N/A 13.0 _ 1-Uniform(PSF) 0 to 4'3"(Top) 4'9• 31.0 40.0 Linked from:Floor: 2-Point(lb) 0(Front) N/A 339 404 Flush Beam 222, nnnrt 1 linked from:Floor: 3-Point(lb) 4'3"(front) N/A 339 404 Flush Beam 222, su000rt 2 Weyerhaeuser Notes l SUSTAINABLE FORESTRY INITIATIVE 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 1 1/3/ )17 1112 `} M Nathan Bonck Forte v5.3, Desig� 9:�.T.�.@R6it� .5 Fossatli Pawlak Structural Fngineers i �IobAte (206)456-3071 NBonck@Fossafli.com Page 83 of 85 i a' �✓ �. I I %! F O R T E MEMBER REPORT-, 2nd Level Beams, Floor:Flush Beam 323 PASSED 1 piece(s) 3 1., ' x 11 7/8" 1.55E TimberStrand0 LS! Overall Length_4'8" o -- 7 __ 0 I 3'9" All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Desitan Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 1988 0 4" 10784(4.25") Passed(18%) -- 1.0 D+1.0 L(All Spans) Member Type:Hush Beam Shear(lbs) 789 @ 1'5 3/8" 8590 Passed(9%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 1783 @ 2'4" 15953 Passed(11%) 1.00 1.0 D+1.0 L(All SDans) Building Code:IBC 2015 Live Load Defl.(in) 0.007 @ 2'4" 0.133 Passed(U999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASO Total Load Defl.(In) 1 0.013 @ 2'4" 0.200 Passed(U999+) -- 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 4'6"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 4'6"o/c unless detailed otherwise. 111"ring Loads to Supports(Ibs) Supports Total Available Required Dead Floor Total Accessories 1-Column-HF 5.50" 4.25" 1.50" 1848 2310 4158 1 1/4"Rim Board 2-Column-HF 5.50" 4.25" 1.50" 1848 2310 4158 1 1/4"Rim Board •Rim Board Is assumed to carry all loads applied directly above It,bypassing the member being designed. Tributary Dead Floor Live Loads Location(Side) Width (0.90) (1.00) Comments 0-Self Weight(PLF) 1 1/4"to 4'6 3/4" N/A 13.0 1-Uniform(PSF) 0 to 4'8"(Top) 6'7 1/2" 31.0 40.0 2-Uniform(PSF) 0 to 4'8"Crop) 519, 31.0 40.0 unked from:Floor: 8-Point(lb) 0(Front) N/A 924 1155 Flush Beam 223, Support 1 Unked from:Floor: 4-Point(lb) 4'8"(Front) N/A 924 1155 Flush Beam 223, Surwmrt Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser wan-ants 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,Bloddng 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 1 1/3/P1 7 11-2�:4�2 5 Nathan Bonck Forte v5.3,Desig �A�i V. UU Fossatti Pawlak Structural Engineers JobAte (206)456-3071 NBonck@Fossafti.com Page 84 of 85 .. I ill F O R T E MEMBER REPORT 2nd Level Beams, Floor:Flush Beam 324 PASSED r 1 piece(s) 3 �, x 11 7/8" 1.55E TimberStrand0 Overall Length_7'5" 1 - - 1 I I 6'6" 0 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontaI.;Drawing is Conceptual Design Results Actual®Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 2958 @ 4" 10784(4.25") Passed(27%) -- 1.0 D+1.0 L(All Spans) Member Type:Rush Beam Shear(Ibs) 1855 @ 1'5 3/8" 8590 Passed(22%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment WNW 4674 @ T 8 1/2" 15953 Passed(29%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Deft.(in) 0.037 @ T 8 1/2" 0.225 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:A5D Total Load Defl.(in) 0.067 @ 3'8 1/2" 0.338 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 7 3"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 7 3"o/c unless detalled otherwise. Beating Loads to supports(Ibs) Supports Total Available Required Dead Flrh- Total Accessories 1-Column-HF 5.50" 4.25" 1.50" 2708 3374 6082 1 1/4"Rlm Board 2-Column-HF 5.50" 4.25" 1.50" 2708 3374 6082 1 1/4"Rim Board •Rim Board Is assumed to carry all loads applied directly above It,bypassing the member being designed. Tributary Dead Floor Live Loads Location(side) math (0.90) (1.00) Comments 0-Self Weight(PLF) 1 1/4"to 7'3 3/4" N/A 13.0 1-Uniform(PSF) 0 to 7'S"(Top) T 7 1/2" 31.0 40.0 2-Uniform(PSF) 0 to 7'5"Crop) 5191, 31.0 40.0 Linked from:Floor: 3-Point(lb) 0(front) N/A 1354 1687 Flush Beam 224, Suooert 1 Linked from:Floor: 4-Point(lb) 7'5"(Front) N/A 1354 1687 Flush Beam 224, suppnrt Weyerhaeuser Notes [Z�SUSTAINABLE FORESTRY INITIATIVE 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(Rlm Board,Bloddng Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are thlyd-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by IOC ES under t echnlcal 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/wDodproducts/document-Ilbrary. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software operator Job Notes 11/3/20Q�1�7 1�1d. '� AM Nathan Bonck Forte v5.3, Desigrl �irfet:`ilT.� .5 Fossatti Pawlalc Struclural Engineers JobAte (206)456-3071 NBonck@Fossatti.corn Page 85 of 85 r �� e . i Project Title: Engineer: NAB Date: 11/3/2017 Sheet: STUD WALL DESIGN WALL DATA Stud Member Size: 2x6 Drop down Vertical dist'd loads Out-of-plane loads on the face of the wall Lumber Type: jHF#2 Drop down w.D= 947 plf p.W= 5 psf Miscellaneous: w.Lr= 0 plf p.EQ= 5 psf Height= 8 ft w.L= 560 plf Spacing= 16 in w.5= 375 plf Spreadsheet Assumptions Ecc.= 1 in w.W= 0 plf Studs do not see moisture. Incised? no w.E= 0 plf Studs do not see over 150-deg. Joist space=: 16 in Wall Deflection Limit Same material for top pi and stud Joist width= 2.0625 in L/xxx= 240 Top plate deflection L/240 max. PROPERTIES b= 1.5 in C.D= varies F.b'= 1491.75 *C.D*C.L psi d= 5.5 in C.M= 1 F.t'= 682.5 *C.D psi A= 8.250 inA2 CA= 1 F.v'= 150 *C.D psi S.xx= 7.563 inA3 C.L= calc'd F.cperp'= 506.25 psi I.xx= 20.797 inA4 C.F= 1.3 F.c'= 1430 *C.D*C.P psi S.yy= 2.063 inA3 1.3 E'= 1300000 psi I.yy= 1.547 inA4 1.1 E.min'= 470000 psi Lu= 96 in C.T= 1 F.bE= 1333.8379 psi F.b= 850 psi C.fu= 1 F.cE= 1268.0973 psi F.t= 525 psi 1.15 F.v= 150 psi C.i= 1 F.cperp= 405 psi 1 F.c= 1300 psi 1 E= 1300000 psi C.r= 1.35 E.min= 470000 psi C.P= calc'd c= 0.8 C.b= 1.25 LOAD CASES(ASD Combinations) Case 1 D+Spsf lot Case 5a D+.6W Case 7 .6D+.6W Case 2 D+L+5psflat Case 5b D+.7E Case 8 .6D+.7E Case D+max(Lr,S)+5psflot Case6a D+.75L+.75max(Lr,S)+.45W Case D+.75L+.75max(Lr,S)+5psflot Case6b D+.75L+.75max(Lr,S)+.525E ALLOWABLE STRESSES(ASD Combinations) F.b* F.b' F.t' F.v' F.c* F.c' Load Case C.D jpsq F.bE F.b` C.L IP-S,3 IRISH sl jRsij F.cE F.c* C_P IR531 Case 1 1 1492 0.894 0.767 1145 683 150 1430 0.89 0.648 927 Case 2 1.15 1716 0.778 0.697 1196 785 173 1645 0.77 0.596 980 Case 3 1.15 1716 0.778 0.697 1196 785 273 1645 0.77 0.596 980 Case 4 1.15 1716 0.778 0.697 1196 785 173 1645 0.77 0.596 980 Case 5a 1.6 2387 0.559 0.529 1263 1092 240 2288 0.55 0.471 1077 Case 5b 1.6 2387 0.559 0.529 1263 1092 240 2288 0.55 0.471 1077 Case 6a 1.6 2387 0.559 0.529 1263 1092 240 2288 0.55 0.471 1077 Case 6b 1.6 2387 0.559 0.529 1263 1092 240 2288 0.55 0.471 1077 Case 7 1.6 2387 0.559 0.529 1263 1092 240 2288 0.55 0.471 1077 Case 8 1.6 2387 0.559 0.529 1263 1092 240 2288 0.55 0.471 1077 Page 100 of 103 Page 1 of 2 i I i ProiectTitle: Engineer: NAB Date: 11/3/2017 Sheet: APPLIED STRESSES P.applied p.applied f_c M.lateral M.ecc M.tot f_b V.applied f_v Load Case [Ibl Jpsfl Ina in*Ib anaw in•Ib IREa I'M 1991 Case 1 1262.67 5.00 153.05 640 1263 1903 251.59 26.67 3.23 Case 2 2009.33 5.00 243.56 640 2009 2649 350.33 26.67 3.23 Case 3 2009.33 5.00 243.56 640 2009 2649 350.33 26.67 3.23 Case 4 2197.67 5.00 266.38 640 2198 2838 375.23 26.67 3.23 Case 5a 1262.67 3.00 153.05 384 1263 1647 217.74 16.00 1.94 Case 5b 1262.67 3.50 153.05 448 1263 1711 226.20 18.67 2.26 Case 6a 2197.67 2.25 266.38 288 2198 2486 328.68 12.00 1.45 Case 6b 2197.67 2.63 266.38 336 2198 2534 335.03 14.00 1.70 Case 7 757.60 3.00 91.83 384 758 1142 150.96 16.00 1.94 Case 8 757.60 3.50 91.83 448 758 1206 159.42 18.67 2.26 DESIGN CHECKS Load Case f.c F.c' f.b F.b' Combined f.v F.v' f.c F.c er f.c F.cE Deflection L xxx Case 1 0.17 0.22 0.28 0.02 0.30 0.12 0.023 4224 Case 2 0.25 0.29 0.42 0.02 0.48 0.19 0.023 4224 Case 3 0.25 0.29 0.42 0.02 0.48 0.19 0.023 4224 Case 4 0.27 0.31 0.47 0.02 0.53 0.21 0.023 4224 Case 5a 0.14 0.17 0.22 0.01 0.30 0.12 0.014 7041 Case 5b 0.14 0.18 0.22 0.01 0.30 0.12 0.016 6035 Case 6a 0.25 0.26 0.39 0.01 0.53 0.21 0.010 9387 Case 6b 0.25 0.27 0.40 0.01 0.53 0.21 0.012 8046 Case 7 0.09 0.12 0.14 0.01 0.18 0.07 0.014 7041 Case 8 0.09 0.13 0.14 0.01 0.18 0.07 0.016 6035 MAX. 0.27 0.31 0.47 0.02 0.53 0.21 0.023 4224 okay okay okay okay okay okay okay TOP PLATE DESIGN P.applied is from joist above;V.applied and M.applied are in weak axis bending P.applied V.apolied M.applied f.c er Double Top Plate Properties Load Case hoist Ib in Ib I� * 1 JR§fl f.c F.c er A= 16.500 inA2 Case 1 1262.67 631.33 5051 111.31 0.22 S.yy= 8.250 inA3 Case 2 2009.33 1004.67 8037 177.13 0.35 I.yy= 12.375 inA4 Case 3 2009.33 1004.67 8037 177.13 0.35 Case 4 2197.67 1098.83 8791 193.73 0.38 Triple Top Plate Properites Case 5a 1262.67 631.33 5051 111.31 0.22 A= 24.750 inA2 Case 5b 1262.67 631.33 5051 111.31 0.22 S.yy= 18.563 inA3 Case 6a 2197.67 1098.83 8791 193.73 0.38 I.yy= 41.766 inA4 Case 6b 2197.67 1098.83 8791 193.73 0.38 Case 7 757.60 378.80 3030 66.79 0.13 **If studs align with joists above,the Case 8 757.60 378.80 3030 66.79 0.13 top plate check is unnecessary! MAX. 0.38 okav Double Top Plate Triple Top Plate f_v f.b Deflection f_v f_b Deflection Load Case laa Lauf.v F.v' f.b F.b' ji[nj laqsi f.v F.v' f.b F.b' in Case 1 38.26 612.20 0.26 0.53 0.007 25.51 272.09 0.17 0.24 0.002 Case 2 60.89 974.22 0.35 0.81 0.011 40.59 432.99 0.24 0.36 0.003 Case 3 60.89 974.22 0.35 0.81 0.011 40.59 432.99 0.24 0.36 0.003 Case 4 66.60 1065.54 0.39 0.89 0.012 44.40 473.57 0.26 0.40 0.003 Case 5a 38.26 612.20 0.16 0.48 0.007 25.51 272.09 0.11 0.22 0.002 Case 5b 38.26 612.20 0.16 0.48 0.007 25.51 272.09 0.11 0.22 0.002 Case 6a 66.60 1065.54 0.28 0.84 0.012 44.40 473.57 0.18 0.37 0.003 Case 6b 66.60 1065.54 0.28 0.84 0.012 44.40 473.57 0.18 0.37 0.003 Case 7 22.96 367.32 0.10 0.29 0.004 15.31 163.25 0.06 0.13 0.001 Case 8 22.96 367.32 0.10 0.29 0.004 15.31 163.25 0.06 0.13 0.001 MAX. 0.39 0.89 0.012 0.26 0.4&ae_ 010dfOM okay okay okay okay okay okay Page 2 of 2 EXTERIOR WALL TRIB DL SL LL DL LL 30FT/2 15PSF 25PSF 225PLF 375PLF - 14FT/2 31 PSF 40PSF 217PLF - 280PLF 14FT/2 31 PSF - 40PSF 217PLF - 280PLF WALL 288PLF 947PLF 375PLF 560PLF 3/4(LL+SL)= 649PLF, 24" W FTG, 50OPSF BEARING, 24'/12FT*1500PSF=3000PLF, FDN OKAY INSPECTIOl PROJECT PROJECT NO. •': FOSSATTI PAWLAK STRUCTURAL ENGINEERS SUBJECT P��- DESIGN SHEET NO. -�. �., f - SQLROOF - s IS �6µ5�C4,5Y5`)f LL SL " �SP�� ) +-( J x�s� = 159- 3� ILI, G21" I.iS W-Sk11` ' y7y-7, Page 103 of 103 s. i 14 5Qo1 C 5 CAO 14 �ti S p C �O3 32. 2 = In Y Zan R = Cl) rr or 1t N3 A d c Z -, CL — 4g t3 cr Y V/' _Vn [:E a n 3 m a o N 1 r 3 V+ r � � O � C � � r P a n 7 Fro, N z Z f, b o j ,p toLA* j .°� N C l0 W p Z C �j pi7 I a .. � ti In a c Z- � � '� ; 7 �- < 2 IA n 01 R�r mW N �0 - " �. = rr r1 1 ,.t 6t �r o C a N10 ° cr ego 3 ? 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S. = o 5 m .fir � ;t p CL o �e c Im cO cD') C�j �� a \ LA c m `�` 0 d 3 `� ? v Chi k r GO .ram rn - - - °° rn �' ` N m v �i v '" a�a a 3L i 3 2 4 —� Q L LA CL 0 IA rf -, � 'N c .+ A CL a z FD b a � 0 fe N 1 ro � � z 'fita x. :3 aLA a rr A 7 n d 14 Apaj Ln A A tA O 7 V R W SAFEbuilt PLAN REVIEW COMMENTS DATE: 6/18/2018 TO: 4B Partners FROM: Lou Whitford PHONE: 425-508-9539 PHONE: 206-503-5948 EMAIL: brandiatjls@yahoo.com EMAIL: Iwhitford@safebuilt.com PERMIT#: BID1826 (C Building) OCCUPANCY GROUP: R-2 PROJECT: Apartment TYPE OF CONSTRUCTION: V-A ADDRESS: 18321 31St Ave NUMBER OF STORIES: 3 SAFEbuilt Inc. has reviewed the above project documents for conformance to the provisions of the 2015 International Building Code, Uniform Plumbing Code, International Fuel Gas Code, International Mechanical Code and International Energy Conservation Code as adopted and amended by the State of Washington and the City of Arlington. The following items listed below must be submitted and approved prior to commencement of work: 1. The SAFEbuilt Special Inspection Form 001 to include: a. Name of the Special Inspection Firm b. Credentials of WABO certified Special Inspector c. List of Inspections required 2. The SAFEbuilt Deferred Submittal Form 002 to include the following: a. Fire Sprinkler System b. Roof Trusses c. Pre-manufactured Stairs The permit referenced above is recommended for release of the reviewed construction documents for this project. All outstanding comments have been addressed in an adequate fashion and no comments remain. Please do not hesitate to contact me if any assistance is needed with this process. Sincerely, Lo-w W li-f&ro� Senior Plans Examiner 1621 114' Ave SE, Ste 219 Bellevue, WA 98004 Iwhitford@safebuilt.com Permit#: 1826 Permit Date: 02/07/18 Permit Type: MULTI-FAMILY Project Name: The Landing at Smokey Point Applicant Name: MTT Holdings Applicant Address: 16000 Christensen Road, Suite 150 Applicant, City, State, Zip: Seattle,WA 98188 Contact: Debra Purcell Phone: 360-551-2282 Email: debra@mttholdings.com Scope of Work: Multi-Family Valuation: 1691734.00 Square Feet: 14410 Number of Stories: 3 Construction Type: VA Occupancy Group: R-2; Residential ID Code: Permit Issued: 09/09/2020 Permit Expires: 03/08/2020 Form Permit Type: Status: COMPLETE Assigned To: Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 00472500000804 18321 31 ST AVE NE,#C MTT HOLDINGS 126 MULTI- FAMILY MKT Contractors Contractor Primary Contact Phone Address Contractor Type License License# PMB 519,26910 CONSTRUCTION Labor& Lawson and Sons,LLC 425-877-4125 92nd Avenue NE, CONTRACTOR Industries LAWSOSL855MZ Suite 5C Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 11/15/2021 C20.BUILDING Building C- 11/17/2021 11/17/2021 BUILDING Approved FINAL 04/21/2022 FS07.FIRE Lock key into knox box for 04/21/2022 Approved SPRINKLER FINAL building C 04/21/2022 FS07.FIRE Install fire extinguishers as 04/21/2022 FIRE Approved SPRINKLER FINAL per Section 906 of 2018 IFC Fees Fee Description Notes Amount Processing/Technology $25.00 Building Permit Table 4-1 $12,059.46 Building Plan Review Table 4-2 $7,838.65 Park-Community MF Multi-family $35,928.00 State Surcharge-add'1 DU Residential Additional Units $46.00 Traffic Mitigation-C/MF Commercial/Multi-family $29,725.20 State Surcharge- 1st DU Residential- 1st Unit $6.50 Building Plan Review Table 4-2 See permit 1820 notes ($6,468.12) Total $79,160.69 Attached Letters Date Letter Description 11/19/2019 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 09/09/2020 MTT Construction 16749 Raelynn Jones $79,160.69 Outstanding Balance $0.00 Notes Date Note Created By: 09/09/2020 Emailed Bob Rex for Special Inspection and Testing forms Raelynn Jones 11/13/2019 (12)2 bed/(12) 1 bed Launa Black Lakewood School District Impact Fees: (12)2 bed units @$396.00 each=$4,752.00 11/13/2019 Total of Buildings A,B&C=$8,316.00 Launa Black A receipt must be provided by Lakewood prior to issuing building permits. 11/21/2019 Receipt#303345 received. 06/09/2018 building resubmittal sent to safebuilt Launa Black Uploaded Files Date File Name 09/09/2020 7313106-1826 Issued Permit.pdf 03/03/2018 3123881-COA 31st Apartments Building Comment Letter 3-3-2018.pdf ^r m m m 0> m m m -� O 0 t N CD 0 -< O :0 p o n v O O fn CD m o C7 r. : CA °o C m C� n a n D x C > o 0 0 o ? r z (D y W D = 0 0 K I I O n D T m�l CD I` CD m D cn ` -n TI C z p O � r � r N D O N V O_ CD O\ m 2 D D m M n r 0 m m 0 CuSm o D '� W O oo oCY) w rnt - ---- ---------- 'o '