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Home My WebLink AboutPermit File BLD-2019-0511 1715 O Avenue (5)City of Anacortes 904 6th Street P.O. Box 547 Anacortes, WA 98221-0547 (360) 293-1901 Job Address: 1715 O AVE ANACORTES WA 98221 I.1J►`l Invoice/Permit #: BLD-2019-0511 Applied date: 08/05/2019 Issue date: 10/15/2020 Expire date: 04/10/2022 Permit Type: Multi Family Residence Permit Project: Remarks: 25 unit apartment complex. 21,700 sq ft, 5 story, type IIIA building. PLW2019-0008 Site Plan, SEPA review. EMS Impact fee includes Fire Impact Fee, Owner: MADRONA REAL ESTATE INVESTORS VIII LL( Address: 2124 3RD AVE S SEATTLE WA 98121 Phone: General Information: Lot Area Use Zone Lot Coverage Occupancy Group Dwelling Units # of Stories New or Replaced Hard Surface 1 st Floor Square Footage 2nd Floor Square Footage 3rd Floor Square Footage 4th Floor Square Footage 5th Floor Square Footage Basement Square Footage # of RTU > 50 Hp Construction Type Stove, Appliance Building Valuation # of Clothes Dryers # of Clothes Washers # of Dishwashers # of Floor Sinks # of Gas Piping # of Gas Water Heaters > 100k # of Hose Bibs # of Kitchen Sinks # of Hand Sinks # of Other Mechanical Units # of Showers # of Backflow Devices >2 # of Ventilation Fans # of Wall Heaters # of Water Closets (Toilets) # of Water Piping 13000 R-4 12425 r-2 25 5 12425 4256 4256 4198 4198 4198 777 1 b 25 2827940 25 25 25 1 2 3 4 25 25 1 34 1 89 Contractor: BYK CONSTRUCTION INC Address: PO BOX 619 SEDRO-WOOLLEY WA 98284 Phone: License #: Fees: Plan Application Fee Third Party Review Fees Building Permit Fee Plan Review Fee Plumbing Permit Fee Mechanical Permit Fees Sewer Inspection Fee State Building Code Fee Resi Multifamily Fire Impact Fee Engineering Plan Review Engineering Const Inspection Third Party Review Fees Storm Drain GFC-Commercial Sewer GFC - Commercial Traffic Impact Fee Park Impact Fee EMS Impact Fee Total Calculated: Deposits/Receipts: Total Due: 200.00 652.47 12,280,95 7,982.62 1,435.00 2,604.50 51.08 54.50 9,473.00 318.99 1,456.96 307.92 2,387,70 175,945,50 21,163,46 15,375,00 9,473,00 261,162.65 7,982.62 253,180.03 9 lk j QUANTUM C G 14 5 U L i 1 11 G E II G I II E E R$ G D2019 i� ITT OF ANACORTE October 7, 2019 STRUCTURAL SUPPLEMENTAL CALCULATIONS (Permit Revision) FIDALGO FLATS 1014 18" Street Anacortes, WA 98221 Quantum Job Number: 19066.01 Prepared for: MADRONA REAL ESTATE INVESTMENTS VIII, LLC 1320 E Pike Street Seattle, WA 98122 Prepared by: QUANTUM CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206,957,3900 FAX 206,957,3901 w LL lK Q U n LL 0a < oo XN @gyp a�� y� o o� 6 a^ d �n Oo �� Min ; �mwa z�J u 2 o �mA �LLiv a 14 is la oho � oo a�y` �g o spa �LLO LL a w 4. u4i��i K]�U �Tio� p Z V2� i �Nq �i0 � �U � Fz y¢ aO!k is �e<am � � a og�v va z z 0 J _opn H J V Q LL a ? q 6 6 m w G 0 p1= o m o m LL LL LL m � � s s � a� I, o00 00 I ee me me 'ee. R � g AA CIA Q q V N e�.me e� ea , U z 4 q 3 - - O � K O - - H mLn i^m L^ i^m ry (FORTE ��1=� �z��-�r PASSED 1st floor, 79 1 piece(s) 9 1/2" TJI® 230 @ 1Z" ®C Overall Length: 13' 3" - + 0 0 12' 8" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 836 @ 3 1/2" 1060 (1.75") Passed (79%) 1.00 1,0 D + 1.0 L (All Spans) Shear (Ibs) 836 @ 3 1/2" 1330 Passed (63%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2647 @ 6' 7 1/2" 3330 Passed (79%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.281 @ 6' 7 1/2" 0.422 Passed (L/540) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (ln) 0.371 @ 6' 7 1/2" 0.633 Passed (L/409) -- 1.0 D + 1.0 L (All Spans) TJ-ProT"' Rating 56 45 Passed -- -- • DeFledion 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 12' 8" 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" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-Pro'" Rating include: S/8" Gypsum ceiling. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1-Hanger on 9 1/2" LSL beam 3.50" Hangers 1.75" / - z 212 662 874 See note 1 2 - Hanger on 9 1/2" LSL beam 3.50" Hangers 1.75" / - z 212 662 874 See note 1 • 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. • z Required Bearing Length /Required Bearing Length with Web Stiffeners System :Floor Member Type :Joist Building Use :Residential Building Code :IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 -Face Mount Hanger IU52:37/9.5 2.00" N/A 8-lOd 2-Strong-Grip 2 -Face Mount Hanger IUS2.37/9.5 2.00" N/A 8-lOd 2-Strong-Grip Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1-Uniform (PSF) 0 to 13' 3" 12" 32.0 100.0 Exit Ramp 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 evaluation reports ESR-1163 and ESR-1387 and/or tested in acwrdance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docu ment-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator ]ob Notes Qing Hua Huang Fidalgo Flats Quantum Consulting Engineers 1014 18th St. Anacortes, WA (206) 957-3918 qh uang @q uantumce.com SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 1 10/7/2019 9:27:04 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 19066 Fidalgo Flats Paget/6 :I FORTE MEMBER REPORT PASSED 1st floor, 80 1 piece(s) 3 1/2" x 9 1/2" 1.55E TimberStrand® LSL 6' 2" 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2881 @ 3 1/2" 4725 (1.50") Passed (61%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2141 @ 1' 1" 6872 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4442 @ 3' 4 1/2" 10422 Passed (43%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.074 @ 3' 4 1/2" 0.206 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.098 @ 3' 4 1/2" 0.308 Passed (L/753) -- 1.0 D + 1.0 L (All Spans) • DeFledion criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 6' 2" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 2" o/c unless detailed otherwise. SUpport5 Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1-Hanger on 9 1/2" LSL IedgerOnMasonry 3.50" Hangers 1.50" 788 2363 3151 See note 1 2 - Hanger on 9 1/2" LSL IedgerOnMasonry 3.50" Hangers 1.50" 788 2363 3151 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. D System :Floor Member Type :Flush Beam Building Use :Residential Building Code :IBC 2015 Design Methodology : ASD Connector; Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 -Face Mount Hanger HHU548 3.00" N/A 22-lOd 8-lOd 2 -Face Mount Hanger HHUS48 3.00" N/A 22-lOd 8-lOd Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 -Self Weight (PLF) 3 1/2" to 6' S 1/2" N/A 10.4 -- 1 - Uniform (PSF) 0 to 6' 9" (Top) 7' 32.0 100.0 Strair Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation 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 ForteWE6 Software Operator ForteWE6 Software Operator Job Notes Qing Hua Huang Fidalgo Flats Quantum Consulting Engineers 1014 18th St. Anacortes, WA (206) 957-3918 q huang@qua ntumce.com l SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser l 10/7/2019 9:27:04 PM UTC ForteWE6 v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 19066 Fidalgo Flats Page 3 / 6 it F O R T E S MEMBER REPOR M PASSED 1st floor, 81 1 piece(s) 3 1/2" x 9 1/2" 1.55E TirnberStrand® LSL Overall Length; :,' 11)' - + 0 � 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @Location Allowed Result LDF Load: Combination (Pattern) -Member Reaction (Ibs) 5499 @ 1 1/2" 7613 (3.00") Passed (72%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2510 @ 1' 1/2" 6872 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4605 @ 1' 11" 10422 Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.024 @ 1' 11" 0.119 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.048 @ 1' 11" 0.179 Passed (L/895) -- 1.0 D + 1.0 L (All Spans) • DeOection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 3' 10" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3' 10" o/c unless detailed otherwise. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 -Trimmer - HF 3.00" 3.00" 2.17" 2701 2798 5499 None 2 -Trimmer - HF 3.00" 3.00" 2.17" 2701 2798 5499 None Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 -Self Weight (PLF) 0 to 3' 10" N/A 10.4 -- 1-Uniform (PSF) 0 to 3' 10" 6' 4 13/16" 44.0 100.0 Roof deck 2 -Uniform (PSF) 0 to 3' 10" 42' 6" 10.0 - Wall 3 -Uniform (PSF) 0 to 3' 10" 23' 32.0 40.0 Floor Notes System :Wall Member Type :Header Building Use :Residential Building Code :IBC 2015 Design Methodology : ASD 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 overell 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 evaluation reports ESR-1163 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/wood prod ucts/document-I ibra ry. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWE6 Software Operator Job Notes Qing Hua Huang Fidalgo Flats Quantum Consulting Engineers 1014 18th St. Anacortes, WA (206) 957-3918 q huang@qua ntumce.com 1 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser , 10/7/2019 9:27:04 PM UTC ForteWE6 v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 19066 Fidalgo Flats Page 4 / 6 it F O R T E S MEMBER REPORT PASSED 0 1st floor, 85 1 piece(s) 9 1/2" T]I® 210 @ 16" OC O�,+erall Length; 11' �" 10' 6" 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 534 @ 4 1/2" 1460 (3.50") Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 504 @ 5 1/2" 1330 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1365 @ 5' 8 1/2" 3000 Passed (46%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.084 @ 5' 8 1/2" 0.356 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.151 @ 5' 8 1/2" 0.533 Passed (L/849) -- 1.0 D + 1.0 L (All Spans) TJ-Prop'" Rating 60 45 Passed -- -- • Defledlon 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 (Lu): Bottom compression edge must be braced at 11' Z" 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" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the T]-Pro'" Rating include: 6/8" Gypsum ceiling. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1-Stud wall - HF 5.60" 3.75" 1.75" 244 304 648 1 3/4" Rim Board 2 -Stud wall - HF 6.50" 3.75" 1.75" 244 304 548 1 3/4" Rim Board • iam rsoartl is assumetl to carry au ioatls appuetl tlirectry above it, bypassing the member being tlesignetl. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 -Uniform (PSF) 0 to 11' S" 16" 32.0 40.0 Floor Member Notes Typical joists at basements Weyerhaeuser Notes 0 System :Floor Member Type :Joist Building Use :Residential Building Code :IBC 2016 Design Methodology : ASD 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 evaluation 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/woodprod ucts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Qing Hua Huang Fidalgo Flats Quantum Consulting Engineers 1014 18th St. Anacortes, WA (206) 967-3918 q huang@quantu mce.com n SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser l 10/7/2019 9:27:04 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 19066 Fidalgo Flats Page 5 / 6 (FORTE MEMBER REPORT PASSED 1st floor, 86 1 piece(s) 3 1/2" x 9 1/2" 1.55E TimberStrand® LSL [iverall Len�ih: �' 6' - + 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1217 @ 1 1/2" 4253 (3.00") Passed (29%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 756 @ 1' 1/2" 6872 Passed (11%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1524 @ 2' 9" 10422 Passed (15%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.014 @ 2' 9" 0.175 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.026 @ 2' 9" 0.262 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) • DeFledion 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. SUppOrtS Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1-Stud wall - HF 3.00" 3.00" 1.50" 557 660 1217 Blocking 2 -Stud wall - HF 3.00" 3.00" 1.50" 557 660 1217 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 -Self Weight (PLF) 0 to 5' 6" N/A 10.4 -- 1 -Uniform (PSF) 0 to 5' 6" (Top) 6' 32.0 40.0 Flaor Member Notes Flush beam Notes System :Floor Member Type :Flush Beam Building Use :Residential Building Code :IBC 2015 Design Methodology : ASD 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 evaluation 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/woodprod ucts/docu ment-libra ry. The product application, input design loads, dimensions and support information have been provided by ForteWE6 Software Operator ForteWE6 Software Operator Job Notes Qing Hua Huang Fidalgo Flats Quantum Consulting Engineers 1014 18th St. Anacortes, WA (206) 957-3918 q h uang@qua ntumce. com n SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser , 10/7/2019 9:27:04 PM UTC ForteWE6 v2.1, Engine: V7,3.2.309, Data: V7.2.0.2 File Name: 19066 Fidalgo Flats Page 6 / 6 AUG 0 5 2019 TY OF ANACOR TES 9 k A QUANTUM CO11 S U L I I IIG EiI GI 11 EE PS June 7, 2019 STRUCTURAL CAL�M�G��I I®VAS (Permit Submittal) FI®ALG® FLATS 1014 18`h Street Anacortes, WA 98221 Quantum Job Number: 19066.01 Prepared for: MADRONA REAL ESTATE INVESTMENTS VIII, LLC 1320 E Pike Street Seattle, WA 98122 Prepared by: QUANTUM CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206.957.3900 FAX 206695783901 U A N I U M I C O N S U L T I N G E N G I N E E R S 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206,95793900 FAX 206,95703901 .; I i U( (UI'; i l o WA 98221 Quantum Job Number: 19066.01 DESIGN CRITERIA...............................................................................................................A-1 LATERAL...........................................................................................................................B-I GRAVITY...........................................................................................................................C-1 BEARINGWALL..........................................................................................................................D-1 FOUNDATION &BASEMENT WALL.......................................................................................E-1 QUANTUM I CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206095703900 FAX 206095703901 FIDALGO FLATS 1014 18TH STREET ANACORTES, WA 98221 Quantum Job Number: 19066.01 DESIGN CRITERIA A-1 21 QUANTUM I CONSULTING ENGINEER S STRUCTURAL DESIGN CRITERIA FIDALGO FLATS 1014 18TH STREET ANACORTES, WA 98221 QUANTUM JOB NUMBER: 19066.01 CODE CRITERIA: BUILDING CODE.................................................................2015 INTERNATIONAL BUILDING CODE BUILDING DEPARTMENT.................................................................................CITY OF ANACORTES WIND CRITERIA...................................................................................... 115 MPH; EXPOSURE Dl, ........................................................................................................RISK CATEGORY = II .4.0000........10...0..0..01.001..............800.0.....0000..10.00900.....0001.0111110.00...............900.9...0....0..00K,= 1.0 SEISMICZONE................................................................................................................... SDC = D ........................................................................................ SITE CLASS = D ................................................................................................... R = 6.5 ......................................................................................... IE = 1.0 .....................................................................................mobs SS= 1.1, S1=0.43 ..................................................................................................................... Sos = 0.771 SDI = 0.45 SNOW.................................................................................................................................25 PSF LIVE LOAD (RESIDENTIAL)...................................................................................................40 PSF LIVE LOAD (EXIT FACILITIES).............................................................................................100 PSF LIVE LOAD (PUBLIC ASSEMBLY).........................................................................................100 PSF SOILS CRITERIA: ALLOWABLE BEARING PRESSURE...................................................................................3,000 PSF FROSTDEPTH..0010001..0.002000109..01.9.000.00............9000000.50.00000.00000....9911.000.000.0000000000.....100..00.0009018" MIN. SOILS CONSULTANT. 0 6 4 4 0 a 0 a 0 0 a 0 0 a INCORPORATED, LLC. SOILS REPORT NUMBER................................................................................................. #19-031 SOILS REPORT DATE........................................................................ ...............JANUARY 31, 2019 ACTIVE SOIL PRESSURE (RESTRAINED / UNRESTRAINED).....................................55 PCF / 35 PCF SEISMIC SURCHARGE PRESSURE (RESTRAINED /UNRESTRAINED) .................................... 7H PSF PASSIVE SOIL PRESSURE (FACTOR OF SAFETY OF 1.5 IS INCLUDED).................................300 PCF COEFFICIENT OF FRICTION (FACTOR OF SAFETY OF L5 IS INCLUDED). 4 0 0 0 0 0 0 0 0 0 a 0 0 a 0 0 0 a 0 a 0 0 0 1 0 a 0 v a I a a a 0 0 M0m30 MATERIALS CRITERIA: CONCRETE 128 DAY STRENGTH): FOUNDATION/S.O.G......................................................................................f'c=3,000 PSI CONCRETEWALLS........................................................................................f'c=3,000 PSI REINFORCING STEEL: GRADE40.................................................................................................. Fy=40,000 PSI GRADE60........................................one ................................................Fy=60,000 PSI A-2 SIRUCTURALSTEEL: WIDE —FLANGE SECTIONS: A-992.................................................................. Fy=50,000 PSI MISCELLANEOUS SECTIONS: A-36............................................................. Fy=36,000 PSI TUBE SECTIONS: A-500.............................................................................. Fy=46,000 PSI PIPE SECTIONS: A-53.................................................................................. Fy=35,000 PSI WELDING, . I I I I I I I a 0 A a a 0 9 0 0 v 0 a a a 0 0 a a 0 0 a a a a a a 9 0 9 0 a I 1 0 v I a a ... a a 0 a t 0 a 0 0 a a 0 * a a v v p a 0 0 0 a a a a 0 0 0 a a 0 a a a a a a ............ Fy=70,000 PSI WOOD FRAMING: 2X, 3X, & 4X FRAMING MBRS....................................................................... HF#2 OR DF#2 6XFRAMING MBRS.....................................................................................................DF#1 GLULAM BEAMS .................................................... 24F—V4 (V8 @ CONT. AND CANT. MBRS) PARALLAM BEAMS......... v w 0 a 9 a a a 9 a v 9 9 1 0 v 4 0 a a a a a a 0 a a a 0 6 a a a 0 a a a 0 0 0 0 name 0 0 0 9 1 a a 9 a 1 0 a a a a a a a a a a 0 0 0 1 a 0 0 0 0 0 0 was 66466*2a2 E PSL LSL MEMBERS — BEAMS & HEADERS. . 0 a v 9 0 0 6 a a 1 0 0 1 a 0 0 2 0 2 a 0 0 0 1 0 1 0 0 0 1 1 a a a 4 a a a 0 0 0 2 a a 0 0 0 0 0 0 a 0 0 0 0 0 a a mamma lo55 E LSL LSL MEMBERS — STUDS & COLUMNS...................................................................1.3 E LSL LVL MEMBERS — BEAMS & HEADERS...................................................................2.0 E LVL WOODSHTG...................................................................................................... APA RATED A-3 STRUCTURAL DESIGN CRITERIA FIDALGO FLATS 1014 18TH STREET ANACORTES, WA 98221 QUANTUM JOB NUMBER: 19066.01 ASSEMBLY WEIGHTS TYPICAL ROOF LOADS COMMENTS GRAVITY: SEISMIC: MEMBRANE + 112" COVERED BOARD 2.2 PSF 2.2 PSF R40 RIGID INSULATION 2.0 PSF 2.0 PSF 5/8" PLYWOOD SHEATHING 2.0 PSF 2.0 PSF ROOF JOISTS @ 16" O.C. 2.3 PSF 2.3 PSF 5/8" GWB - 2 LAYERS 5.6 PSF 5.6 PSF SPRINKLERS 3.0 PSF 1.0 PSF LIGHTS, DUCTS 1.0 PSF 0.5 PSF MISCELLANEOUS 0.9 PSF 0.4 PSF PV ALLOWANCE 10.0 PSF 5.0 PSF PARTITIONS - 5.0 PSF ROOF DL 29.0 PSF 26.0 PSF SL = 25 PSF ROOF DECK LOADS COMMENTS GRAVITY: SEISMIC: 2" CONC. PAVERS + PEDESTALS 25.0 PSF 25.0 PSF MEMBRANE + 112" COVERED BOARD 2.2 PSF 2.2 PSF TAPERED RIGID INSULATION 2.0 PSF 2.0 PSF 3/4"PLYWOOD SHEATHING 2.5 PSF 2.5 PSF ROOF JOISTS @ 16" O.C. 2.3 PSF 2.3 PSF 5/8" GWB - 2 LAYERS 5.6 PSF 5.6 PSF SPRINKLERS 3.0 PSF 1.0 PSF LIGHTS, DUCTS 1.0 PSF 0.5 PSF MISCELLANEOUS 0.4 PSF 0.9 PSF PLANTER ALLOWANCE (SEISMIC) - PSF 6.0 PSF PARTITIONS - PSF 5.0 PSF ROOF DL 44.0 PSF 53.0 PSF LL = 100 PSF A-4 TYPICAL FLOOR LOADS GRAVITY: SEISMIC: HARDWOOD FLOORING 4.0 PSF 4.0 PSF 11/2"GYPCRETE 13.0 PSF 110 PSF 3/4" PLYWOOD SHEATHING 2.5 PSF 2.5 PSF FLOOR JOISTS @ 16" O.C. 2.3 PSF 2.3 PSF 5/8" GWB - 2 LAYERS 5.6 PSF 5.6 PSF SPRINKLERS 3.0 PSF 100 PSF LIGHTS, DUCTS 160 PSF 0.5 PSF MISCELLANEOUS 0.6 PSF 161 PSF PARTITIONS - 1190 PSF FLOOR DL 32.0 PSF 41.0 PSF LL = 40 PSF LL = 100 PSF (PUBLIC AREAS & EXIT FACILITIES) TYPICAL WALL LOADS GRAVITY &SEISMIC: SIDING 2.3 PSF 5/8" GWB 2.8 PSF 1/2" PLYWOOD SHEATHING 1.7 PSF FRAMING - 2X6 @ 16" O.C. 1.7 PSF INSULATION 1.0 PSF 5/8" GWB M PSF MISCELLANEOUS MECHANICAL/ELEC, 0.7 PSF 13.0 PSF GREEN ROOF LOADS COMMENTS GRAVITY: SEISMIC: 8" GREEN ROOF 77.0 PSF 11.0 PSF MEMBRANE + 1/2" COVERED BOARD 2.2 PSF 2.2 PSF TAPERED RIGID INSULATION 1.0 PSF 1.0 PSF 3/4"PLYWOOD SHEATHING M PSF 2.5 PSF ROOF JOISTS @ 16" O.C. 3.3 PSF 3.3 PSF R49INSULATION 1.0 PSF 1.0 PSF 5/8" GWB - 2 LAYERS 5.6 PSF 5.6 PSF SPRINKLERS 3.0 PSF 1.0 PSF LIGHTS, DUCTS 1.0 PSF 0.5 PSF MISCELLANEOUS 0.4 PSF 0.9 PSF PARTITIONS - PSF 6.0 PSF ROOF DL 97.0 PSF 35.0 PSF SL = 25 PSF A-5 ROOF LOADS OVER STAIR/ELEVATOR MEMBRANE + 1/2" COVERED BOARD R10 RIGID INSULATION 5/8" PLYWOOD SHEATHING ROOF JOISTS @ 24" O.C. 5/8" GWB - 2 LAYERS SPRINKLERS LIGHTS, DUCTS MISCELLANEOUS IV ALLOWANCE PARTITIONS GRAVITY: 2.2 PSF 1.0 PSF 2.0 PSF 2.3 PSF 5.6 PSF 3.0 PSF 1.0 PSF 0.9 PSF - PSF ROOF DL 18.0 PSF COMMENTS SEISMIC: 2.2 PSF 1.0 PSF 2.0 PSF 2.3 PSF 5.6 PSF 1.0 PSF 0.5 PSF 044 PSF - PSF - PSF 15.0 PSF SL = 25 PSF A-6 Qing Huang From. Frisinger, Rob <robf@cityofanacortes.org> Sent. Friday, February 22, 2019 4:38 PM To. Qing Huang Subject: RE: Need design information Hi Qing, Below is a snip of the design criteria for Anacortes. I would consider the wind due to the surface roughness of D for 30,000 feet of open water to the east with only 500' of buildings intervening. An argument could be made for exposure C. As far as the Kzt, it's pretty flat in that neck of the woods. Table R3D1.2(1) CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA Sut7ject To Damage From b"4'inter Design Temp Ice Shield Under- layment Required Flooci Hazards Air Freezing Index Ground Sno%jv Load V%ind Speed 'mph) Seismic Design Cate- gory Vileather- ing Frost line depth Termite Decay 6914010 P,loderate ' N-S S-t4d 24 No 9r'17 03 154 Thanks, Ryyo``b Frisinger /"1crL Plans Examiner robf@cityofanacortes.org Office (360) 588-8297 Cell (360) 391-1403 GS'tv Y ofi '9 C+O�'S, incoming and outLoine email messages are subject to public diselnsure requirements per RCW 42.56 From: Qing Huang [mailto:QHuang@quantumce.com] Sent: Friday, February 22, 2019 12:35 PM ® This is a beta release of the new AC Hazards by Location website. Please contact us with feedback. QTC Hazards by Location Search Information Coordinates: 48.507991671-122.6135861 Elevation: 26 ft Timestamp: 2019-02-1 6T00:1 9:01,41 1Z Hazard Type: Wind Map Results Pacific Rim is Duncan National Bellingham Mt. Park Reserve 0Baker-Snoqualmie Sidney 26 ft ® National Forest Pno Ro Mates Ana nes Sedro Woolley Victoria Burlingtono 4 O Neao Bay 44 MI Vernon Oak Harbor v Ozeene Port Angeles GO •gle m °1 ^Sequim Marysville Whidbey Everett Text Results wASCE 7=16 MRI 10-Year 68mphU MRI 25-Year 74mphO MRI 50-Year 79mphU MRI 100-Year 83mph0 Risk Category I 93mphO Risk Category II 98mphO Risk Category III 105mphO Risk Category IV 109mphO ASCE 740 MRI 10-Year 72mphU MRI 25-Year 79mphU MRI 50-Year 85mphU MRI 100-Year 91 mph0 Risk Category I 100mphO Kz } L — 1 .0 Risk Category II 110mphU Exp IID" Risk Category III -IV Ross N Lake atlonal Recreation Area Winthrop Twisp Select a dataset to view contours. ASCE 7-05 Wind Speed 85mphU The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output ohtained frorn this foal frith the local Authority Having Jurisdiction before proceeding wrath design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries nearwind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a v�ind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its A-8 16 �uocen Sido ey 17 1 Victoria 4 t4 O Part Ange.Ies tot =Sequin GO 9ie lob MCER Horizontal Response Spectrum Sa(g) 1.00 0.80 0,60 0,40 0.20 0,00 0 5 10 A This is a beta release of the new AC Hazards by Location website. Please contact us with feedback. JTC Hazards by Location Search Information Coordinates: Elevation: Timestamp: Hazard Type: Reference Document: Risk Category: Site Class: Report Title: Map Results Pacific Rim National Park Reserve 48.50799167,-122.6135861 fl 2019-02-16TOO:14:00.745Z Seismic ASCE7-10 II D Not specified Pon Ronbew Neeh Oay Ozene Text Results Basic Parameters v Bellingham Be AnIes Seedro-Woolley Burhngtonk� MI Vernon Oak Harbor a Mt. Ross Lake lmle National National Forest Recreation Area Marysville W hidhey Everett Design Horizontal Response Spectrum Sa(gI 0.60 0,40 0,20 0,00 15 Period (s) 0 5 10 15 Name Value Description Ss 1.085 MCER ground motion (period=0.2s) Si 0,43 MCER ground motion (period=l.Os) Sms 1,157 Site -modified spectral acceleration value SM1 0,675 Site -modified spectral acceleration value SDs 0,771 Numeric seismic design value at 0.2s SA SDI 0,45 Numeric seismic design value at 1.0s SA Additional Information Name Value SDC D Fa 1.066 Description Seismic design category Site amplification factor al 0.2s Winthrop o p Period (s) A-9 FV 1.57 Site amplification ore 1.Os CRs 0.972 Coefficient of risk (0.2s) CRi 0.942 Coefficient of risk (1,0s) PGA 0.447 MCEG peak ground acceleration FPGA 1.053 Site amplification factor at PGA PGAM 0.47 Site modified peak ground acceleration TL 16 Long -period transition period (s) SsRT 1,085 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.116 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.658 Factored deterministic acceleration value (0.2s) S1RT 0,43 Probabilistic risk -targeted ground motion (1.0s) S1UH 0.457 Factored uniform -hazard spectral acceleration (2 h probability of exceedance in 50 years) S1D 0.618 Factored deterministic acceleration value (1,0s) PGAd 0,626 Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state orlocal amendments to fhe values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurfsdicfion before proceeding with design. Disclaimer Hazard loads are provided by the United States Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and conVibutors assume no responsibility ar liability for its accuracyI The material presented in the report should not be used or relied upon for any specific application without wmpetent 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 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 report. QUANTUM I CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206695723900 FAX 206.957.3901 FIDALGO FLATS 1014 18TH STREET ANACORTES, WA 98221 Quantum Job Number: 19066.01 LATERAL B-1 SW-2 (2x6 � 3 rn N 0 w 0 D Z SW-2 (2x6 @ 1 mac- cn i�N N �IIII 16) m p p O O C 0 m cc s' m CD 16 SW-2 (2x6 @ 16) I I " � I � �N IX I j = S1N-_2 (2-2x4 a., 16) I cn � I N 1 U) - - - x N �m,=36 SW 2 (2-2x4 (c� -2x4 SM2 (9.x6 @ 16) SW-V!(2x6 @ 16) N N x I � o X rn 0) m � � w N C) 0 IV O D SW-3 (2x6 @16) ZONE L SW-3 16 MEN rn -I SIN-3 (2-2X4 (d) 16) r, IFFr rrI - 1 i SW 3 -(2-2x4- as A - cn SW-3 (2-2x4 (d) 16 iw Gq IISW-3 (:?x6 @16) SW 2 6.� 0 -= - m p o � = C O � n 0 CO) C m cc s' cu co CA SW-3 (2x6 l— - SW SW-3 (2x6 @16) CO o p rn v rn = c o c � n 0 N c cfl m m CD N x6 @ 16) SW-4 16 0 N 0 o m 0 N "0 W13 00 N i �S N q D W10 - E - _ N D s- v V117 V W16 r N m pO 0 ` O C � N m cam' C m rn N O O v r r w _____ ___________ o p rn rn = c O C 3 0 0 cn m m 5' CD m -, W236 _. i i i - - W244 1 N I I - - -_ W,.242 -10 r v (D v r o CrI CD U) cam' w N � 0) Ul N O CO v W314 w31s 11 Wind Generation Input Wind Code: ASCE 7=10 Topographic Factor K1: .175 Wind Speed, V(mph): 115 Topographic Factor K2: 0 Topographic Factor K3: .9 Exposure Category: D Directionality Factor Kd: .85 Base Elevation(ft): 0 Parapet Height(ft): 0 Wind Generation Detail Results Kzt: 1 Exposure Constant Alpha: 11.5 h (ft): 48.3 Exposure Constant zg: 700 Kh: 1.263 Gust Effect Factor, G: .85 Windward Cp: .8 qh (ksf): .036 GCpn (windward): +1.5 GCpn (leeward): =1.0 Wind Generation Floor Geometry Results Floor Level Height Kz Width (X) Length (Z) Leeward Cp(X) Leeward Cp(Z) (ft) (ft) (ft) L5 48.3 1.263 52.616 84.459 .5 .379 L4 38.7 1.215 52.616 84.459 .5 .379 L3 29 1.155 52.616 84.459 .5 .379 L2 19.4 1.077 52.616 84.459 .5 .379 L1 9.7 1.03 52.616 84.459 .5 .379 Wind Generation Floor Force Results Floor Level qz Windward Pres. Leeward Pres. X Leeward Pres. Z Force X Force Z (ksf) (ksf) (ksf) (ksf) (k) (k) L5 .036 .025 .015 .012 16.277 9.196 L4 .035 .024 .015 .012 31.961 18.013 L3 .033 .023 .015 .012 31.013 17.422 L2 .031 .021 .015 .012 29.769 16.647 L1 .03 .02 .015 .012 29.167 16.262 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Architecture\Fidalgo Flats\Calculations\Lateral\Lateral.rflJ Page 1 B-12 Seismic Generation Input Seismic Code: ASCE 7=10 Ct_X: .02 T X (sec): Not Entered R_X: 6.5 Ct Z: .02 T_Z (sec): Not Entered R_Z: 6.5 Ct Exp. X: .75 Ct Exp. Z: .75 Risk Cat I or II TL (sec): 6 S D 1 (g): A5 SDS (g): .77 S1 (g): A3 Base Elev (ft): 0 Parapet Ht (ft): 0 Seismic Generation Detail Results T X Used (sec): .366 T X Method A: .366 T_X Upper Limit: .513 T_Z Used (sec): .366 T_Z Method A: .366 T_Z Upper Limit: .513 Importance Fac.: 1 Design Cat.: D V_X (k): 103.628 Gov. Eqn. ASCE Eqn 12.8-2 Cs_X: 0.118 V_Z (k): 103.628 Gov. Eqn. ASCE Eqn 12.84 Cs_Z: 0.118 Seismic Generation Force Results Floor Level Height Weight Force X Force Z CG X CG Z (ft) (k) (k) (k) (ft) (ft) L5 48.3 188.451 36.686 36.686 365.253 355.587 L4 38.7 171.583 26.763 26.763 365.553 350.352 L3 29 171.583 20.055 20.055 365.553 350.352 L2 19.4 171.583 13.416 13.416 365.553 350.352 L1 9.7 171.583 6.708 6.708 365.553 350.352 Totals 874.782 103.628 103,628 Seismic Generation Diaphragm Results Floor Level Width (X) Length (Z) X Plus X Minus Z Plus Z Minus (ft) (ft) (ft) (ft) (ft) (ft) L5 52.616 84A59 2.631 2.631 4.223 4.223 L4 52.616 84.459 2.631 2.631 4.223 4.223 L3 52.616 84.459 2.631 2.631 4.223 4.223 L2 52.616 84.459 2.631 2.631 4.223 4.223 L1 52.616 84A59 2.631 2.631 4.223 4.223 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Architecture\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 1 B-13 Sa e-ao Wn i ^afi a '- gaei a9UbAOAI!t i gi 6E61m!✓ IIIRISA ale Ee Wn15ei- iM1Ydb 9S�* ii i A& wwws 4M 11EPaErf u1 901:8 4C5 A NEMETSCHEK COMPANY i 4�"at W%-il&da lsWh t Gq(;=t -a$n~aEamn a Epee cearaf� nofiCe i ��iiCaeiH<l-fFoifCoefilt5a�a3iaPJHCe t��E eE-�q -ia 0. 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Shear Panel AWC NDS-12:ASD Segmented DF2 User Selected S1_15/32_10d@2 DESIGN DETAILS GEOMETRY Total Height : 8.7 ft Total Length : 12.833 ft Max H/W Ratio : 0.68 K : 1.00 R1 MATERIALS Description Material Size Top PI DF2 2-2X6 Sill DF2 2X6 Wall Stud DF2 2X6 Chord DF2 3-2X6 ENVELOPED RESULTS Controlling Shear Shear Controlling Hold Down Hold Down Chord Chord Stud Stud Shear Region Shear Panel I UC LC Hold Down UC LC UC LC UC LC R1 S1_15/32_1... 0.537 112 (S) 11 CAN_HHD... 1 0.967 12 (S) 110m975 18 (S) I N/C N/C REGION INFORMATION Full -Height H/W Shear Shear Hold -Down Hold -Down Chord Chord Stud Stud Region Label Ratio UC LC Hold -Down UC LC UC ILC JUC LC R1 0.68 0.537 12 (S) CAN _HHDQ14-.. 0.967 12 (S) JU75 18 (S) I N/C N/C DEFLECTION RESULTS Maximum Region Finite Element Shear Stiffness Deflection (in) Deflection LC Deflection (in) Adjustment Factor (SSAF) .176 (1111) 12 .166 11 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Arch�t�ctuf�\Fidalgo Flats\Calculations\Lateral\Lateral.rFl] Page 1 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 11:20 AM Job Number : 19066,01 Checked By: John Riley Model Name : Lateral Design W1 : R1 (In -Plane) Typical exterior shear wall at L1 CRITERIA MATERIALS GEOMETRY Code : AWC NDS-12:ASD Wall Studs : DF2 Total Height : 8.7 ft Stud Size : 2X6 Total Length : 12.833 ft Wall Material : DF2 Chord Material : DF2 Region H/W : 0.68 Panel Schedule : User Selected Chord Size : 3-2X6 Cap. Adj. (2w/h) : 1.00 Aspect Ratio : 1.00 Optimize HD : Yes Top PI & Sill : DF2 Gov. H/W Cap. : 1.00 HD Manufacturer: SIMPSON Top PI Size : 2-2X6 Sill PI Size : 2X6 Stud Spacing : 16 in K : 1.00 HD Eccentricity : 6.063in ENVELOPE DIAGRAMS Min: 4.936 at 8.7 ft (7 Max: 5.416 at 0 ft Max: -5.998 at 4.35 ft Min: 229.7 at 8.7 ft Max: 277.7 at 0 ft DESIGN SUMMARY SHEAR PANEL k ft Required Cap Provided Cap Ratio Governing LC CHORDS Max Comp Force Comp Capacity Comp Ratio Gov Comp LC Max Tens Force Tens Capacity Tens Ratio Gov Tens LC .467 k/ft .87 k/ft .537 12 (Seismic) 22.839 k 23.424 k .975 8 21.339 k 23.883 k .894 12 STUDS No gravity -only LC solved. HOLD-DOWNS Required Cap : 21.898 k Provided Cap : 22.65 k Ratio :.967 Governing LC : 12 DEFLECTIONS Flexure Comp :.005 in Shear Comp :.08 in M HD Elong :.092 in Tot Deflection : A76 in Governing LC : 12 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Archi't�ctu�\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 1 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 11:20 AM Job Number : 19066,01 Checked By: John Riley Model Name : Lateral Design W1 : R1 Typical exterior shear wall at L1 DESIGN DETAILS SELECTED SHEAR PANEL: S1_15/32_10d@2 Panel Grade : St-1 Nail Size Panel Thick : 0.469 in Reqd Pen Reqd. Spacing NOTE: AWC NDS-12 defines a 10d nail as being SELECTED HOLD-DOWN Min Chord Thk : 5.50 in Reqd Chord Mat : Hem Fir CROSS SECTION DETAILING c � �j'Lya 16.0-in -- IV IV Chord Force =-21.339-k (LC12)(T) Chord Force = 22.839-k (LC8)(C) HD Force = 21.898-k (LC12) HD Force = 21.898-k (LC12) 10d Num Sides 1.500 in Over Gyp Brd. 2 in Shear Capacity Adjusted Cap x 0.1480if common, or x 0.122" galvanized box CA N_H H D Q 14-S D S 2.5_5.5_S P F Bolt Size: : 1 in Base Cap(CD=1) CD factor Adjusted Cap One 0.870 k/ft 0.870 k/ft No 14.157 k 1.6 22.650 k S1_15132_10d@2 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Architectu�\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 2 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 11:21 AM Job Number : 19066,01 Checked By: John Riley Model Name : Lateral Design V 77 (In -Plane) Typical exterior shear wall at L2 GENERAL Code Design Method Wall Material Panel Schedule Sel. Shear Panel AWC NDS-12:ASD Segmented DF2 User Selected S1_15/32_10d@2 DESIGN DETAILS GEOMETRY Total Height : 9.7 ft Total Length : 12.833 ft Max H/W Ratio : 0.76 K : 1.00 R1 MATERIALS Description Material Size Top PI DF2 2-2X6 Sill DF2 2X6 Wall Stud DF2 2X6 Chord DF2 3-2X6 L� ENVELOPED RESULTS Controlling Shear Shear Controlling Chord Strap Chord Strap Chord Chord Stud Stud Shear Region Shear Panel UC LC Chord Strap UC LC UC LC JUC LC R1 S1_15/32_1... 10139 112 (S) 11 HST6_DF/S.. 1.090 12 (S) 0.754 8 (S) N/C N/C REGION INFORMATION Full -Height H/W Shear Shear Controlling Chord Stra Chord Stra Chord Chord Stud Stud Region Label Ratio UC LC Chord Strap UC LC UC LC UC LC R1 0.76 0.739 12 (S) HST6_DF/SP_... 1.090 12 (S) 0.754 8 (S) N/C N/C DEFLECTION RESULTS Maximum Region Finite Element Shear Stiffness Deflection (in) Deflection LC Deflection (in) lAdjustment Factor (SSAF) .131 (R1) 12 .381 11 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Arct'�ct�i�\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 1 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 11:22 AM Job Number : 19066,01 Checked By: John Riley Model Name : Lateral Design W77 : R1 (In -Plane) Typical exterior shear wall at L2 CRITERIA MATERIALS GEOMETRY Code : AWC NDS-12:ASD Wall Studs : DF2 Total Height : 9.7 ft Stud Size : 2X6 Total Length : 12.833 ft Wall Material Panel Schedule DF2 User Selected Optimize Strap :Yes Strap Manuf : SIMPSON ENVELOPE DIAGRAMS Min: 3.844 at 9.7 ft Max: 4.377 at 0 ft Chord Material :DF2 Region H/W : 0.76 Chord Size : 3-2X6 Cap. Adj. (2w/h) : 1.00 Aspect Ratio : 1.00 Top PI & Sill : DF2 Gov. H/W Cap. : 1.00 Top PI Size : 2-2X6 Si11 PI Size : 2X6 Stud Spacing : 16 in K : 1.00 V Max: -8.246 at 4.85 ft Min: 149.97 at 9.7 ft Max: 229.7 at 0 ft k-ft ll DESIGN SUMMARY SHEAR PANEL Required Cap :.643 k/ft Provided Cap :.87 k/ft Ratio :.739 Governing LC : 12 (Seismic) CHORDS Max Comp Force: 18.339 k Comp Capacity : 25.021 k Comp Ratio :.733 Gov Comp LC : 8 Max Tens Force : 16.866 k Tens Capacity : 29.601 k Tens Ratio :.57 Gov Tens LC : 12 STUDS No gravity -only LC salved. CHORD STRAP Required Cap : 16.866 k Provided Cap : 15.47 k Ratio : 1.09 Governing LC : 12 DEFLECTIONS Flexure Comp :.009 in Shear Comp : A 22 in HD Elong : 0 in Tot Deflection :.131 in Governing LC : 12 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Arclyt�c�i�\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 1 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 11:22 AM Job Number : 19066,01 Checked By: John Riley Model Name : Lateral Design W77 : R1 Typical exterior shear wall at L2 DESIGN DETAILS SELECTED SHEAR PANEL : S1_15/32_10d@2 Panel Grade : St -I Nail Size Panel Thick : 0.469 in Reqd Pen Reqd, Spacing NOTE: AWC NDS-12 defines a 10d nail as being SELECTED CHORD STRAP Clear Span : n/a in End Length : n/a in CROSS SECTION DETAILING 0 $i i O c O kco 0 �_. 1i HST6_DF/SP_Bolt Fasteners Reqd Chord Mat Chord Force =-16.866-k (LC12)(T) Strap Force = 16.866-k (LC12) 10d Num Sides :One 1.600 in Over Gyp Brd. : No 2 in Shear Capacity : 0.870 k/ft Adjusted Cap : 0.870 k/ft 3.0" x 0.1480IV common, or 3.0" x 0.122" galvanized box (12) 0.75inch Base Cap(CD=1): 9.669 k DF/SP CD factor : 1.6 Adjusted Cap : 15.470 k 16.0-in S1_15/32_10d@2 O �r+��,�rc i Chor d Force = 18.339-k (LC8)(C) Strap Force = 16.866-k (LC12) RISA-3D Version 17.0.2 [M:\Johnson Oaklief ArchitecYu�e\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 2 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 11:22 AM Job Number : 19066,01 Checked By: John Riley Model Name : Lateral Design W153 (In -Plane) Typical exterior shear wall at 1.3 GFNG�RAL Code Design Method Wall Material Panel Schedule Sel, Shear Panel DESIGN DETAILS r egmented ser Selected O.. GEOMETRY Total Height Total Length Max HMI Ratio K R1 9.6 ft 12.833 ft 0.75 1.00 MATERIALS Description Material Size Top PI DF2 2-2X6 Sill DF2 2X6 Wall Stud DF2 2X6 Chord DF2 3-2X6 ENVELOPED RESULTS Controlling Shear Shear Controlling Chord Strap Chord Strap Chord Chord Stud Stud Shear Region Shear Panel UC LC Chord Strap luc LC UC LC UC LC R1 S1_15132_laws 0.817 12 (S) HST6_SPF/.. 0.818 12 (S) JOA86 18 (S) N/C N/C REGION INFORMATION Full -Height HMI Shear Shear Controlling Chord Stra Chord Stra Chord Chord Stud Stud Region Label Ratio 1UC LC IChord Strap UC LC UC LC UC LC R1 0.75 10m817 112 (S) I HST6_SPF/HF... 0.818 12 (S) 0.486 8 (S) N/C N/C DEFLECTION RESULTS Maximum Region Finite Element Shear Stiffness Deflection (in) Deflection LC Deflection (in) Adjustment Factor (SSAF) .152 (111) 12 1v611 1 RISA-3D Version 17.0.E [M:\Johnson Oakliei Arc .i��c�t�x \Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 1 P /ll/11 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 11:23 AM Job Number : 19066,01 Checked By: John Riley Model Name : Lateral Design W153 : R1 (In -Plane) Typical exterior shear wall at L3 CRITERIA Code Wall Material Panel Schedule AWC NDS-12:ASD DF2 User Selected Optimize Strap :Yes Strap Manuf : SIMPSON ENVELOPE DIAGRAMS Min: 2.759 at 9.6 ft k I k P I V MATERIALS GEOMETRY Wall Studs : DF2 Total Height : 9.6 ft Stud Size : 2X6 Total Length : 12.833 ft Chord Material : DF2 Region H/W : 0.75 Chord Size : 3-2X6 Cap. Adj. (2w/h) : 1.00 Aspect Ratio : 1.00 Top PI & Sill : DF2 Gov. H/W Cap. : 1.00 Top PI Size : 2-2X6 Si11 PI Size : 2X6 Stud Spacing : 16 in K : 1.00 DESIGN SUMMARY Max: 3.288 at 0 ft I Max: -6.968 at 4.8 ft Min: 83.238 at 9.6 it k-ft SHEAR PANEL Required Cap :.543 k/ft Provided Cap :.665 k/ft Ratio :.817 Governing LC : 12 (Seismic) CHORDS Max Comp Force: 12.016 k Comp Capacity : 25.464 k Comp Ratio :.472 Gov Comp LC : 8 Max Tens Force : 10.9 k Tens Capacity : 29.601 k Tens Ratio :.368 Gov Tens LC : 12 STUDS No gravity -only LC solved. CHORD STRAP Required Cap : 10.9 k Provided Cap : 13.32 k Ratio :.818 Governing LC : 12 ' DEFLECTIONS Flexure Comp :.008 in Shear Comp :.145 in M HD Elong : 0 in Tot Deflection :.152 in Max: 149.95 at 0 ft Governing LC : 12 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Architect�l�\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 1 Company Quantum Consulting Engineers June 6, 2019 Designer Qing Hua 11:23 AM Job Number 19066,01 Checked By: John Riley Model Name Lateral Design W153 : R1 Typical exterior shear wall at L3 DESIGN DETAILS SELECTED SHEAR PANEL: S1_15/32_10d@3 Panel Grade : St -I Nail Size Panel Thick : 0.469 in Reqd Pen Reqd. Spacing NOTE: AWC NDS42 defines a 10d nail as being SELECTED CHORD STRAP Clear Span : n/a in End Length : n/a in CROSS SECTION DETAILING HST6_SPF/HF_Bolt Fasteners Reqd Chord Mat Q�\ 5 Abl 0 ui I Chord Force =-10.900-k (LC12)(T) Strap Force = 10.900-k (LC12) 10d Num Sides :One 1.500 in Over Gyp Brd. : No 3 in Shear Capacity : 0.665 k/ft Adjusted Cap : 0.665 k/ft x 0,1480" common, or x 0.122" galvanized box (12) 0.75 in Base Cap(CD=1): 8.325 k SPF/HF CD factor : 1.6 Adjusted Cap : 13.320 k Q� 5 ei fl+ � 16.0-in a �O 0 S1_15/32_10d@3 Chord Force = 12.016-k (LC8)(C) Strap Force = 10.900-k (LC12) RISA-3D Version 17.0.2 [M:\Johnson Oaklief Archytect��\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 2 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 11:24 AM Job Number : 19066.01 Checked By: John Riley Model Name : Lateral Design W229 (In -Plane) Typical exterior shear wall at L4 GENERAL Code Design Method Wall Material Panel Schedule Sel, Shear Panel AWC NDS-12:ASD Segmented DF2 User Selected S1_15/32_10d@3 L� DESIGN DETAILS GEOMETRY Total Height : 9.7 ft Total Length : 12.833 ft Max H/W Ratio : 0.76 K : 1.00 R1 MATERIALS Description Material Size Top PI DF2 2-2X6 Sill DF2 2X6 Wall Stud DF2 2X6 Chord DF2 3-2X6 ENVELOPED RESULTS Controlling Shear Shear Controlling Chord Strap Chord Strap Chord Chord Stud Stud Shear Region Shear Panel UC LC Chord Strap UC LC UC LC UC LC R1 S1 15/32 Jr. 0.634 112 (S) 11 MST60_18_00 0.955 12 (S) 110176 18 (S) N/C N/C REGION INFORMATION Full -Height H/VV Shear Shear Controlling Chord Stra Chord Stra Chord Chord Stud Stud Region Label Ratio UC LC Chord Strap UC LC UC 1UC LC R1 0.76 0.634 12 (S) MST60_18_DF/.00.955 12 (S) 10176 18 (S) I N/C N/C DEFLECTION RESULTS Maximum Region Finite Element Shear Stiffness Deflection (in) Deflection LC Deflection (in) Adjustment Factor (SSAF) .12 (R1) 12 1 .542 1 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Archy#ec�u�\Fidalgo Flats\Calculations\Lateral\Lateral.rFl] Page 1 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 11:24 AM Job Number : 19066,01 Checked By: John Riley Model Name : Lateral Design W229 : R1 (In -Plane) Typical exterior shear wall at L4 CRITERIA MATERIALS GEOMETRY Code : AWC NDS-12:ASD Wall Studs : DF2 Total Height : 9.7 ft Stud Size : 2X6 Total Length : 12.833 ft Wall Material : DF2 Chord Material : DF2 Region HAN : 0.76 Panel Schedule : User Selected Chord Size : 3-2X6 Cap. Adj. (2w/h) : 1.00 Aspect Ratio : 1.00 Optimize Strap : Yes Top PI & Sill : DF2 Gov. H/W Cap. : 1.00 Strap Manuf : SIMPSON Top PI Size : 2-2X6 Sill PI Size : 2X6 Stud Spacing : 16 in K : 1.00 ENVELOPE DIAGRAMS Min: 1.67 at 9.7 ft 0 Max: 2.204 at 0 ft k V Max: -5.408 at 4.85 ft Min: 30.983 at 9.7 ft i i i Max: at 0 ft 83.22 DESIGN SUMMARY SHEAR PANEL Required Cap Provided Cap Ratio Governing LC CHORDS Max Comp Force Comp Capacity Comp Ratio Gov Comp LC Max Tens Force Tens Capacity Tens Ratio Gov Tens LC :.421 k/ft .665 k/ft :.634 12 (Seismic) 6.707 k 25.021 k .268 8 5.953 k 29.601 k .201 12 STUDS No gravity -only LC solved. CHORD STRAP Required Cap : 5.953 k Provided Cap : 6.235 k Ratio :.955 Governing LC : 12 DEFLECTIONS ', Flexure Comp :.006 in Shear Comp :.114 in M HD Elong : 0 in Tot Deflection :.12 in Governing LC : 12 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Arch�tecxu�\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 1 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 11:24 AM Job Number : 19066,01 Checked By: John Riley Model Name : Lateral Design W229 : R1 Typical exterior shear wall at L4 DESIGN DETAILS SELECTED SHEAR PANEL: S1_15/32_10d@3 Panel Grade : St -I Nail Size : 10d Num Sides : One Panel Thick : 0.469 in Reqd Pen : 1.500 in Over Gyp Brd. : No Reqd. Spacing : 3 in Shear Capacity : 0.665 k/ft Adjusted Cap : 0.665 k/ft NOTE: AWC ND0-12 defines a 10d nail as being 3.0" x 0.1480" common, or 3.0" x 0.122" galvanized box SELECTED CHORD STRAP: MST60 18 DFISP Nail Clear Span : 18.00 in Fasteners : (46) 16d End Length : n/a in Reqd Chord Mat : DF/SP CROSS SECTION DETAILING �\CQ i 00 0 u7 � III Chord Force =-5.953-k (1C12)(T) Strap Force = 5.953-k (LC12) 16.0-in S1_15/32_10d@3 Base Cap(CD=1): 3.897 k CD factor : 1.6 Adjusted Cap : 6.235 k rokc \PI% 5 ^00 00 � i Q Chord Strap Force = 5.953-k (LC12) RISA-3D Version 17.0.2 [M:\Johnson Oaklief Arcfytecxu�\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 2 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 11:25 AM Job Number : 19066.01 Checked By: John Riley Model Name : Lateral Design W305 (In -Plane) Typical exterior shear wall at L5 GENERAL GE®METRY Code : AWC NDS-12:ASD Total Height Design Method : Segmented Total Length Wall Material : DF2 Max HNV Ratio Panel Schedule : User Selected K Sel. Shear Panel: S1_15/32_10d@4 R1 DESIGN DETAILS 9.6 ft 12.833 ft 0.75 1.00 MATERIALS Description Material Size Top PI DF2 2-2X6 Sill DF2 2X6 Wall Stud DF2 2X6 Chord DF2 3-2X6 ENVELOPED RESULTS Controlling Shear Shear Controlling Chord Strap Chord Strap Chord Chord Stud Stud Shear Region Shear Panel UC LC Chord Strap juc LC UC LC UC LC R1 S1_15/32_1... 0.488 112 (S) 11 MST37_18_.. 0.999 12 (S) 0.102 8 (S) N/C N/C REGION INFORMATION Full -Height HNV Shear Shear Controlling Chord Stra Chord Stra Chord Chord Stud Stud Region Label Ratio ILIC ILC Chord Strap UC LC UC LC UC LC R1 0.75 0.488 112 (S) IMST37_18_SP... 0.999 12 (S) JOA02 8 (S) N/C N/C DEFLECTION RESULTS Maximum Region Finite Element Shear Stiffness Deflection (in) Deflection LC Deflection (in) jAdjustment Factor (SSAF) .086 (R1) 12 .527 1 RISA-3D Version 1�.0.� [M:\Johnsen Oaklief Arclytec�u�\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 1 Company : Quantum Consu►ting Engineers June 6, 2019 Designer : Qing Hua 11:26 AM Job Number : 19066,01 Checked By: John Riley Model Name : Lateral Design W305 : R1 (In -Plane) Typical exterior shear wall at 15 CRITERIA MATERIALS GEOMETRY Code : AWC NDS-12:ASD Wall Studs : DF2 Total Height : 9.6 ft Stud Size : 2X6 Total Length : 12.833 ft Wall Material DF2 Panel Schedule :User Selected Optimize Strap :Yes Strap Manuf : SIMPSON ENVELOPE DIAGRAMS Min:.586 at 9.6 ft Max: 1.115 at 0 ft k Chord Material :DF2 Region H/W : 0.75 Chord Size : 3-2X6 Cap. Adj. (2w/h) : 1.00 Aspect Ratio : 1.00 Top PI & Sill : DF2 Gov. H/W Cap. : 1.00 Top PI Size : 2-2X6 Sill PI Size : 2X6 Stud Spacing : 16 in K : 1.00 V Max: -3.191 at 4.8 ft Min:.603 at 9.6 ft Max: 30.966 at 0 ft DESIGN SUMMARY SHEAR PANEL Required Cap :.249 k/ft Provided Cap :.51 k/ft Ratio :.488 Governing LC : 12 (Seismic) CHORDS Max Comp Force: 2.525 k Comp Capacity : 26.464 k Comp Ratio :.099 Gov Comp LC : 8 Max Tens Force : 2.133 k Tens Capacity : 29.601 k Tens Ratio :.072 Gov Tens LC : 12 STUDS No gravity -only LC solved. CHORD STRAP Required Cap : 2.133 k Provided Cap : 2.135 k Ratio :.999 Governing LC : 12 DEFLECTIONS Flexure Comp :.003 in Shear Comp :.082 in M HD Elong : 0 in Tot Deflection :.086 in Governing LC : 12 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Architec��\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 1 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 11:26 AM Job Number : 19066.01 Checked By: John Riley Model Name : Lateral Design W305 : R1 Typical exterior shear wall at L5 DESIGN DETAILS SELECTED SHEAR PANEL: S1_15/32_10d@4 Panel Grade : St -I Nail Size : 10d Num Sides : One Panel Thick : 0.469 in Reqd Pen : 1.500 in Over Gyp Brd. : No Reqd. Spacing : 4 in Shear Capacity : 0.510 k/ft Adjusted Cap : 0.510 k/ft NOTE: AWC NDS-12 defines a 10d nail as being 3.0" x 0,1480" common, or 3.0" x 0.122" galvanized box SELECTED CHORD STRAP: MST37_18_SPF/HF_Nail Clear Span : 18.00 in Fasteners : (20) 16d Base Cap(CD=1): 1.334 k End Length : n/a in Reqd Chord Mat : SPF/HF CD factor : 1.6 Adjusted Cap : 2.135 k CROSS SECTION DETAILING OR CO ro Nil Chord Force =-2.133-k (LC12)(T) Chord Force = 2.525-k (LC8)(C) Strap Force = 2.133-k (LC12) Strap Force = 2.133-k (LC12) S1_15/32_10d@4 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Architec��\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 2 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 4:34 PM Job Number : 19066,01 Checked By: John Riley Model Name : Lateral Design W6 (In -Plane) Typical corridor shear wall at L1 GENERAL Code Design Method Wall Material Panel Schedule Sel. Shear Panel AWC NDS-12:ASD Segmented DF2 User Selected S1_15/32_10d@2 DESIGN DETAILS GEOMETRY Total Height : 8.7 ft Total Length : 15.904 ft Max H/W Ratio : 0.55 K : 1.00 MATERIALS Description Material Size Top PI DF2 2-2X6 Sill DF2 2X6 Wall Stud DF2 2X6 Chord DF2 3-2X6 ENVELOPED RESULTS Controlling Shear Shear Controlling Hold Down Hold Down Chord Chord Stud Stud Shear Region Shear Panel JUC LC IlHold Down UC LC UC LC UC LC R1 S1_15/32010,ft1... 0.651 8 (S) CAN_HDU1.. 0.980 12 (S) 1.255 8 (S) N/C N/C REGION INFORMATION Full -Height H/W Shear Shear Hold -Down Hold -Down Chord Chord Stud Stud Region Label Ratio UC LC Hold -Down UC LC UC LC UC LC R1 0.55 0.651 8 (S) CAN_HDU11-S...00980 12 (S) 11m255 18 (S) N/C N/C DEFLECTION RESULTS Maximum Region Finite Element Shear Stiffness Deflection (in) Deflection LC Deflection (in) lAdjustment Factor (SSAF) .172 (R1) 8 .169 11 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Architec�xe\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 1 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 4:35 PM Job Number : 19066,01 Checked By: John Riley Model Name : Lateral Design W6 : R1 (In -Plane) Typical corridor shear wall at L1 CRITERIA Code Wall Material Panel Schedule AWC NDS-12:ASD DF2 User Selected Optimize HD :Yes HD Manufacturer: SIMPSON ENVELOPE DIAGRAMS Min: 23.121 at 8.7 ft k Max: 23.695 at 0 ft MATERIALS GEOMETRY Wall Studs : DF2 Total Height : 8.7 ft Stud Size : 2X6 Total Length : 15.904ft Chord Material :DF2 Region H/W : 0.55 Chord Size : 3-2X6 Cap. Adj. (2w/h) : 1.00 Aspect Ratio : 1.00 Top PI & Sill : DF2 Gov, H/W Cap. : 1.00 Top PI Size : 2-2X6 Sill PI Size : 2X6 Stud Spacing : 16 in K : 1.00 HD Eccentricity : 5.875in V Max: -9.011 at 4.35 ft Min: 360.1 at 8.7 ft Max: 438.4 at 0 ft k-ft fib DESIGN SUMMARY SHEAR PANEL Required Cap :.567 k/ft Provided Cap :.87 k/ft Ratio :.651 Governing LC : 8 (Seismic) CHORDS Max Comp Force: 30.253 k Comp Capacity : 24.103 k Comp Ratio : 1.255 Gov Comp LC : 8 Max Tens Force : 22.718 k Tens Capacity : 23.883 k Tens Ratio :.951 Gov Tens LC : 12 STUDS No gravity -only LC solved. HOLD-DOWNS Required Cap : 23.169 k Provided Cap : 23.631 k Ratio :.98 Governing LC : 12 DEFLECTIONS Flexure Comp :.005 in Shear Comp :.097 in HD Elong :.07 in Tot Deflection : A72 in Governing LC : 8 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Architec\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 1 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 4:35 PM Job Number : 19066601 Checked By: John Riley Model Name : Lateral Design W6 : R1 Typical corridor shear wall at L1 DESIGN DETAILS SELECTED SHEAR PANEL: S1_15/32_10d@2 Panel Grade : St -I Nail Size Panel Thick : 0.469 in Reqd Pen Reqd, Spacing NOTE: AWC NDS-12 defines a 10d nail as being 10d Num Sides 1.500 in Over Gyp Brd. 2 in Shear Capacity Adjusted Cap 3.0" x 0.1480" common, or 3.0" x 0.122" galvanized box One No 0.870 k/ft 0.870 k/ft Note: The selected Hold -Down does not meet the Required Chord thickness, see Design Rules -Hold Down Schedule. SELECTED HOLD-DOWN Min Chord Thk : 7.25 in Reqd Chord Mat : Douglas Fir CAN HDU11-SDS2.5 7.25 DFL Bolt Size: : 1 in Base Cap(CD=1) CD factor Adjusted Cap CROSS SECTION DETAILING OFF' � . OJT c � o r1-4`\GP u7A on h Chord Force =-22.718-k (LC12)(T) HD Force = 23.169-k (LC12) 16.0-in S1_15/32_10d@2 23. 14.770 k 1.6 631 k •'�'/` II Chord Force = 30.253-k (LC8)(C) HD Force = 23.169-k (LC12) RISA-3D Version 17.0.2 [M:\Johnson Oaklief Architec�t�\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 2 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 4:35 PM Job Number : 19066,01 Checked By: John Riley Model Name : Lateral Design W81 (In -Plane) Typical corridor shear wall at L2 GENERAL Code Design Method Wall Material Panel Schedule Sel. Shear Panel AWC NDS-12:ASD Segmented DF2 User Selected S1_15/32_10d@2 DESIGN DETAILS GEOMETRY Total Height : 9.7 ft Total Length : 15.904 ft Max H/W Ratio : 0.61 K : 1.00 R1 MATERIALS Description Material Size Top PI DF2 2-2X4 Sill DF2 2X4 Wall Stud DF2 2-2X4 Chord DF2 3-2X4 ENVELOPED RESULTS Controlling Shear Shear Controlling Chord Strap Chord Strap Chord Chord Stud Stud Shear Region Shear Panel UC LC Chord Strap UC LC UC LC UC LC R1 S1_15/32_1... 0.962 8 (S) HST6_DF/S.. 1.197 12 (S) 3.571 8 (S) N/C N/C REGION INFORMATION Full -Height Region Label H/W Ratio Shear UC Shear LC Controlling Chord Strap Chord Stra UC Chord Stra LC Chord UC Chord LC Stud UC Stud LC R1 0.61 lOe962 8 (S) IHST6_DF/SP_... 1.197 12 (S) 3.571 8 (S) N/C N/C DEFLECTION RESULTS Maximum Region Finite Element Shear Stiffness Deflection (in) Deflection LC Deflection (in) Adjustment Factor (SSAF) .174 (R1) 8 .378 1 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Arctytec��\Fidalgo Flats\Calculations\Lateral\Lateral.rtl] Page 1 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 4:36 PM Job Number : 19066,01 Checked By: John Riley Model Name : Lateral Design W81 : R1 (In -Plane) Typical corridor shear wall at L2 CRITERIA MATERIALS GEOMETRY Code : AWC NDS-12:ASD Wall Studs : DF2 Total Height : 9.7 ft Stud Size : 2-2X4 Total Length : 15.904ft Wall Material :DF2 Chord Material :DF2 Region H/W : 0.61 Panel Schedule User Selected Chord Size : 3-2X4 Cap. Adj. (2w/h) : 1.00 Aspect Ratio : 1.00 Optimize Strap : Yes Top PI & Sill : DF2 Gov, H/W Cap. : 1.00 Strap Manuf : SIMPSON Top PI Size : 2-2X4 Sill PI Size : 2X4 Stud Spacing : 16 in K : 1.00 ENVELOPE DIAGRAMS DESIGN SUMMARY ft Min: 18.559 at 9.7 ft k 0 Max: 19.18 at 0 ft k V Max:-13.311 at 4.85 ft Minn 238.E at 9.7 Max: 367.7 at 0 ft k-ft l�l SHEAR PANEL Required Cap :.837 k/ft Provided Cap :.87 k/ft Ratio :.962 Governing LC : 8 (Seismic) CHORDS Max Comp Force: 24.754 k Comp Capacity : 7.089 k Comp Ratio : 3.492 Gov Comp LC : 8 Max Tens Force : 18.524 k Tens Capacity : 21.735 k Tens Ratio :.852 Gov Tens LC : 12 STUDS No gravity -only LC solved. CHORD STRAP Required Cap : 18.524 k Provided Cap : 15.47 k Ratio : 1.197 Governing LC : 12 DEFLECTIONS Flexure Comp :.015 in Shear Comp :.159 in HD Elong : 0 in Tot Deflection :.174 in Governing LC : 8 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Architect��\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 1 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 4:36 PM Job Number : 19066001 Checked By: John Riley Model Name : Lateral Design W81 : R1 Typical corridor shear wall at L2 DESIGN DETAILS SELECTED SHEAR PANEL: S1_15/32_10d@2 Panel Grade : St -I Nail Size : 10d Num Sides :One Panel Thick : 0.469 in Reqd Pen : 1.500 in Over Gyp Brd. : No Reqd. Spacing : 2 in Shear Capacity : 0.870 k/ft Adjusted Cap : 0.870 k/ft NOTE: AWC NDS-12 defines a 10d nail as being 3.0" x 0.1480" common, or 3.0" x 0.122" galvanized box SELECTED CHORD STRAP Clear Span : nla in End Length : n/a in CROSS SECTION DETAILING HST6_DF/SP_Bolt Fasteners : (12) 0.75inch Reqd Chord Mat : DF/SP QO O c CrO � +��5 ri p Chord Force =-18.524-k (LC12)(T) Strap Force = 18.524-k (LC12) Base Cap(CD=1): 9.669 k CD factor : 1.6 Adjusted Cap : 15.470 k O 16.0-in J g ya A Chord Force = 24.754-k (LC8)(C) Strap Force = 18.524-k (LC12) S1_15/32_10d@2 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Arch�tect��\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 2 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 4:36 PM Job Number : 19066,01 Checked By: John Riley Model Name : Lateral Design W157 (In -Plane) Typical corridor shear wall at L3 GENERAL Code Design Method Wall Material Panel Schedule Sel. Shear Panel AWC NDS-12:ASD Segmented DF2 User Selected S1_15/32_10d@3 DESIGN DETAILS GEOMETRY Total Height Total Length Max H/W Ratio K GPI 9.6 ft 15.904 ft 0.60 1.00 MATERIALS Description Material Size Top PI DF2 2-2X4 Sill DF2 2X4 Wa11 Stud DF2 2-2X4 Chord DF2 3-2X4 L� ENVELOPED RESULTS Controlling Shear Shear Controlling Chord Strap Chord Strap Chord Chord Stud Stud Shear Region Shear Panel JUC LC IlChordStrap UC LC UC LC UC LC R1 S1_15/32_1... 1.084 18 (S) HST6_SPF/.. 0.897 12 (S) 112364 18 (S) N/C N/C REGION INFORMATION Full -Height H/W Shear Shear Controlling Chord Stra Chord Stra Chord Chord Stud Stud Region Label Ratio UC LC lChord Strap UC LC UC LC UC LC R1 0.60 1.084 18 (S) IHST6_SPF/HF... 0.897 12 (S) 2.364 8 (S) N/C N/C DEFLECTION RESULTS Maximum Region Finite Element Shear Stiffness Deflection (in) Deflection LC Deflection (in) Adjustment Factor (SSAF) .205 (R1) 8 1 .504 1 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Architect��\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 1 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 4:38 PM Job Number : 19066,01 Checked By: John Riley Model Name : Lateral Design W157 : R1 (In -Plane) Typical corridor shear wall at L3 CRITERIA MATERIALS GEOMETRY Code : AWC NDS-12:ASD Wall Studs : DF2 Total Height : 9.6 ft Stud Size : 2-2X4 Total Length : 15.904ft Wall Material Panel Schedule DF2 User Selected Optimize Strap :Yes Strap Manuf : SIMPSON ENVELOPE DIAGRAMS Min: 14.007 at 9.6 ft k I k P I V Chord Material :DF2 Region H/W : 0.60 Chord Size : 3-2X4 Cap. Adj. (2w/h) : 1.00 Aspect Ratio : 1.00 Top PI & Sill : DF2 Gov, H/W Cap. : 1.00 Top PI Size : 2-2X4 Sill PI Size : 2X4 Stud Spacing : 16 in K : 1.00 Max: 14.623 at 0 ft I Max:-11.464 at 4.8 ft Min: 136.2 at 9.6 ft Max: 246.3 at 0 ft DESIGN SUMMARY SHEAR PANEL Required Cap Provided Cap Ratio Governing LC CHORDS Max Comp Force Comp Capacity Comp Ratio Gov Comp LC Max Tens Force Tens Capacity Tens Ratio Gov Tens LC .7 21 k/ft 665 k/ft 1.084 8 (Seismic) 16.73 k 7.236 k 2.312 8 11.953 k 21.735 k .55 12 STUDS No gravity -only LC solved. CHORD STRAP Required Cap : 11.953 k Provided Cap : 13.32 k Ratio :.897 Governing LC : 12 DEFLECTIONS Flexure Comp :.013 in Shear Comp :.192 in M HD Elong : 0 in Tot Deflection :.205 in Governing LC : 8 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Arch�tect��\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 1 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 4:38 PM Job Number : 19066001 Checked By: John Riley Model Name : Lateral Design W157 : R1 Typical corridor shear wall at L3 DESIGN DETAILS SELECTED SHEAR PANEL: S1_15/32_10d@3 Panel Grade : St -I Nail Size Panel Thick : 0.469 in Reqd Pen Reqd. Spacing NOTE: AWC NDSA2 defines a 10d nail as being SELECTED CHORD STRAP Clear Span : n/a in End Length : n/a in CROSS SECTION DETAILING F� 5Q c Abl ��I+ n -- pl Chord Force = =11 HST6_SPFIHF_Bolt Fasteners Reqd Chord Mat 953-k (LC 12)(T) Strap Force = 11.953-k (LC12) 10d Num Sides :One 1.500 in Over Gyp Brd. : No 3 in Shear Capacity : 0.665 k/ft Adjusted Cap : 0.665 k/ft 3.0" x 0.1480if common, or 3.0" x 0.122" galvanized box (12) 0.75 in Base Cap(CD=1): 8.325 k SPF/HF CD factor : 1.6 Adjusted Cap : 13.320 k S1_15/32_10d@3 F� � IV ' G Chord Force = 16.730-k (LC8)(C) Strap Force = 11.953-k (LC12) RISA-3D Version 17.0.2 [M:\Johnson Oaklief Architect�,�rp\Fidalgo Flats\Calculations\Lateral\Lateral.rFl] Page 2 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 4:38 PM Job Number : 19066001 Checked By: John Riley Model Name : Lateral Design W233 (In -Plane) Typical corridor shear wall at L4 GENERAL Code Design Method Wall Material Panel Schedule Sel. Shear Panel AWC NDS-12:ASD Segmented DF2 User Selected S1_15/32_10d@3 DESIGN DETAILS GEOMETRY Total Height : 9.7 ft Total Length : 15.904 ft Max H/W Ratio : 0.61 K : 1.00 MATERIALS Description Material Size Top PI DF2 2-2X4 Sill DF2 2X4 Wall Stud DF2 2X4 Chord DF2 3-2X4 L. ENVELOPED RESULTS Controlling Shear Shear Controlling Chord Strap Chord Strap Chord Chord Stud Stud Shear Region Shear Panel UC LC Chord Strap UC LC UC LC UC LC R1 S1_15/32_1... 0.936 18 (S) HST3_SPF/.. 0.989 12 (S) 111A28 18 (S) N/C N/C REGION INFORMATION Full -Height H/VU Shear Shear Controlling Chord Stra Chord Stra Chord Chord Stud Stud Region Label Ratio UC LC Chord Strap UC LC UC LC UC LC R1 0.61 lOm936 18 (S) IHST3_SPF/HF... 0.989 12 (S) 1.428 8 (S) N/C N/C DEFLECTION RESULTS Maximum Region Deflection (in) Deflection LC Finite Element Deflection (in) Shear Stiffness Adjustment Factor (SSAF) A 79 (R1) 8 .534 1 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Arctytr~ct�i�\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 1 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 4:39 PM Job Number : 19066,01 Checked By: John Riley Model Name : Lateral Design W233 : R1 (In -Plane) Typical corridor shear wall at L4 CRITERIA MATERIALS GEOMETRY Code : AWC NDS-12:ASD Wall Studs : DF2 Total Height : 9.7 ft Stud Size : 2X4 Total Length : 15.904 ft Wall Material : DF2 Chord Material DF2 Region H/W : 0.61 Panel Schedule : User Selected Chord Size : 3-2X4 Cap. Adj. (2w/h) : 1.00 Aspect Ratio : 1.00 Optimize Strap : Yes Top PI & Sill : DF2 Gov, H/W Cap. : 1.00 Strap Manuf : SIMPSON Top PI Size : 2-2X4 Sill PI Size : 2X4 Stud Spacing : 16 in K : 1.00 ENVELOPE DIAGRAMS Min: 9.575 at 9.7 ft k Max: 10.077 at 0 ft �i V Max: -9.895 at 4.85 ft Min: 47.893 at 9.7 ft Max: .9 at 0 ft 143 k-ft DESIGN SUMMARY SHEAR PANEL Pro Required Cap vided Cap Ratio Governing LC :.622 k/ft :.665 k/ft :.936 8 (Seismic) CHORDS Max Comp Force: 9.905 k Comp Capacity : 7.089 k Comp Ratio : 1.397 Gov Comp LC : 8 (Tens Force : 6.586 k Tens Capacity : 21.735 k Tens Ratio :.303 Gov Tens LC : 12 STUDS No gravity -only LC solved. CHORD STRAP Required Cap : 6.586 k Provided Cap : 6.66 k Ratio :.989 Governing LC : 12 DEFLECTIONS Flexure Comp :.011 in Shear Comp : A68 in HD Elong : 0 in Tot Deflection :.179 in Governing LC : 8 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Arclyt�ct��e\Fidalgo Flats\Calculations\Lateral\Lateral.rfl) Page 1 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 4:39 PM Job Number : 19066101 Checked By: John Riley Model Name : Lateral Design W233 : R1 Typical corridor shear wall at L4 DESIGN DETAILS SELECTED SHEAR PANEL: S1_15/32_10d@3 Panel Grade : St -I Nail Size Panel Thick : 0.469 in Reqd Pen Reqd. Spacing NOTE: AWC NDS-12 defines a 10d nail as being SELECTED CHORD STRAP Clear Span n/a in End Length : n/a in CROSS SECTION DETAILING HST3_SPF/HF_Bolt 10d Num Sides 1.500 in Over Gyp Brd. 3 in Shear Capacity Adjusted Cap 3.0" x 0.1480" common, or 3.0" x 0.122" galvanized box Fasteners : (6) 0.75 in Reqd Chord Mat : SPF/HF One No 0.665 k/ft 0.665 k/ft Base Cap(CD=1): 4.162 k CD factor : 1.6 Adjusted Cap : 6.660 k 5Q co _ I+ 16.0-in � g'Ly�� Chord Force =-6.586-k (LC12)(T) Q Chord Force = 9.905-k (LC8)(C) Strap Force = 6.586-k (LC12) Strap Force = 6.586-k (LC12) S1_15/32_10d@3 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Arch�t�ct�re\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 2 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 4:40 PM Job Number : 19066,01 Checked By: John Riley Model Name : Lateral Design W309 (In -Plane) Typical corridor shear wall at L5 GENERAL Code Design Method Wall Material Panel Schedule Sel. Shear Panel AWC NDS-12:ASD Segmented DF2 User Selected S1_15/32_10d@4 DESIGN DETAILS GEOMETRY Total Height Total Length Max H/W Ratio K 9.6 ft 15.904 ft 0.60 1.00 MATERIALS Description Material Size Top PI DF2 2-2X4 Sill DF2 2X4 Wall Stud DF2 2X4 Chord DF2 3-2X4 ENVELOPED RESULTS Controlling Shear Shear Controlling Chord Strap Chord Strap Chord Chord Stud Stud Shear Region Shear Panel UC LC IlChord Strap JUC LC UC LC UC LC R1 S1_15/32_1... 0.842 18 (S) MST27_DF/.. 0.986 12 (S) 110v561 18 (S) N/C I N/C REGION INFORMATION Full -Height H/W Shear Shear Controlling Chord Stra Chord Stra Chord Chord Stud Stud Region Label Ratio UC LC Chord Strap UC LC UC LC UC LC R1 0.60 lOm842 18 (S) I MST27_DF/SP... 0.986 12 (S) 0.561 8 (S) dN/C N/C DEFLECTION RESULTS Maximum Region Finite Element Shear Stiffness Deflection (in) Deflection LC Deflection (in) Adjustment Factor (SSAF) A5 (R1) 8 10519 1 RISA-3D Version 17.0.2 [M:\Johnson OakliefArchitect�t�\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 1 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 4:40 PM Job Number : 19066,01 Checked By: John Riley Model Name : Lateral Design W309 : R1 (In-Plane)Typical corridor shear wall at L5 CRITERIA MATERIALS GEOMETRY Code : AWC NDS-12:ASD Wall Studs : DF2 Total Height : 9.6 ft Stud Size : 2X4 Total Length : 16.904ft Wall Material Panel Schedule DF2 User Selected Optimize Strap :Yes Strap Manuf : SIMPSON ENVELOPE DIAGRAMS Min: 5.152 at 9.6 ft (7 Max: 5.651 at 0 ft Chord Material Chord Size Top PI &Sill Top PI Size Sill PI Size V Max: -6.828 at 4.8 ft DF2 Region H/W : 0.60 3-2X4 Cap. Adj. (2w/h) : 1.00 Aspect Ratio : 1.00 DF2 Gov, H/W Cap. : 1.00 2-2X4 2X4 Stud Spacing : 16 in K : 1.00 DESIGN SUMMARY Min: -9.998 at 9.6 ft SHEAR PANEL k-ft Required Cap :.429 k/ft Provided Cap :.51 k/ft Ratio :.842 Governing LC : 8 (Seismic) CHORDS Max Comp Force: 3.974 k Comp Capacity : 7.236 k Comp Ratio :.549 Gov Comp LC : 8 Max Tens Force : 2.136 k Tens Capacity : 21.735 k Tens Ratio :.098 Gov Tens LC : 12 STUDS No gravity -only LC solved. CHORD STRAP Required Cap : 2.136 k Provided Cap : 2.165 k Ratio :.986 Governing LC : 12 ;' I DEFLECTIONS Flexure Comp :.008 in Shear Comp :.142 in M HD Elong : 0 in Tot Deflection :.15 in Max: 55.55 at 0 ft Governing LC : 8 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Architect�,t�\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 1 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 4:40 PM Job Number : 19066,01 Checked By: John Riley Model Name : Lateral Design W309 : R1 Typical corridor shear wall at L5 DESIGN DETAILS SELECTED SHEAR PANEL: S1_15/32_10d@4 Panel Grade : St -I Nail Size : 10d Num Sides : One Panel Thick : 0.469 in Reqd Pen : 1.500 in Over Gyp Brd. : No Reqd. Spacing : 4 in Shear Capacity : 0.510 k/ft Adjusted Cap : 0.510 k/ft NOTE: AWC NDS-12 defines a 10d nail as being 3.0" x 0.1480" common, or 3.0" x 0.122" galvanized box SELECTED CHORD STRAP Clear Span : n/a in End Length : n/a in CROSS SECTION DETAILING MST27_DF/SP_Bolt Fasteners : (4) 0.5inch Reqd Chord Mat : DF/SP Chord Force = 2.328-k (LC3)(C) Strap Force = 2.136-k (LC12) 16.0-in 0 S1_15/32_10d@4 Base Cap(CD=1): 1.353 k CD factor : 1.6 Adjusted Cap : 2.165 k Q xklx Chord Force = 3.974-k (LC8)(C) Strap Force = 2.136-k (LC12) RISA-3D Version 17.0.2 [M:\Johnson Oaklief Archit�c��\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 2 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 4:56 PM Job Number : 19066,01 Checked By: John Riley Model Name : Lateral Design W20A (In -Plane) Typical party wall shear wall at L1 GENERAL Code Design Method Wall Material Panel Schedule Sel. Shear Panel AWC NDS-12:ASD Segmented DF2 User Selected S1_15/32_10d@6 DESIGN DETAILS GEOMETRY Total Height : 8.7 ft Total Length : 10.423 ft Max H/W Ratio : 0.83 K : 1.00 R1 MATERIALS Description Material Size Top PI DF2 2-2X6 Sill DF2 2X6 Wall Stud DF2 2X6 Chord DF2 3-2X6 ENVELOPED RESULTS Controlling Shear Shear Controlling Hold Down Hold Down Chord Chord Stud Stud Shear Region Shear Panel UC ILC Hold Down UC LC UC LC UC LC R1 S1 15/32_1... 0.594 18 (S) CAN_HD9B.. 0.982 12 (S) 110124 18 (S) I I N/C N/C REGION INFORMATION Full -Height H/W Shear Shear Hold -Down Hold -Down Chord Chord Stud Stud Region Label Ratio UC LC Hold -Down UC LC UC LC UC LC R1 0.83 lOm594 8 (S) I CAN _HD9B_6_. 0.982 12 (S) 10124 8 (S) N/C N/C DEFLECTION RESULTS Maximum Region Deflection (in) Deflection LC Finite Element Deflection (in) Shear Stiffness Adjustment Factor (SSAF) .144 (R1) 8 .17 1 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Architeec��\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 1 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 4:57 PM Job Number : 19066,01 Checked By: John Riley Model Name : Lateral Design W20A : R1 (In -Plane) Typical party wall shear wall at L1 CRITERIA MATERIALS GEOMETRY Code : AWC NDSA 2:ASD Wall Studs : DF2 Total Height : 8.7 ft Stud Size : 2X6 Total Length : 10.423 ft Wall Material :DF2 Panel Schedule : User Selected Optimize HD : Yes HD Manufacturer: SIMPSON ENVELOPE DIAGRAMS Min: 18.334 at 8.7 ft k 0 Max: 18.738 at 0 ft k Chord Material Chord Size Top PI &Sill Top PI Size Sill PI Size V Max: -2.104 at 4.35 ft DF2 Region H/W : 0.83 3-2X6 Cap. Adj. (2w/h) : 1.00 Aspect Ratio : 1.00 DF2 Gov. H/W Cap. : 1.00 2-2X6 2X6 Stud Spacing : 16 in K : 1.00 HD Eccentricity : 5.75 in Min: 138.9 at 8.7 ft Max: 157.2 at 0 ft k-ft M DESIGN SUMMARY SHEAR PANEL Required Cap :.202 k/ft Provided Cap :.34 k/ft Ratio :.594 Governing LC : 8 (Seismic) CHORDS Max Comp Force: 17.951 k Comp Capacity : 24.782 k Comp Ratio :.724 Gov Comp LC : 8 Max Tens Force : 11.04 k Tens Capacity : 24.555 k Tens Ratio :.45 Gov Tens LC : 12 STUDS Na gravity -only LC solved. HOLD-DOWNS Required Cap Provided Cap Ratio Governing LC DEFLECTIONS Flexure Comp Shear Comp HD Elong Tot Deflection Governing LC :8 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Arclti�c��\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 1 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 4:57 PM Job Number : 19066,01 Checked By: John Riley Model Name : Lateral Design W20A : R1 Typical party wall shear wall at L1 DESIGN DETAILS SELECTED SHEAR PANEL: S1_15/32_10d@6 Panel Grade : St4 Nail Size Panel Thick : 0.469 in Reqd Pen Reqd. Spacing NOTE: AWC NDS-12 defines a 10d nail as being SELECTED HOLD-DOWN Min Chord Thk : 6.00 in Reqd Chord Mat : Douglas Fir CROSS SECTION DETAILING ro � ,t0 D r1+ GP CAN_HD9B_6_DFL Bolt Size: Chord Force =-11.040-k (LC12)(T) HD Force = 11.370-k (LC12) 10d Num Sides 1.500 in Over Gyp Brd. 6 in Shear Capacity Adjusted Cap 3.0" x 0.1480" common, or 3.0" x 0.122" galvanized box No One 0.340 k/ft 0.340 k/ft .875 in Base Cap(CD=1): 7.235 CD factor : 1.6 Adjusted Cap : 11.576 I 16.0-in � S1_15/32_10d@6 Chord Force = 17.951-k (LC8)(C) HD Force = 11.370-k (LC12) k k �O CY RISA-3D Version 17.0.2 [M:\Johnson Oaklief Arcllri�c��\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 2 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 4:58 PM Job Number : 19066.01 Checked By: John Riley Model Name : Lateral Design W94 (In -Plane) Typical party wall shear wall at L2 GENERAL Code Design Method Wall Material Panel Schedule Sel. Shear Panel AWC NDS-12:ASD Segmented DF2 User Selected S1_15/32_10d@2 DESIGN DETAILS GEOMETRY Total Height Total Length Max H/W Ratio K GZl 9.7 ft 10.423 ft 0.93 1.00 MATERIALS Description Material Size Top PI DF2 2-2X4 Sill DF2 2X4 Wall Stud DF2 2-2X4 Chord DF2 3-2X4 ENVELOPED RESULTS Controlling Shear Shear Controlling Chord Strap Chord Strap Chord Chord Stud Stud Shear Region Shear Panel JUC LC IlChord Strap UC LC UC LC UC LC R1 S1 15/32_1... 100615 8 (S) JHST5_SPF/.. 0.978 12 (S) 2.225 8 (S) N/C N/C REGION INFORMATION Full -Height H/V1/ Shear Shear Controlling Chord Stra Chord Stra Chord Chord Stud Stud Region Label Ratio UC LC Chord Strap UC LC UC LC UC LC R1 0.93 0.615 18 (S) JHST5_SPF/HF... 0.978 12 (S) 2.225 18 (S) I N/C I N/C DEFLECTION RESULTS Maximum Region Finite Element Shear Stiffness Deflection (in) Deflection LC Deflection (in) Adjustment Factor (SSAF) A 17 (R1) 8 .378 1 RISA-3D Version 17.0.2 [M:\Johnson OakliefArchitec��\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 1 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 4:58 PM Job Number : 19066.01 Checked By: John Riley Model Name : Lateral Design W94 : R1 (In -Plane) Typical party wall shear wall at L2 CRITERIA MATERIALS GEOMETRY Code : AWC NDS-12:ASD Wall Studs : DF2 Total Height : 9.7 ft Stud Size : 2-2X4 Total Length : 10.423 ft Wall Material :DF2 Chord Material :DF2 Region H/W : 0.93 Panel Schedule : User Selected Chord Size : 3-2X4 Cap. Adj. (2w/h) : 1.00 Aspect Ratio : 1.00 Optimize Strap : Yes Top PI & Sill : DF2 Gov. H/W Cap. : 1.00 Strap Manuf : SIMPSON Top PI Size : 2-2X4 Sill PI Size : 2X4 Stud Spacing : 16 in K : 1.00 ENVELOPE DIAGRAMS Min: 14.741 at 9.7 ft Iq Max: 15.165 at 0 ft f' V Max: -5.577 at 4.85 ft Min: 85.617 at 9.7 ft Max: 139.7 at 0 ft k-ft M DESIGN SUMMARY SHEAR PANEL Required Cap :.535 k/ft Provided Cap :.87 k/ft Ratio :.615 Governing LC : 8 (Seismic) CHORDS Max Comp Force: 15.271 k Comp Capacity : 7.089 k Comp Ratio : 2.154 Gov Comp LC : 8 Max Tens Force : 9.651 k Tens Capacity : 21.735 k Tens Ratio : A44 Gov Tens LC : 12 STUDS No gravity -only LC solved. CHORD STRAP Required Cap Provided Cap Ratio Governing LC DEFLECTIONS Flexure Comp Shear Comp HD Elong Tot Deflection Governing LC .015 .102 0 .117 8 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Architeec��\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 1 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 4:58 PM Job Number : 19066,01 Checked By: John Riley Model Name : Lateral Design W94 : R1 Typical party wall shear wall at L2 DESIGN DETAILS SELECTED SHEAR PANEL: S1_15/32_10d@2 Panel Grade : St -I Nail Size : 10d Num Sides : One Panel Thick : 0.469 in Reqd Pen : 1.500 in Over Gyp Brd. : No Reqd. Spacing : 2 in Shear Capacity : 0.870 k/ft Adjusted Cap : 0.870 k/ft NOTE: AWC NDS-12 defines a 10d nail as being 3.0" x 0.1480" common, or 3.0" x 0.122" galvanized box SELECTED CHORD STRAP: HST5 SPF/HF Bolt Clear Span : n/a in Fasteners : (12) 0.625 in Base Cap(CD=1): 6.169 k End Length : n/a in Reqd Chord Mat : SPF/HF CD factor : 1.6 Adjusted Cap : 9.870 k CROSS SECTION DETAILING ti o� 5Q 5Q hi hi c+��y� +��'� n�ery 16.0-in oj'�'y� Irv, -I L Chord Force =-9.651-k (LC12)(T) Chord Force = 15.271-k (LC8)(C) Strap Force = 9.651-k (LC12) A Strap Force = 9.651-k (LC12) S1_15/32_10d@2 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Archit�c��e\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 2 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 4:59 PM Job Number : 19066,01 Checked By: John Riley Model Name : Lateral Design W170 (In -Plane) Typical party wall shear wall at L3 GENERAL Code Design Method Wall Material Panel Schedule Sel. Shear Panel AWC NDS-12:ASD Segmented DF2 User Selected S1_15/32_10d@3 DESIGN DETAILS GEOMETRY Total Height Total Length Max H/W Ratio K 9.6 ft 10.423 ft 0.92 1.00 �I MATERIALS Description Material Size Top PI DF2 2-2X4 Sill DF2 2X4 Wall Stud DF2 2-2X4 Chord DF2 3-2X4 ENVELOPED RESULTS Controlling Shear Shear Controlling Chord Strap Chord Strap Chord Chord Stud Stud Shear Region Shear Panel UC LC Chord Strap UC LC 711 UC LC UC LC R1 S1_15/32_loom 0.640 8 (S) MSTC66_1... 0.986 12 (S) 111386 8 (S) N/C N/C REGION INFORMATION Full -Height H/W Shear Shear Controlling Chord Stra Chord Stra Chord Chord Stud Stud Region Label Ratio UC LC Chord Strap UC LC UC LC UC LC R1 0.92 0.640 18 (S) IMSTC66_18_SOME 0.986 12 (S) 11386 18 (S) I N/C N/C DEFLECTION RESULTS Maximum Region Finite Element Shear Stiffness Deflection (in) Deflection LC Deflection (in) Adjustment Factor (SSAF) .125 (R1) 8 .504 1 RISA-3D Version 17.0.2 [M:\Johnson Oaklief ArcFytec�r�\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 1 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 5:00 PM Job Number : 19066,01 Checked By: John Riley Model Name : Lateral Design W170 : R1 (In -Plane) Typical party wall shear wall at L3 CRITERIA MATERIALS GEOMETRY Code : AWC NDS-12:ASD Wall Studs : DF2 Total Height : 9.6 ft Stud Size : 2-2X4 Total Length : 10.423 ft Wall Material DF2 Panel Schedule :User Selected Optimize Strap :Yes Strap Manuf : SIMPSON ENVELOPE DIAGRAMS Min: 11.156 at 9.6 ft k I k P I V Chord Material :DF2 Region H/W : 0.92 Chord Size : 3-2X4 Cap. Adj. (2w/h) : 1.00 Aspect Ratio : 1.00 Top PI & Sill : DF2 Gov, H/W Cap. : 1.00 Top PI Size : 2-2X4 Sill PI Size : 2X4 Stud Spacing : 16 in K : 1.00 Max: 11.576 at 0 ft I Max: -4.434 at 4.8 ft Min: 43.865 at 9.6 ft Max: 86.434 at 0 ft M DESIGN SUMMARY SHEAR PANEL Required Cap :.425 k/ft Provided Cap :.665 k/ft Ratio :.64 Governing LC : 8 (Seismic) CHORDS Max Comp Force: 9.717 k Comp Capacity : 7.236 k Comp Ratio : 1.343 Gov Comp LC : 8 Max Tens Force : 5.418 k Tens Capacity : 21.735 k Tens Ratio :.249 Gov Tens LC : 12 STUDS Na gravity -only LC solved. CHORD STRAP Required Cap : 5.418 k Provided Cap : 5.495 k Ratio :.986 Governing LC : 12 DEFLECTIONS Flexure Comp :.011 in Shear Comp :.113 in HD Elong : 0 in Tot Deflection : A 25 in Governing LC : 8 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Archiiec��\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 1 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 5:00 PM Job Number : 19066,01 Checked By: John Riley Model Name : Lateral Design W170 : R1 Typical party wall shear wall at L3 DESIGN DETAILS SELECTED SHEAR PANEL: S1_15132_10d@3 Panel Grade : St -I Nail Size : 10d Num Sides : One Panel Thick : 0.469 in Reqd Pen : 1.500 in Over Gyp Brd. : No Reqd. Spacing : 3 in Shear Capacity : 0.665 k/ft Adjusted Cap : 0.665 k/ft NOTE: AWC ND0-12 defines a 10d nail as being 3.0" x 0.1480" common, or 3.0" x 0.122" galvanized box SELECTED CHORD STRAP: MSTC66 18 SPF/HF Nail Clear Span : 18.00 in Fasteners (64) 16d_sinker Base Cap(CD=1): 3.434 k End Length nla in Reqd Chord Mat : SPF/HF CD factor : 1.6 Adjusted Cap : 5.495 k CROSS SECTION DETAILING a� i 5Q�\� C64 GrO6 � GrO� � 16.0-in fV; -- - 4 Chord Force =-5.418-k (LC12)(T) Chord Force = 9.717-k (LC8)(C) Strap Force = 5.418-k (LC12) A Strap Force = 5.418-k (LC12) S1_15/32_10d@3 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Arcllitec��\Fidalgo Flats\Calculations\Lateral\Lateral.rFl] Page 2 Company Quantum Consulting Engineers June 6, 2019 Designer Qing Hua 5:01 PM Job Number 19066001 Checked By: John Riley Model Name Lateral Design W246 (In -Plane) Typical party wall shear wall at L4 GENERAL Code Design Method Wall Material Panel Schedule Sel. Shear Panel AWC NDS-12:ASD Segmented DF2 User Selected S1_15/32_10d@3 DESIGN DETAILS GEOMETRY Total Height : 9.7 ft Total Length : 10.423 ft Max H/W Ratio : 0.93 K : 1.00 R1 �l MATERIALS Description Material Size Top PI DF2 2-2X4 Sill DF2 2X4 Wall Stud DF2 2X4 Chord DF2 3-2X4 ENVELOPED RESULTS Controlling Shear Shear Controlling Chord Strap Chord Strap Chord Chord Stud Stud Shear Region Shear Panel UC LC IlChord Strap UC LC UC LC UC LC R1 S1_15/32_loom 0.454 8 (S) MSTC40_2... 0.993 12 (S) 110166 18 (S) N/C NIC REGION INFORMATION Full -Height H/W Shear Shear Controlling Chord Stra Chord Stra Chord Chord Stud Stud Region Label Ratio UC LC Chord Strap UC LC WIUC LC UC ILC R1 0.93 lOo454 18 (S) MSTC40_24_Doan 0.993 12 (S) 10166 18 (S) I N/C I N/C DEFLECTION RESULTS Maximum Region Deflection (in) Deflection LC Finite Element Deflection (in) Shear Stiffness Adjustment Factor (SSAF) .09 (R1) 8 .533 11 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Architectu�\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 1 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 5:01 PM Job Number : 19066001 Checked By: John Riley Model Name : Lateral Design W246 : R1 (In -Plane) Typical party wall shear wall at L4 CRITERIA MATERIALS GEOMETRY Code : AWC NDS12dASD Wall Studs : DF2 Total Height : 9.7 ft Stud Size : 2X4 Total Length : 10.423 ft Wall Material :DF2 Chord Material :DF2 Region H/W : 0.93 Panel Schedule : User Selected Chord Size : 3-2X4 Cap. Adj. (2w/h) : 1.00 Aspect Ratio : 1.00 Optimize Strap : Yes Top PI & Sill : DF2 Gov. H/W Cap. : 1.00 Strap Manuf : SIMPSON Top PI Size : 2-2X4 Sill PI Size : 2X4 Stud Spacing : 16 in K : 1.00 ENVELOPE DIAGRAM Min: 7.645 at 9.7 ft 0 Max: 7.994 at 0 ft k V Max: -3.146 at 4.85 ft DESIGN SUMMARY Min: 14.172 at 9.7 ft SHEAR PANEL k-ft Required Ca :.302 k/ft Provided Cap :.665 k/ft i Ratio :.454 Governing LC : 8 (Seismic) CHORDS Max Comp Force: 5.271 k Comp Capacity : 7.089 k Comp Ratio :.744 Gov Comp LC : 8 Max Tens Force : 2.295 k ' Tens Capacity : 21.735 k Tens Ratio :.106 i Gov Tens LC : 12 i STUDS No gravity only LC solved. f , CHORD STRAP Required Cap : 2.295 k j Provided Cap : 2.31 k Ratio :.993 Governing LC : 12 DEFLECTIONS Flexure Comp :.008 in Shear Comp :.081 in HD Elong : 0 in M Tot Deflection :.09 in Max: 44.687 at 0 ft Governing LC : 8 RISA-3D Version 17.0.2 [M:\Johnson Oaklief ArctVtecfu�\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 1 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 5:01 PM Job Number : 19066,01 Checked By: John Riley Model Name : Lateral Design W246 : R1 Typical party wall shear wall at L4 DESIGN DETAILS SELECTED SHEAR PANEL: S1_15/32_10d@3 Panel Grade : St -I Nail Size : 10d Num Sides : One Panel Thick : 0.469 in Reqd Pen : 1.500 in Over Gyp Brd. : No Reqd. Spacing : 3 in Shear Capacity : 0.665 k/ft Adjusted Cap : 0.665 k/ft NOTE: AWC NDS-12 defines a 1004 nail as being 3.0" x 0.1480" common, or 3.0" x 0.122" galvanized box SELECTED CHORD STRAP . MSTC40 24 DF/SP Nail Clear Span : 24.00 in Fasteners : (20) 16d_sinker Base Cap(CD=1): 1.444 k End Length n/a in Reqd Chord Mat : DF/SP CD factor : 1.6 Adjusted Cap : 2.310 k CROSS SECTION DETAILING CP CP LO ey � 16.0-in nj cYi � U �I Chord Force =-2.295-k (LC12)(T) Chord Force — 5.271-k (LC8)(C) Strap Force = 2.295-k (LC12) Strap Force = 2.295-k (LC12) S1_15/32_10d@3 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Arclvtecxlt�\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 2 Company Quantum Consulting Engineers June 6, 2019 Designer Qing Hua 5:02 PM Job Number 19066,01 Checked By: John Riley Model Name Lateral Design W322 (In -Plane) Typical party wall shear wall at L5 GENERAL Code Design Method Wall Material Panel Schedule Sel, Shear Panel AWC NDS-12:ASD Segmented DF2 User Selected S 1 _15/32_10d@4 CJ DESIGN DETAILS Cr]X�L'il�l:�'1 Total Height : 9.6 ft Total Length : 10.423 ft Max H/W Ratio : 0.92 K : 1.00 R1 MATERIALS Description Material Size Top PI DF2 2-2X4 Sill DF2 2X4 Wall Stud DF2 2X4 Chord DF2 3-2X4 ENVELOPED RESULTS Controlling Shear Shear Controlling Chord Strap Chord Strap Chord Chord Stud Stud Shear Region Shear Panel UC LC Chord Strap UC LC UC LC UC LC R1 S1_15/32_1.88 10315 18 (S) IICS22_7_10...0.383 12 (S) 110322 10 (S) N/C N/C REGION INFORMATION Full -Height H/W Shear Shear Controlling Chord Stra Chord Stra Chord Chord Stud Stud Region Label Ratio UC LC Chord Strap UC LC 1UC LC UC LC R1 0.92 0.315 8 (S) CS22_7_10d_Dom 0.383 12 (S) 10322 110 (S) NIC N/C DEFLECTION RESULTS Maximum Region Finite Element Shear Stiffness Deflection (in) Deflection LC Deflection jAdjustment Factor (SSAF) .057 (R1) 8 10519 11 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Archit�ctu�\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 1 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 5:02 PM Job Number : 19066,01 Checked By: John Riley Model Name : Lateral Design W322 : R1 (In -Plane) Typical party wall shear wall at 15 CRITERIA MATERIALS GEOMETRY Code : AWC NDS-12:ASD Wall Studs : DF2 Total Height : 9.6 ft Stud Size : 2X4 Total Length : 10.423 ft Wall Material :DF2 Chord Material :DF2 Region H/W : 0.92 Panel Schedule : User Selected Chord Size : 3-2X4 Cap. Adj. (2w/h) : 1.00 Aspect Ratio : 1.00 Optimize Strap : Yes Top PI & Sill : DF2 Gov. H/W Cap. : 1.00 Strap Manuf : SIMPSON Top PI Size : 2-2X4 Sill PI Size : 2X4 Stud Spacing : 16 in K : 1.00 ENVELOPE DIAGRAMS Min: 4.143 at 9.6 ft in 0 Max: 4.489 at 0 ft 7 at 9.6 ft k-ft DESIGN SUMMARY SHEAR PANEL Required Cap :.16 k/ft Provided Cap :.51 k/ft Ratio :.315 Governing LC : 8 (Seismic) CHORDS Max Comp Force: 2.29 k Comp Capacity : 7.236 k Comp Ratio :.317 Gov Comp LC : 10 Max Tens Force :.324 k Tens Capacity : 21.735 k Tens Ratio :.015 Gov Tens LC : 12 STUDS No gravity -only LC solved. CHORD STRAP Required Cap :.324 k Provided Cap :.845 k Ratio :.383 Governing LC : 12 DEFLECTIONS Flexure Comp :.004 in Shear Comp :.053 in M HD Elong : 0 in Tot Deflection :.057 in 178 at 0 ft Governing LC : 8 RISA-3D Version 17.0.2 [M:\Johnson Oaklief Arcl�tecYur,�\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 1 Company : Quantum Consulting Engineers June 6, 2019 Designer : Qing Hua 5:02 PM Job Number : 19066101 Checked By: John Riley Model Name : Lateral Design W322 : R1 Typical party wall shear wall at L5 DESIGN DETAILS SELECTED SHEAR PANEL: S1_15132_10d@4 Panel Grade : St -I Nail Size : 10d Num Sides Panel Thick : 0.469 in Reqd Pen : 1.500 in Over Gyp Brd. Reqd. Spacing : 4 in Shear Capacity Adjusted Cap NOTE: AWC NDS-12 defines a 10d nail as being 3.0" x 0.1480" common, or 3.0" x 0.122" galvanized box SELECTED CHORD STRAP: CS22 7 10d DF/SP Nail Clear Span n/a in Fasteners End Length : 7.00 in Reqd Chord Mat CROSS SECTION DETAILING �\cQ o i oa tK ri Chord Force = 1.339-k (LC3)(C) Strap Force = 0.324-k (LC12) One No 0.510 k/ft 0.510 k/ft (10) 10d Base Cap(CD=1): 0.528 k DF/SP CD factor : 1.6 Adjusted Cap : 0.845 k 16.0-in S1_15/32_10d@4 oao ��1+ G�ti i` A \ Chord) Force = 2.290-k (LC10)(C) Strap Force = 0.324-k (LC12) RISA-3D Version 17.0.2 [M:\Johnson Oaklief Arcltitectu�\Fidalgo Flats\Calculations\Lateral\Lateral.rfl] Page 2 QUANTUM I CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 T. 206,957,3900 Seattle, WA 98101 F. 206,957,3901 Project Fidalgo Flats Job # 19066.01 Page of Client Madrona Real Estate By Qing Date 06/06/19 Subject Holdown Capacities Checked John Date Maximum Allowable Deliverable Loads Per IBC 2015 & NDS 2015 Compression controlled by Plate Crushing (F c i A j or Post Compression (F' c A W J Tension controlled by Holdown Rod Yielding (F y R y A j Fri= PC= Aw Fy= Ry= HD1 HD2 HD3 HD5 625 psi DF #2 508 psi 5.25 in sq 2x4 Stud 36000 psi ASTM A36 1.5 (5) Studs Compression = Tension = (6) Studs Compression = Tension = (6) Studs Compression = Tension = (7) Studs Compression = Tension = (7) Studs Compression = Tension = 13,325 lb 12,204 lb 3/4 " m Rod 15,989 Ib 18,036 lb 15,989 Ib 24,948 lb 1 " m Rod 18,654 Ib 41,202 lb 1 1/4 " m Rod 18,654 Ib 52,326 lb Cp= 0.235 F� 1350 psi Q U A N T U M I C O N S U L T I N G E N G I N E E R S 1511 Third Avenue, Suite 323 T. 206.957.3900 Seattle, WA 98101 F. 2060957,3901 Project Fidalgo Flats Job # 19066.01 Page of Client Madrona Real Estate By Qing Date 06/06/19 Subject Holdown Capacities Maximum Deliverable Loads Per IBC 2015 & NDS 2015 Compression controlled by Plate Crushing (F,iAw) Tension controlled by Holdown Rod Yielding (F y R y A j F�l= PC Aw Fy= Ry= HD1 f� HD3 H D4 HD5 625 psi DF #2 1106 psi 8.25 in sq 2x6 Stud 36000 psi ASTM A36 1.5 (4) Studs Compression = Tension = (4) Studs Compression = Tension = (6) Studs Compression = Tension = (6) Studs Compression = Tension = (6) Studs Compression = Tension = 20,625 lb 12,204 lb 20,625 Ib 18,036 lb 7/8 if 30,938 Ib 24, 948 lb 30,938 Ib 41,202 lb 1 1/4 " (D Rod 30,938 Ib 52,326 lb Cp= 0.512 F� 1350 psi Checked John Date SIMPSON StrongTie Anchor DesignerTyl Software Version 2.6.6703.0 1.Proiect information Customer company: Madrona Real Estate Investments, LL Customer contact name: Customer e-mail: Comment: 5/8" diameter rod 2. Input Data &Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast -in -place Material: AB_H Diameter (inch): 0.625 Effective Embedment depth, hef (inch): 15.000 Anchor category: - Anchor ductility: Yes hmin (inch): 17.13 Cmin (Inch): 3.75 Smin (Inch): 3.75 Company: QCE Date: 5/17/2019 Engineer: Qing Page: 1/5 Project: Fidalgo Flats Address: 1511 3rd Ave., Suite 323, Seattle, Wa Phone: 206-957-3900 E-mail: Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB5H (5/8"fr7) Project description: Location: Fastening description: HD1 Base Material Concrete: Normal -weight Concrete thickness, h (inch): 25.00 State: Uncracked Compressive strength, fe (psi): 3000 4�e,v: 1.0 Reinforcement condition: A tension, A shear Supplemental reinforcement: No Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore Edo requirement: No Build-up grout pad: No Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Sirong-Tis Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 wwwstrongtie.com SIMPSON StrongTie Anchor Designer "' Software Version 2.6.6703.0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [Ib]: 12204 Vuax [lb]: 0 Vuay [lb]: 0 <Figure 1> Company: QCE I Date: 5/17/2019 Engineer: Qing I Page: 2/5 Project: Fidalgo Flats Address: 1511 3rd Ave., Suite 323, Seattle, Wa Phone: 206-957-3900 E-mail: CII^ Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strone-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 wwwstrongtie.com B-69 r� <Figure 2> Anchor DesignerT"^ Software Version 2.6.6703.0 Company: QCE I Date: 5/17/2019 Engineer: Qing I Page: 3/5 Project: Fidalgo Flats Address: 1511 3rd Ave., Suite 323, Seattle, Wa Phone: 206-957=3900 E-mail: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Stronc-7ic Comprny Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com B=7O Anchor DesignerTv, Software Version 2.6.6703.0 3. Resulting Anchor Forces Anchor Tension load, Nua (lb) 1 Sum 12204.0 12204.0 Company: QCE Date: 5/17/2019 Engineer: Qing Page: 4/5 Project: Fidalgo Flats Address: 1511 3rd Ave., Suite 323, Seattle, Wa Phone: 206-957-3900 E-mail: Shear load x, Vuax (lb) 0.0 0.0 Maximum concrete compression strain (%°): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 12204 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'NY (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (Ib) 0 {bNsa (lb) 27120 0.75 20340 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.21 Nb = 16AaVf'cher (Eq. 17.4.2.2b) Aa fc (psi) har (in) Nb (lb) 1,00 3000 15,000 79953 Shear load y, Vuay (lb) 0.0 0.0 0.0 0.0 load combined, �Ncb = 0 (ANc/ANc°) Ved,N Pc,N 'Fcp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1 a) ANc (In2) ANco (In2) Ca,min (In) �ad,N �,N �cp,N Nb (Ib) � �Ncb (Ib) 1402.50 2025,00 15.00 0,900 1,25 1,000 79953 0,75 46722 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3) y%,P Ab g (in2) f'c (psi) 0 ONpn (lb) 1.4 2,10 3000 0,70 49345 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -lie Ccrnp��ny Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.56D.9000 Fax: 925.847.3871 www.strongtie.com StrongTie Anchor Designer "' Software Version 2.6.6703.0 Company: QCE Date: 5/17/2019 Engineer: Qing I Page: 5/5 Project: Fidalgo Flats Address: 1511 3rd Ave., Suite 323, Seattle, Wa Phone: 20M57-3900 E-mail: 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Tension Factored Load, Nua (lb) Design Strength, oNn (lb) Ratio Status Steel 12204 20340 0.60 Pass (Governs) Concrete breakout 12204 46722 0.26 Pass PAB5H (5/8"Rl) with hef = 15.000 inch meets the selected design criteria. 12. Warninas - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone; 925.560.9000 Fax: 925.847.3871 www.strongtie.com B=7n StrongTie Anchor Designer °" Software Version 2.6.6703.0 1.Proiect information Customer company: Madrona Real Estate Investments, LL Customer contact name: Customer e-mail: Comment: 3/4" diameter rod 2. Input Data &Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast -in -place Material: AB_H Diameter (inch): 0,750 Effective Embedment depth Anchor category: - Anchor ductility: Yes hmin (inch): 17.25 Cmin (Inch): 4.50 Smin (Inch): 4,50 h er (inch): 15.000 Company: QCE Date: 5/17/2019 Engineer: Cling Page: 1/5 Project: Fidalgo Flats Address: 1511 3rd Ave., Suite 323, Seattle, Wa Phone: 206-957-3900 E-mail: Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB6H (3/4"f71) Project description: Location: Fastening description: HD2 Base Material Concrete: Normal -weight Concrete thickness, h (inch): 25,00 State: Uncracked Compressive strength, fc (psi): 3000 : 1.0 Reinforcement condition: A tension, A shear Supplemental reinforcement: No Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: No Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpscn Strong -Tie Compe�ny Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com B-73 PCL XL error Furor: EXtraData gyrator: ReadImage .sition: 939344 SIMPSON StrongTie Anchor DesignerT"' Software Version 2.6.6703.0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [Ib]: 18036 Vuax [lb]: 0 Vuay [lb]: 0 <Figure 1> 180361b 0 Ib Company: QCE I Date: 5/17/2019 Engineer: Qing Page: 2/5 Project: Fidalgo Flats Address: 1511 3rd Ave., Suite 323, Seattle, Wa Phone: 206-957-3900 E-mail: 0 Ib Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com StrongTie <Figure 2> Anchor DesignerT"" Software Version 2.6.6703.0 Company: QCE I Date: 5/17/2019 Engineer: Qing Page: 3/5 Project: Fidalgo Flats Address: 1511 3rd Ave., Suite 323, Seattle, Wa Phone: 206-957-3900 E-mail: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Snipscn Shone -Tie Co{r�pany Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 wwwstrongtie.com B-75 Anchor Designer 1 a Software Version 2.6.6703.0 3. Resulting Anchor Forces Company: QCE Date: 5/17/2019 Engineer: Qing Page: 4/5 Project: Fidalgo Flats Address: 1511 3rd Ave., Suite 323, Seattle, Wa Phone: 206-957-3900 E-mail: Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (lb) Vuax (lb) Way (lb) J(Vuax)z+(Vuay)2 (lb) Sum 18036.0 0.0 0.0 Maximum concrete compression strain (%°): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 18036 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0,00 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (lb) 0 ONsa (lb) 40080 0,75 30060 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = 16AaVf'cher 3 (Eq. 17.4.2.2b) Aa Pc (psi) her (in) Nb (lb) 1,00 3000 15,000 79953 0.0 0.0 ONcb = 0 (ANc/ ANc°) Ve d,N `yc,N ycp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1 a) ANc (mZ) ANco (In2) Ca.m d,N,Np,N 1417,50 2025,00 15,00 0,900 1,25 1,000 79953 0,75 47222 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3) �Npn = �Yc,PNp = ��,P8Abyf'c (Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4) V'c,P Ab,9 (in') f'c (psi) 0 ONpn (lb) 1A 3,53 3000 0,70 83120 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. E,,,r,pscn �rrong-Tic Cunipany Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com B-76 StrongTO lo Anchor DesignerT"' Software Version 2.6.6703.0 Company: QCE Date: 5/17/2019 Engineer: Qing Page: 5/5 Project: Fidalgo Flats Address: 1511 3rd Ave., Suite 323, Seattle, Wa Phone: 206-957-3900 E-mail: 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Tension Factored Load, Nu. (Ib) Design Strength, 0Nn (Ib) Ratio Status Steel 18036 30060 0.60 Pass (Governs) Concrete breakout 18036 47222 0.38 Pass PAB6H (3l4"Ri) with hef = 15.000 inch meets the selected design criteria. 12. Warninas - Designer must exercise own judgement to determine if this design is suitable. Input data and results Bm must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company hro. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor DesignerT"' Software Version 2.6.6703.0 1.Project information Customer company: Madrona Real Estate Investments, LL Customer contact name: Customer e-mail: Comment: 7/8" diameter rod 2. Input Data &Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast -in -place Material: AB_H Diameter (inch): 0.875 Effective Embedment depth Anchor category: - Anchor ductility: Yes hmin (Inch): 17.38 ,min (Inch): 5.25 Smin (Inch): 5,25 h er (inch): 15.000 Company: QCE Date: 5/17/2019 Engineer: Cling Page: 1/5 Project: Fidalgo Flats Address: 1511 3rd Ave., Suite 323, Seattle, Wa Phone: 206-957-3900 E-mail: Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Bolt - PA67H (7/8"fD) Project description: Location: Fastening description: HD3 Base Material Concrete: Normal -weight Concrete thickness, h (inch): 25.00 State: Uncracked Compressive strength, fe (psi): 3000 : 1.0 Reinforcement condition: A tension, A shear Supplemental reinforcement: No Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: No Input data and results BM must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpsor� Strong -Tic Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 wwwstrongtie.com Anchor DesignerT"" Software Version 2.6.6703.0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [Ib]: 24948 /uax [lb]: 0 Vuay [lb]: 0 <Figure 1> e Company: QCE Date: 5/17/2019 Engineer: Cling Page: 2/5 Project: Fidalgo Flats Address: 1511 3rd Ave., Suite 323, Seattle, Wa Phone: 206-957-3900 E-mail: b nput data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Coirii�any Ina 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com B-79 StrongTie <Figure 2> Anchor Designer "' Software Version 2.6.6703.0 Company: QCE Date: 5/17/2019 Engineer: Qing I Page: 3/5 Project: Fidalgo Flats Address: 1511 3rd Ave., Suite 323, Seattle, Wa Phone: 206-957-3900 E-mail: Input data miles and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Sireng-Tic Compai�.y Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor DesignerT"" �ya�vt"rr Software Version 2.6.6703.0 L Resulting Anchor Forces Company: QCE Date: 5/17/2019 Engineer: Qing Page: 4/5 Project: Fidalgo Flats Address: 1511 3rd Ave., Suite 323, Seattle, Wa Phone: 206-957-3900 E-mail: Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (lb) VUax (lb) Way (lb) V(Vuax)2+(Vuay)2 (lb) Sum 24948.0 0.0 0.0 Maximum concrete compression strain (%°): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 24948 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (lb) ONsa (lb) 5544041580 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = 16AaVf'°her (Eq. 17.4.2.2b) Aa f'G (psi) har (in) Nb (lb) 1,00 3000 15,000 79953 0.0 0.0 0.0 0.0 ON°a = 0 (ANc/ANc°)'Yd,N'yc,N'Yp,NNn (Sec. 17.3.1 & Eq. 17.4.2.1a) ANc (In2) ANco (Inz) Ca,min (In) �ed,N �C,N �cp,N Nb (Ib) � ¢Ncb (Ib) 1423,13 2025,00 15,00 0,900 1.25 1,000 79953 0.75 47409 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3) 41Npn = 41:o,PNp = 41�c,P8Abrgf'c (Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4) Ysp Abrg (in') Pc (psi) 0 ONpn (lb) 1A 4,07 3000 0,70 95609 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Siirq�soi�. Stior�g-lie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 wwwstrongtie.com Anchor Designer "' Software Version 2.6.6703.0 Company: QCE I Date: 5/17/2019 Engineer: Qing Page: 5/5 Project: Fidalgo Flats Address: 1511 3rd Ave., Suite 323, Seattle, Wa Phone: 206-957-3900 E-mail: 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Tension Factored Load, Nu. (lb) Design Strength, oNn (lb) Ratio Status Steel 24948 41580 0.60 Pass (Governs) Concrete breakout 24948 47409 0.53 Pass Pullout 24948 95609 0,26 Pass PA67H (7/8"17J) with hef=15.000 inch meets the selected design criteria. 12. Warninas - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Sirong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com B=vL L n ~ Anchor Designerinn Software Version 2.6,6703.0 1.Proiect information Customer company: Madrona Real Estate Investments, LL Customer contact name: Customer e-mail: Comment: 1-1/4" diameter rod 2. Input Data &Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast -in -place Material: AB_H Diameter (inch): 1.125 Effective Embedment depth Anchor category: - Anchor ductility: Yes hmin (Inch): 20.75 Crain (Inch): 6.75 Smin (Inch): 6,75 het (Inch): 18.000 Company: QCE I Date: 5/17/2019 Engineer: Qing Page: 1/5 Project: Fidalgo Flats Address: 1511 3rd Ave., Suite 323, Seattle, Wa Phone: 206-957-3900 E-mail: Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB9H (1 1/8"fd) Project description: Location: Fastening description: HD4 Base Material Concrete: Normal -weight Concrete thickness, h (inch): 25.00 State: Uncracked Compressive strength, f. (psi): 3000 : 1.0 Reinforcement condition: A tension, A shear Supplemental reinforcement: No Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore Edo requirement: No Build-up grout pad: No Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson SGeng-Tle Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 wwwstrongtie.com B-83 StrongTie Anchor DesignerT"' Software Version 2.6.6703.0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [Ib]: 41202 Vuax [lb]: 0 Vuay [lb]: 0 <Figure 1> 41202 Ib Company: QCE Date: 5/17/2019 Engineer: Qing Page: 2/5 Project: Fidalgo Flats Address: 1511 3rd Ave., Suite 323, Seattle, Wa Phone: 206-957-3900 E-mail: 0 Ib Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Sinipscn Sfron�-Tie Coinpeny Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com StrongTie <Figure 2> Anchor DesignerT"" Software Version 2.6.6703.0 Company: QCE I Date: 5/17/2019 Engineer: Qing I Page: 3/5 Project: Fidalgo Flats Address: 1511 3rd Ave., Suite 323, Seattle, Wa Phone: 206-957-3900 E-mail: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Sirong Tie Compe,ny Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com B-85 E.-�Iwl�.-��►■ Anchor Designer "' Software Version 2.6.6703.0 3. Resulting Anchor Forces Company: QCE Date: 5/17/2019 Engineer: Qing Page: 4/5 Project: Fidalgo Flats Address: 1511 3rd Ave., Suite 323, Seattle, Wa Phone: 206-957-3900 E-mail: Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (lb) VUax (lb) Way (lb) J(Vaax)Z+(Vuay)Z (lb) 1 41202.0 0.0 0.0 0.0 Sum 41202.0 0.0 0.0 0.0 Maximum concrete compression strain (%°): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 41202 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'NY (inch): 0,00 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (lb) 0 ONsa (lb) 95375 0,75 71531 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = 16aaVfcher 3 (Eq. 17.4.2.2b) as f° (psi) hey (In) Nb (lb) 1,00 3000 18,000 108343 O Ncb = 0 (ANc/ANc°) Ted,N %,N V'cp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1 a) ANc (InZ) ANC° (In2) Ca, d,N p,N 1711,88 2916,00 15,00 0,867 1,25 1,000 108343 0,75 51678 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3) /dNpn = �Y,PNp = �Yo,P8Abryf'c (Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4) 'PC,P Ab,9 (in2) fc (psi) ¢ ONpn (lb) 1.4 6,37 3000 0,70 149822 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. E!inipson Sirono-Tic- Comrany Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 wwwstrongtie.com � i • E-7g►��-�a►■ Anchor DesignerT"' Software C= Version 2.6.6703.0 QD Company: QCE I Date: 5/17/2019 Engineer: Qing Page: 5/5 Project: Fidalgo Flats Address: 1511 3rd Ave., Suite 323, Seattle, Wa Phone: 206-957-3900 E-mail: 11. Results 11. Interaction of Tensile and Shear Forces (Sec. DIP Tension Factored Load, Nua (lb) Design Strength, oNn (lb) Steel 41202 71531 Concrete breakout 41202 51678 Pullout 41202 149822 PAB9H (1 1/8"0) with hef = 18.000 inch meets the selected design criteria. 12. Warninas Designer must exercise own judgement to determine if this design is suitable. Ratio Status 0.58 Pass 0.80 Pass (Governs) 0.28 Pass Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. �impscn Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 wwwstrongtie.com B=O7 StrongTie Anchor Clesignerlivi Software Version 2.6.6703.0 1.Proiect information Customer company: Madrona Real Estate Investments, LL Customer contact name: Customer e-mail: Comment: 1-1/4" diameter rod 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast -in -place Material: AB_H Diameter (inch): 1.250 Effective Embedment depth, her (inch): 20,000 Anchor category: - Anchor ductility: Yes hmin (Inch): 23.00 Cmin (Inch): 7,50 Smin (Inch): 7.50 Company: QCE Date: 5/17/2019 Engineer: Qing Page: 1/5 Project: Fidalgo Flats Address: 1511 3rd Ave., Suite 323, Seattle, Wa Phone: 206-957-3900 E-mail: Project description: Location: Fastening description: HD5 Base Material Concrete: Normal -weight Concrete thickness, h (inch): 25.00 State: Uncracked Compressive strength, fc (psi): 3000 Wo,v: 1.0 Reinforcement condition: A tension, A shear Supplemental reinforcement: No Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: No Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Bolt- PAB10H (1 1/4"DJ) Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 wwwstrongtie.com � i i Anchor DesignerT"" Software Version 2.6.6703.0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: N„a [Ib]: 52326 Vuax [lb]: 0 V„ay [lb]: 0 <Figure 1> 0 Ib Company: QCE Date: 5/17/2019 Engineer: Qing Page: 2/5 Project: Fidalgo Flats Address: 1511 3rd Ave., Suite 323, Seattle, Wa Phone: 206-957-3900 E-mail: C�]L� Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Stro!�o-Tie Com��ny Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 wwwstrongtie.com • StrongTie <Figure 2> Anchor DesignerTiv, Software Version 2.6.6703.0 Company: QCE I Date: 5/1712019 Engineer: Qing I Page: 3/5 Project: Fidalgo Flats Address: 1511 3rd Ave., Suite 323, Seattle, Wa Phone: 206-957-3900 E-mail: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Sirong-1 ie Compan/ Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 wwwstrongtie.com B-90 SU03 TOie Anchor DesignerT°" Software Version 2.6,6703.0 Company: QCE Date: 5/17/2019 Engineer: Qing Page: 4/5 Project: Fidalgo Flats Address: 1511 3rd Ave., Suite 323, Seattle, Wa Phone: 206-957-3900 E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (lb) Vuax (lb) Way (lb) J(Vuax)2+(Vuay)2 (lb) 1 5232600 0.0 0.0 0.0 Sum 0.0 Maximum concrete compression strain (%°): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 52326 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Naa (lb) 0 ONsa (lb) 121125 0.75 90844 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = 1611aw Cher 3 (Eq. 17.4.2.2b) a.a f'c (psi) he (in) Nb (lb) 1,00 3000 20.000 129141 O Ncb = Id (ANc/ANc°)'Yea,N�Yc,NrYep,NNb (Sec. 17.3.1 & Eq. 17.4.2.1a) ANc (InZ) ANco (In2) Ca,min (m) yed,N �C,N 852.50 3600.00 15.00 0.850 6. PulloAut Strength of Anchor in Tension (Sec. 17.4.31 �c,P$Abrgf'c yc,P Ab.9 (in2) f'c (psi) ¢ ONpn (lb) 1A 8,39 3000 0,70 197427 0.0 �cp,N .000 0.0 129141 0.75 �Ncb Input data 852.50 3600.00 15.00 0.850 6. PulloAut Strength of Anchor in Tension (Sec. 17.4.31 �c,P$Abrgf'c yc,P Ab.9 (in2) f'c (psi) ¢ ONpn (lb) 1A 8,39 3000 0,70 197427 0.0 �cp,N .000 0.0 129141 0.75 �Ncb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Siir�pscr� Sirong-lie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.90D0 Fax: 925.847.3871 wwwstrongtie.com B-91 StrongTie Anchor DesignerT"' Software Version 2.6.6703.0 Company: QCE I Date: 5/17/2019 Engineer: Qing I Page: 5/5 Project: Fidalgo Flats Address: 1511 3rd Ave., Suite 323, Seattle, Wa Phone: 206-957-3900 E-mail: 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Tension Factored Load, Nua (lb) Design Strength, oNa (lb) Ratio Status Steel 52326 90844 0,58 Pass Concrete breakout 52326 52955 0.99 Pass (Governs) Pullout 52326 197427 0,27 Pass PA610H (1 1/4"R1) with hef = 20.000 inch meets the selected design criteria. 12. Warninas Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Comp��ny Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 wwwstrongtie.com B-92 QUANTUM I CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206.957.3900 FAX 206.957.3901 1014 18TH STREET cLNACORTES,98221 Quantum Job Number: 19066.01 C-� i 17 Y Y 16 I I 1 1 17 II m®T I tt1 I I I I No I, W T(� I J Z� I I I , 00 �v I, m_ bN I JI m ® T � L � 3^.2 N I,,NP W Z�Q � I � x cam -------> I I � m ®� T BI y_=—n==� 9- ____ � o N 1Ip 3/542 - zs� I' V JI V W iu II 16 Lu b---------- 7 C�i V I le I I li N �I ILi-�� \Zn, ________ ---- �' `--- n-- ------------ - - ---- - -- -- --- -- - ----- -- rn -- ----- -- ---- ��-� ---------- -- ---------- -- N c n I -. 11C.I, I� 12 om_ d I ',w Ul ` Ss . csis 3� SSs/•?+s ' S��.�I HY�'�i : HI 193 _ _ I Ifo JI JI w /; JI to / ip In 7- _— FT 7 ul V / / .yl y/ m 21 >-----------6 — --; - — — 51N-6 _ N U1 w �+ p � ' oST�Bi II 10/543 JJ It La 19 3 w ---- --- m®` (N�MR �Tje JI /III JI � - l I l��y. \0�y � ➢O� de f I D6L.JI LI i DBL. 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Imo/ I I I I I+F I I I I I I I /S/ I N N� tff�illll I � I 6$� ?+F ^ I m ; I S/61 I I I CO& L____ ______J L-___--_____�_____.i _______ ---------- �#_______I ___________ !YEA _bi._____________ N ---------- ^ i �./`=8 F 0 R T E MEMBER REPORT Roof and roof deck, 1 1 piece(s) 11 7/8" T3I@ 360 @ 16" OC Overall Length: 15 9" 15' C It All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results AcWal � Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1500 @ 15' 4 1/2" 1505 (3.50") Passed (100%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1440 @ 3 1/2" 1705 Passed (84%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 5521 @ 719 1/2" 6180 Passed (89%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.388 @ 7' 9 1/2" 0.506 Passed (L/469) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.559 @ 7' 9 1/2" 0.758 Passed (L/325) 1.0 D + 1.0 L (All Spans) TJ-Pror^' Rating 55 45 Passed • Deflection criteria: U. (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 3' 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 structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-Pro'" Rating include: 5/8" Gypsum ceiling. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Live Total 1- Stud wall - HF 3.50" 3.50" 3.46" 457 1039 1496 Blocking 2 - Stud wall - HF 5.50" 3.75" 3.48" 467 1061 1528 13/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF•) 0 to 15' 9" 16" 14.0 100.0 Roof deck Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressty 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 facilittes are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR4153 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. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator G!ing Hua Huang Quantum Consulting Engineers (206) 957-3918 qh uang @ quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA PASSED System :Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO l SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 3 of 75 FORTE MEMBER REPORT Roof and roof deck, 2 1 piece(s) 11 7/8" TJI@ 360 @ 16" OC ®verall Length: 20 10" 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 Acdtal @I Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 746 @ 4 1/2" 1731 (3.50") Passed (43%) 1,15 1.0 D + 1.0 S (All Spans) Shear (Ibs) 723 @ 5 1/2" 1961 Passed (37%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft Ibs) 3691 @ 10' 6" 7107 Passed (52%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.332 @ 10' 6" 1,013 Passed (L/733) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.716 @ 10' 6" 1.350 Passed (L/339) 1.0 D + 1.0 S (All Spans) • Deflection criteria: U. (L/240) and 7L (LJ180). Top Edge Bracing (Lu): Top compression edge must be braced at 4' 10" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 20' 8" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1- Stud wall - HF 5.50" 3.75" 1.75" 406 350 756 13/4" Rim Board 2 - Stud wall - HF 3.50" 3.50" 1.75" 400 344 744 Blocking • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Loads Location (Side) Spacing Dead (o.70) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 20' 10" 16" 29.0 25.0 Roof Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having judsdiction. 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 ESR4153 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. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3918 huang@quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA PASSED System :Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 0/12 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 4 of 75 F 0 R T E MEMBER REPORT Roof and roof deck, 3 PASSED 1 piece(s) 3 1/2" x 11 7/S" 1,55E TimberStrand@ LSL Overall Length: 5' 10" G 5' 2" 0 All locations are measured from the outside face of left support (or left cantilever end).Ail dimensions are horizontal.;Drawing is Conceptual Design Results Deflection Actual � Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 5330 @ 2 1/2" 5670 (4.00") Passed (94%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2912 @ V 3 7/8" 8590 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 6702 @ 2' 11" 15953 Passed (42%) 1.00 1.0 D + 1.0.L (All Spans) Live Load Dell. (in) 0.049 @ 2' 11" 0.181 Passed (L/999+) -- 1s0 D + 1.0 L (All Spans) Total Load Dell. (in) 0.071 @ 2' 11" 0.271 Passed (L/919) - 1.0 D + 1.0 L (All Spans) criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 5' SO" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 10" o/c unless detailed otherwise. Supports Bearing Loads fo Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1- Stud wall - HF 4.00" 4.00" IN' 1655 3675 5330 Blocking 2 - Stud wall - HF 4.00" 4.00" 3.76" 1655 3675 5330 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location (Side) Tributary Width Dead (0.90) Floor Live (i.Do) Comments 0 - Self Weight (PLF) 0 to 5' 10" N/A 13.0 1 - Uniform (PSF) 0 to 5' 10" (Top) 12' 7 3/16" 44.0 100.0 Roof deck 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/woodprGducts/document-library. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (20G)957-3918 ghuang@quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA System : Flaor Member Type : Flush Beam Building Use : Residential Building Code: IBC 2015 Design Methodology : ASO l SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 5 of 75 11 �� FORTE MEMBER REPORT Roof and roof deck, 4 PASSED 1 piece(s) 3 1/2" x 11 7/8" 1,55E TimberStrand@ LSL Overall Length: 8' 8" 7' 9" 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Deflection Actual @Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2303 @ 4" 7796 (5.50") Passed (30%) 1.0 D + Ss0 L (All Spans) Shear (Ibs) 1533 @ 1' 5 3/8" 8590 Passed (18%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4251 @ 4' 4" 15953 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.054 @ 4' 4" 0.267 Passed (L/999+) - 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.080 @ 4' 4" 0.400 Passed (L/999+) 1.0 D + 1.0 L (All Spans) criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 8' 8" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 8" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Frye Total 1- Stud wall - HF 5.50" 5.50" 1.62" 743 1560 2303 Blocking 2 - Stud wall - HF 5.50" 5.50" 1.62" 743 1560 2303 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the fur( load is applied to the member being designed. Loads Location (Side) Tributary Width Dead (o.7u) Floor Live (i.00) comments 0 - Self Weight (PLF) 0 to 8' 8" N/A 13.0 1 - Uniform (PSF) 0 to 8' 8" (Top) 3' 7 3/16" 44.0 100.0 Roof deck Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. product praduapplication, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3918 ghuang@quantumce.com Job Notes Fidalgo Flats 1014 1Bth St. Anacortes, WA System :Floor Member Type: Flush Beam Building Use : Residential Building Code: IBC 2015 Design Methodology: ASD 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 6 of 75 0 MEMBER REPORT Roof and roof deck, 5 PASSED F O R T E 1 piece(s) 5 1/4" x 11 7/8" 2.2E Parallam@ PSL Overall Length: 10 1-1 P 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) • Deflection criteria: LL (1/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at SO' 6" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 6" o/c unless detailed otherwise. Bearing Loads to Supports (Ibs) Supports Total Available Required Dead Floor Total Accessories Live 1 - Hanger on it 718" PSL beam 5,50" Hanger' 2,70" 3014 6625 9639 See note' 2 - Stud wall - HF 5.50" 5.50" 4,43" 2954 6475 9429 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 • I See Connector grid below for additional information and/or requirements. System :Floor Member Type :Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Connectors • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • I See Connector grid below for additional information and/or requirements. System :Floor Member Type :Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Connectors Support odel Seat Length Top Nails Face Nails Member Nails Accessories 1-Face Mount Hanger HGUS5.50/10 4.00" N/A 46-16d 16-16d None LOadS Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 5 1/2" to 10' 11" N/A 19.5 1 - Uniform (PSF) 0 to 10' 11" (Top) 12' 44.0 100.0 Roof deck Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to Circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www,weyerhaeuser.com/woodproducts/document-library. product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Ding Hua Huang Quantum Consulting Engineers (206)957-3918 ghuang@quantumce.com Job Notes Fidalgo Flais 1014 18th Si. Anacortes. WA 1" SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forie v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 7 of 75 13 o R r C G MEMBER REPORT Roof and roof deck, 6 PASSED r f1 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand@ LSL Overall Length: 6' 1 tt� 6' 1" L All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Desi n Results Actual � Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2887 @ 1 1/2" 4253 (3.00") Passed (68%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1800 @ 1' 2 7/8" 9878 Passed (18%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 4397 @ T 3 1/2" 18346 Passed (24%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.026 @ 3' 3 1/2" 0.211 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.058 @ T 3 1/2" 0.317 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 6' 7" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 7" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Its) Accessories Total Available Required Dead Snow Total 1- Stud wall - HF 3,00" 3.00" 2.04" 1570 1317 2887 Blocking 2 - Stud wall - HF 3,00" 3.00" 2.04" 1570 1317 2887 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 6' 7" N/A 13.0 1 - Uniform (PSF) 0 to 6' 7" (Top) 16' 29.0 25.0 Roof Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressty 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 author'Ry having jurisdiction. The designerof 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. product application; Input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3918 ghuang C qu antumce.com Fidalgo Flats 1014 18th St. Anacones, WA System :Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD (Z� SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 8 of 75 00 F O R T E v MEMBER REPORT Roof and roof deck, 7 PASSED 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand® LSL Overall Length: I&+ 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 O Location Allowed Result LDP Load: Combination (Pattern) Member Reaction (Ibs) 2503 @ 4" 5316 (3.75") Passed (47%) - 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2036 @ 1' 5 3/8" 9878 Passed (21%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 8270 @ 7' 1 1/2" 18346 Passed (45%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.175 @ 7' 1 1/2" 0.453 Passed (L/931) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.392 @ 7' 1 1/2" 0,679 Passed (L/415) 1.0 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 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. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1- Stud wall - HF 5,50" 3.75" 1.77" 1413 1140 2553 13/4" Rim Board 2 - Stud wall - HF 5.50" 5.50" 1.80" 1415 1140 2555 Blocking • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. LOadS MM Location (Side) Tributary Width Dead tv*vw) Snow (1.15) Comments 0 - Self Weight (PLF) 1314" to 14' 3" N/A 13.0 1 - Uniform (PSF) 0 to 14' 3" (Top) 6' 4 13/16" 29.0 25.0 Roof 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/woDdproducts/document-library. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Cling Hua Huang quantum Consulting Engineers (206)957-3918 ghuang C quantumce.com Job Notes Fidalgo Flats 1 D14 18th St. Anacortes, WA System :Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Member Pitch: 0/12 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 9 of 75 15 ,g F 0 R T E MEMBER REPORT Roof and roof deck, 8 PASSED 1 1 piece(s) 3 1/21' x 11 7/8" 1.55E TimberStrand@ LSL Overall Length: 8' 7" 7, 8" 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 @ Lowtion Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1006 @ 4" 7796 (5.50") Passed (13%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 667 @ 1' 5 3/8" 9878 Passed (7%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1836 @ 4' 3 1/2" 18346 Passed (10%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.015 @ 413 1/2" 0.264 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.034 @ 4' 3 1/2" 0.396 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 8' 7" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 7" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - HF 5.50" 5.50" 1.50" 566 440 1006 Blocking 2 - Stud wall - HF 5.50" 5.50" 1.50" 566 440 1006 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location (Slue) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 8' 7" N/A 13.0 1 - Uniform (PSF) 0 to 8' 7" (Top) 4' 1 3/16" 29.0 25.0 Roof Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports. Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducLs/document-library. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Cling Hua Huang Quantum Consulting Engineers (206) 957-3916 ghuang C quantumce.com Job Notes Fidalgo Flats 1014 181h St. Anacortes, WA System :Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 0/12 l SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 10 of 75 �00 FORTE ,q, MEMBER REPORT Roof and roof deck, 9 PASSED 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand@ LSL Overall Length: 5' 5" , Le 4' 10" ~ 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 LDp Load: Combination (pattern) Member Reaction (Ibs) 2083 @ 2" 4961 (3.50") Passed (42%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1097 @ 1' 3 3/8" 9878 Passed (11%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft Ibs) 2484 @ 218 1/2" 18346 Passed (14%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.011 @ 218 1/2" 0.169 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.024 @ 2' 8 1/2" 0.254 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 5' S" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 5" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1- Stud wall - HF 3.50" 3.50" 1.50" 1135 948 2083 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 1135 948 2083 Blocking Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. LDada Location (Side) Tributary width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 5151, N/A 13.0 1 - Uniform (PSF) 0 to 5' 5" (Top) 14' 29.0 25.0 Roof Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang quantum Consulting Engineers (206) 957-3918 ghuang C�qua ntumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes. WA System :Roof Member Type : Flush Beam Building Use: Residential Building Code : IBC 2015 Design Methodology: ASD Member Pitch: 0/12 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 11 of 75 17 �� MEMBER REPORT Roof and roof deck, 10 F 0 R T E 1 piece(s) 3 1/2" x 11 7/8" 1.55E Timber5trand@ L5L PASSED Overall Length: 4' to All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Desi n Results Actual O Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4492 @ 2" 4961 (3.50") Passed (91%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2246 @ 3' 5 5/8" 8590 Passed (26%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4472 @ 2' 3 3/4" 15953 Passed (28%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl.(in) 0.025 @ 2'3 3/4" 0.143 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.036 @ 2' 3 3/4" 0.215 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 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. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1- Stud wall - HF 3.50" 3.50" 3.17" 1393 3099 4492 Blocking 2 - Hanger on 117/8" LSL beam 3.50" Hanger' 1.50" 1465 3266 4731 See note 1 • 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 • 1 See Connector grid below for additional information and/or requirements. System :Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top ails Face Nails Member Nails Accessories 2- Face Mount Hanger HHUS48 3,00" N/A 22-16d 8-16d None LOadS Lowtion(Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 4' 5 1/2" N/A 13.0 1 - Uniform (PSF) 0 to 4' 9" (Top) 13' 4 13/16" 44.0 100.0 Roof deck Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressty disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need far 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. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3918 ghuang@1quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes. WA 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 12 of 75 FORTE '° MEMBER REPORT Roof and roof deck, 11 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand0 LSL J Overall Length: 5' 9" 5' 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) Member Reaction (Ibs) 4119 @ 5' 7" 4961 (3.50") Passed (83%) 1.0 D + 1,0 L (All Spans) Shear (Ibs) 3857 @ 4' 5 5/8" 8590 Passed (45%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 5423 @ 4' 2 1/2" 15953 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) UK @ 311 1/4" 0.181 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.046 @ 311 1/4" 0.271 Passed (L/999+) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (LJ360) 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. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Beam - HF 3.50" 3.50" 1.50" 578 1212 1790 Blocking 2 - Stud wall - HF 3.50" 3.50" 2.91" 1299 2820 4119 Blocking • Blocking Panels are assumed to carry no loads applied directly strove them and the full load is applied to the member being designed. Loads Location cation (Side) Tributary Width Dead (o.go) Floor Live (S.00) Comments 0 - Self Weight (PLF) 0 to 5' 9" N/A 13.0 1 - Uniform (PSF) 0 to 5' 9" (Top) 11411 44.0 100.0 Roof deck 2 - Point (lb) 4' 2 1/2" (Top) N/A 1465 3266 Roof deck Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3918 ghuang @ quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA System :Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD l SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 13 of 75 00 r O T C " MEMBER REPORT Roof and roof deck, 12 i�mir 1 G 2 piece(s) 2 x 10 Hem -Fir No. 2 PASSED Overall Length:.3 6" 3' 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Deflection Actual � Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 930 @ 3' 4 1/2" 3645 (3.00") Passed (26%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 923 @ 2' 5 3/4" 2775 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1463 @ 1' 9 1/2" 3333 Passed (44%) 1,00 1.0 D + 1.0 L (All Spans) Live Load Dell. (in) 0.006 @ 1' 9 1/16" 0.108 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Dell. (in) 0.009 @ 1' 9 1/16" 0.162 Passed (L/999+) 1.0 D + 1.0 L (All Spans) 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 NDS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Trimmer - HF 3.00" 3.00" 1.50" 294 590 884 None 2 - Trimmer - HF 3.00" 300" 1.50" 309 622 931 None I Lwo a Location (Side) Tributary Width Dead (D.go) Floor Live (S.oO) Comments 0 - Self Weight (PLF) 0 to 3' 6" N/A 7.0 1 - Point (lb) 1' 9 1/2" N/A 578 1212 Roof deck Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuserw product literature and installation details refer to ww.weyerhaeuser.com/woodproducts/document-library. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator ' Qing Hua Huang Quantum Consulting Engineers (206) 957-3918 qh uang @ quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes. WA System :Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD (Z� SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 14 of 75 ' O F O R T E MEMBER REPORT Roof and roof deck, 13 PASSED 2 piece(s) 1 3/4" x 11 7/8" 1.55E `FinnheirStri d@ LSL Overall Length: 6' 0" J 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) Member Reaction (Ibs) 3697 @ 1 1/2" 4253 (3,00") Passed (87%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2322 @ 1' 2 7/8" 8590 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 5708 @ 3' 4" 15953 Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.049 @ 3' 4" 0.214 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.076 @ 3' 4" 0.321 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 6' 8" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 8" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1- Stud wall - HF 3.00" 3.00" 2.61" 1308 2389 250 3947 Blocking 2 - Stud wall - HF IN" 3.00" 2.61" 1308 2389 250 3947 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loaf�a Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 6811 N/A 13.0 t - Uniform (PSF) 0 to 6' 8" (Top) 3' 6" 8.0 Guardrail 2 - Uniform (PSF) 0 to 6' 8" (Top) 71211 44.0 100.0 Roof deck 3 - Uniform (PSF) 0 to 6' 8" (Top) 3' 12.0 25.0 Roof overhang Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library, product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Cling Hua Huang Quantum Consulting Engineers (206)957-3918 ghuang @ quantumce.com Job Notes Fidalgo Flats 1014 18ih St. Anacortes, WA System :Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO I� SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: b7.1.1.3 Gravity design.4te Page 15 of 75 1 F 0 R T E MEMBER REPORT Roof and roof deck, 14 1 piece(s) 5 1/4" x 11 7/8" 2.2E Parallant@ PSL Overall Length: 16 10 1/2" 7' 10 1 /4" � All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual � Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 11870 @ 8' 4" 11694 (5.50") Passed (102%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 4545 @ 7' 1 3/8" 12053 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -9747 @ 8' 4" 29854 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.044 @ 12' 7 11/16" 0.274 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.061 @ 3' 10 15/16" 0.410 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 16' 9" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16' 9" o/c unless detailed otherwise. Supports Bearing Loads W Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1- Stud wall - HF 3.00" 3.00" 1.94" 1331 2787/-385 270 4388/-385 Blocking 2 - Stud wall - HF 5.50" 5.50" 5.58" 4175 7695 527 12397 Blocking 3 - Stud wall - HF 5.50" 3.75" MY' 1360 2943/-275 104 4407/-275 13/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • 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 Location (Side) Width (0.90) (1.00) (i.15) Comments 0 - Self Weight (PLF) 0 to 16' 8 3/4" N/A 19.5 1 -Uniform (PSF) 0 to 16'010 1/2" 71611 44.0 100.0 Roof deck 2- Uniform (PSF) 0 to 1010 1/2° 6' 3' 6" 8.0 - Guardrail 3 - Uniform (PSF) 0 to 7' 11" (Top) 3' 12.0 25.0 Roof overhang 4 - Uniform (PSF) 7' 11" to 16' 10 11311 1990 25.0 Roof 1 2" o Notes Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang. Quantum Consulting Engineers (206) 957-3918 ghuang C quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anaeortes, WA PASSED System :Floor Member Type : Flush Beam Building Use : Residential Building Code: IBC 2015 Design Methodology : ASD (Z� SUSTAINABLE FORESTRY INITIATIVE 6/7/2D19 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 16 of 75 F 0 R T E MEMBER REPORT Roof and roof deck, 15 PASSED 1 piece(s) 3 1/2" x 11 7/S" 1.55E TimberStrand@ LSL Overall Length: f 3" 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 to Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2591 @ 6' 11" 7796 (5.5011) Passed (33%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1531 @ 5' 9 5/8" 8590 Passed (18%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3575 @ 4' 7/8" 15953 Passed (22%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.034 @ 3' 8 13/16" 0.219 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.049 @ 3' 8 11/16" 0.329 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 T 3" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1- Stud wall - HF 5.50" 5.50" 1.50" 574 1280 1854 Blocking 2 - Stud wall - HF 5.50" 5.50" 1.83" 753 1839 2592 Blocking • Blacking 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 Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to T 3" N/A 13.0 1 - Uniform (PSF) 0 to 7' 3" (Top) 2' 8 3/8" 44.0 100.0 Roof deck 2 - Uniform (PSF) 317 1/2" to 6' 9 31811 32.0 500.0 Stair 1 2" o Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR4153 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. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206) 957-3918 ghuang @quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA System :Floor Member Type: Flush Beam Building Use : Residential Building Code: IBC 2015 Design Methodology: ASD 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Force v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 17 of 75 PASSED a F 0 R T E MEMBER REPORT Roof and roof deck, 16 2 piece(s) 1 3/4" x 11 7/B" 1.55E TimberStrand@ LSL Overall Length: 6' 6" 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2246 @ 1 1/2" 4253 (3.00") Passed (53%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1389 @ 1' 2 7/8" 9878 Passed (14%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3374 @ 3' 3" 18346 Passed (18%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Dell, (in) 0.021 @ 3' 3" 0.208 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.043 @ 3' 3" 0.313 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 6' 6" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 6" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1- Stud wall - HF 3.00" 3.00" 1.58" 1149 1097 2246 Blocking 2 - Stud wall - HF 3.00" 3.00" 1.58" 1149 1097 2246 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. LOads Location (Side) Tributary Width Dead (D.gO) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 6' 6" N/A 13.0 1 - Uniform (PSF) 0 to 6' 6" (Top) SO' 6" 29.0 25.0 Roof 2 - Uniform (PSF) 0 to 6' 6" (Top) 3' 12.0 25.0 Roof Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3918 qh uang @ quantumce. corn Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA System :Roof Member Type : Flush Beam Building Use : Residential Building Code: IBC 2015 Design Methodology: ASD Member Pitch: 0/12 (Z� SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 18 of 75 FORTE MEMBER REPORT Roof and roof deck, 17 2 piece(s) 1 3/4" x 11 7/8" 1.55E TimberStrand@ LSL Overall Length: 6' 6" All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual � Location Allowed Result LDF Load: Combination (Pattern) • Deflection criteria: LL (LJ360) 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. Bearing Loads to Supports (Ibs) Supports Total Available Required Dead Snow Total Accessories 1- Stud wall - HF 3.00" 3.00" 1.50" 960 934 1894 Blocking 2 - Stud wall - HF 3.00" 3.00" 1.50" 960 934 1894 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 (oa90) (1.15) Comments 0 - Self Weight (PLF) 0 to 6' 6" N/A 13.0 1 - Uniform (PSF) 0 to 6' 6" (Top) 8' 6" 29.0 25.0 Roof 2 - Uniform (PSF) 0 to 6' 6" (Top) 3' 12.0 25.0 Roof Notes Weyerhaeuser warrants that the sizing of its products will be in accordance wfth 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, product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Oing Hua Huang Quantum Consulting Engineers (206)957-3918 ghuang @quaniumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA PASSED System :Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Member Pitch: 0/12 r� SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 19 of 75 • 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 (oa90) (1.15) Comments 0 - Self Weight (PLF) 0 to 6' 6" N/A 13.0 1 - Uniform (PSF) 0 to 6' 6" (Top) 8' 6" 29.0 25.0 Roof 2 - Uniform (PSF) 0 to 6' 6" (Top) 3' 12.0 25.0 Roof Notes Weyerhaeuser warrants that the sizing of its products will be in accordance wfth 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, product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Oing Hua Huang Quantum Consulting Engineers (206)957-3918 ghuang @quaniumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA PASSED System :Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Member Pitch: 0/12 r� SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 19 of 75 Notes Weyerhaeuser warrants that the sizing of its products will be in accordance wfth 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, product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Oing Hua Huang Quantum Consulting Engineers (206)957-3918 ghuang @quaniumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA PASSED System :Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Member Pitch: 0/12 r� SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 19 of 75 r� SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 19 of 75 r4 F 0 R T E MEMBER REPORT Roof and roof deck, 18 2 piece(s) 1 3/4" x 11 7/8" 1.55E TlmberStrand@ LSL ®verall Length: 15 1 1/2" 6'3314" 7'10114" 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 rCD Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1500 @ 619 1/2" 7796 (5.50") Passed (19%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 601 @ 8' 1/8" 9878 Passed (6%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 4142 @ 619 1/2" 18346 Passed (6%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.010 @ 11' 2 11/16" 0.274 Passed (L/999+) - 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.017 @ 11' 3 5/16" 0.410 Passed (L/999+) - 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 15' 2" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15' 2" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1- Stud wall - HF 3.00" 3.00" 1.50" 163 251 414 Blocking 2 - Stud wall - HF 5.50" 5.5D" 1.5D" 641 860 1501 Blocking 3 - Stud wall - HF 3.00" 3.00" 1.50" 230 322 552 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 LOBLIS Location (Side) Width (0.90) (1.35) Comments 0 - Self Weight (PLF) 0 to 15' 1 1/2" N/A 13.0 1 - Uniform (PSF) 0 to 1501 1/2" Bit8 29.0 25.0 Roof 2 - Uniform (PSF) 0 to 1501 112" 3' 12.0 25.0 Roof overhang Weyerhaeuser warrants that the sizing of itr 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 ESP-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. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Ming Hua Huang Quantum Consuliing Engineers (206)957-3918 ghuang @quantumce.com Job Notes Fitlalgo Flats 1014 18th St. Anacortes, WA PASSED System :Roof Memher Type: Flush Beam Building Use: Residential Building Code: IBC 2015 Design Methodology : ASD Member Pitch: 0/12 T SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 20 of 75 2F 0 R T E MEMBER REPORT Roof and roof deck, 19 PASSED IL;2 piece(s) 2 x 10 Hem -Fir No. 2 Overall Length:.5 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) Member Reaction (Ibs) 3423 @ 1 1/2" 3645 (3.00") Passed (940/6) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1094 @ 1' 1/4" 2775 Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2157 @ 1' 6" 3333 Passed (65%) 1900 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.008 @ 1' 6" 0.092 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.011 @ 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 NDS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Trimmer - HF 3.00" 3.00" 2.82" 1053 2370 3423 None 2 - Trimmer - HF 3.00" 3.00" 2.82" 1053 2370 3423 None LOads Location (Slue) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 3' N/A 7.0 1 - Uniform (PSF) 0 to 3' 15' 9 5/8" 44.0 100.0 Roof deck Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the author'Ity 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. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Cling Hua Huang Quantum Consulting Engineers (206)957-3918 qhuang@quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacones, WA System :Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 21 of 75 F O R T E . MEMBER REPORT Roof and roof deck, 20 PASSED 1 piece(s) 4 x 10 Hem -Fir No. 2 Overall Length: 3' 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) Member Reaction (Ibs) 4659 @ 2" 4961 (3.5011) Passed (94%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1896 @ 1' 3/4" 3238 Passed (59%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Rt Ibs) 3433 @ 1' 9 1/2" 4242 Passed (81%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.015 @ 1' 9 1/2" 0.108 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.022 @ 1' 9 1/2" 0.162 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 3' 7" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3' 7" o/c unless detailed otherwise. Applicable calculations are based on NDS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Trimmer - HF 3.50" 3,50" 3,29" 1434 3225 4659 None 2 - Trimmer - HF 3,50" 3,50" 3.29" 1434 3225 4659 None Loads Location (Side) Tributary Width Dead (%90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 3' 7" N/A 8.2 1 - Uniform (PSF) 0 to 3' 7" 18' 44.0 100.0 Roof deck I � t�l t�i=. Weyerhaeuser warrants that the sizing of its products will be in accordance wfth 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 ESR4387 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. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3918 qhuang@quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA System :Wall Member Type :Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD l Sl15TAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4fe Page 22 of 75 (mil MEMBER REPORT Roof and roof deck, Roof overhang at perimeter F 0 R T E 1 piece(s) 2 x 6 Douglas Fir -Larch No. 2 @ 16" OC Overall Length: 9' 9" II II 1 II I II I II I 6' r All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Deflection AMual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 294 @ 312 3/4" 3341 (5.50") Passed (9%) 1.0 D + 0.6 W (All Spans) Shear (Ibs) 195 @ 2' 6 1/2" 1584 Passed (12%) 1.60 1.0 D + 0.6 W (All Spans) Moment (Ft-Ibs) -398 @ 3' 2 3/4" 1357 Passed (29%) 1.60 1.0 D + 0.6 W (All Spans) Live Load Defl. (in) 0.195 @ 0 0.323 Passed (2L/398) 1.0 D + 0.6 W (All Spans) Total Load DeFl.(in) 0.195 @ 0 0.431 Passed (2L/398) - 1.0 D + 0.6 W (All Spans) criteria: LL (LJ240) and TL (L/180). • Overhang deflection criteria: U.(2LJ240) and TL • Top Edge Bracing (Lu): Top compression edge must be braced at 9' 9" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 9" o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Wind Total 1- Stud wall - HF 5.50" 5.50" 1.50" 489 489 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" -105 -105 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location (Side) Spacing Dead (0.90) Wind (1.60) Comments 1 - Uniform (PSF) 0 to 3' 16" - 96.0 Roof Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Cling Hua Huang Quantum Consulting Engineers (206)957-3918 qhuaiig@quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA PASSED System :Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 0/12 l SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 23 of 75 29 �� F 0 R T E r MEMBER REPORT Roof and roof deck, 20A 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand@ LSL Overall Length: f %3 0 0 r ` 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) Member Reaction (Ibs) 2559 @ 4" 7796 (5.50") Passed (33%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1537 @ V 5 3/8" 8590 Passed (18%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3825 @ 317 1/2" 15953 Passed (24%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) U39 @ 3' 7 1/2" 0.219 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.053 @ T 7 1/2" 0.329 Passed (L/999+) 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 7' 3" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 3" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Tota Available Required Dead Flo or Liv Total 1- Stud wall - HF 5.50" 5.50" 1.81" 656 1903 2559 Blocking 2 - Stud wall - HF 5.50" 5.50" 1981" 656 1903 2559 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location (Side) Tributary Width Dead (0.90) Floor Live (i.00) comments 0 - Self Weight (PLF) 0 to 7' 3" N/A 13.0 1 - Uniform (PSF) 0 to 7' 3" (Top) 5' 3" 32.0 100.0 Stair Notes Weyerhaeuser warrants that the sizing of its products.will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESP-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. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Soriware Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3918 ghuang @quantumce. com Job Notes Fidalgo Flats 1014 18ih St. Anacortes, WA PASSED System :Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO l SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Fofte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 24 of 75 a C O R r E " MEMBER REPORT Roof and roof deck, 208 r 1 piece(s) 2 x 8 Hem -Fir No. 2@ 24" OC Overall Length: 10 5" I I = C 9' 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) Member Reaction (Ibs) 437 @ 4 1/2" 2430 (4,00") Passed (18%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 357 @ 1' 3/4" 1251 Passed (29%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1005 @ 5' 2 1/2" 1477 Passed (68%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Dell. (in) 0.159 @ 5' 2 1/2" 0.483 Passed (L/731) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.273 @ 5' 2 1/2" 0.644 Passed (L/425) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). Top Edge Bracing (Lu): Top compression edge must be braced at 9' 4" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 2" 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. Suppolts Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1- Stud wall - HF 5.50" 4.00" 1.50" 188 260 448 1 1/2" Rim Board 2 - Stud wall - HF 5.50" 4.00" 1.50" 188 260 448 1 1/2" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Loads Location (Side) Dead Spacing (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 10' 5" 24" 18.0 25.0 Roof Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the soRware. 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/woodprGducts/document-library. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator "" Forte Software Operator Cling Hua Huang. Quantum Consulting Engineers (206)957-3918 qhuang@quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA PASSED System :Roof Memlter Type : Joist Building Use: Residential Building Code: IBC 2015 Design Methodology : ASO Member Pitch: 0/12 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 25 of 75 IJ a F 0 R T E MEMBER REPORT Roof and roof deck, 20C case 1 1 piece(s) 4 x 12 Hem -Fir No. 2 Overall Length: 15 2 112" 5' 9' 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 Acdral � Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1977 @ T 2 3/4" 7796 (5.50") Passed (25%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 881 @ 6' 4 3/4" 4528 Passed (19%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) -2341 @ 5' 2 3/4" 6615 Passed (35%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.067 @ 0 0.349 Passed 2 999+ 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0,097 @ 0 0.523 Passed 2 999+ 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (LJ360) 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 15' 3" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15' 3" o/c unless detailed otherwise. Applicable calculations are based on Nos. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1- Stud wall - HF 5.50" 5.50" 1.50" 894 1082 1976 Blocking 2 - Stud wall - HF 3.00" 3.00" 1,50" 284 409 693 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 LOaI(iS Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 15' 21/2" N/A 10.0 1 - Uniform (PSF) 0 to 15o2 1/2 3' 9" 18.0 25.0 Roof Notes Weyerhaeuser warrants that the sizing of its producfs will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressty 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 ESR4153 and ESR4387 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. Th e product application, Input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206) 957-3918 qh uany C quanlumce.colTi Job Notes Fidalgo Flats 1014 181h St. Anacortes, WA PASSED System :Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso Member Pitch: 0/12 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 26 of 75 �� ,w MEMBER REPORT Roof and roof deck, 20C_case 2 F 0 R T E 1 piece(s) 4 x 12 Hem -Fir No. 2 Overall Length: 15 2 1/2" 5 L 9 6" = >I 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 @ Lowtion Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 675 @ 5' 2 3/4" 7796 (5.5011) Passed (9%) 1.0 D + 0.6 W (All Spans) Shear (Ibs) 397 @ 4'3/4" 6300 Passed (6%) 1.60 1.0 D + 0.6 W (All Spans) Moment (Ft-Ibs) 4334 @ 5' 2 3/4" 9204 Passed (14%) 1.60 1.0 D + 0.6 W (All Spans) Live Load Defl. (in) 0.092 @ 0 0.349 Passed 2 999+ 1.0 D + 0.6 W (All Spans) Total Load Defl. (in) 0.096 @ 0 0.523 Passed 2 999+ 1.0 D + 0.6 W (All Spans) • Deflection criteria: U. (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 15' 3" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15' 3" o/c unless detailed otherwise. Applicable calculations are based on NDS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Wind Total 1- Stud wall - HF 5.50" 5.50" 1.50" 115 934 1049 Blocking 2 - Stud wall - HF IN' 3.00" 1.50" 37 -203 37/-203 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location (Side) Tributary Width Dead (0.90) Wind (Y.60) Comments 0 - Sell Weight (PLF) 0 to 15' 2 1/2" N/A 10.0 t - Uniform (PSF) 0 to 5' (Top) 31911 - 39.0 Roof Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www,weyerhaeuser.com/woodproducts/document-library. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206) 957-3918 qhuang@quantumce.com Job Notes Fidalgo Flais 1014 18ih Si. Anacortes, WA PASSED System :Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Member Pitch: 0/12 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 27 of 75 MEMBER REPORT Roof and roof deck, 20D F 0 R T E 1 piece(s) 4 x 12 Hem -Fir No. 2 Overall Length: 7' 7" 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) Member Reaction (Ibs) 853 @ 2" 4961 (3.50") Passed (17%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 576 @ 1' 2 3/4" 4528 Passed (13%) 1915 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1478 @ 3' 9 1/2" 6615 Passed (22%) 1915 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.014 @ 3' 9 1/2" 0.363 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.026 @ T 9 1/2" 0.483 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). Top Edge Bracing (Lu): Top compression edge must be braced at 7' 7" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at TT' o/c unless detailed otherwise. Applicable calculations are based on NDS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Column - HF ISO"3.50" 1.50" 379 474 853 Blocking 2 - Column - HF 3.50" 3.50" 1.50" 379 474 853 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. LOads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 7' 7" N/A 10.0 1 - Uniform (PSF) 0 to 7' 7" (Top) 5' 18.0 25.0 Roof Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www,weyerhaeuser.com/woodproducts/document-library. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Cling Hua Huang Quantum Consulting Engineers (206)957-3918 ghuangCtiquantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes. WA PASSED System :Roof Member Type : Flush Beam Building Use : Residential Building Code: IBC 2015 Design Methodology : ASD Member Pitch: 0/12 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 28 of 75 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Description : 21 CODE REFERENCES Load Combination Set: IBC 2015 Material Properties Project Title: Engineer: Prolect Descr: File = M:Wohnson Oaklief ArchitecturelFidalgo ENERCALC, INC.19f Project ID: Printed: 7 JUN 2019I 1D:56AM BuIId:6.13.6.30. Ver:6.13.6.31 Analysis Method :Allowable Stress Design Fb -Tension 2,900.0 psi E :Modulus of Elasticity Load Combination IBC 2015 Fb - Compr 23900.0 psi Ebend- xx 2,000.0 ksi Fc - Prll 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : iLevel Truss Joist Fe - Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D(0.616) L(1.4) 5.25x7.0 Span=5.Oft Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.6160, L =1.40 , Tributary Width =1.0 ft, (Roof deck) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.611: 1 Section used for this span 5.25x7.0 fb : Actual = 1,770.46psi FB : Allowable = 2,900.00 psi Load Combination +D+L+H Location of maximum on span = 2.500ft Span # where maximum occurs = Span # 1 Maximum Deflection Service loads entered. Load Factors will be applied for calculations Maximum Shear Stress Ratio = 0.551 : 1 Section used for this span 5.25x7.0 fv : Actual = 159.81 psi Fv: Allowable = 290.00 psi Load Combination +D+L+H Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Max Downward L+Lr+S Deflection 0.066 in Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio = 909 0 <360 Max Downward Total Deflection 0.095 in Ratio = 628 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 5.0 It1 0.188 0.170 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.95 545.97 2900400 1.21 49.28 290.00 +D+L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.611 0.551 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.33 1,770.46 2900400 3.92 159.81 290.00 +D+Lr+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.188 0.170 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.95 545,97 2900,00 1,21 49.28 290.00 +D+S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 It1 0.188 0.170 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.95 545.97 2900,00 1.21 49.28 290.00 +D+0.750Lr+0.750L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.505 0.456 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.23 1,464.33 2900,00 3.24 132.18 290.00 +D+0.750L+0.750S+H 1.00 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 C-35 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 5.0 It1 0.188 0.170 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.95 545.97 2900400 1.21 49.28 290.00 +D+L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.611 0.551 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.33 1,770.46 2900400 3.92 159.81 290.00 +D+Lr+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.188 0.170 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.95 545,97 2900,00 1,21 49.28 290.00 +D+S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 It1 0.188 0.170 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.95 545.97 2900,00 1.21 49.28 290.00 +D+0.750Lr+0.750L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.505 0.456 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.23 1,464.33 2900,00 3.24 132.18 290.00 +D+0.750L+0.750S+H 1.00 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 C-35 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed 7 JUN 2019,10aAN Wood Beam File = M:Wohnson Oaklief ArchitectureTidalgo Flats\CalculationslGravitylBeams.ecf ENERCALC, INC.1902013, Build:6.13.6.30, Ver:6.13.6.31 Description : 21 Load Combination Segment Length Max Stress Ratios Span# M V Cd CF/V Ci Cr Cm C t CL Moment Values M fb Shear Values F'b V fv F'v Length = 5.0 ft 1 0.505 0.456 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.23 1,464,33 2900.00 3.24 132.18 290.00 +D+0.60W+H 1,00 1,00 1.00 1,00 1,00 1,00 0.00 0,00 0,00 0,00 Length = 5.0 ft 1 0,188 0,170 1,00 1,00 1,00 1.00 1,00 1,00 1,00 1,95 545,97 2900,00 1,21 49.28 290,00 +D+0.70E+H 1.00 1,00 1,00 1,00 1,00 1,00 0,00 0,00 0.00 0,00 Length = 5.0 ft 1 0,188 0,170 1.00 1.00 1,00 1,00 1,00 1,00 1,00 1.95 545,97 2900,00 1,21 49.28 290,00 +D+0.75OLr+0.750L+0.450W+H 1100 1,00 1,00 1,00 1,00 1,00 0,00 0,00 0.00 0,00 Length = 5.0 ft 1 0,505 0,456 1400 1.00 1,00 1,00 1,00 1,00 1,00 5,23 11464,33 2900.00 3,24 132,18 290,00 +D+0.750L+0.750S+0.450W+H 1.00 1,00 1,00 1,00 1,00 1.00 0.00 0,00 0,00 0,00 Length = 5.0 ft 1 0,505 0,456 1,00 1,00 1,00 1,00 1,00 1,00 1,00 5,23 11464.33 2900000 3,24 132,18 290,00 +D+0.750L+0.750S+0.5250E+H 1,00 1,00 1,00 1.00 1,00 1,00 0.00 0,00 0,00 0,00 Length = 5.0 ft 1 0,505 0.456 1,00 1,00 1,00 1AO 1.00 1,00 1,00 5.23 1,464.33 2900,00 3,24 132,18 290.00 +0.60D+0.60W+0.60H 1,00 1,00 1.00 1.00 1,00 1.00 0,00 0,00 0,00 0,00 Length = 5.0 ft 1 0,113 0,102 1.00 1.00 1.00 1,00 1,00 1,00 1,00 1.17 327,58 2900,00 0,72 29,57 290,00 +0.60D+0.70E+0.60H 1.00 1.00 1,00 1,00 1,00 1,00 0,00 0,00 0,00 0,00 Length = 5.0 ft 1 0,113 0,102 1,00 1.00 1,00 1,00 1,00 1,00 1,00 1,17 327,58 2900,00 0,72 29,57 290.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "2 Defl Location in Span Load Combination Max. "+" Dell Location in Span D+L 1 0,0954 2,518 0.0000 0,000 Vertical Reactions • Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5,061 5,061 D Only 1,561 1,561 L Only 3,500 3,500 D+L 5,061 5,061 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Description : 22 CODE REFERENCES Load Combination Set :IBC 2015 Material Properties Project Title: Engineer: Project Descr: Project ID: Printed: 7 J111J 2019, 10:57AM File = M:1Johnson Oaklief Architecture\Fitlalgo FlatslCalculationslGravity\Beams.ecE ENERCALC, INC.19n2013, Build:6.13.6.30, Ver.6.13.6.31 Analysis Method :Allowable Stress Design Fb -Tension Load Combination IBC 2015 Fb - Compr Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsion buckling D(0.484) LO A ) 5.25x7.0 Span=7.Oft Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.4840, L = 1.10 , Tributary Width =1.0 ft, (Roof deck) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.941: 1 Section used for this span 5.25x7.0 fb : Actual = 2,729.52psi FB : Allowable = 2,900.00 psi Load Combination +D+L+H Location of maximum on span = 3.500ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+LI Deflection Max Downward Total Deflection Max Upward Total Deflection 2,900.0 psi 2,900.0 psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi E :Modulus of Elasticity end,, xx 2,000.0 ksi Eminbend -xx 1,016.54ksi Density 32.210 pcf Service loads entered. Load Factors will be applied for calculations Maximum Shear Stress Ratio = O.1i58 : 1 Section used for this span 5.25x7.0 fv : Actual = 190,93 psi Fv : Allowable = 290,00 psi Load Combination +D+L+H Location of maximum on span = 6,438 ft Span #where maximum occurs = Span # 1 0.199 in Ratio = 421 0.000 in Ratio = 0 <360 0.288 in Ratio = 291 0.000 in Ratio = 0 <240 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN +D+H Length = 7.0 ft 1 0,291 0,204 1,00 1.00 +D+L+H 1.00 Length = TO ft 1 0.941 0,658 1,00 1,00 +D+Lr+H 1.00 Length = 7.0 ft 1 0,291 0,204 1,00 1,00 +D+S+H 1,00 Length = 7.0 ft 1 0,291 0,204 1.00 1,00 +D+0.750Lr+0.750L+H 1,00 Length = 7.0 ft 1 0,779 0,545 1.00 1,00 +D+0.750L+0.750S+H 1,00 C i C r C m C t C L Moment Values M fb F'b V Shear Values fv F'v 0,00 0.00 0,00 0,00 1.00 1,00 1,00 1,00 1.00 3.01 843,81 2900,00 1.45 59,03 290,00 1.00 1,00 1,00 1,00 1,00 0,00 0.00 0,00 0,00 1.00 1,00 1,00 1,00 1,00 9.75 2,729.52 2900,00 4.68 190,93 290,00 1.o0 1,00 1,00 1,00 1,00 0,00 0,00 0,00 0,00 1.00 1,00 1,00 1,00 1,00 3,01 843,81 2900.00 1,45 59,03 290.00 1.00 1,00 1.00 1.00 1.00 0,00 0,00 0,00 0,00 1.00 1,00 1,00 1.00 1,00 3,01 843,81 2900,00 1,45 59,03 290,00 1.00 1,00 1,00 1.00 1.00 0,00 0,00 0,00 0,00 1.00 1,00 1,00 1,00 1.00 8,07 2,258.09 2900,00 3,87 157,96 290,00 1.00 1.00 1,00 1,00 1,00 0,00 0,00 0,00 0,00 C-37 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Description : 22 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr Project Title: Engineer: Project Descr: Cm C t CL Project ID: Printed: 7 JUN 2019, 1D:57AM Architecture\Fidalgo Flats\Calculations\GravitylBeams.ecf NERCALC, INC. 1983-2013, Build:6.13.6.30, Ver:6.13.6.31 Moment Values M fb Shear Values F'b V fv F'v Length = 7.0 ft 1 0.779 0.545 1.00 1.00 1.00 1.00 1.00 1.00 1.00 8.07 2,258.09 2900.00 3.87 157.96 290.00 +D+0.60W+H 1,00 1,00 1,00 1,00 1,00 1,00 0,00 0.00 0,00 0,00 Length = 7.0 ft 1 0,291 0,204 1,00 1,00 1,00 1,00 1,00 1,00 1,00 3,01 843,81 2900.00 1,45 59,03 290,00 +D+0.70E+H 1,00 1.00 1,00 1,00 1,00 1,00 0,00 0,00 0,00 0,00 Length = 7.0 ft 1 0,291 0,204 1,00 1,00 1.00 1,00 1,00 1,00 1,00 3,01 843,81 2900,00 1,45 59,03 290.00 +D+0.750Lr+0.750L+0.450W+H 1,00 1.00 1,00 1,00 1,00 1,00 0,00 0,00 0,00 0,00 Length = 7.0 ft 1 0,779 0,545 1,00 1,00 1,00 1,00 1,00 1.00 1,00 8,07 21258,09 2900,00 3.87 157,96 290,00 +D+0.750L+0.750S+0.450W+H 1,00 1.00 1.00 1,00 1.00 1,00 0,00 0.00 0,00 0,00 Length = 7.0 ft 1 0,779 0,545 1,00 1,00 1,00 1,00 1,00 1,00 1,00 8.07 2,258.09 2900,00 3.87 157.96 290,00 +D+0.750L+0.750S+0.5250E+H 1,00 1,00 1,00 1,00 1,00 1,00 0,00 0,00 0,00 0,00 Length = 7.0 ft 1 0,779 0,545 1,00 1,00 1,00 1,00 1900 1,00 1,00 8,07 21258,09 2900,00 3,87 157,96 290,00 +0.60D+0.60W+0.60H 1.00 1,00 1,00 1.00 1,00 1,00 0,00 0,00 0,00 0.00 Length =7.0ft 1 0,175 0,122 1,00 1,00 1,00 1.00 1,00 1,00 1A 1,81 506,28 2900,00 0,87 35,42 290,00 +0.60D+0.70E+0.60H 1,00 1,00 1,00 1,00 1.00 1,00 0,00 0,00 0,00 0,00 Length = 7.0 ft 1 0,175 0,122 1,00 1,00 1,00 1,00 1,00 1.00 1.00 1,81 506,28 2900,00 0,87 35,42 290,00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 0,2883 3,526 0,0000 0,000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5,573 5,573 D Only 1,723 1,723 L Only 3,850 3,850 D+L 5,573 5,573 F O R T E MEMBER REPORT 5th floor, 23 PASSED 1 piece(s) 11 7/8" TJI@ 560 @ 16" OC Overall Length: 21° 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 O Location Mowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1002 @ 4 1/2" 1725 (3.50") Passed (58%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 972 @ 5 1/2" 2050 Passed (47%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 5002 @ 10' 7" 9500 Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.332 @ 10' 7" UK Passed (L/738) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.597 @ 10' 7" 1.021 Passed (L/410) 1.0 D + 1.0 L (All Spans) TJ-Pro"" Rating 47 45 Passed • Deflection criteria: LL (L/360) and TL (LJ240). 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 20' 10" 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" Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-ProT" Rating include: 5/8" Gypsum ceiling. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1- Stud wall - HF 5.50" 3.75" 1.75" 452 564 1016 13/4" Rim Board 2 - Stud wall - HF ISO"3.50" 1.75" 444 556 1000 Blocking • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Floor Live LOadS Location (Side) Spacing (D.90) (1.00) Comments 1 - Uniform (PSF) 0 to 21, 16" 32.0 40.0 Residential - Living Areas Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/wDodproducts/document-library. product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3918 qhuang@quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes. WA System :Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO l SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 29 of 75 Wi F O R T E 4 MEMBER REPORT 5th floor, 24 i piece(s) 11 7/8" TJI@ 210 @ 16" OC Overall Length: I 1 5" 16' 8" t- 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 O Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 830 @ 17' 1/2" 1460 (3.5011) Passed (57%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 800 @ 3 1/2" 1655 Passed (48%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft4bs) 3400 @ 8' 7 1/2" 3795 Passed (90%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (in) 0.283 @ 8' 7 1/2" 0.561 Passed (L/714) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.509 @ 8' 7 1/2" 0.842 Passed (L/397) 1.0 D + 1.0 L (All Spans) T]-Pro'^' Rating 48 45 Passed • Deflection criteria: U. (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 3' 10" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 17' 3" 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" Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro'" Rating include: 5/8" Gypsum ceiling. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1- Stud wall - HF 3.50" 3.50" 1.75" 368 460 828 Blocking 2 - Stud wall - HF 5.50" 3.75" 1.75" 375 469 844 13/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Floor Live LOBfIS Location (Side) Spacing (0.90) (1.00) Comments 1 -Uniform (PSF) D to 17' S" 16" 32.D 40.0 Residential - Living Areas Notes Weyerhaeuser warrantr 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. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206) 957-3918 ghuang@quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacorles, WA PASSED System :Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 30 of 75 C O R T G C MEMBER REPORT 5th floor, 25 r 1 piece(s) 11 7/8" TJI@ 210 @ 16" OC Overall Length: I U 4 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 Desi n Results Actual C@ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 700 @ 14' 11 1/2" 1005 (1.75") Passed (70%) 1,00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 700 @ 14' 11 1/2" 1655 Passed (42%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2552 @ 7' 8" 3795 Passed (67%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.166 @ 71811 0.486 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.298 @ 7' 8" 0.729 Passed (L/587) 1.0 D + 1.0 L (All Spans) TJ-ProTm Rating 50 45 Passed • 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 11 10" 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" Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-ProT" Rating include: 5/8" Gypsum ceiling. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1- Stud wall - HF 5.50" 3.75" 1.75" 327 409 736 13/4" Rim Board 2 - Hanger on 117/8" PSL beam 5.25" Hanger' 1975" / - 2 330 412 742 See note' • 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 • 1 See Connector grid below for additional information and/or requirements. • 2 Required Bearing Length / Required Bearing Length with Web Stiffeners PASSED System :Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Connector: Simpson Strong -Tie Connectors Support Modd Seat Length Top Nails Face Nails MemberNails Accessories 2 - Face Mount Hanger IUS2.06/11.88 2.00" N/A 10-10d 2-Strong-Grip None Loads Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 15' 4 3/4" 16" 32.0 40.0 Corridor Notes Weyerhaeuser warrants that the sizing of its products will be in atcorrlance 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 ES114387 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. product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3918 ghuang @ quantumce.com Job Notes Fidalgo Flats 1014 18th Si. Anacortes. WA l SUSTAINABLE FORESTRY INITIATIVE 6!7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 31 of 75 1 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Description : 26 CODE REFERENCES Load Combination Set: IBC 2015 Material Properties Project Title: Engineer: Protect Descr: Project ID: Printed: 7 JUN 2�19, 1�:57AN File = M:\Johnson Oaklief Architecture\Fidalgo Flats\Calculations\Gravity\Beams.ecf ENERCALC, INC. 1983-2013, Build:6.13.6.30, Ver:6.13.6.31 Analysis Method :Allowable Stress Design Fb-Tension 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - Compr 21900.0 psi Ebend- xx 22000.O ksi Fc - PHI 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 21025.0 psi Density 32.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling D(0.448) L(0.56) 5.25x7.0 Span = 5.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loads Uniform Load : D = 0.4480, L = 0.560 , Tributary Width =1.0 ft, (Corridor) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.30R 1 Maximum Shear Stress Ratio = 0,277 : 1 Section used for this span 5.25x7.0 Section used for this span 5.25x7.0 fb : Actual = 888.82 psi fv : Actual = 80.23 psi FB : Allowable = 2,900.00psi Fv: Allowable = 290,00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2,500ft Location of maximum on span = 01000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0,026 in Ratio = 2273 Max Upward L+Lr+S Deflection 0,000 in Ratio = 0 <360 Max Downward Total Deflection 0.048 in Ratio = 1252 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv +D+H 0,00 0.00 0,00 0,00 Length = 5.0 ft 1 0,138 0,124 1,00 1,00 1.00 1,00 1,00 1,00 1.00 1,43 399,03 2900,00 0.88 36,02 290,00 +D+L+H 1,00 1,00 1,00 1,00 1,00 1,00 0,00 0.00 0,00 0,00 Length = 5.0 ft 1 0,306 0,277 1,00 1,00 1,00 1,00 1,00 1,00 1,00 3,18 888,82 2900,00 1,97 80,23 290,00 +D+Lr+H 1,00 1,00 1,00 1,00 1,00 1,00 0,00 0.00 0,00 0,00 Length = 5.0 ft 1 0,138 0,124 1,00 1.00 1,00 1,00 1,00 1,00 1,00 1,43 399,03 2900.00 0,88 36,02 290.00 +D+S+H 1,00 1,00 1,00 1,00 1.00 1.00 0.00 0,00 0,00 0.00 Length = 5.0 ft 1 0,138 0,124 1,00 1,00 1,00 1,00 1,00 1,00 1,00 1,43 399,03 2900000 0,88 36,02 290.00 +D+0.750Lr+0.750L+H 1,00 1,00 1,00 1,00 1,00 1.00 0.00 0,00 0,00 0,00 Length = 5.0 ft 1 0.264 0,239 1,00 1,00 1.00 1,00 1,00 1,00 1.00 2,74 766,37 2900,00 1,69 69,18 290,00 +D+0.750L+0.750S+H 1,00 1,00 1.00 1,00 1,00 1,00 0,00 0,00 0,00 0,00 C-42 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Description : 26 Load Combination Max Stress Ratios Segment Length Span # M V Project Title: Engineer: Proiect Descr: File = M:1Johnson Oaklief ArchitecturelFidal� ENERCALC, INC. 1 Moment Values Cd CFN Ci Cr Cm C t CL M fb F'b Project ID: Printed: 7 JUN 2019, 10:57AM Build:6.13.6.30, Ver:6.13.6.3i 1 Shear Values V fv F'v Length = 5.0 ft 1 0.264 0.239 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.74 766.37 2900.00 1.69 69.18 290.00 +D+0.60W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0,138 0.124 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.43 399,03 2900,00 0.88 36.02 290.00 +D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.138 0.124 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.43 399.03 2900,00 0.88 36.02 290.00 +D+0.750Lr+0.750L+0.450W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.264 0.239 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2,74 766.37 2900,00 1.69 69.18 290.00 +D+0.750L+0.750S+0.450W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.264 0.239 1.00 1,00 1.00 1.00 1,00 1.00 1.00 2.74 766.37 2900.00 1.69 69.18 NOR +D+0.750L+0.750S+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.264 0.239 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.74 766.37 2900,00 1.69 69,18 290.00 +0.60D+0.60W+0.60H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length = 5.0 It 1 0.083 0.075 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.86 239.42 2900,00 0.53 21.61 290.00 +0.60D+0.70E+0.60H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.083 0.075 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.86 239.42 2900,00 0.53 21,61 290.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-" Dett Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 0.0479 2.518 0.0000 0.000 Vertical Reactions • Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.541 2,541 D Only 1.141 1,141 L Only 1.400 1,400 D+L 2.541 2.541 Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.3520, L = 0.440 , Tributary Width = 1.0 ft, (Corridor) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.473 1 Section used for this span 5.25x7.0 fb : Actual = 1,371.81 psi FB : Allowable = 2,900.00psi Load Combination +D+L+H Location of maximum on span = 3.500ft Span # where maximum occurs = Span # 1 Maximum Deflection Title Block Line 1 You can change this area using the "Settings" menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Wood Beam Description : 27 CODE REFERENCES Load Combination Set: IBC 2015 Material Properties Project Title: Engineer: Project Descr: Project ID: Printed: 7 JUN 2019, 1�:58AM File = M:IJohnson Oaklief ArchitecturelFidalgo FlatslCalculationslGravitylBeams.ecE ENERCALC, INC.1983-2013, Build:6.13.6.30, Ver:6.13.6.31 Analysis Method :Allowable Stress Design Fb -Tension 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb -Compr 21900.0 psi Ebend-xx 21000.Oksi Fc -Prll 2,900.0psi Eminbend-xx 1,016.54ksi Wood Species : iLevel Truss Joist Fe- Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 21025.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D(0.352) L(0.44) 5.25x7.0 Span=7.Oft Service loads entered. Load Factors will be applied for calculations Maximum Shear Stress Ratio = 0.331 : 1 Section used for this span 5.25x7.0 fv : Actual = 95.96 psi Fv: Allowable = 290.00 psi Load Combination +D+L+H Location of maximum on span = 6,438 ft Span # where maximum occurs = Span # 1 Max Downward L+Lr+S Deflection 0.080 in Ratio = 1054 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.145 in Ratio = 579 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.213 0.149 1,00 1.00 1,00 1,00 1.00 1,00 1,00 2,21 617.52 2900,00 1,06 43,20 290.00 +D+L+H 1.00 1,00 1,00 1.00 1.00 1,00 0.00 0,00 0.00 0,00 Length = 7.0 ft 1 0,473 0,331 1,00 1.00 1.00 1,00 1,00 1.00 1,00 4,90 1,371.81 2900,00 2.35 95.96 290,00 +D+Lr+H 1.00 1.00 1,00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.213 0.149 1.00 1.00 1,00 1.00 1.00 1.00 1.00 2.21 617,52 2900,00 1,06 43,20 290,00 +D+S+H 1.00 1,00 1.00 1.00 1,00 1900 0.00 0.00 0.00 0,00 Length = 7.0 ft 1 0,213 0,149 1,00 1,00 1.00 1,00 1,00 1.00 1,00 2,21 617.52 2900,00 1.06 43.20 290.00 +D+0.750Lr+0.750L+H 1,00 1.00 1.00 1,00 1.00 1.00 0,00 0.00 0,00 0.00 Length = 7.0 ft 1 0.408 0.285 1.00 1.00 1,00 1.00 1,00 1,00 1.00 4.23 1;183,23 2900,00 2,03 82,77 290.00 +D+0.750L+0.750S+H 1.00 1.00 1,00 1.00 1.00 1,00 0.00 0,00 0,00 0.00 C-44 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Black" selection. Title Block Line 6 Printed: 7 JUN 2019, 10:58AM Wood Beam File = MAJohnson Oaklief ArchitectureTidalgo Flats\CalculaUons\Gravity\Beams.ecf ENERCALC, INC. 1963.2013, Build:6.13.6.30, Ver:6.13.6.31 Description : 27 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v Length = 7.0 ft 1 0,408 0,285 1,00 1,00 1,00 1.00 1,00 1,00 1,00 4,23 11183,23 2900600 2,03 82,77 290,00 +D+0.60W+H 1,00 1,00 1.0o 1,00 1,00 1,00 0,00 0,00 0,00 0,00 Length = 7.0 ft 1 0,213 0,149 1.00 1,00 1,00 1,00 1,00 1,00 1,00 2,21 617,52 2900,00 1,06 43,20 290,00 +D+0.70E+H 1,00 1.00 1,00 1,00 1.00 1,00 0,00 0.00 0.00 0,00 Length = 7.0 ft 1 0,213 0.149 1,00 1,00 1,00 1,00 1,00 1,00 1,00 2,21 617.52 2900,00 1,06 43.20 290,00 +D+0.750Lr+0.750L+0.450W+H 1.00 1.00 1,00 1,00 1.00 1,00 0,00 0,00 0.00 0,00 Length = 7.0 ft 1 0.408 0,285 1,00 1.00 1.00 1,00 1,00 1,00 1,00 4.23 1,183,23 2900,00 2,03 82,77 290,00 +D+0.750L+0.750S+0.450W+H 1,00 1.00 1,00 1,00 1.00 1.00 0,00 0,00 0,00 0,00 Length = 7.0 ft 1 0,408 0,285 1,00 1,00 1,00 1,00 1,00 1,00 1,00 4.23 11183,23 2900,00 2,03 82,77 290,00 +D+0.750L+0.750S+0.5250E+H 1.00 1,00 1,00 1,00 1,00 1,00 0,00 0.00 0,00 0,00 Length = 7.0 ft 1 0,408 0,285 1.00 1,00 1,00 1,00 1,00 1,00 1,00 4,23 1,183,23 2900.00 2,03 82,77 290,00 +0,60D+0.60W+0.60H 1,00 1,00 1,00 1,00 1,00 1,00 0,00 0,00 0.00 0.00 Length = 7.0 ft 1 0.128 0.089 1,00 1,00 1,00 1,00 1,00 1,00 1.00 1,32 370,51 2900,00 0,63 25,92 290.00 +0.60D+0.70E+0.60H 1,00 1,00 1,00 1,00 1,00 1.00 0,00 0,00 0100 0.00 Length = 7.0 It 1 0,128 0.089 1,00 1,00 1.00 1,00 1,00 1,00 1900 1,32 370,51 2900,00 0,63 25,92 290,00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+' Defl Location in Span D+L 1 0,1449 3,526 0,0000 0,000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2,801 2,801 D Only 1,261 1,261 L Only 1,540 1,540 D+L 2,801 2,801 a FORTE MEMBER REPORT 5th floor, 28 1 piece(s) 3 1/2" x 11 7/8" 1.55E ThnberSbland@ LSL Overall Length: 10 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) Member Reaction (Ibs) 4440 @ 5 1/2" 4725 (1.50") Passed (94%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 3572 @ 1' 5 3/8" 8590 Passed (42%) 1.00 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 10 6" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 6" o/c unless detailed otherwise. • 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. PASSED Building Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1- Face Mount Hanger HHUS410 3,00" N/A 30-10d 10-10d None Tributary Dead Floor Live Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 5 1/2" to 10' 11" N/A 13.0 Residential - Living 1 - Uniform (PSF) 0 to 10' 11" (Top) 12' 32.0 40.0 Areas Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library, product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3918 huaiig@quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 32 of 75 00 FORTE MEMBER REPORT 5th floor, 29 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand® LSL Overall Length: 5° 1-1 r r 5' 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 @ Locaton Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2722 @ 3" 6379 (4.50") Passed (43%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1467 @ 1' 4 3/8" 8590 Passed (17%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3375 @ 2' 11 1/2" 15953 Passed (21%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.020 @ 2' 11 1/2" OAK Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.036 @ 2' 11 1/2" 0.271 Passed (L/999+) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 5' 11" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 11" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floc Live Total I Stud wall - HF 4.50" 4.50" 1.92" 1231 1491 2722 Blocking 2 - Stud wall - HF 4.50" 4.50" 1.92" 1231 1491 2722 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 Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 5' 11" N/A 13.0 Residential - Living 1 - Uniform (PSF) 0 to 5' 11" (Top) 12' 7 3/16" 32.0 40.0 Areas Notes Weyerhaeuser warrants that the sizing of itr 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 ESR4387 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. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator - - Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3918 qhuang@quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA PASSED System :Floor Member Type : Flush Beam Building Use : Residential Building Code: IBC 2015 Design Methodology: ASD 1 SUSTAINABLE fORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 33 of 75 7 0 F 0 R T E MEMBER RF1= 5th floor, 30 1 piece(s) 3 1/2" x 11 7/8" 1.55E `>Pimber5trand0 LSL ®verall Length: 8' 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 Albwed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1180 @ 4" 7796 (5.50") Passed (15%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 785 @ 1' 5 3/8" 8590 Passed (9%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2178 @ 4' 4" 15953 Passed (14%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.022 @ 4' 4" 0.267 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Dell. (in) 0.041 @ 4' 4" 0.400 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 8' 8" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 8" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - HF 5.50" 5.50" 1.50" 556 624 1180 Blocking 2 - Stud wall - HF 5.50" 5.50" 1,50" 556 624 1180 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 Loads Location (Side) Width (0.90) (i.o0) Comments 0 - Self Weight (PLF) 0 to 8' 8" N/A 13.0 1 - Uniform (PSF) 0 to 8' 8" (Top) 3' 7 3/16" 32.0 40.0 Residential - Living Areas Notes Weyerhaeuser warrantr 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 ESR4387 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. Th e product application, input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang quantum Consulting Engineers (206)957-3918 ghuang@quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA PASSED System :Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Force v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 34 of 75 �i '` MEMBER REPORT 5th floor, 31 F 0 R T E 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand@ LSL Overall Length: 6' 1 I I 1 I I I I I I 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 t3, Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3835 @ 1 1/2" 4253 (3.00") Passed (90%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2391 @ 1' 2 7/8" 8590 Passed (28%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 5841 @ 3' 3 1/2" 15953 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell, (in) 0.042 @ 3' 3 1/2" 0.211 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Dell. (in) 0.077 @ T 3 1/2" 0.317 Passed (L/992) 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 6' 7" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 67" o/c unless detailed otherwise. Suppolrts Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - HF IN" 3.00" 2.71" 1728 2107 3835 Blocking 2 - Stud wall - HF 3.00" 3.00" 2.71" 1728 2107 3835 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 Loads Location (Side) Width (1.00) Comments 0 - Self Weight (PLF) 0 to 6' 7" N/A 13.0 1 - Uniform (PSF) 0 to 6' 7" (Top) 16' 32.0 40.0 Residential - Living Areas Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressty disclaimsany 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 ar 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 ES114387 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. product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Cling Hua Huang Quantum Consulting Engineers (206)957-3918 ghuang C qu antumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes. WA PASSED System :Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASO 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 35 of 75 F O R T E MEMBER REPORT 5th floor, 32 1 piece(s) 3 1/2" x 11 7/8" 1•55E 4intberStrand@ LSL ®verall Length: 14 3" I 13' 4" 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Lowtion Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3307 @ 4" 5316 (335") Passed (62%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2690 @ 1' 5 3/8" 8590 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 10927 @ 7' 1 1/2" 15953 Passed (68%) 1,00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.280 @ 7' 1 1/2" 0.453 Passed (L/582) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.518 @ 7' 1 1/2" 0.679 Passed (L/314) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (U360) and TL (U240). 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 IN 1" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead FLNe Total 1- Stud wall - HF 5.50" 3.75" 2.33" 1550 1824 3374 13/4" Rim Board 2 - Stud wall - HF 5.50" 5.50" 2.38" 1552 1824 3376 Blocking • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • 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 LOadS Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 13/4" to 14' 3" N/A 13.0 1 - Uniform (PSF) 0 to 14' 3" (Top) 6' 4 13/16" 32.0 40A Residential - Living Areas Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressty 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. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3919 qh uang C quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA PASSED System :Floor Member Type: Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 36 of 75 F O R T G E MEMBER REPORT 5th floor, 33 f IZ 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand@ LSL Overall Length: 8' f f:3d 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) Member Reaction (Ibs) 1323 @ 4" 7796 (5.5011) Passed (17%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 876 @ 1' 5 3/8" 8590 Passed (10%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2414 @ 413 1/2" 15953 Passed (15%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.024 @ 4' 3 1/2" 0.264 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.045 @ 4' 3 1/2" 0.396 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 m braced at 8' 7" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at B' 7" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1- Stud wall - HF 5.50" 5.50" 1.50" 619 704 1323 Blocking 2 - Stud wall - HF 5.50" 5.50" 1.50" 619 704 1323 Blocking • Blocking Panels are assumed to carry no Toads applied directly above them and the full load is applied to the member being designed. Tributary Dead Ftoor Live LOads Location (Side) Width (O.gO) (1.00) Comments 0 - Self Weight (PLF) 0 to 8' 7" N/A 13.0 1 - Uniform (PSF) 0 to BIT' (Top) 4' 13/16" 32.0 40.0 Residential - Uving Areas 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. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Farce Software Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3918 ghuang @ quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA PASSED System :Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 37 of 75 MEMBER REPORT 5th floor, 34 �� F 0 R T E 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand@ LSL PASSED Overall Length: 5' 5" 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 LDF Load: Combination (Pattern) Member Reaction (Ibs) 2765 @ 2" 4961 (3.50") Passed (56%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1457 @ 1' 3 3/8" 8590 Passed (17%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3298 @ 218 1/2" 15953 Passed (21%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.018 @ 2' 8 1/2" 0.169 Passed (L/999+) 1.0 D + 1s0 L (All Spans) Total Load Defl. (in) 0.032 @ 2' 8 1/2" 0.254 Passed (L/999+) 1.0 D + 1.0 L (All Spans) • Deflection criteria: U. (L/360) and TL (L/240). Top Edge Bracing kw): Top compression edge must be braced at 5' 5" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 5" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Frye Total 1- Stud wall - HF 3.50" ISO" 1.95" 1249 1517 2766 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.95" 1249 1517 2766 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 Loads Location (Side) Width (0.90) (S.oB) Cmmts oen 0 - Self Weight (PLF) 0 to 5' 5" N/A 13.0 1 - Uniform (PSF) 0 to 5' 5" (Top) 14' 32.0 40.0 Residential - Living Areas Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR4153 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. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Cling Hua Huang Cfuantuin Consulting Engineers (2i)6) 957-3918 ghuang C quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA System :Floor Member Type: Flush Beam Building Use : Residential Building Code: IBC 2015 Design Methodology : ASO 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 38 of 75 �00 MEMBER REPORT 5th floor, 35 F 0 R T E 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand® LSL Overall Length: 4' 9" L�J 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) Member Reaction (Ibs) 2261 @ 2" 4961 (3.50") Passed (46%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1131 @ T 5 5/8" 8590 Passed (13%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2251 @ 2' 3 3/4" 15953 Passed (14%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (in) 0.010 @ 2' 3 3/4" 0.143 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.018 @ 2' 3 3/4" 0.215 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 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. Supports Bearing Loads to Supports (Ibs) Total Available Required Dead Floor Live TotalAccessories 1- Stud wall - HF 3.50" 3.50" 1.60" 1022 1240 2262 Blocking 2 - Hanger on 117/8" LSL beam ISO" Hanger' 1.50" 1073 1307 2380 See note � • 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. PASSED System :Floor Member Type : Flush Beam Building Use! Residential Building Code: IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Connectors Support Mudd Seat Length Top Nails Face Nails Member Nails Accessories 2-Face Mount Hanger LUS414 2,00" N/A 10-16d 6-16d None Tributary Dead Floor Live LOIadS Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 4' 5 1/2" N/A 13.0 1 - Uniform (PSF) 0 to 4' 9" (Top) 13' 4 13/16" 32.0 40.0 Residential - Living Areas Notes Weyerhaeuser warrants that the sizing of its products will be in accordance wfth 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 ESR4387 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. product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator - Qing Hua Huang Quantum Consulting Engineers (206)957-3918 qhuaiig@quantumce.com Job Notes Fidalgo Flats 1014 18th Si. Anacores, WA (?$)SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 39 of 75 L 00 FORTE MEMBER REPORT 5th floor, 36 1 piece(s) 3 1/2" x 11 7/B" 1.55E Timber5trand@ LSL ®verall Length: 5' 9" M All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Resuit5 Actuat rtD Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2089 @ 5' 7" 4961 (3.50") Passed (42%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1950 @ 415 5/8" 8590 Passed (23%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2745 @ 4' 2 1/2" 15953 Passed (17%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.013 @ 3' 1 1/4" 0.181 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.023 @ 3' 1 3/16" 0.271 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 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. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1- Stud wall - HF 3.50" 3.50" 1.50" 432 485 917 Blocking 2 - Stud wall - HF 3.50" 3,50" 1.50" 961 1129 2090 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF7 0 to 5' 9" N/A 13.0 1 -Uniform (PSF) 0 to 5' 9" (Top) 11411 32.0 40,0 Residential - Living Areas 2 - Point (lb) 4' 2 1/2" (Top) N/A 1073 1307 Floor Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressty 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. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator - Qing Hua Huang Quantum Consulting Engineers (206) 957-3918 ghuang @quantumce.com .lob Notes Fidalgo Flats 1014 18th St. Anacortes, WA PASSED System :Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD l SUSTAINABLE FORESTRY INITIATIVE 6!7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 40 of 75 -54 F O R T E MEMBER REPORT 5th floor, 37 2 piece(s) 2 x 10 Hem -Fir No. 2 ® terall Length: 3' 6" 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Desi n Results Aewal � Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 483 @ T 4 1/2" 3645 (3.0011) Passed (13%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 475 @ 2' 5 3/4" 2775 Passed (17%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 754 @ 1' 9 1/2" 3333 Passed (23%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.002 @ 1' 9 1/16" 0.108 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl.(in) 0.004 @ 1'9 1/16" 0.162 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' 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. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Trimmer - HF 3.00" 3.00" 1.50" 223 236 459 None 2- Trimmer -HF 3.00" 3.00" LSD" 234 249 483 None Tributaryr Dead Floor Live LOaldS Location (Side) Width (0.90) (1.00) comments 0 - Self Weight (PLF) 0 to 3' 6" N/A 7.0 1 - Point (lb) 1' 9 1/2" N/A 432 485 Residential - Living Areas Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www,weyerhaeuser.com/woodproducts/document-llbrary. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3918 ghuang C� qu antumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA PASSED System :Wall Member Type : Header Bull Use : Residential Bull Code: IBC 2015 Design Methodology: ASD 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 41 of 75 �' F O R T E "'EMBER REPORT 5th floor, 38 1 piece(s) 3 1/2" x it 7/8" 1.55E TimberStrand@ LSL Overall Length_ 8° 7 3/4" t 7' 11 1 /4" I 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 @ Lowtion Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3485 @ 1 1/2" 4253 (3.0011) Passed (82%) 1s0 D + 1s0 L (All Spans) Shear (Ibs) 2550 @ 712 3/8" 8590 Passed (30%) L00 LO D + 1.0 L (All Spans) Moment (Ft-Ibs) 6813 @ 4' 1 7/8" 15953 Passed (43%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.070 @ 4' 1 7/8" 0.269 Passed (L/999+) 1s0 D + 1.0 L (All Spans) Total Load Dell. (in) 0.130 @ 4' 1 7/8" 0.403 Passed (L/746) - 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 8' 2" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 2" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - HF 3.00" 3.00" 2.46" 1615 1870 3485 Blocking 2 - Hanger on 117/8" LSL beam 5.501, Hanger' 1.50" 1738 2020 3758 See note' • 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. System :Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO F 1) Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Memher Nails Accessories 2 - Face Mount Hanger HHUS48 3.00" N/A 22-10d 8-10d None Loads Location. (Side) Tributary Width Dead (D.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 8' 2 1/4" N/A 13.0 1 - Uniform (PSF) 0 to 8' 7 3/4" (Top) 8' 6" 13.0 Wall 2 - Uniform (PSF) 0 to 8' 7 3/4" (Top) 2' 6" 10.0 60.0 Deck 3 - Uniform (PSF) 0 to 8' 7 3/4" (Top) 1 71611 1 32.0 1 40.0 Floor I L' C•1K-f-: 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 ESR4387 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. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3918 qhuang@quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 42 of 75 -56 �i MEMBER REPORT 5th floor, 39 F 0 Ft T E 1 piece(s) 3 1/2" x 11 7/S" 1.55E TimberStrand® LSL Overall Length: I 1 2" 0 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 AcWal � Lowtion Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2607 @ 14' 5 1/4" 7796 (5.5011) Passed (33%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1371 @ 15' 7 7/8" 8590 Passed (16%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -3576 @ 14' 5 1/4" 15953 Passed (22%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.071 @ 7' 3 5/8" 0.476 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.102 @ 17' 2" 0.273 Passed (2L/644) 1.0 D + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (1j240). Overhang deflection criteria: LL (2L/360) and TL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 17' 2" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 17' 2" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Stud wall - HF 3.50" ISO" 1.50" 206 389/-50 -31 595/-81 Blocking 2 - Stud wall - HF 5.50" 5.50" 1.84" 1866 740 218 2824 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 L08dS Location (Side) Wtdth (D.gg) (1.00) (1.15) Comments 0 - Self Weight (PLF) 0 to 17' 2" N/A 13.0 1 - Uniform (PSF) 0 to 14' 8" (Top) 1' 4" 32.0 40.0 Floor 2 - Uniform (PSF) 14' 8" 0 17' 2" 8" 1960 25.0 Roof 3 - Uniform (PSF) 14' 8" too 17' 2" 8' 6" 13.0 Wall 4 - Uniform (PSF) 14' 8" too 17' 2" 8" 32.0 40.0 Floor 5 - Point (lb) 17' 1" (Top) N/A 862 231 145 Roof & floor Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3916 qhu ang C quantu mce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA PASSED System :Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 43 of 75 F O R T E ,. MEMBER REPORT 5th floor, 40 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand® LSL Overall Length: 11 2 1/2" 8' 2' 6" 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Aetual � Lowtion Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3075 @ 8' 5 3/4" 7796 (5.5011) Passed (39%) 1.0 D + US L + US S (All Spans) Shear (Ibs) 1426 @ 9' 8 3/8" 8590 Passed (17%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -3802 @ 8' 5 3/4" 15953 Passed (24%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.029 @ 11' 2 1/2" 0.200 Passed 2 999+ 1.0 D + 0.75 L + US S (Alt Spans) Total Load Defl. (in) UK @ 11' 2 1/2" 0.273 Passed (2L/748) 1.0 D + US L + 0.75 S (Alt Spans) • Deflection criteria: ILL (LJ360) and TL (L/240). Overhang deflection criteria: ILL (0.2") and TL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 11' 3" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 3" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Frye Snow Total 1- Stud wall - HF 3.00" 3.00" 1.50" 255 115/-87 -88 370/475 Blocking 2 - Stud wall - HF 5.50" 5.50" IV" 2352 503 462 3317 Blocking Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tribomry Dead Floor Live Snow LOBdS Location (Side) Width (0.90) (1.00) (1.15) Comments 0 - Self Weight (PLF) 0 to 11' 2 1/2" N/A 13.0 1 - Uniform (PSF) 0 to 1112 1/2° Bit 32.0 40.0 Floor 2 - Uniform (PSF) 0 to 1112 1/2" 81611 13.0 Wall 3 - Uniform (PSF) 8' 8 1/2" to 11' 2 8" 19.0 - 25.0 Roof 12' o 4 - Uniform (PSF) 8' 8 1/2" to 11' 2 3' 12.0 25.0 Roof overhang 12" o 5 - Point (lb) 117 2 1/2" (Top) N/A 862 231 145 Roof & floor Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or Framer is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR4153 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. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3918 ghuangC quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA G'Fa FLU System :Floor Member Type: Flush Beam Building Use : Residential Building Code: IBC 2015 Design Methodology : ASO 1 SUSTAINABLE FORESTRY INITIATIVE fi/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 44 of 75 Itl MEMBER REPORT 5th floor, 41 F O R T E 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand@ LSL Overall Length: 6' El 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 Design Results Actual � Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2675 @ 1 1/2" 4253 (3.00") Passed (63%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1680 @ 1' 2 7/8" 8590 Passed (20%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4130 @ 3' 4" 15953 Passed (26%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.030 @ 3'4" 0.214 Passed (L/999+) - 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.055 @ 3'4" 0.321 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 6' 8" o/c unless detailed otherwise. 6' Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1- Stud wall - HF 3.00" 3.00" 1.89" 1242 1433 2675 Blocking 2 - Beam - HF 3.00" 3.00" 1.89" 1242 1433 2675 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Leads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 6' 8" N/A 13.0 1 - Uniform (PSF) 0 to 6' 8" (Top) 8' 6" 13.0 Wall 2 - Uniform (PSF) 0 to 6' 8" (Top) 21611 10.0 60.0 Deck 3 - Uniform (PSF) 0 to 6' 8" (Top) 7' 32.0 40.0 Floor Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressty 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. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers: (206)957-3918 ghuangCquantumce.com Job Notes Fidalgo Flats 1014 181h St. Anacortes, WA PASSED System :Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD l SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 45 of 75 r�� fi MEMBER REPORT 5th floor, 42 PASSED wi F 0 R T E 2 piece(s) 1 3/4" x 11 7/8" 1.55E TinlberStrand@ LSL Overall Length: 6' 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 AcWal @Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2858 @ 1 1/2" 4253 (3.00") Passed (67%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1768 @ 1' 2 7/8" 8590 Passed (21%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4294 @ 3' 3" 15953 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.026 @ 3' 3" 0.208 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Dell. (in) 0.055 @ 3' 3" 0.313 Passed (L/999+) 1.0 D + 1.0 L (All Spans) • Deflection criteria: U. (LJ360) 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. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - HF 3.00" 3.00" 2.02" 1493 1365 2858 Blocking 2 - Beam - HF 3.00" IN" IN" 1493 1365 2858 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location (Side) Tributary Width Dead (D.90) Floor Live (i.00) Comments 0 - Self Weight (PLF) 0 to 6' 6" N/A 13.0 1 - Uniform (PSF) 0 to 6' 6" (Top) 8' 6" 13.0 Wall 2 - Uniform (PSF) 0 to 6' 6" (Top) 101611 32.0 40.0 Floor Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3918 qhuaiig@quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA System : Floar Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 46 of 75 00 F O R T E MEMBER REPORT 5th floor, 43 2 piece(s) 2 x 10 Hem -Fir No. 2 Overall Length: 3' 6" 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 @� Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2399 @ 1 1/2" 3645 (3.00") Passed (66%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1000 @ 1' 1/4" 2775 Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1810 @ 1' 9" 3333 Passed (54%) 1.00 190 D + 1.0 L (All Spans) Live Load Defl. (in) 0.007 @ 1' 9" 0.108 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.013 @ 1' 9" 0.162 Passed (L/999+) - 1,0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (LJ240). 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. Supports Bearing Loads m Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1- Trimmer - HF 3.00" 3.00" 1,97" 1139 1260 2399 None 2 -Trimmer - HF 3.00" 3,00" 1.97" 1139 1260 2399 None Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 3' 6" N/A 7.0 1 - Uniform (PSF) 0 to 3' 6" 81611 8.0 Wall 2 - Uniform (PSF) 0 to 3' 6" 18, 32.0 40.0 Floor Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software, Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards, For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3918 qhu ang @ q uantu mce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA PASSED System :Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4fe Page 47 of 75 i r O p T C 1 MEMBER REPORT 5th floor, 44 zdr R G 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrandl0 LSL Overall Length: 1 3" 0 0 r.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 Actual tD Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2801 @ 4" 5316 (3.75") Passed (53%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1753 @ V 5 3/8" 8590 Passed (20%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4361 @ 3' 7 1/2" 15953 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (in) 0.045 @ 3' 7 1/2" 0.219 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.061 @ 3' 7 1/2" 0.329 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' o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Acceories ss Total Available Required Dead Floor Live Total 1 - Stud wall - HF 5.50" 3.75" 1.98" 741 2175 2916 13/4" Rim Board 2 - Stud wall - HF 5.50" 3.75" 1.98" 741 2175 2916 13/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member befog designed. Loads Location (Side) Tributary Width Dead (o.9D) Floor Live (1.00) Comments 0 - Self Weight (PLF) 13/4" to 711 1/4" N/A 13.0 1 - Uniform (PSF) 0 to 7' 3" (Top) 6' 32.0 100.0 Stair Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www,weyerhaeuser.com/woDdproducts/document-library. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206) 957-3918 ghuang @ qu antumce.com Job Notes Fidalgo Flats 1014 181h St. Anacortes, WA PASSED System :Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO l SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 48 of 75 F R T E MEMBER REPORT 5th floor, 45 i piece(s) 1 3/4" x 11 T/S" 1.55E TimberStrand@ LSL ®verall Length: 3' 3" ' L 3' 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 Acbual � Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1009 @ 0 1063 (1.50") Passed (95%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 317 @ 1' 1 3/8" 4295 Passed (7%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 820 @ 1' 7 1/2" 7977 Passed (10%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.005 @ 1' 7 1/2" 0.108 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.010 @ 1' 7 1/2" 0.162 Passed (L/999+) 1.0 D + 1.0 L (All Spans) • Deflection criteria: U. (L/360) and TL (U240). Top Edge Bracing (Lu): Top compression edge must be braced at 3' 3" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3' 3" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1- Stud wall - HF 1.50" 1.50" 1.50" 554 455 1009 Blocking 2 - Stud wall - HF 1.50" 1.50" 1.50" 554 455 1009 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 3' 3" N/A 6.5 1 - Uniform (PSF) 0 to 3' 3" (Top) 7' 32.0 40.0 Stair 2 - Uniform (PSF) 0 to 3' 3" (Top) 8' 6" 13.0 Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3918 ghuang @ quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA PASSED System :Floor Member Type : Flush Beam Building Use : Residential Building Code: IBC 2015 Design Methodology: ASD SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 49 of 75 F O R T G E MEMBER REPORT 5th floor, 46 r fl 1 piece(s) 3 1/2" x 11 7/8" 1.55E TionbeirStrand® LSL Overall Length: 8' 1" 4' 10" All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual � Locaton Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3254 @ 514 1/4" 7796 (5.50") Passed (42%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1156 @ 4' 1 5/8" 8590 Passed (13%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -1819 @ 514 1/4" 15953 Passed (11%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.013 @ 8' 1" 0.200 Passed 2 999+ 1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in) 0.026 @ 8' 1" 0,273 Passed 2 999+ 1.0 D + US L + 0.75 S (Alt Spans) • Deflection criteria: U. (U360) and TL (L/240). Overhang deflection criteria: U. (0.2' I 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 7' 10" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Hanger on 117/8" LSL beam 3,50" Hanger' 1.50" 537 932/-22 -73 1469/-95 See note 1 2 - Stud wall - HF 5.50" 5.50" 2.30" 1824 1430 323 3577 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 • 1 See Connector grid below for additional information and/or requirements. PASSED System :Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Naifs Accessories 1- Face Mount Hanger WS410 2.00" N/A 8-10d 6-10d None Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.35) Comments 0 - Sell Weight (PLF) 3 1/2" to 8' 1" N/A 13.0 1 - Uniform (PSF) 0 to 8' 1" (Top) 4' 32.0 40.0 Floor 2 - Uniform (PSF) 5' 7" to 8' 1" (Top) 8' 6" 13.0 Wall 3 - Uniform (PSF) 5' 7" to 8' 1" (Top) 4' 1900 25.0 Roof 4 - Uniform (PSF) 0 to 5' 7" (Top) 41311 32.0 40.0 Floor Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers. (206)957-3918 ghuang C-quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 50 of 75 F 0 R T E MEMBER REPORT 5th floor, 47 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand@ LSL Overall Length_ 96 3/4" _ 15' 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) Member Reaction (Ibs) 1502 @ 2" 7656 (3.50") Passed (20%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1544 @ 14' 5 5/8" 8590 Passed (18%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 8762 @ 8' 10" 15953 Passed (55%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0,266 @ 8' 1/2" 0.514 Passed (L/696) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.463 @ 8' 5/16" 0.771 Passed (L/399) 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 15' 11" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15' 11" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1- Stud wall - OF MY'3.50" 1.50" 673 828 1501 Blocking 2 - Stud wall - OF 7.25" 5.50" 1.50" 756 961 1717 13/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. LOadS Location (Side) Tributary Width Dead (0.g0) Floor Live (1.00) Coroman 0 - Self Weight (PLF) 0 to 15' 11" N/A 13.0 1 - Uniform (PSF) 0 to 16' 3/4" (Top) 1' 4" 32.0 40.0 Residential -Living Areas 2 - Point (lb) 8' 10" (Top) N/A 537 932 Roof & floor 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 ar 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 ESP-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. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3918 huaiig@quantumce.com Job Notes Fidalgo Flals 1014 1 Bth St. Anacortes, WA PASSED System :Floor Member Type : Flush Beam Building Use : Residential Building Code: IBC 2015 Design Methodology : ASD (Zy) SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 51 of 75 00 FORTE MEMBER REPORT 4th floor, 48 1 plece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand@ LSL Overall Length: 11' 4 Tr 2'6" Fil All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual O Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2325 @ 3 1/2" 4725 (1.50") Passed (49%) 1.0 D + 1.0 L (Alt Spans) Shear (Ibs) 2152 @ 6' 10 5/8" 8590 Passed (25%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4204 @ 3' 10 7/8" 15953 Passed (26%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.047 @ 11' 0.200 Passed 2 999+ 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.077 @ 4' 1 7/16" 0.395 Passed (L/999+) 1.0 D + 1.0 L (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 10' 9" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 9" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1- Hanger on 117/8" LSL beam 3,50" Hanger' 1.50" 1025 1484/435 2509/-135 See note' 2 - Stud wall - DF 7.50" 7.50" 2.49" 2530 2916 5446 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. PASSED System :Floor Member Type: Flush Beam Building Use: Residential Building Code: IBC 2015 Design Methodology: ASD Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger HHUS48 3.00" 1 N/A 22-10d 8-10d None LOBdS Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 3 1/2" to 11' N/A 13.0 1 - Uniform (PSF) 8' 6" to 11' (Top) 4' 9" 32.0 60.0 Balcony 2 - Uniform (PSF) 8' 6" to 11' (Top) 81611 13.0 Wall 3 - Uniform (PSF) 0 to 11' (Top) 4' 9" 32.0 40.0 Floor 4 - Uniform (PSF) 0 to 8' 6" (Top) 4' 32.0 40.0 Floor Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woDdproducts/document-library. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3918 qhu ang C quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA. l SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5:4, Design Engine: V7.1.1.3 Gravity design.4te Rage 52 of 75 r O T C '° MEMBER REPORT 4th floor, 49 r 1 G 1 piece(s) 5 1/4" x 11 7/8" 2e2E Parallam@ PSL Overall Length: 21 1 3/4" - 20' 3" 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Actual O Lowdon Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3715 @ 20' 11 3/4" 11484 (3.50") Passed (32%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 3567 @ 19' 10 3/8" 12053 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 20986 @ 8' 6" 29854 Passed (70%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.539 @ 10' 8 3/16" 0.683 Passed (L/457) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.971 @ 10' 8 1/8" 1.025 Passed (L/253) 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 21' o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 21' o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - OF 7,25" 5.50" 1.50" 1434 1698 3132 13/4" Rim Board 2 - Stud wall - OF 3.50" 3.50" 1.50" 1656 2059 3715 Blocking • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. LOads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 4 13/4" to 21' 13/" N/A 19.5 1 - Uniform (PSF) 0 to 21' 13/or 1' 4" 32.0 40.0 Balcony 2 - Point (lb) 81611 (Top) N/A 1025 1484 Floor 3 - Point (lb) 17' (Top) N/A 754 1145 Floor Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressty 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 author'Ity 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. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206) 957-3918 ghuang @ qu antu mce.com Job Notes Fidalgo Flats 1014 18ih St. Anacortes, WA PASSED System :Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 53 of 75 PASSED MEMBER REPORT 3rd floor, 50 F O R T E 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand@ LSL Overall Length: 1 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) Member Reaction (Ibs) 6332 @ 4" 8203 (3.75") Passed (77%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 4045 @ 1' 5 3/8" 8590 Passed (47%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 10255 @ TV 15953 Passed (64%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.077 @ 3' 9" 0.228 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.151 @ 3' 9" 0.342 Passed (L/545) 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 detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Lrve Snow Total 1- Stud wall - OF 5.50" 3.75" 2.89" 3212 3375 187 6774 13/4" Rim Board 2 - Stud wall - OF 5.50" 3.75" 2.89" 3212 3375 187 6774 13/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. LOBdS Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 13/4" to 7' 4 114" N/A 13.0 1 - Uniform (PSF) 0 to 7' 6" (Top) 1' 18.0 25.0 Roof 2 - Uniform (PSF) 0 to 7' 6" (Top) 40' 13.0 Wall 3 - Uniform (PSF) 0 to 7' 6" (Top) 9' 32.0 100.0 Stair landing 4 - Uniform (PSF) 0 to 7' 6" (Top) 1' 18.0 25.0 Low roof Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206) 957-3918 ghuang C' quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA System :Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD l SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 54 of 75 ,i C O R r G C MEMBER REPORT 2nd floor, 60 r 1 piece(s) 7" x 11 7/8" 2.2E Parallam@ PSL Overall Length: 96 I 114 3' 9' 5' 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 Allowetl Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 31350 @ SO' 9 1/2" 25515 (9.00") Failed (123%) 1.0 D + 1.0 L (Adj Spans) Shear (Ibs) 12096 @ 12' 1 7/8" 16071 Passed (75%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) 21654 @ 141211 39805 Passed (54%) 1900 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.046 @ 14' 2" 0.189 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.081 @ 141211 0.283 Passed (L/843) 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: U. (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 17' o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 17' o/c unless detailed otherwise. -824 Ibs uplift at support 6' 5 1/4". Strapping or other restraint may be required. Member should be side -loaded from both sides of the member to prevent rotation. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1- Stud wall - HF 5.50" 5.50" 1.50" 1365 1693/-70 3058/-70 Blocking 2 - Stud wall - HF 5.50" 5.50" 1.50" 682 3231/- 1506 3913/-1506 Blocking 3 - Stud wall - HF 9.00" 9.00" 11,06" 13428 17923 31351 Blocking 4 - Stud wall - HF 7.50" 7,50" 6.23" 7537 10116/-91 17653/-91 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 LOads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 16' 11 1/2" N/A 26.0 1 - Uniform (PSF) 10' 4 1/2oto 11' 6" 15' 44.0 100.0 Roof deck 2 - Uniform (PSF) 14' 2" too 16' 6" 15, 44.0 100.0 Roof deck 3 - Uniform (PSF) 10, 4 1/2'1to 16' 6° 34' 4 13/16" 8.0 Wall 4 - Uniform (PSF) 10' 4 1/2'1to 11' 6" 45' 32.0 40.0 Floor 5 - Uniform (PSF) 14' 2" too 16' 6" 45' 32.0 40.0 Floor 6 - Uniform (PSF) 0 to 16'11 1/2" 12' 32.0 40.0 Floor OP) 7 - Point (lb) 11' 6" (Top) N/A 3555 5075 Roof deck & floor 8 - Point (lb) 14' 2" (Top) N/A 3555 5075 Roof deck & floor Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of remrd, 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. Productr 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 ESR4153 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. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3918 ghuang C quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacones, WA System :Floor Member Type : Flush Beam Building Use: Residential Building Code : IBC 2015 Design Methodology : ASO 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 55 of 75 a F 0 R T E MEMBER � '' i_ 2nd floor, 61 1 piece(s) 5 1/4" x 11 7/8" 2.2E Parallam® PSL Overall Length: 4' 4" r 3' 7' 0 All locations are measured from the outside face of left support (or left cantilever end) All dimensions are horizontal.;Drawing is Conceptual Design Results Actual � Loradon Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 18878 @ 4' 1" 9568 (4.50") Failed (197%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 4539 @ 1' 4 3/8" 12053 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 7880 @ 2' 2" 29854 Passed (26%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.015 @ 2' 2" 0.128 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.028 @ 2' 2" 0.192 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 4' 4" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 4" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - HF 4.50" 4,50" 8.88" 8093 10785 18878 Blocking 2 - Stud wall - HF 4.50" 4.50" 8.88" 8093 10785 18878 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. LOadS Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 4' 4" N/A 1905 1 - Uniform (PSF) 0 to 8" (Top) 17' 6" 44.0 100.0 Roof deck 2 - Uniform (PSF) 3' 8" to 4' 4" (Top) 171611 44.0 100.0 Roof deck 3 - Uniform (PSF) 0 to 4' 4" (Top) 34' 4 13/16" 8.0 Wall 4 - Uniform (PSF) 0 to 8" (Top) 52' 6" 32.0 40.0 Floor 5 - Uniform (PSF) 3' 8" to 4' 4" (Top) 521611 32.0 40.0 Floor 6 - Uniform (PSF) 0 to 4' 4" (Top) 14' 32.0 40.0 Floor 7 - Point (lb) 8" (Top) N/A 4851 7005 Roof deck & floor 8 - Point (lb) 3' 8" (Top) N/A 4851 7005 Roof deck & floor Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need far 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 ESR4387 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. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3918 ghuang Cquantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA System :Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASO 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 56 of 75 TC '` MEMBER REPORT 2nd floor, 62 aFORG i piece(s) 7" n 11 7/B" 2.2E Parallam® PSL Overall Length: 0 1 1 0 4' 9" 3' 11 " 5' 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 Acdtal O Lowdon Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 36435 @ 9' 10 1/4" 15593 (5.50") Failed (234%) 1.0 D + 1.0 L (Adj Spans) Shear (Ibs) 14996 @ 413 1/8" 16071 Passed (93%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) 21161 @ 312 3/16" 39805 Passed (53%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.036 @ 3' 2 1/2" 0.170 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.073 @ 3' 2 1/2" 0.255 Passed (L/843) 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: U. (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 15' 10" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15' 10" o/c unless detailed otherwise. Member should be side -loaded from both sides of the member to prevent rotation. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1- Stud wall - HF 6.00" 6.00" 6.03" 8773 8322/-269 1371 18466/-269 Blocking 2 - Stud wall - HF 5.50" 5.50" Selo" 10521 12430 1636 24587 Blocking 3 - Stud wall - HF 5.50" 5.50" 12.85" 18035 18399 3229 39663 Blocking 4 - Stud wall - HF 5.50" 5.50" 5.31" 7819 7222/-375 1341 16382/-375 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 Location (Side) Width (0.90) (1.00) (S.iS) Comments 0 - Self Weight (PLF) 0 to 15' 91/2" N/A 26.0 1 - Uniform (PSF) 0 to 3' 2 1/2" (Top) 16' 29.0 25.0 Roof 2 - Uniform (PSF) 911 1/2' to "' 9 19' 6" 29.0 25.0 Roof 1/2 " o 3 - Uniform (PSF) 0 to T 2 1/2" (Top) 34' 413/16" 8.0 Wall 4 - Uniform (PSF) 911 1/2" to 15' 9 34' 413/16" Wall 12' o 5 - Uniform (PSF) 0 to 3' 2 1/2" (Top) 48' 32.0 Quo .0 Floor 6 - Uniform (PSF) 9' 1 1/2" to 15' 9 48' 32.0 40.0 Floor 12' o 7 - Uniform (PSF) 0 to 1509 1/2° 16' 32.0 40.0 Floor 8 - Point (lb) 3' 2 1/P" (Top) N/A 6754 6321 1317 Roof & floor 9 - Point (lb) 9' 1 1/2" (Top) N/A 6754 6321 1317 Roof & floor Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressry 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 ES114387 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. product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3918 hoang@)quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA System :Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 57 of 75 MEMBER REPORT 2nd floor, 63 �� F O R T E 1 piece(s) 5 1/4" x 11 7/8" 2.2E Parallam® PSL ®verall Length: 6" 11 1 /2" All locations are measured from the outside face of left support (or left cantilever end) All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Comhination (Pattern) Member Reaction (Ibs) 13580 @ 4" 11694 (5.5011) Failed (116%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 7894 @ 1' 5 3/8" 12053 Passed (65%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 19173 @ 315 1/2" 29854 Passed (64%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.052 @ 3' 5 1/2" 0.208 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.116 @ 3' 5 1/2" 0.313 Passed (L/647) 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' o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1- Stud wall - HF 5.50" 5.50" 6.39" 7493 6087 1383 14963 Blocking 2 - Stud wall - HF 6.00" 6.00" 6.46" 7583 6160 1400 15143 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 Locafaon (Side) Width (0.90) (1.00) (1.15) Comments 0 - Self Weight (PLF) 0 to 6' 11 1/2" N/A 19.5 1 - Uniform (PSF) 0 to 6' 111 1/2" 16' 29.0 25.0 Roof 2 - Uniform (PSF) 0 to 6' 11 1/2° 34' 413/16" B.0 Wall 3 - Uniform (PSF) 0 to 6111 1/2" 16' 32.0 40.0 Floor 4 - Uniform (PSF) 0 to 6' 1/2" 28, 32.0 40.0 Floor o11 Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR4153 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. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3918 ghuang@quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA System :Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 58 of 75 a F O R T E J MEMBER REPORT 2nd floor, 64 1 piece(s) 5 1/4" x 11 7/8" 2.2E Parallam0 PSL Overall Length: T 4" I + 0 �- 6' 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 Cn Location Allowed Result LDF Load: Combination (Pattern) • Deflection criteria: LL (L/360) and TL (LJ240). 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 6' 5" o/c unless detailed otherwise. Bearing Loads to Supports (Ibs) Supports Total Available Required Dead Floor Snow Total Accessories Live 1 - Hanger on 11 7/8" PSL beam 5.50" Hanger' 1.50" 2718 1535 192 4445 See note' 2 - Hanger on 11 7/8" PSL beam 5.50" Hanger' 2.23" 4771 2941 332 8044 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. PASSED System :Floor Member Type :Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Connectors • 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. PASSED System :Floor Member Type :Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1- Face Mount Hanger HUCQ610-SDS IN" N/A 12-SDS25212 6-SDS25212 None 2 - Face Mount Hanger HGUS5.50/10 4.00" N/A 46-10d 16-10d None LOads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 5 1/2" to 6' 10 1/2" N/A 19.5 1 - Uniform (PSF) 10 1/4" to 5' 10 1 4" o 2' 4" 18.0 - 25.0 Roof 2 - Uniform (PSF) 10 1/4" to 5' 10 1 4" o 8' 6" 13.0 - - Wall 3 - Uniform (PSF) 0 to 7' 4" (Top) 1' 4" 44.0 100.0 - Roof deck 4 - Uniform (PSF) 0 to 7' 4" (Top) 34' 8.0 Wall 5 - Uniform (PSF) 0 to 7' 4" (Top) 2' 8" 32.0 40.0 Corridor 6 - Uniform (PSF) 0 to 7' 4" (Top) 21811 32.0 40.0 - Floor 7 - Point (lb) 6' (Top) N/A 2925 1934 232 Roof deck & Floor Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Cling Hua Huang Quantum Consulting Engineers (206)957-3918 ghuang @quantumce.com Jot+ Notes Fidalgo Flats 1014 18th St. Anacortes. VVA (Yj) SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forie v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 59 of 75 73 MEMBER REPORT 2nd floor, 65 �'1 F 0 R T E 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand@ LSL Overall Length_ 7' 6 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) Member Reaction (Ibs) 2953 @ 5 1/4" 4725 (1,50") Passed (62%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2097 @ 1' 5 1/8" 8590 Passed (24%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 5044 @ 3' 10 1/4" 15953 Passed (32%) 1,00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.030 @ 3' 10 1/4" 0.228 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.074 @ 3' 10 1/4" 0.342 Passed (L/999+) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (LJ240). Top Edge Bracing (Lu): Top compression edge must be braced at 6' 10" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 10" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1- Hanger on 117/8" PSL beam 5.25" Hanger' 1.50" 1989 1336 3325 See note 2 - Hanger on 117/8" LSL beam 3.50" Hanger' L50" 1915 1286 3201 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. PASSED System :Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Connectors Support Model Seat LengtjLih Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger HHUS48 3.00" N/A 22-10d 8-10d None 2 - Face Mount Hanger HHUS48 3.00" N/A 22-10d 8-10d None Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 5 1/4" to 7' 3 1/4" N/A 13.0 1 - Uniform (PSF) 0 to 7' 6 3/4" (Top) 1' 4" 44.0 100.0 Roof deck 2 - Uniform (PSF) 0 to T 6 3/4" (Top) 34' 4 13/16" 8.0 Wall 3 - Uniform (PSF) 0 to T 6 3/4" (Top) 51411 32.0 40.0 Floor 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 fhe 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 ESR4153 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. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3918 ghuang @quantumce.com Joh Notes Fidalgo Flats 101418th St. Anacortes, WA 1 SUSTAINABLE FORESTRY INITIATIVE 6!7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 60 of 75 74 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Description : 66 CODE REFERENCES Load Combination Set :IBC 2015 Material Properties Project Title: Engineer: Project Descr: Project ID: Printed'. 7 JUN 2019. 10:58AN File = RUohnson Oaklief ArchitecturelFidalgo Flats\Calculations\Gravity\Beams.ecf ENERCALC, INC. 1983-2013, Build:6.13.6.30, Ver:6.13.6.31 Analysis Method :Allowable Stress Design Fb-Tension Load Combination IBC 2015 Fb - Compr Fc - PHI Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsion buckling D(0.2644L1(0.33)j 5.25x7.0 Span = 7.0 ft Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.2640, L = 0.330 , Tributary Width =1.0 ft, (Corridor) Point Load : D=1.989, L =1.336 k @ 4.50 ft, (Corridor) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.842 1 Section used for this span 5.25x7.0 fb : Actual = 2,443.13psi FB : Allowable = 2,900.00psi Load Combination +D+L+H Location of maximum on span = 4.496ft Span # where maximum occurs = Span # 1 Maximum Deflection 2,900.0 psi 2,900.0 psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi L(1 .336) E :Modulus of Elasticity Ebend-xx 2,000.Oksi Eminbend -xx 1,016.54ksi Density 32.210 pcf Service loads entered. Load Factors will be applied for calculations Maximum Shear Stress Ratio = 0.550 : 1 Section used for this span 5.25x7.0 fv : Actual = 159,46 psi Fv : Allowable = 290.00 psi Load Combination +D+L+H Location of maximum on span = 6.438 ft Span # where maximum occurs = Span # 1 Max Downward L+Lr+S Deflection 0.109 in Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio = 770 0 <360 Max Downward Total Deflection 0.232 in Ratio = 362 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i C r C m C t C L M fb F'b V fv F'v +D+H 0,00 0.00 0.00 0.00 Length = 7.0 ft 1 0,456 0,293 1,00 1,00 1,00 1,00 1.00 1,00 1,00 4,73 13322,80 2900400 2,08 84,83 290,00 +D+L+H 1,00 1,00 1,00 1.00 1,00 1,00 0,00 0,00 0,00 0,00 Length = 7.0 ft 1 0,842 0,550 1,00 1,00 1,00 1,00 1,00 1,00 1,00 8,73 2,443.13 2900,00 3,91 159,46 290,00 +D+Lr+H 1,00 1,00 1,00 1,00 1,00 1.00 0,00 0,00 0,00 0.00 Length = 7.0 ft 1 0,456 0,293 1,00 1,00 1,00 1.00 1,00 1,00 1,00 4,73 11322,80 2900,00 2,08 84,83 290.00 +D+S+H 1,00 1,00 1.00 1,00 1,00 1,00 0,00 0,00 0,00 0.00 Length = 7.0 ft 1 0,456 0,293 1,00 1,00 1,00 1.00 1,00 1,00 1,00 4.73 1,322.80 2900400 2,08 84,83 290,00 +D+0.750Lr+0.750L+H 1,00 1,00 1.00 1,00 1,00 1,00 0,00 0.00 0.00 0,00 Length = TO ft 1 0.746 0,486 1,00 1.00 1,00 1,00 1,00 1,00 1,00 7,73 2,163.05 2900,00 3.45 140,80 290,00 C-75 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i C r C m C t C L M fb F'b V fv F'v +D+H 0,00 0.00 0.00 0.00 Length = 7.0 ft 1 0,456 0,293 1,00 1,00 1,00 1,00 1.00 1,00 1,00 4,73 13322,80 2900400 2,08 84,83 290,00 +D+L+H 1,00 1,00 1,00 1.00 1,00 1,00 0,00 0,00 0,00 0,00 Length = 7.0 ft 1 0,842 0,550 1,00 1,00 1,00 1,00 1,00 1,00 1,00 8,73 2,443.13 2900,00 3,91 159,46 290,00 +D+Lr+H 1,00 1,00 1,00 1,00 1,00 1.00 0,00 0,00 0,00 0.00 Length = 7.0 ft 1 0,456 0,293 1,00 1,00 1,00 1.00 1,00 1,00 1,00 4,73 11322,80 2900,00 2,08 84,83 290.00 +D+S+H 1,00 1,00 1.00 1,00 1,00 1,00 0,00 0,00 0,00 0.00 Length = 7.0 ft 1 0,456 0,293 1,00 1,00 1,00 1.00 1,00 1,00 1,00 4.73 1,322.80 2900400 2,08 84,83 290,00 +D+0.750Lr+0.750L+H 1,00 1,00 1.00 1,00 1,00 1,00 0,00 0.00 0.00 0,00 Length = TO ft 1 0.746 0,486 1,00 1.00 1,00 1,00 1,00 1,00 1,00 7,73 2,163.05 2900,00 3.45 140,80 290,00 C-75 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 7 JUN 2019. 10:58AM Wood Beam File = M:1Johnson Oaklief Architeclure\Fidalgo Flats\Calculations\Gravity\Beams.ec( ENERCALC, INC.1983-2013, Build:6.13.6.30, Ver:6.13.6.31 Description : 66 Load Combination Segment Length Max Stress Ratios Span# M V Cd CFN Ci Cr Cm C t CL Moment Values M Shear Values F'b V fv F'v +D+0750L+0750S+H 1.00 1.00 1.00 1.00 1.00 1.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Description : 67 CODE REFERENCES Load Combination Set :IBC 2015 Material Properties Project Title: Engineer: Protect Descr: Project ID: Primed- 7 JUN 2019, 10:59AM File = MAJohnson Oaklief Architecture\Fidalgo Flats\Calculations\Gravity\Beams.ecf ENERCALC, INC. 1983-2013, Build:6.13.6.30, Ver.6.13.6.31 Analysis Method :Allowable Stress Design Fb-Tension Load Combination IBC 2015 Fb -Compr Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D0.321 L0.117 SO.03 D(0.352 L(0.44) 5.25x7.0 Span = 5.0 ft 2,900.0 psi E: Modulus of Elasticity 2,900.0psi Ebend-xx 2,000.Oksi 2,900.0 psi Eminbend - xx 1,016.54 ksi 750.0 psi 290.0 psi 2,025.0 psi Density 32.210 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loads Uniform Load : D = 0.3520, L = 0.440 , Tributary Width =1.0 it, (Corridor) Uniform Load : D = 0.3210, L = 0.1170, S = 0.0340 , Tributary Width =1.0 ft, (Roof & floor) _DESIGN SUMMARY Maximum Bending Stress Ratio = 0.373 1 Maximum Shear Stress Ratio = Section used for this span 5.25x7.0 Section used for this span fb : Actual = 1,082.99psi fv : Actual = FB : Allowable = 21900.00 psi Fv : Allowable = Load Combination +D+L+H Load Combination Location of maximum on span = 2.500ft Location of maximum on span = Span # where maximum occurs = Span # 1 Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection 0.028 in Ratio = 2154 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0,060 in Ratio = 1000 Max Upward Total Deflection 0,000 in Ratio = 0 <240 Maximum Forces &Stresses for Load Combinations 0.337 : 1 5.25x7.0 97.76 psi 290.00 psi +D+L+H 0.000 ft Span # 1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i C r C m C t C L M fb F'b V fv F'v +D+H 0,00 0,00 0,00 0,00 Length = 5.0 ft 1 0,205 0,185 1,00 1,00 1,00 1,00 1,00 1,00 1,00 2,13 595,82 2900,00 1,32 53,78 290.00 +D+L+H 1,00 1,00 1,00 1,00 1.00 1,00 0,00 0,00 0,00 0,00 Length = 5.0 ft 1 0,373 0,337 1,00 1,00 1,00 1,00 1,00 1,00 1,00 3,87 1,082.99 2900,00 2,40 97,76 290,00 +D+Lr+H 1,00 1,00 1,00 1.00 1,00 1,00 0,00 0,00 0.00 0,00 Length = 5.0 ft 1 0,205 0,185 1.00 1,00 1,00 1,00 1.00 1,00 1,00 2.13 595,82 2900.00 1,32 53.78 290,00 +D+S+H 1,00 1,00 1,00 1,00 1,00 1,00 0,00 0,00 0,00 0.00 Length = 5.0 ft 1 0.216 0,195 1,00 1,00 1,00 1,00 1,00 1,00 1,00 2,24 625,56 2900000 1,38 56.47 290,00 +D+0,750Lr+0,750L+H 1,00 1,00 1,00 1,00 1,00 1,00 0,00 0.00 0,00 0.00 Length = 5.0 ft 1 0,331 0,299 1,00 1,00 1,00 1.00 1,00 1,00 1,00 3,43 961.20 2900,00 2,13 86,77 290,00 C-77 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 7 JUN 2019, 1o:59AN Wood Beam File = M:Wohnson Oaklief ArchitectureTidalgo Flats\Calculations\Gravity\Beams.ec( ENERCALC, INC. 1983-2013, Build:6.13.6.30, Ver:6.13.6.31 Description : 67 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V to F'v +D+0.750L+0.750S+H 1,00 1,00 1100 1400 1,00 1,00 0,00 0,00 0,00 0,00 Length = 5.0 ft 1 0,339 0,306 1,00 1,00 1,00 1000 1,00 1,00 1100 3,51 983,50 2900000 2,18 88,78 290,00 +D+0.60W+H 1,00 1,00 1,00 1000 1,00 1.00 0,00 0,00 0,00 0,00 Length = 5.0 It 1 0,205 09185 1,00 1,00 1AO 1,00 1,00 1,00 1,00 2,13 595,82 2900,00 1,32 53,78 290,00 +D+0.70E+H 1,00 1.00 1,00 1,00 1.0o 1,00 0,00 0,00 0,00 0,00 Length =5,0ft 1 0,205 0,185 1,00 1,00 1AO 1,00 1,00 1,00 1,00 2,13 595,82 2900,00 1,32 53,78 290,00 +D+0,750Lr+0,750L+0,450W+H 1,00 1100 1,00 1,00 1,00 1000 0400 0,00 0,00 0,00 Length = 5,0 It 1 0,331 0,299 1,00 1,00 1,00 1,00 1,00 1.00 1,00 3.43 961,20 2900.00 2,13 86477 290,00 +D+0.750L+0.750S+0.450W+H 1400 1,00 1,00 1.00 1,00 1,00 0000 0,00 0,00 0,00 Length = 5.0 ft 1 04339 0,306 1,00 1,00 1,00 1,00 1.00 1,00 1,00 3451 983,50 2900400 2,18 88,78 290,00 +D+0.750L+0.750S+0,5250E+H 1100 1,00 1,00 1.00 1,00 1,00 0,00 0000 0,00 0,00 Length = 5.0 It 1 0.339 0,306 1,00 1,00 1,00 1,00 1.00 1,00 1,00 3,51 983,50 2900,00 2,18 88,78 290,00 +0,60D+0.60W+0,60H 1,00 1,00 1000 1,00 1,00 1000 0,00 0400 0,00 0,00 Length = 5,0 ft 1 0,123 0,111 1000 1,00 1,00 1.00 1,00 1,00 1100 1,28 357,49 2900,00 0079 32,27 290,00 +0,60D+0.70E+0,60H 1,00 1,00 1,00 1,00 1,00 1400 0,00 0.00 0,00 0,00 Length = 5.0 ft 1 0,123 0,111 1,00 1,00 1000 1400 1,00 1,00 1,00 1.28 357,49 2900.00 0,79 32,27 290,00 Overall Maximum Deflections = Unfactored Loads Load Combination Span Max. "" Detl Location in Span Load Combination Max. "+" Defl Location in Span D+L+S 1 0,0600 2,518 0,0000 0,000 Vertical Reactions • Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 D Only 1.703 1.703 L Only 1.393 1.393 S Only 00085 0,085 L+S 10478 1,478 D+L 3,096 3,096 D+S 1,788 1.788 D+L+S 3,181 3,181 PASSED 00 F 0 R T E MEMBER REPORT 2nd floor, 69 1 piece(s) 7" x 11 7/R" 2,2E Parallam® PSL Overall Length_ 8° 1 1/2" 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 Resutt LDF Load: Combination (Pattern) Member Reaction (Ibs) 18839 @ 5 1/2" 18839 (4.31") Passed (100%) - 1.0 D + 1.0 L (All Spans) Shear (Ibs) 13486 @ 1' S 3/8" 16071 Passed (84%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft Ibs) 29732 @ 2' 10 1/2" 39805 Passed (75%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.072 @ 3110 11/16" 0.243 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.146 @ 3' 10 5/8" 0.365 Passed (L/598) 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 7' 8" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 8" o/c unless detailed otherwise. Member should be side -loaded from both sides of the member to prevent rotation. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Hanger on 117/8" PSL beam 5.50" Hanger' 4.31" 9945 9340 1491 20776 See note 2 - Stud wall - HF 6.00" 6.00" 3.14" 4416 4490 484 9390 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 • 1 See Connector grid below for additional information and/or requirements. System :Floor Member Type : Flush Beam Building Use : Residential Building Code: IBC 2015 Desjgn Methodology: ASO Connector: Simpson Strong -Tie Connectors Support ISeat Lengtlr Top Nails Face Nails Member Nails Accessories 1- Face Mount Hanger Connector not found N/A I N/A N/A N/A Tributary Dead Floor Live Snow Loads Location (Side) Width (0.90) (1.00) (1.15) Comments 0 - Self Weight (PLF) 5 1/2" to 8' 111211 N/A 26.0 1 - Uniform (PSF) 5 1/2" to 22' 10 1/2" 17' 29.0 - 25.0 Roof 2 - Uniform (PSF) 5 1/2" to 22' 10 1/211 347 4 13/16" 8.0 - Wall 3 - Uniform (PSF) 51/2" to 10 1/2" 50' 7 3/16" 32.0 40.0 Floor 02' 4 - Uniform (PSF) 0 to 8' 1 1/2" (Top) 131611 32.0 40.0 Floor 5 - Point (lb) 2' 10 1/2" (Top) N/A 4882 4551 948 Roof & Floor Notes Weyerhaeuser warrants that the sizing of its products will be in accordance wRh 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 ES114153 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. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Ming Hua Huang Quantum Consulting Engineers (206)957-3916 qhuatigL@quaniumce.com .lob Notes Fidalgo Flals 1014 18th St. Anacortes, WA 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Force v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 61 of 75 4F O R T E MEMBER REPORT 2nd floor, 70 1 piece(s) 3 1/2" x 11 7/S" 1.55E TimberStrand® LSL Overall Length: 5' 2" 4' 3" I, 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) Member Reaction (Ibs) 7433 @ 4" 7796 (5.50") Passed (95%) - 1.0 D + 1.0 L (All Spans) Shear (Ibs) 3303 @ 1' 5 3/8" 8590 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 7090 @ 2' 2" 15953 Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (in) 0.025 @ 2' 2" 0.146 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Dell. (in) 0.054 @ 2' 2" 0.219 Passed (L/974) 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' 9" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 9" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1- Stud wall - HF 5.50" 5,50" 5.24" 4010 3423 486 7919 Blocking 2 - Hanger on 11718" PSL beam 5.50" Hanger' 1.50" 2274 2212 204 4690 See note 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. PASSED System :Floor Memher Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2 - Face Mount Hanger HHUS48 3.00" N/A 22-16d 8-16d None Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 4' 8 1/2" N/A 13.0 1 - Uniform (PSF) 0 to T 2" (Top) 6' 6" 29.0 25.0 Roof 2 - Uniform (PSF) 0 to 2' 2" (Top) 34' 4 13/16" 8.0 Wall 3 - Uniform (PSF) 0 to 2' 2" (Top) 191611 32.0 40.0 Floor 4 - Uniform (PSF) 0 to 5' 2" (Top) 131611 32.0 40.0 Floor 5 - Point (lb) 2' 2" (Top) N/A 1635 1155 338 Roof 8t Floor Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressty 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 ESP-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. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Cling Hua Huang quantum Consulting Engineers (20G)957-3918 ghuang C quantumce.com Job Notes Fidalgo Flais 1014 18th St. Anacones, WA SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 62 of 75 �� FORTE MEMBER REPORT 2nd floor, 71 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand@ LSL Overall Length: 16 4" �r 7' 8" T 7" 0 0 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Desi n Results Actual � Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 6683 @ 8' 2 1/2" 9923 (7.00") Passed (67%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2500 @ 6' 11 1/8" 8590 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -5374 @ 8' 2 1/2" 15953 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.035 @ 3' 119/16" 0.269 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.065 @ 3' 9 7/16" 0.404 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: U. (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 16' 4" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16' 4" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead FLrve Total 1 - Stud wall - HF 3.00" 3.00" 1.59" 1155 1098/448 2253/448 Blocking 2 - Stud wall - HF 7.00" 7.00" 4.71" 3667 3016 6683 Blocking 3 - Stud wall - HF 3.00" 3,00" 1.57" 1136 1088/-154 2224/454 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location (Side) Tributary Width Dead. (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 16' 4" N/A 13.0 1 - Uniform (PSF) 0 to 16' 4" (Top) 8' 7 3/16" 13.0 Wall 2 - Uniform (PSF) 0 to 16' 4" (Top) 71611 32.0 Quo Floor Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator @ Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA PASSED System :Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASO 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 63 of 75 1 �0 MEMBER REPORT 2nd floor, 72 F 0 R T E 1 piece(s) 3 1/2" x 9 1/2" 1.55E TimberStrand® LSL ®verall Length: 3' 10" 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) • Deflection criteria: LL (L/36D) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 3' 10" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3' 10" o/c unless detailed otherwise. Bearing Loads to Supports (Ibs) Supports Total Available Required Dead Floor Total Accessories Live 1 - Trimmer - HF 3.00" 3.00" 3.07" 3396 4405 7801 None 2 - Trimmer - HF 3.00" 3.00" 3.07" 3396 4405 7801 None Tributary Dead Floor Live Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 3' 10" N/A 10.4 1 - Uniform (PSF) 0 to 3' 10" 9' 8 3/8" 44.0 100.0 Roof deck 2 - Uniform (PSF) 0 to 3' 10" 34' 8.0 Wall 3 - Uniform (PSF) 0 to 3' 10" 29' 32.0 40.0 Floor 4 - Uniform (PSF) 0 to 3' 10" 4' 2 3/8" 32.0 40.0 Floor Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressty 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 judsdiction. 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. product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consultiny Engineers (206)957-3918 ghuany @quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes. WA PASSED System :Wall Member Type : Header Building Use : Residential Building Code: IBC 2015 Design Methodology : ASD l SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 64 of 75 Tributary Dead Floor Live Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 3' 10" N/A 10.4 1 - Uniform (PSF) 0 to 3' 10" 9' 8 3/8" 44.0 100.0 Roof deck 2 - Uniform (PSF) 0 to 3' 10" 34' 8.0 Wall 3 - Uniform (PSF) 0 to 3' 10" 29' 32.0 40.0 Floor 4 - Uniform (PSF) 0 to 3' 10" 4' 2 3/8" 32.0 40.0 Floor Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressty 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 judsdiction. 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. product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consultiny Engineers (206)957-3918 ghuany @quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes. WA PASSED System :Wall Member Type : Header Building Use : Residential Building Code: IBC 2015 Design Methodology : ASD l SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 64 of 75 Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressty 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 judsdiction. 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. product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consultiny Engineers (206)957-3918 ghuany @quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes. WA PASSED System :Wall Member Type : Header Building Use : Residential Building Code: IBC 2015 Design Methodology : ASD l SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 64 of 75 �� FORTE 1MEMBER REPORT 2nd floor, 73 i piece(s) 11 7/8" TJI@ 360 @ 16" OC ®verall Length: I 1 3/4" 0 0 ,. 16' 2" I" All locations are measured from the outside face of left support (or left cantilever AN All dimensions are horizontal.;Drawing is Conceptual Design Results Actual � Location Allowed Resutt LDF Load: Combination (Pattern) Member Reaction (Ibs) 1467 @ 16' 9 1/4" 1467 (3.34") Passed (100%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1467 @ 16' 9 1/4" 1705 Passed (86%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4572 @ 10' 3 3/8" 6180 Passed (74%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 09275 @ 8' 11 3/16" 0.542 Passed (L/708) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.524 @ 8' 11 11/16" 0.813 Passed (L/372) U D + 1.0 L (All Spans) TJ-ProTm Rating 50 45 Passed - • Deflection criteria: ILL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 4' 3" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at IV 8" 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" Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro'" Rating include: 5/8" Gypsum ceiling. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1- Stud wall - DF 7.25" 5.50" 1.75" 454 533 15 1002 13/4" Rim Board 2 - Hanger on 117/8" LSL beam 3.50" Hanger' 3.34" / - 2 731 764 66 1561 See note • 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. • 2 Required Bearing Length / Required Bearing Length with Web Stiffeners PASSED System :Floor Member Type : Joist Building Use : Residential Building Code: IBC 2015 Design Methodology: ASD Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2-Face Mount Hanger Connector not found N/A N/A N/A N/A Loads Location (Side) Spacing Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 17' 3/4" 16" 32.0 40.0 - Floor 2 - Point (lb) 131911 N/A 457 387 81 Roof & Floor Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3918 ghuang @quantumce.com Joh Notes Fidalgo Flats 1014 18th St. Anacortes, WA 1 SUSTAINABLE FORESTRY INITIATIVE 6!7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 65 of 75 O F O R T E C1 MEMBER REPORT 2nd floor, 74 1 piece(s) 7" x 11 7/8" 2.2E Parallam® PSL Overall Length: 20 7 1/2" - 1 - 0 7' 5" I fir 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 Resutt LDF Load: Combinatlon (Pattern) Member Reaction (Ibs) 33970 @ 1215 1/4" 32813 (7.50") Failed (104%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 16382 @ 1318 7/8" 16071 Passed (102%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 40756 @ 17' 39805 Passed (102%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.113 @ 17' 0.262 Passed (L/832) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.201 @ 17' 0.393 Passed (L/470) 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: U. (U360) and TL (U240). 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 20' 6" o/c unless detailed otherwise. Member should be side -loaded from both sides of the member to prevent rotation. Supports directly above ri Beang Loads fA Supports (Ibs) Accessories Total Available Required Dead Frye Snow Total 1- Stud wall - OF 5.50" 3.75" 2.25" 5787 4338/-482 800 10925/-482 13/4" Rim Board 2 - Stud wall - DF T50" 7.50" 7.76" 19224 14746 2610 36580 Blocking 3 - Stud wall - DF 5.50" 5.50" 2.89" 5820 6803/- 950 13573/- 1122 Blocking • Rim Board is assumed to carry all loads applied directlyabove it, bypassing the member being designed. • Blacking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Locaiaon (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 13/4" to 20' 7 1/2" N/A 26.0 1 - Uniform (PSF) 0 to 14' (Top) 6' 2 3/8" 29.0 25.0 Roof 2 - Uniform (PSF) 0 to 14' (Top) 34' 10.0 Wall 3 - Uniform (PSF) 0 to 14' (Top) IV 6" 32.0 40.0 Floor 4 - Uniform (PSF) 0 to 2017 1/211 1' 4" 32.0 40.0 Fllor 5 - Point (lb) 17' (Top) N/A 13854 12707 2033 Roof & Floors Notes Weyerhaeuser warrantr 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. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206) 957-3918 ghuang C quantu mce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA System :Floor Member Type: Flush Beam Building Use : Residential Building Code: IBC 2015 Design Methodology : ASD 1 SUSTAINABLE FORESTRY INITIATIVE 6R/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 66 of 75 -84 MEMBER REPORT 2nd floor, 75 �� F 0 R T E 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand® LSL 0 Overall Length: 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) • Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 4' 9" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 9" o/c unless detailed otherwise. Bearing Loads to Supports (Ibs) Suppollts Total Available Required Dead Floor Snow Total Accessories Live 1 - Stud wall - DF 5.50" 5.50" 2,26" 2978 1966 236 5180 Blocking 2 - Hanger on 11 7/8" LSL beam ISO" —Hanger' 1,50" 2925 1934 232 5091 See note' • 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. System :Floor Member Type : Flush Beam Building Use : Residential Building Code: IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Connectors • 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. System :Floor Member Type : Flush Beam Building Use : Residential Building Code: IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2 - Face Mount Hanger HHUS410 3.00" N/A 30-10d 10-10d None LOads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 4' 8 1/2" N/A 13.0 1 - Uniform (PSF) 0 to 5' (Top) 1' 18.0 - 25.0 Roof 2 - Uniform (PSF) 0 to 5' (Top) 45' 13.0 - - Wall 3 - Uniform (PSF) 0 to 5' (Top) 3' 44.0 100.0 - Roof deck 4 - Uniform (PSF) 0 to 5' (Top) 12' 32.0 40.0 Floor 5 - Uniform (PSF) 1 0 to 5' (Top) 2' 9" 18.0 25.0 Low canopy Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Cling Hua Huang Quantum Consulting Engineers (206) 957-3918 ghuang@quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA (IjJ SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 67 of 75 MEMBER REPORT 2nd floor, �� F R T E 76 1 piece(s) 7" x 11 7/8" 2.2E Parallam@ PSL Overall Length: I 9 1/2" 3, L d 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: comhination (Pattern) Member Reaction (Ibs) 37708 @ T 3" 26250 (6.00") Failed (144%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 14600 @ 2' 1/8" 16071 Passed (91%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -39952 @ 3' 3" 39805 Passed (100%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.174 @ 0 0.217 Passed (2L/448) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl.(in) 0,324 @ 0 0.325 Passed (2L/240) - 1.0 D + 1.0 L (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 10' 10" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6" o/c unless detailed otherwise. Member should be side -loaded from both sides of the member to prevent rotation. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Live Snow Total 1- Stud wall - OF 6.00" 6.00" 8.62" 19756 17952 1411 39119 Blocking 2 - Column - DF 5.50" 5.50" 2.60" 3911 7449/ 2442 381 11741/- 2442 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 Location (Side) Width (0.90) (1.00) (1.15) Comments 0 - Self Weight (PLF) 0 to 10' 9 112" N/A 26.0 1 - Uniform (PSF) 0 to 1019 1/2" 71311 44.0 100.0 - Roof deck 2 - Uniform (PSF) 0 to 1019 1/2" 3' 1200 25.0 Roof overhang 3 - Uniform (PSF) 0 to 1019 1/2° 34' 13.0 Wall 4 - Uniform (PSF) 0 to 10191/2" 22' 32.0 40.0 Floor 5 - Uniform (PSF) 0 to 3' (Top) 3' 9" 32.0 40.0 Floor 6 - Uniform (PSF) 3' to 10' 9" (Top) 71311 32.0 40.0 Floor 7 - Uniform (PSF) 0 to 1019 1/2" 2' 12.0 25.0 Lower canopy 8 - Point (lb) 5" (Top) N/A 4771 2911 332 Roof deck &floors Notes Weyerhaeuser warrants that the sizing of its products will be in accordance wfth Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressty 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 Ilterature and installation details refer to www.weyerhaeuser.com/woodproduds/document-library. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206) 957-3918 ghuang C quantu mce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes. WA System :Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASO 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 68 of 75 F O R T E" MEMBER REPORT 2nd floor, 77 1 piece(s) 5 1/4" x 11 7/8" 2.2E Parallallo® PSL ®verall Length: 3' 3" 7V IU 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 @ LowfSon Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 9863 @ 7 11" 18047 (5.50") Passed (55%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 9105 @ 6' 9 5/8" 12053 Passed (76%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 26031 @ 5' 29854 Passed (87%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.084 @ 4' 3 3/16" 0153 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.176 @ 4' 3 1/4" 0.379 Passed (L/518) - 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 8' 3" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 3" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1- Stud wall - OF 5.50" 5.50" MY 3569 3405 74 7048 Blocking 2 - Stud wall - OF 5.50" 5.50" 3.01" 5107 4756 118 9981 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location (Side) Tributary Width Dead (o.go) Floor Liva (l.Do) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 8' 3" N/A 1905 I - Uniform (PSF) 0 to 8' 3" (Top) 7' 32.0 40.0 - Floor 2 - Point (lb) 5' (Top) N/A 6667 5851 192 Roof deck & floors Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or fremer 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 ESR4153 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. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Cling Hua Huang quantum Consulting Engineers (206j 957-3918 ghuang C quantumce.com Job Notes Fidalgo Flais 1014 18th Si. Anacortes, WA PASSED System : Floor Memher Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD l SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 69 of 75 PASSED zgF 0 R T E MEMBER REPORT 1st floor, 79 1 piece(s) 117/8" TJI@ 360 @ 16" OC Overall Length: I a 3" r 128" - - -- 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) Member Reaction (Ibs) 1115 @ 3 1/2" 1115 (1.89") Passed (1000/6) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1115 @ 3 1/2" 1705 Passed (65%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3530 @ 6' 7 1/2" 6180 Passed (57%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.203 @ 6' 7 1/2" 0.422 Passed (L/747) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.269 @ 6' 7 1/2" 0.633 Passed (L/566) 1.0 D + 1.0 L (All Spans) TJ-Pro'"' Rating 59 45 Passed • Deflection criteria: U. (L/360) and TL (LJ240). Top Edge Bracing (Lu): Top compression edge must be braced at 4' 11" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' 8" 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" Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro'" Rating include: 5/8" Gypsum ceiling. Supports Bearing Loads to supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1. - Hanger on 117/8" LSL beam ISO" Hanger' 1.89" / - 2 283 883 1166 See note � 2 - Hanger on 117/8" LSL beam 3.50" Hanger' 1.89" / - 2 283 883 1166 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. • 2 Required Bearing Length / Required Bearing Length with Web Stiffeners System :Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Connectors Support Model .Seat Length Top Nails Face Nails Member Nails Accessories 1- Face Mount Hanger IUS237/11.88 2.00" N/A 10-10d 2-Strong-Grip None 2 - Face Mount Hanger IUS2.37/11.88 2.00" N/A 10-10d 2-Strong-Grip None Loads Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 13' 3" 16" 32.0 100.0 Exit Ramp Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3918 ghuang@quantumce.com Job Notes Fidalgo Flats 1014 16th St. Anacortes, WA l SUSTAINABLE FORESTRY INITIATIVE 6!7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 70 of 75 �� FORTE ,. MEMBER REPORT 1st floor, 80 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand@ LSL Overall Length: 6' 9" 0 0 _ I _ I 6' 2" 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 AcWal �@ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2889 @ 3 1/2" 4725 (1.50") Passed (61%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1962 @ 1' 3 3/8" 8590 Passed (23%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft Ibs) 4454 @ 314 1/2" 15953 Passed (28%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.042 @ 3' 4 1/2" 0.206 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.056 @ 3' 4 1/2" 0.308 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 6' 2" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 62" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Frye Total 1- Hanger on 11 7/8" LSL ledger 3.50" Hanger' 1.50" 796 2363 3159 See note' 2 - Hanger on 117/8" LSL ledger 3.50" Hanger' 1.50" 796 2363 3159 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. PASSED System :Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger HHUS48 3.00" N/A 22-10d 8-10d None 2 - Face Mount Hanger HHUS48 3.00" N/A 22-10d 8-10d None LOadS Location (Side) Tributary width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 3 1/2" to 6' 5 1/2" N/A 13.0 1 - Uniform (PSF) 0 to 6' 9" (Top) 7' 32.0 100.0 Strair Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing. Hua Huang Quantum Consulting Engineers (206)957-3918 ghuang @quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte.v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 71 of 75 PASSED 0 F 0 R T E MEMBER REPORT 1st floor, 81 1 piece(s) 3 1/2" x 9 1/2" 1,55E TimberStrand@ LSL ® /ePa11 Length: 3' 10" All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Desi n Results Acdral @Location Allowed Resutt LDF Load: Combination (Pattern) Member Reaction (Ibs) 5499 @ 1 1/2" 7613 (3.00") Passed (72%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2510 @ 1' 1/2" 6872 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4605 @ 1' 11" 10422 Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.024 @ I'll" 0.119 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.048 @ 1' 11" 0.179 Passed (L/895) 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 3' 10" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3' 10" o/c unless detailed otherwise. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1- Trimmer - HF 3.00" 3.00" 2.17" 2701 2798 5499 None 2 - Trimmer - HF 3.00" 3.00" 2.17" 2701 2798 5499 None Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 3' 10" N/A 10A 1 - Uniform (PSF) 0 to 3' 10" 564 13/16" 44.0 100.0 Roof deck 2 - Uniform (PSF) 0 to 3' 10" 421611 10.0 Wall 3 - Uniform (PSF) 0 to 3' 10" 23' 32.0 40.0 Floor Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR4153 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. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Cling Hua Huang Quantum Consulting Engineers (206)957-3918 ghuang @quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes. WA System :Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 72 of 75 O p C MEMBER REPORT 1st floor, 82 f� G i piece(s) S 1/4" x 11 7/8" 2.2E Parallam@ PSL PASSED Overall Length_ 5' 11 1/2" 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 AcWal fLD Loiation Allowed Result LDF Load: Combination (pattern) Member Reaction (Ibs) 19900 @ 4 1/2" 19688 (6.00") Passed (101%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 10057 @ 1' 5 7/8" 12053 Passed (83%) 1.00 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 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. Bearing Loads to Supports (Ibs) Supports Total Available Required Dead FloorTotalAccessories Live I Stud wall - OF 6.00" 6.00" 6.06" 9194 10705 19899 Blocking 2 - Hanger on 117/8" LSL beam 5.50" Hanger' 3.99" 6260 6487 12747 See note 1 Building Building Design System :Floor Member Type : Flush Beam Use : Residential Code : IBC 2015 Methodology : ASD • 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 • r 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 Accessories 2 - Face Mount Hanger HGU5.50-SDS H=11.813 5.25" N/A 36-SDS25212 24-SDS25212 None Building Building Design System :Floor Member Type : Flush Beam Use : Residential Code : IBC 2015 Methodology : ASD • 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 • r 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 Accessories 2 - Face Mount Hanger HGU5.50-SDS H=11.813 5.25" N/A 36-SDS25212 24-SDS25212 None Tributary Dead Floor Live Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 5' 6" N/A 19.5 1 - Uniform (PSF) 0 to 1' 6 1/2" (Top) 8' 44.0 100.0 Roof deck 2 - Uniform (PSF) 4' 6 1/211 to 5' 11" 8' 44.0 100.0 Roof deck 3 - Uniform (PSF) 0 to 5' 1/2" 42' 6" 10.0 Wall oil 4 - Uniform (PSF) 0 to 1' 6 1/2" (Top) 31' 8 3/8" 32.0 40.0 Floor 5 - Uniform (PSF) 4' 61/2" 5' 111131' 8 3/8" 32.0 40.0 Floor oto 6 - Uniform (PSF) 0 to 5' 1/2" 51611 32.0 40.0 Floor oil 7 - Point (lb) 1' 6 1/2" (Top) N/A 2834 3543 Roof deck & floor 8 - Point (lb) 4' 6 1/2" (Top) N/A 2834 3543 Roof deck & floor 9 - Point (lb) 1' (Top) N/A 2967 4056 Roof deck & floor Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206) 957-3918 qh u ang @ q u antu mce. com Job Notes Fidalgo Flats 1014 18th St. Anaccrtes, WA 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 73 of 75 ,00 C O p C " MEMBER REPORT 1st floor, 83 r fl G 1 piece(s) 5 1/2" x 12" 24F=V4 DF Glulam PASSED Overall Length: 04 1" 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) Member Reaction (Ibs) 13028 @ 3" 16088 (4.50") Passed (81%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 11498 @ 1' 4 1/2" 11660 Passed (99%) 1.00 190 D + 1.0 L (All Spans) Pos Moment (Ft Ibs) 18333 @ V 9 1/2" 26400 Passed (69%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (in) U13 @ 2' 1/8" 0.119 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.024 @ 2' 1/8" 0.179 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 4' 1" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 1" o/c unless detailed otherwlse. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 3' 7". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Lae Total 1 - Trimmer - DF 4.50" 4.50" 3.64" 6314 6714 13028 None 2 - Trimmer - OF 4.50" 4.50" 2.55" 4292 4829 9121 None Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 4' 1" N/A 16.0 1 - Uniform (PSF) 0 to 1' 9 1/2" 1' 4" 44.0 100.0 Roof deck 2 - Uniform (PSF) 0 to 1' 9 1/2" 42' 6" 10.0 Wall 3 - Uniform (PSF) 0 to 1' 9 1/2" 5' 4" 32.0 40.0 Floor 4 - Uniform (PSF) 0 to 4' 1" 11411 32.0 40.0 Floor 5 - Point (lb) 1' 9 1/2" N/A 9194 10705 Roof deck & floor Notes Weyerhaeuser warrants that the sizing of Itr 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. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Qing Hua Huang Quantum Consulting Engineers (206)957-3918 ghuang @ quantu mce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA System :Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO 1 SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 74 of 75 F O R T E° MEMBER REPORT 1st floor, 84 1 piece(s) 8 3/4" x 16 1/2" 24F=V4 DF Glulam Overall Length: 1-1 1" F r- 19 2" All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizon*al .;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 25472 @ 10' 9" 30078 (5.50") Passed (85%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 19388 @ 1' 10" 25506 Passed (76%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 78380 @ 5' 78206 Passed (100%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.122 @ T 6 1/4" 0.347 Passed (L/999+) -- Ill)D + 1.0 L (All Spans) Total Load Defl. (in) 0.239 @ 5' 6 1/8" 0.521 Passed (L/523) 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 6" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 1" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 0.98 that was calculated using length L = 10' 5". The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Beating Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1- Stud wall - OF 5.50" 5.50" 3.73" 10550 9857 20407 Blocking 2 - Stud wall - OF 5.50" 5.50" 4.66" 12320 13152 25472 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 L08fI5 Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 11' 1" N/A 35.1 1 - Uniform (PSF) 3' 51/2" to 5' 5 5' 4 13/16" 44.0 100.0 Roof deck 12' o 2 - Uniform (PSF) 5' 5 1/211 o 11' 1" 7' 3 5/8" 44.0 100.0 Roof deck 3 - Uniform (PSF) 0 to 11' 1" (Top) 421611 10.0 Wall /2" to 5' 5 21' 7 3/16" 32,0 40.0 Floor 12" o 5 - Uniform (PSF) 5' 51/2" to 11' 1" 29' 32.0 40.0 Floor OP) 6 - Uniform (PSF) 0 to 11' 1" (Top) 11411 32.0 40.0 Floor 7 - Point (lb) 3' 5 1/2" (Top) N/A 2154 2492 Roof deck & floor 8 - Point (lb) 5' (Top) N/A 6260 6487 Roof deck & floor Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR4153 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. Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator C}ing Hua Huang Quantum Consulting Engineers. (206)957-3918 ghuang C�quantumce.com Job Notes Fidalgo Flats 1014 18th St. Anacortes, WA PASSED System :Floor Member Type: Drop Beam Building Use : Residential Building Code: IBC 2015 Design Methodology: ASO l SUSTAINABLE FORESTRY INITIATIVE 6/7/2019 10:40:57 AM Forte v5.4, Design Engine: V7.1.1.3 Gravity design.4te Page 75 of 75 Wind Loads =Components and Cladding -10 Chapter 30 - Part 4 Enclosed Buildings With h<160 FT (Simplified) Wind Load Criteria Risk Category: II Table Basic Wind Speed: 115 mph Figure 26.5.1 Exposure Category: D Section 26.7.3 KZt: 1.00 Section 26.8 Roof Type: Flat Roof Zone 2, 3, and 5 Dimensions Least Horiz. BLDG Dimension a: 2a: 4a: Wall and Roof Pressures Load Case 1 2 5.3 ft 1L6ft 21.2 ft Effective Wind Area: Zone 1: 10 ft^2 Zone 2: 10 ft^2 Zone 3: 33 ft^2 Zone 4: 10 ft^2 Zone 5: 33 ft^2 Zone (PSF) 1 2 3 -48.5 -62.6 -98.5 20.4 20.4 19.2 41.5 37.7 *Values from Table 30.7-2 All Values Ultimate (multiply x0.6 for ASD) ® Quantum Consulting Engineers LLC ® 1511 Third Avenue, Suite 323 Seattle, WA 98101 Flat Rouf 0<10 deg rfl� R«,r Monuslepe RooF Project: Fidalgo Flats Client: Madrona Real Estate Date: 6/7/19 Designer: Qing Checked By: John Mnnnard Roof Job No: 19066.01 Sheet: 4 Wind Loads = Components and Cladding (Cont.) ASCE 7A 0 Chapter 30 - Part 4 Enclosed Buildings With h<160 FT (Simplified) Parapets Windward Leeward Zone 4: 107.6 PSF 86.4 PSF Zone 5: 159.6 PSF 98.8 PSF *Ref. ASCE Section 30.7.1.2 All Values Ultimate (multiply x0.6 for ASD) Overhang Wind Loads P 62.6 PSF Roof Ed e Po h: 120.6 PSF Roof Corner PS: 45.0 PSF Roof Edge PS: 61.1 PSF Roof Corner "Ref. ASCE 7-10 Sec. 30.7.1.3 All Values Ultimate (multiply x0.6 for ASD) Quantum Consulting Engineers LLC 1511 Third Avenue, Suite 323 Seattle, WA 98101 Windward parapet Load Case A Pt ps Leeward parapet Load Case a Top of parapet \Vlndtrard Pawprt Lond Casc A 1. Windward parapet pressure (pi) is determined using the positive wall pressure(pi) zones 4 or S front Table 30.7.2. Leeward parapet pressure (pr) is determined using the negative roof pressure (pr) zones 2 or 3 from Table AM, Leeward Parapet Load Case B 1. Windward parapet pressure (pr) is determined using the positive wall pressure (ps) zones 4 or S from Table 30.7-2. 2. Leeward parapet pressure (N) is determined using the negative wall pressure (N) zones 4 or 3 from Table IA 01-0) ter Nntes: Figure 30.7-1 I . p,,,h =roof prtssurc at overhang far edge or comer cane as applicable tram figures In Yoof pressure table, 2, pavr, tram figures includes load fmm lx�rh tap and bottom surface of overhang. 3. Pressure p.at soffit of overhang can be assumed same as wall pressure p,.. Project: Fidalgo Flats Client: Madrona Real Estate Figure 30.7-2 Date: 6/7/19 Designer: Qing Checked Bv: John Job No: 19066.01 Sheet: 5 Jvte KA e Pt Di� s 19 vt �I. Gl Ln �f ew LOOIOti✓�� _ 65;deo+io(I Deck Pe°r ASCE �7-to i C/4mPof'e►/4 LJVC� L OAA = i, x o CCU Pa 0 C Y = /t 5 A d-o P14 _ 6 o P� C$C =�PosLttre. v" iersk l'ct6(c>'<6o' Tot rl 1tVl ,3, 33 s� 17�S17✓I 4CliinCA -PY� Ss vt ✓e (2 ( PS � x � , � = 7 3 Ps-� S�vtvtc� slnre � 'D L CVe5FSA- wY/l L) 5 P P�- ' l�'��' I� , �� G'�i I CONSULTING ENGINEERS Fidal.OD FtCAts 0(0_OZ_(01 /`1066tot 1511 THIRD AVENUE project date project no. SUITE 323 Af SEATTLE, WA 98101 designer sheet TEL 206.957.3900 _Q FAX 206.957.3901 _M a r�� rea GYt�£ _ �i Vl - _ -- www,quantumce.com client checked by f�56 U Wi PtH o 0 'CO vt vl e c,+ro t4 -tD k M of i'l S'1"rO L+I:A ll2 LY:JILL f3c Prbvi eA (!2 S Z' ` 4l Vt� — C 7 3 x Ir32") = �7 M ter = G 7Zb4 /Z) >< C4' X 12� _ /.74Z4#u 176 A L vv I not 7 Iul t.A X1 _I LUC) Lori LOctra N( Ck-�N) 'r C.'.eb � V C :21os'� tFSD �uiT A5D vV C71.4, .2 F'7 46 T 2 A S D �c�D Fcictu� TattuL = 4015 > 217 6 # Dl� G01m;t U141 c Bo -tray+) , t'a P Coln In 6. UFi o 1n F:brrC (L Strafes # VJl GMSTC t (o Strap, Tatto..J � 46010 4� % !. to k- 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206,957,3900 FAX 206.957.3901 www.quantumce.com CONSULTING ENGINEERS fidal 9,o Mats project client YZ71/�Fln�%oll �5�a�t2 date project no. designer sheet k tA checked by QUANTUM I CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206095703900 FAX 206095703901 FIDALGO FLATS 1014 18TH STREET ANACORTES, WA 98221 Quantum Job Number: 19066.01 BEARING WALLS D-1 0 C.)toSS c O CO v O = C 0 � � 0 l 0 CO) C .=r 7� (fl m (Q Be cu cu CA I I I I NVy�I I I I I ��s — - - oT — W84 ' I rW192 W131 ol i d m O N N O O v O W O mu Z W W140 W141W1 m 0 rn 0) 0 r w r m m � � O Q. (D Q � p p O O � � = C o 3 n 0 0 CO) c cc m c0 m CD r v CD m r 0 4�L CD S � � . W244_ 1 L - n--- �' - W Cl I, CXj� oM N I W274 W273 OD � 3 Ifl N iw IO W272 w I r v CD v r o Cn m cn' W312--,- 1 W359 - -- - rn W366 I W370 VV�3 1 ood Stud Wall Desi r IBC 2015 & NDS 2015 Structure: Fidalgo Flats Wall Line: L1 Exterior Wall Wall Configuration Wall Height (ft): 8,33 Stud Spacing (in): Stud Size: 2x6 Stud Species & Grade: Bot. Plate Th.: 2x Wall Finish Type: Flexible Bot. Plate Species &Grade Deflection Criteria: L/120 Does Wall Qualify for Bending Stress Increase per NDS 3.1.1.1 Wall Loadin Axial Load Out of Plane Pressure Load DL (plf): 1732 Wind (psf): 45 Strength LL (plf): 1950 EQ (psf): 5 Strength SL (plf): Sds: 0.77 Stud Properties b (in): 1.50 E (psi): 1600000 per NDS Table 4A d (in): 5.50 E' (psi): 1600000 = E*C,,*Ct A (in2): 8,25 Emin (psi): 580000 per NDS Table 4A S (in'): 7.56 Emin (psi): 580000 = Emin*CM*Ct (in^): 20,80 CP: Le 7.96 stud height CF: Leid: 17.36 CM: FcE (psi): 1583 = 0.822*E'min/(Le/d)2 C,: c: 0.8 per NDS 3.7.1.5 CF: Bot. Plate Properties Fcl (psi): 625 Ct,: 1.25 per NDS Table 4A per NDS 3.10.4 Quantum Consulting Engineers LLC 1511 Third Avenue, Suite 323 Seattle, WA 98101 F',l (psi): 781 Paii (Ib): 6445 12 DF-L #2 =.83 in per IBC 1604.3.1 Yes Wall Axial Load Eccentricity n (in): 1,75 e (in): 1,00 Ft, (psi) F� (psi) 1.30 1.00 1.00 1.10 900 per NDS Table 4A 1350 per NDS Table 4A per NDS Table 4A per NDS 4.3.3 per NDS 4.3.4 per NDS Table 4A = F�l*CM*Ct*Ct, Project: Fidalgo Flats Client: Madrona Real Es. Date: 6/6/19 Job No: 19066.01 Designer: Qing Sheet: 1 Checked Bv: John D-7 lood Stud Wall Design �r IBC 2015 & NDS 2015 Structure: Fidalgo Flats Wall Line: L1 Exterior Wall Check Wall Axial and Flexural Capacities for Load Cases per IBC 1605.3.1 fc = Paxiai/A fb = Mtot/S F'c = Fc*CD*CiM*Ct*CF*Cip F'b = Fb*Cip*CiM*Cit*CF*Cr PAx;ai (lb) Bot. Plate Pall Status f0 (psi) CD: NDS Table 2.3.2 CP F'c (psi) C :NDS 413,9 Mto, (lb-ft) fb (psi) F'b (psi) Interaction per NDS 3.9.2 Deflection (in) Wall Status Load Case: D + L 3682 1 <= Pall: OKI 446 1 1.00 1 0.71 1058 1.15 307 487 1346 0.68 0.06 OK Load Case: D + S 1732 1 <= Pall: OKI 210 1.15 0.66 1134 1.15 144 229 1547 0.20 0.03 OK Load Case: D + 0.75(L + S) 3195 1 <= Pall: OKI 387 1 1.15 0.66 1134 1.15 266 422 1547 0.48 0.06 OK Load Case: D + 0.6W 1732 <= Pall: OK 210 1.60 0.54 1282 1.35 358 568 2527 0.29 0.08 OK Load Case: D + 0.75 L + S + 0.6W 3195 1 <= Pall: OKI 387 1 1.60 0.54 1282 1.15 426 677 2153 0.51 0.09 OK id Case: 1.0 + 0.14Sds D + 0.7E 1919 1 <= Pall: OKI 233 1 1.60 0.54 1282 1.15 188 298 2153 0.19 0.04 OK Load Case: 1.0 + 0.14Sds D + 0.75 L + S + 0.7E 3539 1 <= Pall: OKI 429 1 1.60 1 0.54 1 1282 1.15 316 501 2153 0.43 0.07 OK Wall: 2x6 12 in. o.c. is acceptable Quantum Consulting Engineers LLC 1511 Third Avenue, Suite 323 Seattle. WA 98101 Project: Fidalgo Flats Client: Madrona Real Es, Date: 6/6/19 Job No: 19066.01 Designer: Qing Sheet: 1 Checked Bv: D-8 Wood Stud Wall Design �r Structure: Fidalgo Flats Wall Line: L2 Exterior Wall Wall Configuration Wall Height (ft): 8.33 Stud Spacing (in) Stud Size: 2x6 Stud Species & Grade Bot. Plate Th.: 2x Wall Finish Type Bot. Plate Species &Grade Flexible Deflection Criteria: L/120 Does Wall Qualify for Bending Stress Increase per NDS 3.1.1.1: Wall Loadin Axial Load Out of Plane Pressure Load DL (plf): 1322 Wind (psf): 45 Strength LL (plf): 1650 EQ (psf): 5 Strength SL (plf): Sds: 0.77 Stud Properties b (in): 1.50 E (psi): 1600000 per NDS Table 4A d (in): 5.50 E' (psi): 1600000 = E*C,,*Ct A (in2): 8.25 Emin (psi): 580000 per NDS Table 4A S (in 3): 7.56 Emin (psi): 580000 = Emin*CM*Ct I (in °): 20.80 CP: Le 7.96 stud height Leid: 17.36 FEE (psi): 1583 = 0.822*E'min/(Le/d)2 c: 0.8 per NDS 3.7.145 Bot. Plate Properties F�l (psi): 625 per NDS Table 4A F',i (psi) Ct,: 1.25 per NDS 3.10.4 Paii (Ib) Quantum Consulting Engineers LLC 1511 Third Avenue, Suite 323 Seattle, WA 98101 16 DF-L #2 =.83 in per IBC 1604.3.1 Yes Wall Axial Load Eccentricity n (in): 1.75 e (in): 1.00 Fb (psi): 900 F� (psi): 1350 per NDS Table 4A per NDS Table 4A CF: 1.3Q per NDS Table 4A CM: 1.00 per NDS 4.3.3 1.00 per NDS 4.3.4 CF: 1.10 per NDS Table 4A 781 = F�l*CM*Ct*Cb Project: Fidalgo Flats Client: Madrona Real Es Date: 6/6/19 Job No: 19066.01 Designer: Qing Sheet: 1 Checked Bv: John D-9 Wood Stud wall IBC 2015 & NDS 2015 Structure: Fidalgo Flats Wall Line: L2 Exterior Wall Check Wall Axial and Flexural Capacities for Load Cases per IBC 1605.3.1 fc = Paxial/A fb = MM/S Flo, = Fc*CD*CM*Ct*CiF*CiP Fob = Fb*CD*CM*Ct*CF*Cr PA ai (lb) Bot. Plate Pail Status f° (psi) C :NDS Table 2.3.2 CP F'c (psi) C :NDS 4 3 9 Mtot (lb-ft) fb (psi) F'b (psi) Interaction per NDS 3.9.2 Deflection (in) Wall Status Load Case: D + L 3963 1 <= Pall: OKI 480 1 1.00 1 0.71 1 1058 1 1.15 1 330 524 1346 0.77 0.07 OK Load Case: D + S 1763 1 <= Pall: OKI 214 1.15 0.66 1134 1.15 147 233 1547 0.21 0.03 OK Load Case: D + 0.75(L + S) 3413 <= Pall: OK 414 1.15 0.66 1134 1.15 284 451 1547 0.53 0.06 OK Load Case: D + 0.6W 1763 1 <= Pall: OKI 214 1.60 0.54 1282 1.35 432 685 2527 0.34 0.10 OK Load Case: D + 0.75 L + S + 0.6W 3413 1 <= Pall: OKI 414 1.60 0.54 1282 1.15 498 790 2153 0.60 0.11 OK id Case: 1.0 + 0.14Sds D + 0.7E 1953 1 <= Pall: OKI 237 1 1.60 0.54 1282 1.15 200 317 2153 0.21 0.05 OK Load Case: 1.0 + 0.14Sds D + 0.75 L + S + 0.7E 3781 1 <= Pall: OKI 458 1 1.60 0.54 1 1282 1.15 343 544 2153 0.48 0.08 OK Wall: 2x6 16 in. o.c. is acceptable Quantum Consulting Engineers LLC 1511 Third Avenue, Suite 323 Seattle, WA 98101 Project: Fidalgo Flats Client: Madrona Real Es Date: 6/6/19 Job No: 19066.01 Designer: Qing Sheet: 1 Checked Bv: r Stud i7 Structure: Fidalgo Flats Wall Line: L1 Typical Corridor Wall Wall Configuration Wall Height (ft): 8.33 Stud Spacing (in) Stud Size: 2x4 Stud Species & Grade Bot. Plate Th.: 2x Wall Finish Type Bot. Plate Species &Grade Flexible Deflection Criteria: U120 Does Wall Qualify for Bending Stress Increase per NDS 3.1.1.1: Wall Loadin Axial Load Out of Plane Pressure Load DL (plt): 1272 Wind (psf): 0 Strength LL (plf): 1409 EQ (pst): 5 Strength SL (plo: Sds: 0.77 Stud Properties b (in): 1.50 E (psi): 1600000 per NDS Table 4A d (in): 3.50 E' (psi): 1600000 = E*C,,*Ct A (in2): 5.25 Emin (psi): 580000 per NDS Table 4A S (In'): 3.06 Emin (psi): 580000 = Emin*CM*Ct I (in °): 5.36 1i7��63�7 =.83 in per IBC 1604.3.1 Yes Wall Anal Load Eccentricity n (in): 1.75 e (in): 0.00 Fb (psi): 900 F� (psi): 1350 '/0 per NDS Table 4A per NDS Table 4A CP: 7.96 stud height CF: 1.50 per NDS Table 4A Leid: 27.27 CM: 1.00 per NDS 4.3.3 FCE (psi): 641 = 0.822*E'min/(Le/d)2 C,: 1.00 per NDS 4.3.4 c: 0.8 per NDS 3.7.1.5 CF: 1.15 per NDS Table 4A Bot. Plate Properties F,l (psi): 625 Cb: 1.25 per NDS Table 4A per NDS 3.10.4 F'.-L (psi): 781 Paii (Ib): 4102 = F�L*CM*Ct*Cb Quantum Consulting Engineers LLC Project: Fidalgo Flats Date: 6/6/19 Job No: 19066.01 1511 Third Avenue, Suite 323 Designer: Qing Sheet: 1 Seattle, WA 98101 Client: Madrona Real Es. Checked By: John Wood Stud Wall Design rIBC 2015&NDS2015 Structure: Fidalgo Flats Wall Line: L1 Typical Corridor Wall Check Wall Axial and Flexural Capacities for Load Cases per IBC 1605.3.1 fc = Paxiai/A fb = MM/S F'c = Fc*CD*CM*Ct*CF*CP F'b = Fb*CD*CM*Ct*CF*Cr PAxlai (Ib) Bot, Plate Paii Status f ` (psi) CD: NDS Table 2.3.2 CP F'� (psi) Cr, NDS 41309 M,ot (lb-ft) fb (psi) F'b (psi) Interaction per NDS 3.9.2 Deflection (in) Wall Status Load Case: D + L 1787 1 <= Pall: OKI 340 1 1.00 0.37 1 574 1 1.15 1 0 0 T 1553 0.35 0.00 OK Load Case: D + S 848 1<= Pall: OKI 162 1.15 0.33 584 1.15 0 0 7f71785 0.08 0.00 F OK Load Case: D + 0.75(L + S) 1553 <= Pall: OK 296 1.15 0.33 584 1.15 0 0 1785 0.26 0.00 OK Load Case: D + 0.6W 848 1 <= Pall: OKI 162 1 1.60 0.24 1 602 1.50 0 0 3240 0.07 0.00 OK Load Case: D + 0.75 L + S + 0.6W 1553 1 <= Pall: OKI 296 1 1.60 0.24 602 1.15 0 0 2484 0.24 0.00 OK Load Case: 1.0 + 0.14Sds D + 0.7E 939 1<= Pall: OKI 179 1 1.60 0.24 602 1.15 18 72 2484 0.13 0.02 OK Load Case: 1.0 + 0.14Sds D + 0.75 L + S + 0.7E 1720 1 <= Pall: OKI 328 1 1.60 1 0.24 1 602 1.15 14 54 2484 0.34 0.02 OK Wall: 2x4 8 in. o.c. is acceptable Quantum Consulting Engineers LLC Project: Fidalgo Flats Date: 6/6/19 Job No: 19066.01 _ 1511 Third Avenue, Suite 323 Designer: Qing Sheet: 1 Seattle, WA 98101 Client: Madrona Real Es, Checked By: Wood Stud Wall Desi �r Structure: Fidalgo Flats Wall Line: L1 Interior Bearing Wall Wall Configuration Wall Height (ft): 8.33 Stud Spacing (in): Stud Size: (2) 3x4 Stud Species & Grade: Bot. Plate Th.: 2x Bot. Plate Species &Grade Wall Finish Type: Flexible Deflection Criteria: L/120 Does Wall Qualify for Bending Stress Increase per NDS 3.1.1.1 Wall Loadin Axial Load Out of Plane Pressure Load DL (plf): 2680 Wind (psf): Strength LL (plf): 3640 EQ (psf): 5 Strength SL (plf): 0 Sds: 0.77 Stud Properties b (in): 5.00 E (psi): 1600000 per NDS Table 4A d (in): 3.50 E' (psi): 1600000 = E*C,,*Ct A (in2): 17.50 Emin (psi): 580000 per NDS Table 4A S (In'): 10.21 E'min (psi): 580000 = Emin*CM*Ct (in^): 17.86 CP: Le (ff): 7.96 stud height CF: Leis: 27.27 CM: FCE (psi): 641 = 0.822*E'min/(Le/d)2 Ct: c: 0.8 per NDS 3.7.1.5 CF: Bot. Plate Properties Fcl (psi): 625 per NDS Table 4A F'�l (psi) Ct,: 1.08 per NDS 3.10.4 Paii (Ib) Quantum Consulting Engineers LLC 1511 Third Avenue, Suite 323 Seattle, WA 98101 16 DF-L #2 =.83 in per IBC 1604.3.1 Yes Wall Axial Load Eccentricity n (in): 1.75 e (in): 0.00 Fb (psi) F� (psi) 900 per NDS Table 4A 1350 per NDS Table 4A per NDS Table 4A per NDS 4.3.3 per NDS 4.3.4 per NDS Table 4A 672 = F��*CM*Ct*Cb 11758 = F'�*A Project: Fidalgo Flats Client: Madrona Real Es, Date: 6/6/19 Designer: Qing Checked By: John Job No: 19066.01 Sheet: 1 ood Stud Wall Design r IBC 2015 & NDS 2015 Structure: Fidalgo Flats Wall Line: L1 Interior Bearing Wall Check Wall Axial and Flexural Capacities for Load Cases per IBC 1605.3.1 fo = Paxial/A fb = Mtot/S F'o = Fo*Cip*C'M*Ct*CF*CP F'b - Fb*CD*CM*Ct*CF*Cr PAx,al (lb) Bot. Plate Pail Status fo (psi) C NDS Table 2.3.2 CP F'c (psi) C : NDS 403,9 Mtot (lb-ft) fb (psi) F'b (psi) Interaction per ND3.9.2S Deflection (in) Wall Status Load Case: D + L 8427 1 <= Pall: OKI 482 1 1.00 1 0.37 1 574 1 1.15 1 0 0 1 1553 0.70 1 0.00 I OK Load Case: D + S 3573 1 <= Pall: OK 204 1.15 0.33 584 1.15 0 0 1785 0.12 0.00 OK Load Case: D + 0.75(L + S) 7213 <= Pall: OK 412 1.15 0.33 584 1.15 0 0 1785 0.50 0.00 OK Load Case: D + 0.6W 3573 1 <= Pall: OKI 204 1.60 1 0.24 602 1.50 0 0 3240 0.11 0.00 OK Load Case: D + 0.75 L + S + 0.6W 7213 1 <= Pall: OKI 412 1 1.60 0.24 602 1.15 0 0 2484 0.47 0.00 OK id Case: 1.0 + 0.14Sds D + 0.7E 3959 1 <= Pall: OKI 226 1 1.60 0.24 602 1.15 37 43 2484 0.17 0.01 OK Load Case: 1.0 + 0.14Sds D + 0.75 L + S + 0.7E 7991 1 <= Pall: OKI 457 1 1.60 1 0.24 1 602 1.15 28 33 2484 0.62 0.01 OK Wall: (2) 3x4 16 in. o.c. is acceptable Quantum Consulting Engineers LLC 1511 Third Avenue, Suite 323 Seattle, WA 98101 Project: Fidalgo Flats Client: Madrona Real Es Date: 6/6/19 Designer: Qing Checked Bv: Job No: 19066.01 Sheet: 1 Wood Stud Wall Design r IBC 2015 & NDS 2015 Structure: Fidalgo Flats Wall Line: L2 Interior Bearing Wall Wall Configuration Wall Height (ft): 8.33 Stud Spacing (in) Stud Size: (2) 3x4 Stud Species & Grade Bot. Plate Th.: 2x Bot. Plate Species &Grade Wall Finish Type: Flexible Deflection Criteria: L/120 Does Wall Qualify for Bending Stress Increase per NDS 3.1.1.1: Wall Loadin Axial Load Out of Plane Pressure Load DL (plf): 2164 Wind (psf): 0 Strength LL (plf): 3080 EQ (psf): 5 Strength SL (pi f): Sds: 0.77 Stud Properties b (in): 5.00 E (psi): 1600000 per NDS Table 4A d (in): 3.50 E' (psi): 1600000 = E*C,,*Ct A (in2): 17.50 Emin (psi): 580000 per NDS Table 4A S (in3): 10.21 E'n,in (psi): 580000 = Emin*Can*Ct I (in°): 17.86 CP: LQ (�): 7.96 stud height Leis: 27.27 FEE (psi): 641 = 0.822*E'min/(L(/d)2 c: 0.8 per NDS 3.7.1.5 Bot. Plate Properties F�� (psi): 625 per NDS Table 4A F'�l (psi) Cb: 1.08 per NDS 3.10.4 Paii (Ib) 16 DF-L #2 =.83 in per IBC 1604.3.1 Yes Wall Axial Load Eccentricity n (in): 1.75 e (in): 0.00 Fb (psi): 900 F� (psi): 1350 per NDS Table 4A per NDS Table 4A C F: 1.50 per NDS Table 4A CM: 1.00 per NDS 4.3.3 1.00 per NDS 4.3A CF: 1.15 per NDS Table 4A 672 = F�L*CM*Ct*Cb 11758 = F'�*A Quantum Consulting Engineers LLC Project: Fidalgo Flats 1511 Third Avenue, Suite 323 Seattle, WA 98101 Client: Madrona Real Es Date: 6/6/19 Job No: 19066.01 Designer: Qing Sheet: 1 Checked Bv: John Wood Stud Wall IBC 2015 & NDS 2015 n Structure: Fidalgo Flats Wall Line: L2 Interior Bearing Wall Check Wall Axial and Flexural Capacities for Load Cases per IBC 1605.3.1 fG = Paxiai/A fb = Mtot/S F'o = Fo*CD*CM*Ct*CF*CiP Fib = Fb*CD*CM*Ct*CF*Cr PA iai (lb) Bot. Plate Paii Status f° (psi) C NDS Table 2.3.2 CP F (psi) Cr, NDS 3 9 Mto, (lb-ft) fb (psi) F'b (psi) Interaction per NDS 3.9.2 Deflection (in) Wall Status Load Case: D + L 6992 1 <= Pall: OKI 400 1 1.00 1 0.37 1 574 1 1.15 1 0 0 1553 0.49 0.00 OK Load Case: D + S 2885 1 <= Pall: OKI 165 1.15 0.33 584 1.15 0 0 1785 0.08 0.00 OK Load Case: D + 0.75(L + S) 5965 1 <= Pall: OKI 341 1.15 0.33 584 1.15 0 0 1785 0.34 0.00 OK Load Case: D + 0.6W 2885 1 <= Pall: OKI 165 1.60 0.24 602 1.50 0 0 3240 0.07 0.00 OK Load Case: D + 0.75 L + S + 0.6W 5965 1 <= Pall: OKI 341 1 1.60 0.24 602 1.15 0 0 2484 0.32 0.00 OK A Case: 1.0 + 0.14Sds D + 0.7E 3196 1 <= Pall: OKI 183 1 1.60 0.24 602 1.15 37 43 2484 0.12 0.01 OK Load Case: 1.0 + 0.14Sds D + 0.75 L + S + 0.7E 6608 <= Pall: OK 378 1.60 0.24 602 1.15 28 33 2484 0.42 0.01 OK Wall: (2) 3x4 16 in. o.c. is acceptable Quantum Consulting Engineers LLC 1511 Third Avenue, Suite 323 Seattle, WA 98101 Project: Fidalgo Flats Client: Madrona Real Es Date: 6/6/19 Job No: 19066.01 Designer: Qing Sheet: 1 Checked Bv: Wood Stud Wall Design � IBC 2015 & NDS 2015 Structure: Fidalgo Flats Wall Line: L3 Interior Bearing Wall Wall Configuration Wall Height (ft): 8.33 Stud Spacing (in): Stud Size: (2) 2x4 Stud Species & Grade: Bot. Plate Th.: 2x Bot. Plate Species &Grade: Wall Finish Type: Flexible Deflection Criteria: U120 Does Wall Qualify for Bending Stress Increase per NDS 3.1.1.1: Wall Loadin Axial Load Out of Plane Pressure Load DL (plt): 1648 Wind (psf): 0 Strength LL (plt): 2520 EQ (psf): 5 Strength SL (plf): Sds: 0.77 Stud Properties b (in): 3.00 E (psi): 1600000 per NDS Table 4A d (in): 3.50 E' (psi): 1600000 = E*CN,*Ct A (in2): 10.50 Emin (psi): 580000 per NDS Table 4A S (in'): 6.13 Emin (psi): 580000 = Emin*CM*Ct I (in"): 10.72 CP: LQ 7.96 stud height CF: Leis: 27.27 CM: FcE (psi): 641 = 0.822*E'min/(Le/d)2 Ct: c: 0.8 per NDS 307.1.5 CF: Bot. Plate Properties Fcl (psi): 625 Cb: 1.13 per NDS Table 4A per NDS 3.10.4 F' cl. (psi): 703 Paii (Ib): 7383 16 DF-L #2 =.83 in per IBC 1604.3.1 Yes Wall Axial Load Eccentricity n (in): 1.75 e (in): 0.00 Fe (psi): 900 per NDS Table 4A Fc (psi): 1350 per NDS Table 4A 1.50 per NDS Table 4A 1.00 per NDS 4.3.3 1.00 per NDS 4.3.4 1.15 per NDS Table 4A = Fcl*CM*Ct*Ct, Quantum Consulting Engineers LLC Project: Fidalgo Flats Date: 6/6/19 Job No: 19066.00 1511 Third Avenue, Suite 323 Designer: Qing Sheet: 1 Seattle, WA 98101 Client: Madronal Real Checked By: John Structure: Fidalgo Flats Wall Line: L3 Interior Bearing Wall Check Wall Axial and Flexural Capaces for Load Cases per IBC 1605.3.1 fc = Paxial/A fb = Mtot/S F'o = Fo*CD*CM*Ct*CF*CP F'b = Fb*CD*CM*Ct*CF*Cr P Ib 'a� ( ) Bot. Plate Pail Status ) f` (psi) CD: NDS Table 2.3.2 C P ' (psi) Fp ) Cr: NDS 4.3.9 M (Ib-ft) `°t fb (psi) F' (psi) Interaction per NDS 3.9.2 Deflection (in) Wall Status Load Case: D + L 5557 1 <= Pall: OKI 529 1 1.00 0.37 1 574 1 1.15 1 0 1 0 1 1553 0.85 0.00 OK Load Case: D + S 2197 1 <= Pall: OKI 209 1 1.15 1 0.33 1 584 1 1.15 1 0 1 0 1 1785 0.13 0.00 OK Load Case: D + 0.75(L + S) 4717 <= Pall: OK 449 1.15 0.33 584 1.15 0 0 1785 0.59 0.00 OK Load Case: D + 0.6W 2197 1 <= Pall: OKI 209 1 1.60 1 0.24 1 602 1 1.50 1 0 1 0 1 3240 0.12 0.00 OK Load Case: D + 0.75 L + S + 0.6W 4717 1 <= Pall: OKI 449 1 1.60 0.24 602 1.15 0 0 2484 0.56 0.00 OK Load Case: 1.0 + 0.14Sds D + 0.7E 2434 1 <= Pall: OKI 232 1 1.60 0.24 602 1.15 37 72 2484 0.19 0.02 OK Load Case: 1.0 + 0.14Sds D + 0.75 L + S + 0.7E 5226 1 <= Pall: OKI 498 1 1.60 1 0.24 1 602 1.15 28 54 2484 0.78 0.02 OK Wall: (2) 2x4 16 in. o.c. is acceptable Quantum Consulting Engineers LLC Project: Fidalgo Flats Date: 6/6/19 Job No: 19066.00 1511 Third Avenue, Suite 323 Designer: Qing Sheet: 1 6wm Is Seattle, WA 98101 Client: Madronal Real Checked By: Wood Stud Wall 5 n Structure: Fidalgo Flats Wall Line: L4 Interior Bearing Wall Wall Configuration Wall Height (ft): 8.33 Stud Spacing (in) Stud Size: (2) 2x4 Stud Species & Grade Bot. Plate Th.: 2x Bot. Plate Species &Grade Wall Finish Type: Flexible Deflection Criteria: L/120 Does Wall Qualify for Bending Stress Increase per NDS 3.1.1.1: Wall Loadin Axial Load Out of Plane Pressure Load DL (plf): 1132 Wind (psf): 0 Strength LL (plf): 1960 EQ (psf): 5 Strength SL (plf): Sds: 0.77 Stud Properties b (in): 3.00 E (psi): 1600000 per NDS Table 4A d (in): 3.50 E' (psi): 1600000 = E*CN,*Ct A (in2y 10.50 Emin (psi): 580000 per NDS Table 4A S (In3): 6.13 Emin (psi): 580000 = Emin*CM*Ct I (in^): 10.72 CP: Le 7.96 stud height CF: Leis: 27.27 CM: FCE (psi): 641 = 0.822*E'min/(Le/d)2 C,: c: 0.8 per NDS 3.7.1.5 CF: Bot. Plate Properties F,.L (psi): 625 Ct,: 1.13 per NDS Table 4A per NDS 3.10.4 Quantum Consulting Engineers LLC 1511 Third Avenue, Suite 323 Seattle, WA 98101 F'cl (psi): 703 Paii (Ib): 7383 16 DF-L #2 =.83 in per IBC 1604.3.1 Yes Wall Axial Load Eccentricity n (in): 1.75 e (in): 0.00 Ft, (psi): 900 per NDS Table 4A F� (psi): 1350 per NDS Table 4A 1.50 per NDS Table 4A 1.00 per NDS 4.3.3 1.00 per NDS 4.3.4 1.15 per NDS Table 4A = F�L*CM*Ct*Cb Project: Fidalgo Flats Client: Madronal Real Date: 6/6/19 Designer: Qing Checked By: John Job No: 19066.00 Sheet: 1 Wood Stud Wall rIBC 2015&NDS2015 Structure: Fidalgo Flats Wall Line: L4 Interior Bearing Wall Check Wall Axial and Flexural Capacities for Load Cases per IBC 1605.3.1 fc = Pwdal/A fb = Mtat/S F'c = Fc*CD*CM*Ct*CF*CP Fib = Fb*CD*CM*Ct*CF*Cr PAxial (Ib) Bot, Plate Paii Status f` (psi) CD: NDS Table 2.3.2 Cp F'C (psi) Cr, NDS 41369 Mtot (Ib-ft) fb (psi) F'b (psi) Interaction per NDS 3.9.2 Deflection (in) Wall Status Load Case: D + L 4123 <= Pall: OK 393 1.00 0.37 574 1.15 0 0 1553 0.47 0.00 OK Load Case: D + S 1509 1 <= Pall: OKI 144 1.15 0.33 584 1.15 0 0 1785 0.06 0.00 OK Load Case: D + 0.75(L + S) 3469 1 <= Pall: OKI 330 1 1.15 0.33 584 1.15 0 0 1785 0.32 0.00 OK Load Case: D + 0.6W 1509 1 <= Pall: OKI 144 1 1.60 1 0.24 1 602 1.50 0 0 3240 0.06 0.00 OK Load Case: D + 0.75 L + S + 0.6W 3469 <= Pall: OK 330 1.60 0.24 602 1.15 0 0 2484 0.30 0.00 OK Load Case: 1.0 + 0.14Sds D + 0.7E 1672 1 <= Pall: OKI 159 1 1.60 0.24 602 1.15 37 72 2484 0.11 0.02 OK Load Case: 1.0 + 0.14Sds D + 0.75 L + S + 0.7E 3843 1 <= Pall: OKI 366 1 1.60 1 0.24 602 1.15 28 54 2484 0.42 0.02 OK Wall: (2) 2x4 16 in. o.c. is acceptable Quantum Consulting Engineers LLC Project: Fidalgo Flats Date: 6/6/19 Job No: 19066.00 1511 Third Avenue, Suite 323 Designer: Qing Sheet: 1 Seattle, WA 98101 Client: Madronal Real Checked By: Wood Stud Wall rIBC 2015&NDS 2015 Structure: Fidalgo Flats Wall Line: L5 Interior Bearing Wall Wall Configuration Wall Height (ft): 8.33 Stud Spacing (in) Stud Size: 2x4 Stud Species & Grade Bot. Plate Th.: 2x Bot. Plate Species &Grade Wall Finish Type: Flexible Deflection Criteria: L/120 Does Wall Qualify for Bending Stress Increase per NDS 3.1.1.1: Wall Loadin Axial Load Out of Plane Pressure Load DL (pID: 616 Wind (pso: 0 Strength LL (plf): 1400 EQ (pst): 5 Strength SL (plf): Sds: 0.77 Stud Properties b (in): 1.50 E (psi): 1600000 per NDS Table 4A d (in): 3.50 E' (psi): 1600000 = E*C,,*Ct A (in2): 5.25 Emin (psi): 580000 per NDS Table 4A S (in'): 3.06 Emin (psi): 580000 = Emin*CM*Ct I (in ^): 5.36 16 DF-L #2 =.83 in per IBC 1604.3.1 Yes Wall Axial Load Eccentricity n (in): 1.75 e (in): 0.00 Fe (psi): 900 per NDS Table 4A F� (psi): 1350 per NDS Table 4A CP: Le (it): 7.96 stud height CF: 1.50 per NDS Table 4A Leid: 27.27 CM: 1.00 per NDS 4.3.3 FEE (psi): 641 = 0.822*E'min/(Le/d)2 C,: 1.00 per NDS 4.3.4 c: 0.8 per NDS 3.7.165 Ct: 1.15 per NDS Table 4A Bot. Plate Properties F,.L (psi): 625 Cb: 1.25 per NDS Table 4A per NDS 3.10.4 Quantum Consulting Engineers LLC 1511 Third Avenue, Suite 323 Seattle, WA 98101 F'cl (psi): 781 Paii (Ib): 4102 = F�l*CM*Ct*Ct, Project: Fidalgo Flats Client: Madronal Real Date: 6/6/19 Job No: 19066.00 Designer: Qing Sheet: 1 Checked Bv: John Wood Stud Wall Design _ - IBC 2015&NDS2015 Structure: Fidalgo Flats Wall Line: L5 Interior Bearing Wall Check Wall Axial and Flexural Capacities for Load Cases per IBC 1605.3.1 fc = Paxiai/A fb = Mtct/S F'c = Fc*CD*CM*lit*CF*CP Fib = Fb*CD*CM*Ct*CF*Cr PAxiai (lb) Bot. Plate Pali Status f` (psi) CID: NDS Table 2.3.2 Cp F ° (psi) C,: NDS 443,9 Mrot (Ib-ft) fb (psi) Fib (psi) Interac3.9.2 tion per NDS Deflection (in) Wall Status Load Case: D + L 2688 1 <= Pall: OKI 512 1.00 0.37 574 1.15 0 0 1553 0.80 0.00 OK Load Case: D + S 821 1 <= Pall: OKI 156 1.15 0.33 584 1.15 0 0 1785 0.07 0.00 OK Load Case: D + 0.75(L + S) 2221 <= Pall: OK 423 1.15 0.33 584 1.15 0 0 1785 0.52 0.00 OK Load Case: D + 0.6W 821 1 <= Pall: OKI 156 1.60 0.24 602 1.50 0 0 3240 0.07 0.00 OK Load Case: D + 0.75 L + S + 0.6W 2221 1 <= Pall: OKI 423 1 1.60 0.24 602 1.15 0 0 2484 0.49 0.00 OK Load Case: 1.0 + 0.14Sds D + 0.7E 910 1 <= Pall: OKI 173 1 1.60 0.24 602 1.15 37 145 2484 0.16 0.05 OK Load Case: 1.0 + 0.14Sds D + 0.75 L + S + 0.7E 2461 1 <= Pall: OKI 469 1 1.60 1 0.24 1 602 1.15 28 108 2484 0.77 0.04 OK Wall: 2x4 16 in. o.c. is acceptable Quantum Consulting Engineers LLC Project: Fidalgo Flats Date: 6/6/19 Job No: 19066.00 1511 Third Avenue, Suite 323 Designer: Qing Sheet: 1 60, Seattle, WA 98101 Client: Madronal Real Checked By: Wood Stud Wall r Structure: Fidalgo Flats Wall Line: L1 Party Wall Wall Configuration Wall Height (ft): 8.33 Stud Spacing (in): Stud Size: 3x4 Stud Species & Grade: Bot. Plate Th.: 2x Bot. Plate Species &Grade: Wall Finish Type: Flexible Deflection Criteria: L/120 Does Wall Qualify for Bending Stress Increase per NDS 3.1.1.1: Wall Loadin Axial Load Out of Plane Pressure Load DL (plf): 1114 Wind (psf): 0 Strength LL (plf): 1170 EQ (psf): 5 Strength SL (plf): Sds: 0.77 Stud Properties b (in): 2.50 E (psi): 1600000 per NDS Table 4A d (in): 3.50 E' (psi): 1600000 = E*Ct,,*Ct A (in2): 8.75 Emin (psi): 580000 per NDS Table 4A S (in3): 5.10 Emin (psi): 580000 = Emin*CM*Ct (in ^): 8.93 CP: Le (ft): 7.96 stud height Leid: 27.27 FEE (psi): 641 = 0.822*E'min/(L jd)2 c: 0.8 per NDS 3.7.1.5 Bot. Plate Properties F,l (psi): 625 per NDS Table 4A F'�l (psi) Ct,: 1.15 per NDS 3.10.4 Paii (Ib) Quantum Consulting Engineers LLC 1511 Third Avenue, Suite 323 Seattle. WA 98101 16 DF-L #2 =.83 in per IBC 1604.3.1 Yes Wall Axial Load Eccentricity n (in): 1.75 e (in): 0.00 Ft, (psi): 900 F� (psi): 1350 per NDS Table 4A per NDS Table 4A CF: 1.50 per NDS Table 4A CM: 1.00 per NDS 4.3.3 Ct: 1.00 per NDS 4.3A CF: 1.15 per NDS Table 4A 719 = F��*CM*Ct*Ct, Project: Fidalgo Flats Client: Madrona Real Es Date: 6/6/19 Designer: Qing Checked By: John Job No: 19066.01 Sheet: 1 Wood Stud Wall Design r IBC 2015 & NDS 2015 Structure: Fidalgo Flats Wall Line: L1 Party Wall Check Wall Axial and Flexural Capaces for Load Cases per IBC 1605.3.1 fc = Paxial/A fb = Mtot/S F'o = FC*CD*CM*Ct*CF*CP F'b = Fb*CD*CM*Ct*CF*Cr PAxwaI (lb) Bot. Plate Pail Status f° (psi) CD: NDS Table 2.3.2 Cp F', (psi) Cr: NDS 413,9 M,o, (lb-ft) fb (psi) F'b (psi) Interaction per NDS 3.9.2 Deflection (in) Wall Status Load Case: D + L 3045 1 <= Pall: OKI 348 1 1.00 1 0.37 574 1 1.15 1 0 1 0 1 1553 0.37 1 0.00 I OK Load Case: D + S 1485 1 <= Pall: OKI 170 1.15 0.33 584 1.15 0 0 1785 0.08 0.00 OK Load Case: D + 0.75(L + S) 2655 7. Pall: OK 303 1.15 0.33 584 1.15 0 0 1785 0.27 0.00 OK Load Case: D + 0.6W 1485 <= Pall: OKI 170 1 1.60 0.24 1 602 1.15 1 0 1 0 1 2484 0.08 I 0.00 I OK Load Case: D + 0.75 L + S + 0.6W 2655 <= Pall: OK 303 1.60 0.24 602 1.15 0 0 2484 0.25 0.00 OK id Case: 1.0 + 0.14Sds D + 0.7E 1645 1 <= Pall: OKI 188 1 1.60 0.24 602 1.15 37 87 2484 0.15 0.03 OK Load Case: 1.0 + 0.14Sds D + 0.75 L + S + 0.7E 2942 1 <= Pall: OKI 336 1 1.60 1 0.24 1 602 1.15 28 65 2484 0.37 0.02 OK Wall: 3x4 16 in. o.c. is acceptable Quantum Consulting Engineers LLC 1511 Third Avenue, Suite 323 Seattle, WA 98101 Project: Fidalgo Flats Client: Madrona Real Es Date: 6/6/19 Designer: Qing Checked By: Job No: 19066.01 Sheet: 1 Wood Stud Wall Design �r Structure: Fidalgo Flats Wall Line: L2 Party Wall Wall Configuration Wall Height (ft): 8.33 Stud Spacing (in): Stud Size: 2x4 Stud Species & Grade: Bot. Plate Th.: 2x Bot. Plate Species &Grade: Wall Finish Type: Flexible Deflection Criteria: L/120 Does Wall Qualify for Bending Stress Increase per NDS 3.1.1.1 i,�F11� • . �� Axial Load Out of Plane Pressure Load DL (plf): 885 Wind (psf): 5 Strength LL (plf): 990 EQ (psf): 0 Strength SL (plf): Sds: 0.84 b (in): 1.50 E (psi): 1600000 per NDS Table 4A d (in): 3.50 E' (psi): 1600000 = E*C,,*Ct A (in2): 5.25 Emin (psi): 580000 per NDS Table 4A S (in 3): 3.06 Emin (psi): 580000 = Emin*Can*Ct I (in 4): 5.36 CP: Le tft): 7.96 stud height Leid: 27.27 FCE (psi): 641 = 0.822*E'min/(Le/d)2 c: 0.8 per NDS 3.7.1.5 Bot. Plate Properties Fcl (psi): 625 per NDS Table 4A F'�l (psi): Cb: 1.25 per NDS 3.10.4 Paii (Ib): Quantum Consulting Engineers LLC 1511 Third Avenue, Suite 323 Seattle, WA 98101 16 DF-L #2 =.83 in per IBC 1604.3.1 Yes Wall Axial Load Eccentricity n (in): 1.75 e (in): 0.00 Fb (psi): 900 F� (psi): 1350 per NDS Table 4A per NDS Table 4A C F: 1.50 per NDS Table 4A CM: 1.00 per NDS 4.3.3 1.00 per NDS 4.3.4 CF: 1.15 per NDS Table 4A 781 = F�L*CM*Ct*Cb Project: Fidalgo Flats Client: Madrona Real Es. Date: 6/6/19 Job No: 19066.01 Designer: Qing Sheet: 1 Checked Bv: John Wood Stud Wall Design �r Structure: Fidalgo Flats Wall Line: L2 Party Wall Check Wall Axial and Flexural Capacities for Load Cases per IBC 1605.3.1 fo = Paxial/A fb = Mtot/S F'o = Fc*CD*CM*Ct*CF*CP F'b = Fb*CD*CM*Ct*CF*Cr PAxiai (lb) Bot. Plate Pa„ Status f ° (psi) CD: NDS Table 2.3.2 CP F. (psi) Cr: NDS 4,349 Mtot (lb-ft) fb (psi) Fb (psi) Interaction perZs 3.9.2 Deflection (in) Wall Status Load Case: D + L 2500 1 <= Pall: OKI 476 1 1.00 1 0.37 1 574 1 1.15 1 0 1 0 1553 0.69 0.00 OK Load Case: D + S 1180 1 <= Pall: OKI 225 1 1.15 0.33 584 1.15 0 0 1785 0.15 0.00 OK Load Case: D + 0.75(L + S) 2170 <= Pall: OK 413 1.15 0.33 584 1.15 0 0 1785 0.50 0.00 OK Load Case: D + 0.6W 1180 1 <= Pall: OKI 225 1 1.60 1 0.24 602 1 1.50 1 32 124 3240 0.20 0.03 OK Case: D + 0.75 L + S + 0.6W 170 r 1 <= Pall: OKI 413 1 1.60 0.24 602 1.15 24 93 2484 0.58 0.02 OK id Case: 1.0 + 0.14Sds D + 0.7E 1319 1 <= Pall: OKI 251 1 1.60 0.24 602 1.15 0 0 2484 0.17 0.00 OK Load Case: 1.0 + 0.14Sds D + 0.75 L + S + 0.7E 2425 1 <= Pall: OKI 462 1 1.60 0.24 602 1.15 0 0 '2484 0.59 0.00 OK Wall: 2x4 16 in. o.c. is acceptable Quantum Consulting Engineers LLC Project: Fidalgo Flats 1511 Third Avenue, Suite 323 Client: Madrona Real Es. Date: 6/6/19 Job No: 19066.01 Designer: Qing Sheet: 1 Checked Bv: Wood Stud Wall Desian ,r Structure: Fidalgo Flats Wall Line: L1 Party Wall Wall Configuration Wall Height (ft): 8.33 Stud Spacing (in): Stud Size: 3x4 Stud Species & Grade: Bot. Plate Th.: 2x Wall Finish Type Bot. Plate Species &Grade: Flexible Deflection Criteria: L/120 Does Wall Qualify for Bending Stress Increase per NDS 3.1.1.1: Wall Loadin Axial Load Out of Plane Pressure Load DL (plf): 1476 Wind (psf): 0 Strength LL (plf): 1820 EQ (psf): 5 Strength SL (plf): Sds: 0.77 Stud Properties b (in): 2.50 E (psi): 1600000 per NDS Table 4A d (in): 3.50 E' (psi): 1600000 = E*C,,*Ct A (in 2): 8.75 Emin (psi): 580000 per NDS Table 4A S (in3): 5.10 Emin (psi): 580000 = Emin*CM*Ct I (in ^): 8.93 CP: Le tff): 7.96 stud height Leid: 27.27 FEE (psi): 641 = 0.822*E'min/(Le/d)2 c: 0.8 per NDS 3.7.1.5 Bot. Plate Properties F�l (psi): 625 per NDS Table 4A F'.i (psi) Ct,: 1.15 per NDS 3.10.4 Paii (Ib) Quantum Consulting Engineers LLC 1511 Third Avenue, Suite 323 Seattle, WA 98101 16 DF-L #2 =.83 in per IBC 1604.3.1 Yes Wall Axial Load Eccentricity n (in): 1.75 e (in): 0.00 Ft, (psi): 900 F� (psi): 1350 per NDS Table 4A per NDS Table 4A CF: 1.50 per NDS Table 4A CM: 1.00 per NDS 4.3.3 Ct: 1.00 per NDS 4.3.4 CF: 1.15 per NDS Table 4A 719 = F�l*CM*Ct*Ct, Project: Fidalgo Flats Client: Madrona Real Es Date: 6/6/19 Designer: Qing Checked Bv: John Job No: 19066.01 Sheet: 1 Wood Stud Wall �I:ZwWALW71N". n Structure: Fidalgo Flats Wall Line: L1 Party Wall Check Wall Axial and Flexural Capacities for Load Cases per IBC 1605.3.1 fo = Paxial/A fb = Mtot/S F'c = Fo*CD*CM*Ct*CiF*CiP Fob = Fb*CD*CM*Ct*CF*Cr PAx,al (lb) Bot. Plate Pa„Status f� (psi) CD: NDS Table 2.3.2 CP F'c (psi) Cr: NDS 413,9 Mtot (lb-ft) fb (psi) F'b (psi) Interaction per NDS 3.9.2 Deflection (in) Wall Status Load Case: D + L 4395 1 <= Pall: OKI 502 1 1.00 1 0.37 1 574 1 1.15 0 1 0 1 1553 0.77 1 0.00 I OK Load Case: D + S 1968 1 <= Pall: OKI 225 1 1.15 1 0.33 1 584 1 1.15 1 0 1 0 1 1785 0.15 1 0.00 1 OK Load Case: D + 0.75(L + S) 3788 1 <= Pall: OKI 433 1.15 1 0.33 1 584 1 1.15 1 0 0 1785 0.55 0.00 OK Load Case: D + 0.6W 1968 1 <= Pall: OKI 225 1.60 0.24 602 1.15 0 0 2484 0.14 0.00 OK Load Case: D + 0.75 L + S + 0.6W 3788 1 <= Pall: OKI 433 1 1.60 0.24 602 1.15 0 0 2484 0.52 0.00 OK d Case: 1.0 + 0.14Sds D + 0.7E 2180 <= Pall: OK 249 1.60 0.24 602 1.15 37 87 2484 0.23 0.03 OK Load Case: 1.0 + 0.14Sds D + 0.75 L + S + 0.7E 4196 1 <= Pall: OKI 480 1 1.60 1 0.24 1 602 1.15 28 65 2484 0.74 0.02 OK Wall: 3x4 16 in. o.c. is acceptable Quantum Consulting Engineers LLC 1511 Third Avenue, Suite 323 Seattle, WA 98101 Project: Fidalgo Flats Client: Madrona Real Es Date: 6/6/19 Designer: Qing Checked By: Job No: 19066.01 Sheet: 1 Wood Stud Wall Desi Structure: Fidalgo Flats Wall Line: L2 Party Wall Wall Configuration Wall Height (ft): 8.33 Stud Spacing (in): Stud Size: 3x4 Stud Species & Grade: Bot. Plate Th.: 2x Wall Finish Type Bot. Plate Species &Grade Flexible Deflection Criteria: L/120 Does Wall Qualify for Bending Stress Increase per NDS 3.1.1.1 Wall Loadin Axial Load Out of Plane Pressure Load DL (plf): 1184 Wind (psf): 5 Strength LL (plf): 1540 EQ (psf): 0 Strength SL (plf): Sds: 0.84 Stud Proaerties b (in): 2.50 E (psi): 1600000 per NDS Table 4A d (in): 3.50 E(psi): 1600000 = E*CN,*Ct A (in 2): 8.75 Emin (psi): 580000 per NDS Table 4A S (In'): 5.10 Emin (psi): 580000 = Emin*CM*Ct (in 4): 8.93 CP: Le (n): 7.96 stud height Leid: 27.27 FCE (psi): 641 = 0.822*E'min/(Ljd)2 c: 0.8 per NDS 3.7.1.5 Bot. Plate Properties F�L (psi): 625 per NDS Table 4A F'ci (psi) Cb: 1.15 per NDS 3.10.4 Paii (Ib) Quantum Consulting Engineers LLC 1511 Third Avenue, Suite 323 Seattle. WA 98101 16 DF-L #2 =.83 in per IBC 1604.3.1 Yes Wall Axial Load Eccentricity n (in): 1.75 e (in): 0.00 Fb (psi): 900 F� (psi): 1350 per NDS Table 4A per NDS Table 4A CF: 1.50 per NDS Table 4A CM: 1.00 per NDS 4.3.3 1.00 per NDS 4.3A CF: 1.15 per NDS Table 4A 719 = F�l*CM*Ct*Cb Project: Fidalgo Flats Client: Madrona Real Es. Date: 6/6/19 Job No: 19066.01 Designer: Qing Sheet: 1 Checked Bv: John god Stud Wall Des r IBC 2015 & NDS 2011 Structure: Fidalgo Flats Wall Line: L2 Party Wall Check Wall Axial and Flexural Capacities for Load Cases per IBC 1605.3.1 fc = Paxiai/A fb = Mtot/S F'o = Fo*CD*CM*Ct*C•F*CiP F'b = Fb*CD*CM*Ct*CF*Cr PAxiei (lb) Bot. Plate Pail Status f° (psi) CD: NDS Table 2.3.2 CP F'� (psi) Cr: NDS 413,9 Mtot (Ib-ft) fb (psi) Fib (psi) Interaction per NDS 3.9.2 Deflection (in) Wall Status Load Case: D + L 3632 1 <= Pall: OKI 415 1 1.00 0.37 574 1.15 0 0 1553 0.52 0.00 OK Load Case: D + S 1579 <= Pall: OKI 180 1 1.15 1 0.33 1 584 1.15 1 0 0 1785 0.10 0.00 OK Load Case: D + 0.75(L + S) 3119 <= Pall: OKI 356 1 1.15 0.33 584 1.15 0 0 1785 0.37 0.00 OK Load Case: D + 0.6W 1579 <= Pall: OK 180 1.60 0.24 602 1.15 32 74 2484 0.13 0.02 OK Load Case: D + 0.75 L + S + 0.6W 3119 1 <= Pall: OKI 356 1 1.60 0.24 602 1.15 24 56 2484 0.40 0.01 OK id Case: 1.0 + 0.14Sds D + 0.7E 1764 1 <= Pall: OKI 202 1 1.60 0.24 602 1.15 0 0 2484 0.11 0.00 OK Load Case: 1.0 + 0.14Sds D + 0.75 L + S + 0.7E 3485 1 <= Pall: OKI 398 1 1.60 1 0.24 1 602 1.15 0 0 2484 0.44 0.00 OK Wall: 3x4 16 in. o.c. is acceptable Quantum,Consulting Engineers LLC Project: Fidalgo Flats 1511 Third Avenue, Suite 323 Seattle, WA 98101 Client: Madrona Real Es Date: 6/6/19 Job No: 19066.01 Designer: Qing Sheet: 1 Checked Bv: QUANTUM I CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206.957.3900 FAX 206695793901 l 014 18TH STRE, ET Quantum Job Number: 19066.01 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I r--!- ------I -- I I I I I I I I I I I I I I I I I I I I I I----------- ---- i------ I _ i LCFI 12/531 �j F �I I I I I I I I I I ` I I I I mG W I � I I � I N I =• I ----------J a I I N� I I � I �Pfn I I I J rn I IIten I - 7 � I I Z in I I (p � � (D I I 6 I 7 � I I F3 I I _F� I I I I I E®2 I I I I I I I I I I I I I I I I 1/ l, I 6. 1 6 .y I I--Lj�9J _ ___ 5YE2 i I I i i r CD I I x SJ I o � _ N d+ Q f — 6 N I ✓_________________J i F o� I I I Tsiq I I I I I I I I I I I Ill I I in I I I I I I I II — 1— 1 I I III . I JJ I I , I /L `� — — ---- I �`r �.yIIIFF I I I I I I I I -1 I � J I I I I I I �-------------- I I I I ` I — JAI I i '* D 1 z N PROJECT: Fidalgo Flats PAGE: 9 CLIENT: Madrona Real Estate Investment Vlll LLC DESIGN BY: Qing JOB NO.: 19066.01 DATE : ####### REVIEW BY: John Footina Design of Shear Wall Based on ACI 318=14 Perimeter Wall Foundation INPUT DATA WALL LENGTH LW = 13 ft WALL HEIGHT h = 8.5 ft WALL THICKNESS t = 7.5 in FOOTING LENGTH L = 54 It L, = 20 ft FOOTING WIDTH B = 2.5 ft FOOTING THICKNESS T = 26 in FOOTING EMBEDMENT DEPTH D = 2.166667 It ALLOWABLE SOIL PRESSURE qa = 3 ksf DEAD LOAD AT TOP WALL Pr,DL = 7.1 kips LIVE LOAD AT TOP WALL Pr,U- = 1.6 kips TOP LOAD LOCATION a = 6.5 ft WALL SELF WEIGHT Pw = 1 A kips LATERAL LOAD TYPE (0=wind,l=seismic) 1 seismic SEISMIC LOADS AT TOP (E/1.4 , ASD) F = 6.3 kips M = 286 ft-kips CONCRETE STRENGTH fc P = 4 ksi REBAR YIELD STRESS fy = 60 ksi TOP BARS, LONGITUDINAL 7 # 5 BOTTOM BARS, LONGITUDINAL 7 # 5 BOTTOM BARS, TRANSVERSE # 3 @ 12 LYSIS K OVERTURNING FACTOR (IBC15 1605.2.13 1801.2.1, & ASCE 7-10 12.13.4) F = MR / MO = 3.88 > 1.4 x 0.75 / 0.9 for seismic Where Pf = 42.4125 kips (footing self weight) Mc = F (h + D) + M = 353 ft-kips (overturning moment) MR = (Pr,DL) (LI + a) + Pf (0.5 L) + Pw (Ll + 0.5Lw) = 1370 SOIL CAPACITY (ALLOWABLE STRESS DESIGN) PS = 29.25 kips (soil weight in footing size) P = (Pr,DL + Pr,LL) + Pw+ (Pf- PS) = 23.26 kips (total vertical net load) MR = (Pr,DL + Pr, LL) (L, + a) + Pf (0.5 L) + Pw (Li + 0.5Lw) = 1413 e = 0.5 L- (MR - Mo) / P = -18.55 ft (eccentricity from middle of footing) _ -0.18 ksf CHECK FOOTING CAPACITY (STRENGTH DESIGN) M,,,o = 1.4 [F(h + D) + M] = 494 ft-kips PU = 1.2 (Pr,DL + Pf + Pw) + 0.5 Pr, LL = 62 kips eu = 0.5L - (MI.R - Mu,o) / PU = 8,08 ft ;�x•3�i?;3i THE FOOTING DESIGN IS ADEQUATE. < _= Not Required [Satisfactory] ft-kips (resisting moment without live load) ft-kips (resisting moment with live load) < 4/3qa [Satisfactory] 1666 ft-kips (cont'd) BENDING MOMENT & SHEAR AT EACH FOOTING SECTION Where /O mfn = 0.0018 0,0206 [Satisfactory] Section 0 1/10 L 2/10 L 3/10 L 4/10 L 5/10 L 6/10 L 7/10 L 8/10 L 9/10 L L Xu (ft) 0 5.40 10.80 16.20 21.60 27.00 32.40 37.80 43.20 48.60 54.00 Pu.W (klf) 0.0 0.0 0.0 0.0 14.1 -0.5 -15.1 0.0 0.0 0.0 0.0 MUM(ft-k) 0 0 0 0 -22 -296 -556 -619 -678 -736 -797 Vu,W (kips) 0 0 0 0 -26 -63 -21 -11 -11 -11 -11 pu,f (ksf) 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 M„ f (ft-k) 0 -14 -55 -124 -220 -344 -495 -673 -879 -1113 -1374 Vu.f (kips) 0 -5 -10 -15 -20 -25 -31 -36 -41 -46 -51 q„ (ksf) -0.9 -0.8 -0.7 -0.6 -0.5 -0.5 -0.4 -0.3 -0.2 -0.1 0.0 Mu,q (ft-k) 0 31 119 258 443 668 926 1211 1518 1840 2171 Vu,q (kips) 0 11 21 30 36 45 50 55 58 61 62 E M„ (ft-k) 0 17 64 135 202 28 -126 -81 40 -11 0 E Vu (kips) 0 6 11 15 -6 43 -1 8 7 4 0 Location Mu,max d (in) pregD PpfoVD Vu,max $Vo = 2 � b d (f� )os Top Longitudinal -126 ft-k 22.69 0.0018 0.0032 43 kips 73 kips Bottom Longitudinal 202 ft-k 22.69 0.0030 0.0032 43 kips 73 kips Bottom Transverse 0 ft-k / ft 22.19 0.0000 0.0000 0 kips / ft 29 kips ! ft E-5 PROJECT : Fidalgo Flats PAGE : 1 CLIENT: Madrona Rea[ Estate Investment Vill LLC DESIGN BY: Qing JOB NO.: 19066.01 DATE: REVIEW BY: John Footina Design of Shear Wall Based on ACI 318=14 Interior Shear Wall Footing INPUT DATA WALL LENGTH WALL HEIGHT WALL THICKNESS FOOTING LENGTH NG WIDTH NG THICKNESS NG EMBEDMENT DEPTH VABLE SOIL PRESSURE LOAD AT TOP WALL LOAD AT TOP WALL LOAD LOCATION SELF WEIGHT RAL LOAD TYPE (0=wind,1=seismic) MIC LOADS AT TOP (EMA , ASD) CONCRETE STRENGTH REBAR YIELD STRESS TOP BARS, LONGITUDINAL BOTTOM BARS, LONGITUDINAL BOTTOM BARS, TRANSVERSE Lw = 15.5 ft h = 8.5 ft t = 7.5 in L = 41 ft L,= 2 ft B = 2.5 ft T = 26 in D = 2.166667 ft qa = 3 ksf Pr,DL = 7.8 kips Pr,LL = 5.4 kips a = 7,75 ft Pw = 1.1 kips 1 seismic F = 8 kips M = 361 ft-kips fcl = 4 ksi fy = 60 ksi 7 # 6 7 # 6 # 3 @ 12 in o.c. LYSIS K OVERTURNING FACTOR (IBC15 1605.2.1, 1801.2.1, & ASCE 7-10 12.13.4) F = MR / Mu = 1.67 > 1.4 x 0.75 / 0.9 for seismic Where Pf = 32.20208 kips (footing self weight) Mo = F (h + D) + M = 446 ft-kips (overturning moment) MR = (Pr,DL) (Li + a) + Pf (0.5 Q + Pw (Lj + 0.5Lw) = 747 SOIL CAPACITY (ALLOWABLE STRESS DESIGN) PS = 22.20833 kips (soil weight in footing size) P = (Pr,DL + Pr,LL) + Pw + (Pf- PS) = 24,29 kips (total vertical net load) MR = (Pr,DL + Pr, LL) (Li + a) + Pf (0.5 L) + Pw (Li + 0.5Lw) = 800 e = 0.5 L- (MR - Mo) / P = 5.96 ft (eccentricity from middle of footing) = 0.44 ksf ECK FOOTING CAPACITY (STRENGTH DESIGN) Mu,o = 1.4 [F(h + D) + M] = 625 ft-kips Pu = 1.2 (Pr,DL + Pf + Pw ) + 0.5 Pr LL = 52 kips eu = 0.5L - (Mu,R - Mu,o) / Pu = 14.78 ft THE FOOTING DESIGN IS ADEQUATE. < _= Not Required [Satisfactory] ft-kips (resisting moment without live load) ft-kips (resisting moment with live load) < 4/3qa [Satisfactory] 923 ft-kips (cont'd) BENDING MOMENT & SHEAR AT EACH FOOTING SECTION Where ,O m;n = 0,0018 0.0206 [Satisfactory] Section 0 1/10 L 2/10 L 3/10 L 4/10 L 5/10 L 6/10 L 7/10 L 8/10 L 9/10 L L Xu (ft) 0 4.10 8.20 12.30 16.40 20.50 24.60 28.70 32.80 36.90 41.00 Pu,W (klf) 0.0 12.2 4.0 -4.3 -12.5 0.0 0.0 0.0 0.0 0.0 0.0 Mu,W(ft-k) 0 -33 -237 -507 -705 -769 -824 -878 -933 -988 -1043 Vu,W (kips) 0 -30 -63 -63 -28 -13 -13 -13 -13 -13 -13 Pu,f (ksf) 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 Mu t (ft-k) 0 -8 -32 -71 -127 -198 -285 -388 -507 -642 -792 Vu,t (kips) 0 -4 -8 -12 -15 -19 -23 -27 -31 -35 -39 qu (ksf) -2.4 -1.8 -1.3 -0.7 -0.1 0.0 0.0 0.0 0.0 0.0 0.0 Muq(ft-k) 0 47 171 349 555 769 982 1195 1409 1622 1835 Vu,q (kips) 0 22 38 48 52 52 52 52 52 52 52 E Mu (ft*) 0 6 -97 -229 -277 -198 -127 -71 -32 -8 0 E Vu (kips) 0 -12 -33 -27 8 19 15 12 8 4 0 Location Mu,max d (in) (�regD pprovD Vu,max �Vc = 2 � b d (f�)°'S Top Longitudinal -277 ft-k 22.63 0.0042 0.0045 33 kips 73 kips Bottom Longitudinal 6 ft-k 22.63 0.0018 0.0045 33 kips 73 kips Bottom Transverse 0 ft-k / ft 22.06 0.0000 0.0000 0 kips / ft 28 kips / ft E-7 0 O A ? k N O1 A 0 d o -a ro 00 � r C A O. Be N w T ON ? N � kE A ovvv p # 4 N G# o � � o # 0 0 0 01 0 in � N O N N r N N m J J J J m D W x N C N N N N N AAA (On W Q N N N N N m C N N N 00000 o N _ a 2L. = c n c � A O O p p O + # c at 0 0 r r N r 0 v of oo °1 o N N J In O N N r N P at O N VU m J T 0 0 0 0 0 N 71 A A A J 4M TO 0 m w w w m a J N J IJ IJ m m N N N r b J J J A N TO m act m mo m - T O N N N N N p A A A A A a N o 0 0 o O J J J M J j Ut o N 3 0 o m o m A A AAA � A m m m m N N N N N A 000 o'Q AAAAAn A A m N m m N N N N N A 0 0 0 0 o Q IJ N N N N i N A R at ma J O � D N O p * 0 o N S + + y o p N 4 + c N N N r p .. D O i N A A C 9 N w Oo m w J N N � O 6 O O 00 > > G O O F U3 — m m 0 m O A AO A N O IN W 0 a 0 A �oIx TA e � O d M 3 N m o c °0T3 a�a21 m b o IT 0 N z V E-8 E-8 Project Number: 19066.01 Project Name: Fidalgo Flats Footing Number: Footing 1 Today's Date: 6/6/2019 Engineer: Qing Huang Inputs: Service Dead Load = 1.2 kips Service Live Load = 1.6 kips Service Snow Load = 0.0 kips LRFD Factored Load = 4.7 kips Allowable Soil Bearing = 3000 psf Concrete Strength (fc) = 3000 psi Column Xc Dimension = 3.50 in. Column Ye Dimension = 3.00 in. Footing XDimension = 2.00 ft. Footing Y Dimension = 2.00 ft. Rebar Strength Fy = 40.0 ksi Footing Thickness (t) = 12,00 in. Rebar Clear Cover = 3,00 in. Rebar Effective Depth (d) = 8,75 in. Bearing Check: ASD Factored Load = 3.4 kips Required Footing Area = 1.12 sq. ft. Actual Footing Area = 4,00 sq, ft, Beam Shear Desian - X Direction: Ultimate Soil Bearing Stress = 1.17 ksf f11= 0.75 Vu = 0 kips OVn = 17 kips Beam Shear Desian -Y Direction: fd= 0.75 Vu = 0 kips OVn = 17 kips Punching Shear Desian: 01= 0.75 Vu = 4 kips OW = 69 kips Spread Footing 1 Flexural Design - X Direction: O= 0.9 Bar Size = #4 C71� Number of Bars Provided = 3 As Minimum = 0.58 sq, in. As Provided = 0,60 sq, in. OK Mu = 1 ft-kips OMn = 15 ft-kips OK Bar Spacing = 9,00 in. OK Flexural Design - Y Direction: fJ1= 0.9 Bar Size = #4 OK Number of Bars Provided = 3 As Minimum = 0,58 sq. in. As Provided = 0,60 sq. in. OK Mu = 1 ft-kips OMn = 15 ft-kips OK c7fC Bar Spacing = 9.00 in. OK E-9 Spread Footing 2 Project Number: 19066.01 Project Name: Fidalgo Flats Footing Number: Footing 2 Today's Date: 6/6/2019 Engineer: Qing Huang Inputs: Service Dead Load = 19.2 kips Service Live Load = 14.7 kips Service Snow Load = 2.6 kips LRFD Factored Load = 50.2 kips Allowable Soil Bearing = 3000 psf Concrete Strength (fc) = 3000 psi Column Xc Dimension = 5.50 in. Column Yc Dimension = 10.50 in. Footing XDimension = 3.50 ft. Footing Y Dimension = 3.50 ft. Rebar Strength Fy = 60.0 ksi Footing Thickness (t) = 12.00 in. Rebar Clear Cover = 3.00 in. Rebar Effective Depth (d) = 8.69 in. Bearing Check: ASD Factored Load = 35.8 kips Required Footing Area = 11.94 sq. ft. Actual Footing Area = 12.25 sq. ft. OK Beam Shear Design - X Direction: Ultimate Soil Bearing Stress = 4.10 i<sf f71= 0.75 Vu = 11 kips fdVn = 30 kips Beam Shear Design - Y Direction: fJJ= 0.75 Vu = 8 kips OW = 30 kips Punching Shear Design: Vu = 42 kips OW = 95 kips OK OK E/ Flexural Design - X Direction: Q1= 0.9 Bar Size = #5 Number of Bars Provided = 4 As Minimum = 0.91 sq. in. As Provided = 1.24 sq. in. Mu = 17 ft-kips OMn = 47 ft-kips Bar Spacing = 12.00 in. Flexural Design - Y Direction: fJ= 0.9 Bar Size = #5 Number of Bars Provided = 4 As Minimum = 0.91 sq. in. As Provided = 1.24 sq. in. Mu = 12 ft-kips OMn = 47 ft-kips Bar Spacing = 12.00 in. u OK Spread Footing 3 Project Number: 19066.01 Project Name: Fidalgo Flats Footing Number: Footing 3 Today's Date: 6/6/2019 Engineer: Qing Huang Inputs: Service Dead Load = 5.8 kips Service Live Load = 6.8 kips Service Snow Load = 9.5 kips LRFD Factored Load = 27.2 kips Allowable Soil Bearing = 3000 psf Concrete Strength (fc) = 3000 psi Column Xc Dimension = 5,50 in. Column Yc Dimension = 6.00 in. Footing XDimension = 3.00 ft. Footing Y Dimension = 3.00 ft. Rebar Strength Fy = 60.0.ksi Footing Thickness (t) = 12.00 in. Rebar Clear Cover = 3.00 in. Rebar Effective Depth (d) = 8.69 in. X Y Bearing Check: Flexural Design - X Direction: ASD Factored Load = 19.4 kips fit= 0.9 Required Footing Area = 6.47 sq. ft. Bar Size = #5 Actual Footing Area = 9.00 sq. ft. OK Number of Bars Provided = 3 As Minimum = 0.78 sq. in. Beam Shear Desiqn - X Direction: As Provided = 0.93 sq. in. OK Ultimate Soil Bearing Stress = 3.02 ksi Mu = 7 ft-kips O= 0.75 OMn = 35 ft-kips OK Vu = 5 kips Bar Spacing = 15.00 in. OK OVn = 26 kips OK Beam Shear Design - Y Direction: Flexural Desiqn - Y Direction: O= 0.75 O= 0.9 Vu = 5 kips Bar Size = #5 OW = 26 kips OK Number of Bars Provided = 3 As Minimum = 0.78 sq. in. Punching Shear Desiqn: As Provided = 0.93 sq. in. OK O= 0.75 Mu = 7 ft-kips Vu = 23 kips OMn = 35 ft-kips OK OVn = 82 kips OK Bar Spacing = 15.00 in. OK Use menu item Settings > Printing & Title Block Title 8%6" Basement wall No Seismic Page: 1 to set these five lines of information Job #: Dsgnr: Qing Date: 6 JUN 2019 for your program. Description.... Design 8%6" basement wall This Wall in File: M:\Johnson Oaf Architecture\Fidalgo Flats\Calculations\Foundation\Basement wa RetainPro (c) 1987-2017Build 11170727 License: KW-06O57394 , ... Restrained Retaining Wall Code: IBC 2015,AC131&14,AC1530A3 License To: QUANTUM CONSULTING ENGINEERS Criteria Soil Data Retained Height = 8.50 ft Wall height above soil = 0800ft Total Wall Height = 8.50ft Top Support Height = 8.50 ft Slope Behind Wal = 0.00 Height of Soil over Toe = 0.00 in Allow Soil Bearing 3000.0 psf Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft »>Used To Resist Sliding &Overturning .,.Height to Top = 0.00 ft Surcharge Over Toe = 0.0 psf ,,Height to Bottorr = 0.00 ft Used for Sliding & Overturning Axial Load Applied to Stem Load Type = Wind (W) (strengtn Level) Axial Dead Load = 2,666.0 Ibs Axial Live Load = 3,470.0 Ibs Wind on Exposed Stem = Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Kh Soil Density Multiplier = kl 0.0 psf Adjacent Footing Load Width Footing Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.071 g Added seismic per unit area Stem Weight Seismic Load Fp / WWeight Multiplier p = 0.000 g Added seismic per unit area Design Summary Concrete Stem Construction Total Bearing Load = 5,424 Ibs ...resultant ecc. = 1.26 in Soil Pressure @Toe = 2,973 psf OK Soil Pressure @Heel = 2,973 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 31153 psf ACI Factored @ Heel = 4,962 psf Footing Shear @ Toe = 11 A psi OK Footing Shear @ Heel = 31.5 psi OK Allowable = 82.2 psi Reaction at Top = 661.3 Ibs Reaction at Bottom = 1,819.6 Ibs Sliding Calcs Lateral Sliding Force = 1,819.61bs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,AC1 1.200 1.600 1,600 1,000 1,000 = = 60,000psi Wall Weight = 100.0 psf fc = 3,000psi Stem is FREE to rotate at top of footing @ Top Support Thickness 8.00 in Fy Design Height Above Ftc Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB + fa/Fa MU .... Actual Mn " Phi.....Allowable Mmax Between Top &Base ft Stem OK Stem OK = 8.50 ft 3.62 # 5 # 5 12.00 in 12.00 in = Center Center = 4,00 in 4,00 in Shear Force @this height = Shear.....Actual Shear.....Allowable 0.000 5,154.8 ft-# 1,059.7 Ibs = 22.08 psi = 82.16 psi 0.0 Ibs = 0.300 = 0.0 psf = 0.0 psf @ Base of Wall ft Stem OK 0.00 # 5 12.00 in Center 4.00 in 0.673 0.000 3,466.9 ft-# 0.0 ft-# 5,154.8ft-# 5,154.8ft-# 21119.3lbs 44.15 psi 82.16 psi Other Acceptable Sizes &Spacings: Toe: # 4 @ 18.00 in -or- Not req'd: Mu < phi�5'lambda'sgrt(fc)'Sm Heel:# 4 @ 16.00 in -or- Not req'd: Mu < phi"5"lambda*sgrt(fc)"Sm Key: Slab Resists Sliding -or- Slab Resists Sliding - No Force on Use menu item Settings > Printing & Title Block Title 81-6" Basement wall_No Seismic Page: 2 to set these five lines of information Job # : Dsgnr: Qing Date: 6 JUN 2019 for your program. Description.... Design 8'-6" basement wall This Wall in File: M:\Johnson Oaklief Concrete Stem Rebar Area Details Flats\Calculations\Foundation\Basement wa Restrained Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 Top Support Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0 in2/ft (4/3) ' As: 0 in2/ft Min Stem T&S Reinf Area 1,632 in2 200bd/fy : 200(12)(4)/60000 : 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area : 0.1728 in2/ft #4@ 12,50 in #4@ 25.00 in Provided Area : 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area : 0.6503 in2/ft #6@ 27.50 in #6@ 55.00 in Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2093 in2/ft (4/3) ' As : 0.279 in2/ft Min Stem T&S Reinf Area 0.937 in2 200bd/fy : 200(12)(4)/60000 : 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area : 0.2093 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.6503 in2/ft #6@ 27.50 in #6@ 55.00 in Base Support Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0 in2/ft (4/3) " As : 0 in2/ft Min Stem T&S Reinf Area 0.695 in2 200bd/fy : 200(12)(4)/60000 : 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.6503 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Strengths & Dimensions Footing Design Results Toe Width = 1.08 ft oe eel Heel Width = 1.75 Factored Pressure = 31153 4,962 psf Total Footing Widtl = 2.83 Mu': Upward = 1,986 21777 ft-# Footing Thickness = 12.00 in Mu': Downward = 106 764 ft-# Key Width = 12.00 in Mu: Design = 1,880 -2,013 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 11.37 31.50 psi Key Distance from Toe = 2.00 ft Allow 1-Way Shear = 82.16 82.16 psi fc = 3,000psi Fy = 60,000psi Footing Concrete Density = 150.00 pcf Min footing T&S reinf Area 0.73 in2 Min. As % = 0.0018 Min footing T&S reinf Area per foot 0.26 in2 rft Cover @ Top = 2.00 in @ Btm.= 3.00 in If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in 0.192 in2/ft 0.192 in2/ft 0.192 in2/ft Use menu item Settings > Printing & Title Block Title 8'=6" Basement wall_No Seismic Page : 3 to set these five lines of information Job # : Dsgnr: Qing Date: 6 JUN 2019 for your program. Description.... Design 8'-6" basement wall This Wall in File: M:\Johnson Oaklief Architecture\Fidalgo Flats\Calculations\Foundation\Basement wa RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW46057394 Restrained Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: QUANTUM CONSULTING ENGINEERS Summary of Forces on Footing : Slab RESISTS s Forces acting on footing soil pressure stem is PINNED at footi (taking moments about front of footing to find eccentricity) Surcharge Over Heel = Ibs ft ft-# Axial Dead Load on Stem = 63136.0lbs 1.42 ft 81693.7ft-# Soil Over Toe = Ibs ft ft-# Adjacent Footing Load = Ibs ft ft4 Surcharge Over Toe = Ibs ft ft-# Stem Weight = 850.Olbs 1.42 ft 1 r204,3ft-# Soil Over Heel = 1,013.1lbs 2.29 ft 21321.9ft-# Footing Weight = 425.Olbs 1.42 ft 602.7ft-# Total Vertical Force = 8,424.1 Ibs Moment = 12,822.6ft-# Net Mom. at Stem/Ftg Interface = -887.0 ft-# Allow. Mom. @ Stem/Ftg Interface = 3,221.7 ft-# Allow. Mom, Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure = 2,972.9 psf Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Use menu item Settings > Printing & Title Block Title 8'-6" Basement wall Seismic Page: 1 to set these five lines of information Job #: Dsgnr: Qing Date: 6 JUN 2019 for your program. Description.... Design 8%6" basement wall This Wall in File: M:\Johnson Oaklief Flats\Calculations\Foundation\Basement wa License : KW-06057394 Restrained Retaining Wall License To: QUANTUM CONSULTING ENGINEERS Criteria Soil Data Retained Height = 8,50 ft Allow Soil Bearing = 41000.0 psf Wall height above soil = 0000ft Equivalent Fluid Pressure Method Total Wall Height = 8.50ft At -rest Heel Pressure = 55.0 psf/ft Top Support Height = 8,50 ft Passive Pressure = 450.0 psf/ft Soil Density = 110,00 pcf Slope Behind Wal = 0.00 FootingIlSoil Frictior = 0,400 Height of Soil over Toe = 0,00 in Soil height to ignore for passive pressure = 12,00 in Code: IBC 2015,AC1 318-14,AC1 530-13 Thumbnail Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 Ibs »>Used To Resist Sliding &Overturning ,,.Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ,,Used to Bottorr = 0.00 ft Eccentricity = 0,00 in Used for Sliding & Overturning Wall to Ftg CL Dist = 0,00 ft Axial Load Applied to Stem Load Type = Wind (W) Footing Type Line Load (strength Level) Base Above/Below Soil Axial Dead Load = 3,204.0 Ibs at Back of Wall = 0.0 ft Axial Live Load = 4,282.0 Ibs Wind on Exposed Stem = 0.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0,300 Earth Pressure Seismic Load Kh Soil Density Multiplier = 0.071 g Added seismic per unit area = 46.5 psf Stem Weight Seismic Load Fp/ Wp Weight Multiplier = 0,000 g Added seismic per unit area = 0.0 psf ry Design Summa Total Bearing Load = 9,773 Ibs ..resultant ecc. = 1.09 in Soil Pressure @Toe = 3,450 psf OK Soil Pressure @Heel = 3,450 psf OK Allowable = 4,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 31834 psf ACI Factored @ Heel = 5,657 psf Footing Shear @ Toe = 13.9 psi OK Footing Shear @ Heel = 38.1 psi OK Allowable = 82.2 psi Reaction at Top = 857.2 Ibs Reaction at Bottom = 2,017.1 Ibs Sliding Calcs Lateral Sliding Force = 2,017.1 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,AC1 1.200 1.600 1,600 1,000 1,000 Thickness = 8.00 in Fy = 60,000psi Wall Weight = 100.0 psf fc = 3,000psi Stem is FREE to rotate at top of footing Concrete Stem Construction @ Top Support Design Height Above Ftg = Rebar Size = Rebar Spacing = Rebar Placed ai = Rebar Depth 'd' _ Design Data fb/FB + fa/Fa = Mu....Actual = Mn * Phi.....Allowable = Shear Force @ this height hear ..... Actual = Mmax Between Top &Base @Base of Wall Stem OK Stem OK Stem OK 8,50 ft 3.72ft 0,00 It # 5 # 5 # 5 12.00 in 12.00 in 12.00 in Center Center Center 4.00 in 4.00 in 4,00 in 0.0 0.0 ft� 4,054.0 ft-# 0.0 ft-# 5,154.8ft-# 5,154.8ft-# 5,15408ft-# 1,341.8 Ibs 2,401.5lbs 00 0.786 0.000 S= 27.95 psi 50.03 psi Shear ..... Allowable = 82.16 psi 82.16 psi Other Acceptable Sizes &Spacings: Toe: # 4 @ 18.00 in -or- Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Heel:# 4 @ 16,00 in -or- Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: Slab Resists Sliding -or- Slab Resists Sliding - No Force on Use menu item Settings > Printing & Title Block Title 8'-6" Basement wall Seismic to set these five lines of information Job # : Dsgnr: Qing for your program. Description.... Design 8'=6" basement wall This all in File: M:\Johnson Oaf Architecture\Fidalgo Flats\Calculations\FMull dation\Basement wa License : KWa License To: Concrete Stem Rebar Area Details EERS Page : 2 Date: 6 JUN 2019 Restrained Retaining Wall Code: IBC 2015,ACI 31&14,AC1 530-13 Top Support Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0 in2/ft (4/3) ` As: 0 in2/ft Min Stem T&S Reinf Area 1.632 in2 200bd/fy : 200(12)(4)/60000 : 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.6503 in2/ft #6@ 27.50 in #6@ 55.00 in Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2447 in2/ft (4/3) " As: 0.3263 in2/ft Min Stem T&S Reinf Area 0.918 in2 200bd/fy : 200(12)(4)/60000 : 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height Base Support Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0 in2/ft (4/3) ' As : 0 in2/ft Min Stem T&S Reinf Area 0.714 in2 200bd/fy : 200(12)(4)/60000 : 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.6503 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Strengths &Dimensions Footing Design Results Toe Width = 1.08 ft Toe eel Heel Width = 1.75 Factored Pressure = 31834 51657 psf Total Footing WidtY = 2.83 Mu': Upward = 21384 31181 ft-# Footing Thickness = 12.00 in Mu': Downward = 106 764 ft-# Key Width = 12.00 in Mu: Design = 21279 -2,417 ft4 Key Depth = 0.00 in Actual 1-Way Shear = 13.86 38.06 psi Key Distance from Toe = 2.00 ft Allow 1-Way Shear = 82.16 82.16 psi fc = 31000psi Fy = 60,000psi Footing Concrete Density = 150.00 pcf Min footing T&S reinf Area 0.73 in2 Min. As % = 0.0018 Min footing T&S reinf Area per foot 0.26 in2 ift Cover @ Top = 2.00 in @ Btm.= 3.00 in If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in 0.192 in2/ft 0.192 in2/ft 0.192 in2/ft Use menu item Settings > Printing & Title Block Title 8'-6" Basement wall Seismic Page : 3 to set these five lines of information Job # : Dsgnr: Qing Date: 6 JUN 2019 for your program. Description.... Design 8%6" basement wall This Wall in File: M:\Johnson Oaklief Architecture\Fidalgo Flats\Calculations\Foundation\Basement wa Retag n (c) 1987-2017, Build 11.17.07.27 LiceWall Code: IBC 2015,AC1 31&14,AC1 530-13 Licensee: KW-06057394 Restrained Retaining License To: QUANTUM CONSULTING ENGINEERS Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at foot Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = Ibs ft ft-# Axial Dead Load on Stem = 7,486.Olbs 1.42 ft 10,602.6ft-# Soil Over Toe = Ibs ft ft-# Adjacent Footing Load = Ibs ft ft-# Surcharge Over Toe = Ibs ft ft4 Stem Weight = 850.Olbs 1.42 ft 1,203.9ft-# Soil Over Heel = 11012.61bs 2029 ft 21320.Oft4 Footing Weight = 424.9lbs 1.42 ft 602.3ft4 Total Vertical Force = 9,773.51bs Moment = 14,728.8ft4 Net Mom. at Stem/Ftg Interface = -886.3 ft-# Allow. Mom. @ Stem/Ftg Interface = 3,221.7 ft-# Allow. Mom. Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure = 3,450.3 psf Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. City of Anacortes 904 6th Street P.O.Box 547 Anacortes, WA 98221-0547 (360) 293-1901 Job Address: 1715 O AVE ANACORTES WA 98221 APN Invoice/Permit # Applied date: Issue date: Expire date: BLD-201 M511 08/05/2019 10115/2020 04110/2022 Permit Type: Multi Family Residence Permit Project: Remarks: 25 unit apartment complex. 21,700 sq ft, 5 story, type IIIA building. PLW2019-0008 Site Plan, SEPA review. EMS Impact fee includes Fire Impact Fee. Owner: MADRONA REAL ESTATE INVESTORS VIII LL( Address: 2124 3RD AVE S SEATTLE WA 98121 Phone: General Information: Lot Area 13000 Use Zone R-4 Lot Coverage 12425 Occupancy Group r-2 Dwelling Units 25 # of Stories 5 New or Replaced Hard Surface 12425 1 st Floor Square Footage 4256 2nd Floor Square Footage 4256 3rd Floor Square Footage 4198 4th Floor Square Footage 4198 5th Floor Square Footage 4198 Basement Square Footage 777 # of RTU > 50 Hp 1 Construction Type iii-b Stove, Appliance 25 Building Valuation 2827940 # of Clothes Dryers 25 # of Clothes Washers 25 # of Dishwashers 25 # of Floor Sinks 1 # of Gas Piping 2 # of Gas Water Heaters > 100k 3 or i ose�ibs BLD-2019-0511 - 2020 4 ) hc�ien�rPhks, 25 20+)�a882jinrs Wil... 1011512020 11:14AM 25 4201f thUh gAWWhG bytjATE INVESTORS ... 1 f 6T-gAYikg d 1 Multi Family Residence Permit 34 *Wr8ft 'ftt�i%j'8evices >2253,180.03 1 Mafi tilatlorv1Rans 253,180.03 89 #�P�il alb�fers 100 # of Water Closets (Toilets) 34 # of Water Piping 27 Contractor: Address Phone: License #: BYK CONSTRUCTION INC PO BOX 619 SEDRO-WOOLLEY WA 98284 Fees: Plan Application Fee Third Party Review Fees Building Permit Fee Plan Review Fee Plumbing Permit Fee Mechanical Permit Fees Sewer Inspection Fee State Building Code Fee Resi Multifamily Fire Impact Fee Engineering Plan Review Engineering Const Inspection Third Party Review Fees Storm Drain GFC-Commercial Sewer GFC - Commercial Traffic Impact Fee Park Impact Fee EMS Impact Fee Total Calculated: Deposits/Receipts: Total Due: 200.00 652.47 12,280,95 7,982,62 1,435,00 2,604,50 51.08 54.50 9,473,00 318.99 1,456,96 307.92 2,387,70 175,945,50 21,163,46 15,375,00 9,473,00 261,162.65 7,982.62 253,180.03 City of Anacortes 904 6th Street P.O.Box 547 Anacortes, WA 98221-0547 (360) 293-1901 Invoice/Permit #: BLD-2019-0511 Applied date Issue date Expire date 08/05/2019 10/15/2020 04/10/2022 The issuance or granting of this permit shall not be construed to be a permit for, or approval of, any violation of this Code or any other ordinance or order of the City, of any state or federal law, or of any order, proclamation, guidance advice or decision of the Governor of this State. To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law, or order, proclamation, guidance advice or decision of the Governor of this State, this permit shall not authorize such work and shall not be valid. The building official is authorized to prevent occupancy or use of a structure where in violation of this Code, any other City ordinances of this jurisdiction or any other ordinance or executive order of the City, or of any state or federal law, or of any order, proclamation, guidance advice or decision of the Governor. The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect, inaccurate or incomplete information, or in violation of any City ordinance, regulation or order, state or federal law, or any order, proclamation, guidance or decision of the Governor. This permit becomes null and void if work or construction authorized is not commenced within 180 days or if construction work is suspended or abandoned for a period of 180 days at any time after work is commenced. I have read and examined this application and know the same to be true and correct. SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED 8Y FILE COPY ANACORTES PUBLIC WORKS DEPARTMENT ENGINEERING PLAN REVIEW FEE AND CONSTRUCTION FEES SITE INFORMATION AND PROJECT VALUE OWNER: SITE ADDRESS: PROJECT DESCRIPTION: PROJECT VALUE [PV]: Madrona Real Estate Investments LLC 1715 "O" Avenue Apartment Building ENGINEERING PLAN REVIEW FEE 63,797 ENGINEERING PLAN REVIEW FEE (.005 of Project Value) TOTAL ENGINEERING REVIEW FEE DUE AT TIME OF SUBMITTAL OF PLANS FOR REVIEW CONSTRUCTION INSPECTION FEE CONSTRUCTION INSPECTION FEE BASE FEE CONSTRUCTION INSPECTION FEE (.015 of Project Value) CONSTRUCTION INSPECTION FEE SUBTOTAL REDUCTION TOTAL CONSTRUCTION INSPECTION FEE DUE UPON CONSTRUCTION PLAN APPROVAL (Page 3 of 3 Total Cost) $ 500.00 $g 56.g6 Q SUBJECT TO THE DIRECTOR OF ENGINEERING &DEVELOPMENT SERVICES APPROVAL, A 50% REDUCTION TO THE CONSTRUCTION INSPECTION FEE MAY BE ASSESSED IF THE DEVELOPER PROVIDES ON -SITE CONSTRUCTION INSPECTION AND CONSTRUCTION ENGINEERING THROUGH PRIVATE CONSULTANTS TO THE SAME STANDARD AS THAT OF THE CITY, Plan Review Fee: $ � � 0 • ! +Construction Inspection Fee: $ I ��' (� _ $ I �� Page i of 3 Engineering Plan Review Fee and Construction Inspection Fee Project Number APPENDIX C: INSP-05 (JULY 2011) ANACORTES PUBLIC WORKS DEPARTMENT ENGINEERING PLAN REVIEW FEE AND CONSTRUCTION FEES ENGINEERING AND INSPECTION FEE WORKSHEET DEVELOPER DEDICATED ASSETS Engineering Project No. Project Location 1715 "O" Avenue Project Name Project Engineer Developer Fidalgo Flats Dale Herrigstad PE. Madrona Real Estate The Developer shall enter the quantities shown on the construction drawings to be submitted to the City for review. This document is used to maintain the City's inventory of Public Works infrastructure and determine the amount of Engineering & Inspection Fees due to the City. DESCRIPTION UNITS QUANTITY Unit Cost Total Cost FEE AMOUNT 6" L.F. 74 $25.00 $1 , 8 5 0 8" L.F. $30.00 10" L.F. $37.00 12" L.F. $45.00 15" L.F. w 18" L.F. 24" L.F. w N Other Other � Catch Basin, Type I EA $740,00 rn Catch Basin, Type II EA $3500.00 Storm Manholes EA $5000,00 Ponds EA Bioswales EA Vaults or other water quality measures Pe EA k- f ilte 1 $ 6, 5 0 0 $ 6, 5 0 0 6" L.F. $35.00 8" L.F. 72 $45.00 $ 3, 2 4 0 10" L.F. 12" L.F. w 15" L.F. y 18" L.F. r 24" L.F. a Other z a Other to Sanitary Manholes 48" EA 1 $5000.00 $ 5 , 0 0 0 Sanitary Manholes Other EA Lift Station EA Page 2 of 3 Engineering Plan Review Fee and Construction Inspection Fee Project Number APPENDIX C: INSP-05 (JULY 2011) ENGINEERING PLAN REVIEW FEE AlMD CONSTRUCTION FEES DESCRIPTION UNITS QUANTITY Unrt Cost Total Cost FEE AMOUNT 4" L.F. 95 $45/$55 $ 5, 2 2 5 6" L.F. $55/$75 8" L.F. $55/$75 ¢ to 12" L.F. $65/$80 a 16" L.F. $75/$90 Other - - - L.F. - Water Meter EA 1 $200.00 $ 2 0 0 Fire Hydrant $5000.00($4) 2'x fE:A length Street Construction 51371 $16 , 113 ($3) 24'x Length_Width_.F. length g ($2.80) 20' x N F length Iu w Street Lights EA $3000.00 I— Street & Stop Signs EA $200.00 ¢ Curb & Gutter L.F. 68 $14.00 $ 9 5 2 Overlay, Asphalt TON $100.00 Overlay, Concrete S.Y. Sidewalk S.Y. 297 $28.80 $ 8 , 544 Wheelchair Ramps S.Y. 9 $36.00 $ 3 2 4 Landscaping S.Y. 300 $27.00 $ 8, 10 0 z e Trails S.F. Stream Enhancement S.F. Other Other Temporary Erosion/Sediment Sump 1 $2000,00 $ 2, 0 0 0 W = Control o Earthwork C.Y. 350 $15.00 $ 5, 2 5 0 Traffic Control $2000,00 Erosion Control 1 $500,00 $ 5 0 0 utility EA $275,00 Relocation/Adjustment TOTAL COSTS $ 63,797 "' Temporary Erosion/Sediment Control includes: Clear and Grade, Fill and Grade, ESC Supervisor, and Silt Fencing. Page 3 of 3 Engineering Plan Review Fee and Construction Inspection Fee Project Number D O p r fD m O 7LA 7 Ln h � O Q N m 3 D � DJ O O Q r+ � n v � O lD a� O D � p � r-r Q � fD rt IO LA *k �G N je/7 4.d6^, o -�i) �vlu� toe� Y `.fi M.a 78�,�'u: � .�.. � � .. .. � man.. �.�.,.-...:✓ E. k �P?,zz 'b�w.�a�x:,.,.Y,�..,.x�.-,.�... �.. .r..» PLANNING, COIM�Jl�1It �Y, & ECONOMIC DEVELOPMENT CO! September 18th, 2019 Erik Lund 2124 Third Ave Seattle, WA 98121 RE: Permit BLD-2019-0511 Address: 1715 O Ave Dear Sir: Thank you for the submittal of your Building Permit application. The Building Department has reviewed the Building Plans for structural deficiencies and has determined that additional information is required in order to proceed. Additional specialties within the Planning, Community, and Economic Development Department may have other outstanding concerns. Please provide the following information as soon as possible so that we may continue the review process. / 1.Pi d it. Please adjust v references to 2015 code cycle. 2. ion e on project A0.3o a s-trreerTwvpe or or wa s. 46 um er requlre a ex er Is. 5. Fire retarrla n+ +ram+� *� r terior wmaftTT'o'Ne non-combustible) 6. Provide cut sheets for proposed firestop methods at e�ch penetration type. F 7. Provide Detail of rated lid to walls intersection. 8. Provide GA numbers with all rated wall and floor types and verify that numbers match the details in the GA Design Guide. 9. Table 0.3 indicates a 30'+ separation to all surrounding buildings. Civil, I c� ( plans to not support this. It scales out as 23 from pro ing to building to the � 7Ca"ACL north. And 14' from the centerline of the alley to the north. Please talieaccordingly. 10. Ple,�s oor laps with measur engmrer rg-scts - 11. Please-4*elu4&-firP raf;noc fnr «> ,n� n _flnar nlan r�aoaC Table of types with ratings or labOeTY UnUividuM .2-2Hr, Weep a e. 8 Q % 12. Doors to exit stair enclosures to be 1.5hr minimum. Please revise plans. * � -U ide detail_ indicating how doors at stairwell comply with 2015 IBC 1011.6, of ✓ ' coneerpris-the doonencroaching into the required width. Include the dimension 7� fronr ffe swing arc to the handrail. %� �lQ�� VM1✓�w.n bbaiL - -j^ S�w i� GtSl ��- ��t !.c X k) , /%_ 7 {2� City of Anacortes 904 6th ST, Anacortes, WA 98221 1 360-293-1901 1 buildingpermit@cityofanaoftes.org I www.anacorteswa.gov v14. Engineering details limit sta' gers to I F max. I" floor to landing and basement to landing are in 4 a engineering and Architectural sheets into 15. Please describe what type of HVAC vent is by windows, sheet A3.4 16. Clarify location of grab bars in 101 Type A bathroom RE double wall. Measurements should be off of interior wall side of wall. Noted at north elevation. 17. Please provide minimum height of top termination at rod hold-down system. 18. Plaese provide mechanical plans. 19. Please provide plumbing plans. If engineering is provided, engineering is to consist of calculations and criteria with a wet stamp and signature of a Washington State licensed engineer or architect. Thank you for your attention on these matters and I look forward to working with you on this project. If you have any questions please do not hesitate to contact me at (360) 5888297 or by e-mail at robf(a,cityofanacortes.org Sincerely, ifs * . Rob Frisinger Plans Examiner robQsjityofanacortes.org Office (360) 58&8297 Cell (360) 3914403 7riy incoming and outgoing* email messages are subject to public disclosure requirements per RC'W 42.56 Maintaining and imprvvizzg tl�e quality of life z�flecting community eapectationr through o focus on public paz2icipativn and emplaj�eer-mayor- couucil teamzyor,%. rA 0 suw� I= pC�UNV1 December 18, 2019 DEC $ 2019 Rob Frisinger Plans Examiner qTY OF ANACORTES City of Anacortes: Planning, Community & Economic Development 904 61' Street Anacortes, WA 98221 Re: 1715 "O" Ave; PLN-2019-0008 (SEPA); BLD-2019-0511 (Building Permit Application); Parcels P55160 & P55161 Mr. Frisinger, Below are our responses to your review comments received November 27th. The numbering sequence matches your own and revisions have been indicated with clouds on the attached documents. If you have any questions during your review please let us know. 1. GA numbers have been provided for all rated wall and floor types. Information on the publication version can be found in notes section of sheet A9.0 2. Mechanical plans are provided in this revision set. J 3. Plumbing plans are provided in this revision set. 4. See mechanical plans for stairway pressurization details. �5. One ADA parking stall is provided for each of the two ADA type A units. Please see A2.0 and A2.0-1 for location and sizing of these two stalls. Sincerely, — C� �irr ✓j Erik H. Lund — Project Architect Johnson Oaklief Architecture & Planning 9D rr&% ^ti\ 2124 Third Avenue Suite 200, Seattle, WA 98121 � 206-448-7580 � f 206-448-8977 � j-arch.com ANACORTES PUBLIC WORKS DEPARTMENT Steven Lange, Project Manager P.O. BOX 547, ANACORTES, WA 98221 PH(360) 293-1920 E-MAIL: stevel@cityofanacortes.org FAX(360) 293-1938 Review Summary 4 Civil Plan Date: March 17, 2020 To: Brad Augustine, Owner From: Steven Lange Subject: Review Summary for the Fidalgo Flats — (PW#19-136-DES cc: Don Measamer, Libby Grage, Rob Frisinger, Dale Herrigstad A review of the submitted March 16, 2020 Civil Plans for the Fidalgo Flats was completed by the Public Works Engineering Department on March 17, 2020. Below are the findings. 1. There is already an accepted set of Civil Plans, dated November 19, 2019. The most recent set of plans, Rev C, dated December 18, 2019 (Cl to C7) do not identify what was revised from the accepted plans of November. Please submit identifying all revisions to the originally accepted plans to avoid another complete civil plan review. 2. The Engineer's Estimate needs to take into consideration all site work related to storm. Includes on -site asphalt, sidewalks, ramps, catch basins, water quality. nk you, 4teven Lange Project Manager • Water •Wastewater •Streets •Storm Drainage •Engineering •Solid Waste • Transportation •Equipment •Capital Projects •Development Services -� �6Rv • � y ' /� 1 R C O R P O R A T E Y 1! �/ 1 /n Geotechnical & Earthquake Engineering Consultants January 31, 2019 File No. 19-031 a See/ f`�ld �2 James Sullivan AUG 0 5 �019 1 Madrona Real Estate Sery LLC i 1320 E Pike Street rq f Y OF ANA0081Fc Seattle, WAS 981224020 Subject: Geotechnical Report Proposed Apartment Building 1014 & 1020 — 18th Street, Anacortes, WA Dear Mr. Sullivan, Please find attached our geotechnical report for the proposed development in Anacortes, Washington. This report summarizes the subsurface conditions at the site and our geotechnical engineering recommendations. In summary, the test pits excavated at the site encountered about one to two feet of loose fill underlain by native stiff silt. It is our opinion that the proposed building may be supported on conventional footings bearing on the stiff silt. It should be noted that the site soils are highly moisture sensitive and could easily be disturbed by exposure to moisture and construction activities. The contractor should consider over - excavating about 6 inches below the bottom of the footings and backfilled with properly compacted crushed rock to protect the footing and construction subgrade. Because the site soils are highly moisture sensitive, it is our opinion that, if schedule allowed, the earthwork construction should be conducted during the drier summer months. Although earthwork may be performed during the wet season, the cost will likely be higher and could impact project schedule. 3213 Eastlake Avenue East, Ste B Seattle, V✓A 98102 Tel (206) 262-0370 Fax (206) 262-0374 Geotechnical Report 1014 and 1020 18th Street, Anacortes, WA January 31, 2019 We appreciate the opportunity to work with you on this project. Please call if you have any questions. Sincerely, Siew L. Tan, P.E. Principal Geotechnical Engineer Encl.: Geotechnical Report N% iwwkwj kinI I 3L...................................................................................................................0 A 2.® ��TE AII�1� PIE�� (�T �E�(CIEgII�TION..............................................................................0 Il fE�l� I.. �f17��1 D11�711[�]I =� 11[�7�(►........................................ . 4.0 SUBSURFACE CONI�ITI®NS............................................................................................. � 4.1 Soli........................................................................................................................................ 2 4.2 GROiJNDWATER..................................................................................................................... 3 5.0 GEOTECHNICAL RECOIVIMENDATIONS..................................................................... 3 5.1 SEISMIC DESIGN PARAMETERS............................................................................................... 3 5.2 FOLJNDATIONS........................................................................................................................ 3 5.3 SLAB ON GRADE.................................................................................................................... 5 5.4 WALL DESIGN PARAMETERS.................................................................................................. 5 5.5 PAVEMENT DESIGN AND SUBGRADE PREPARATION.............................................................. 7 5.6 STRUCTURAL FILL.................................................................................................................. 8 6.0 CONSTRUCTION CONSIDERATIONS......................<...<.<,>,.,..,..,..,................................. 8 6.1 TEST PIT BACKFILL................................................................................................................ 8 6.2 EROSION AND DRAINAGE CONSIDERATIONS.......................................................................... 9 6.3 WET WEATHER EARTHWORK RECOMMENDATIONS............................................................... 9 7.0 CLOSURE............................................................................................................................. 10 8.0 REFERENCES...................................................................................................................... ll2 19-03118thStreetAnacortesReport PanGEO, Inc. Geotechnical Report 1014 and 1020 18th Street, Anacortes, WA 31, 2019 TABLE OF CONTENT (CONTINUED) LIST of FIGuxE5 Figure 1 Vicinity Map Figure 2 Site and Exploration Plan APPENDIX A SUMMARY TEST PIT LOGS Figure A-1 Terms and Symbols for Boring and Test Pit Logs Figure A-2 Log of Test Pit TP-1 Figure A-3 Log of Test Pit TP-2 Figure A4 Log of Test Pit TP-3 Figure A-5 Log of Test Pit TP4 Figure A-6 Log of Test Pit TP-5 GEOTECHNICAL REPORT PROPOSED DEVELOPMENT Old AND 1020 18TH STREET, ANACORTEs, WASHINGTON This report presents the results of our geotechnical study for the proposed development. This study was conducted in accordance with our scope of work outlined in our proposal dated January 22, 2019, which was subsequently approved by you on January 23, 2019. Our service scope included reviewing readily available geologic data in the area, conducting a site reconnaissance, excavating five test pits at the site, and developing the conclusions and recommendations presented in this report. The project site consists of two adjoining residential parcels located at 1014 and 1020 18th Street in Anacortes, Washington (see Figure 1, Vicinity Map). The site borders 18' Street to the south, O Avenue to the west, a strip mall to the east, and a single -story building and a parking lot to the north. The site grade is practically level. Two single-family residential dwellings and small detached sheds currently occupy the project site. The existing site conditions are shown in Plate 1, below. Plate 1. Existing site conditions, looking north (O1/30/2019) 19-03118th StreetAnacortes Report 1 PanGEO, InC. Geotechnical Report 1014 and 1020 1 Sa' Street, Anacortes, WA January 31, 2019 We understand that the existing houses will be removed and an at -grade four-story apartment building will be constructed in the approximately west half of the site. The east half of the site will be a paved surface parking lot. The proposed layout is shown on the attached Figure 2. The conclusions and recommendations outlined and provided in this report are based on our understanding of the proposed development, which is in turn based on the project information provided. If the above project description is incorrect, or the project information changes, we should be consulted to review the recommendations contained in this study and make modifications, if needed. 3.0 SUBSURFACE EXPLORATIONS Five test pits (TP-1 through TP-5) were excavated on January 31, 2019 at the approximate locations shown on Figure 2. The test pits were excavated to about 3 to 4 feet below the existing ground surface using grubber -tired backhoe. A geologist from PanGEO was present during the field explorations to observe the test pit excavations, to obtain representative soil samples, and to describe and document the soils encountered in the explorations. The soils exposed in the test pits were described using the system outlined on Figure A-1. The test pit logs are presented in Appendix A as Figures A-2 through A-6, and provide descriptions of the materials encountered, depths to soil contacts, and depths of seepage or caving observed in the test pit sidewalk. The relative in -situ density of cohesionless soils, or the relative consistency of fine-grained soils, was estimated from the excavating action of the back -hoe, and the stability of the test pit sidewalk. Where soil contacts were gradual or undulating, the average depth of the contact was recorded. in the log. After each test pit was logged, the excavation was backfilled with the excavated soils and the surface was tamped and re -graded smooth. 4.0 SUBSURFACE CONDITIONS 41 SoiL The soil conditions encountered in the test pits excavated at the site are quite consistent and consisted of a thin layer of topsoil and fill over native stiff silt. The surficial topsoil/fill layer was about 1 to 11/2-foot thick and generally consisted of loose, dark brown silty sand with organics. Directly below the topsoil/fill, the test pits generally encountered stiff silt with variable 19-03118thStreetAnacortesReport 2 PanGEO, InC. Geotechnical Report 1014 and 1020 186 Street, Anacortes, WA January 31, 2019 amounts of sand with traces or gravel, cobbles and organics. The stiffness of this soil unit appeared to increase with depth. This is the deepest soil unit encountered in our test pits, and appeared consistent with the Glaciaomarine Drift — Everson Interstate (geologic unit Qgdme) mapped near the site. 4.2 GROUNDWATER We did not observe groundwater seepage in the test pits at the time of excavation. However, it should be noted that groundwater elevations may vary depending on the season, local subsurface conditions, and other factors. Groundwater levels are normally highest during the winter and early spring. During periods of precipitations, we anticipate that minor perched groundwater likely will be present at shallow depths. 5.0 GEOTECHNICAL RECGI�I�IEI`�1DA'fI®l�d� S.1 SEISMIC DESIGN PARAMETERS We anticipate that the seismic evaluation of the structures will be accomplished in accordance with the 2015 International Building Code (IBC). The IBC seismic design parameters are in part based on the site soil conditions and site classifications. For design of the structures, it is our opinion that Site Class D is appropriate. Soil liquefaction is a condition where saturated cohesionless soils undergo a substantial loss of strength due to the build-up of excess pore water pressures resulting from cyclic stress applications induced by earthquakes. Soils most susceptible to liquefaction are loose, uniformly graded sands and loose silts with little cohesion. Based on the results of our test pits, subsurface conditions that are prone to soil liquefaction are not present at the site. As such, in our opinion, special design considerations associated with soil liquefaction are not needed for this project. 5.2 FouNnATIONs In our opinion, the proposed structure may be supported on conventional footings bearing on the undisturbed native soils (i.e., stiff silt), or properly compacted crushed rock (I1/44nch minus 19-03118thStreetAnacortesReport 3 PanGEO, InC. Geotechnical Report 1014 and 1020 18th Street, Anacortes, WA January 31, 2019 crushed rock) placed on the undisturbed native soils. It is anticipated that competent soils should be present within about 2 feet of the existing ground surface. Footing Bearing Pressure -All footings should be founded either on the undisturbed native stiff silt, or properly compacted fill placed on the native silt. Any soft disturbed soils should be removed from below the footing and backfilled with 11/4 inch minus crushed rock. For footings bearing on the soils described above, we recommend that an allowable bearing pressure of 3,000 pounds per square foot (psf) be used for sizing the footings. The recommended allowable bearing pressure may be increased by 1/3 for transient conditions such as wind and seismic loadings. All footings should be founded a minimum depth of 18 inches below the adjacent finish grade, or for interior footings, 12 inches below the floor slab. Spread and continuous footings should have minimum widths of 24 and 18 inches, respectively. Lateral Resistance —Lateral forces from wind or seismic loading may be resisted by the combination of passive earth pressures acting against the embedded portions of the foundations and by friction acting on the base of the foundations. Passive resistance values may be determined using an equivalent fluid weight of 300 pounds per cubic foot (pcf). This value includes a factor of safety of at least 1.5 assuming that a properly compacted structural fill will be placed adjacent to the sides of the footings. A coefficient of friction of 0.3 may be used to determine the frictional resistance at the base of the footings. This coefficient includes a factor of safety of approximate 1.5. Anticipated Footing Performance -Total and differential settlements are anticipated to be within tolerable limits for footings designed and constructed as discussed above. Footing settlement under static loading conditions are estimated to be less than about 1 inch. Most settlement will occur during construction as loads are applied. Construction Considerations -All footing subgrade should be relatively firm and unyielding. Footing subgrade should be observed by PanGEO to confirm that the exposed footing subgrade is consistent with the expected conditions and adequate to support the design bearing pressure. The contractor should be aware that the site soils are very moisture sensitive due to their high silt content, and will become disturbed and soft when exposed to inclement weather conditions. As a result, it may be necessary to place 19-03118th StreetAnacortes Report 4 PanGEO, InC. Geotechnical Report 1014 and 1020 18th Street, Anacortes, WA January 31, 2019 about 6 inches of 11/a inch minus crushed rock on the exposed footing subgrade to protect against degradation of the subgrade from moisture and construction activities. Footing Drains -Perimeter footing drains should be installed to provide permanent control of subsurface water adjacent to the new structures. As a minimum, 4-inch diameter perforated drainpipes should be installed next to the base of the footings and embedded in 12 to 18 inches of pea or washed gravel. The gravel should be wrapped in a geotextile filter fabric to prevent the migration of fines into the drain system. The drainpipe should be graded to direct water to a suitable outlet. 5.3 SLAB ON GRAnE Conventional slab -on -grade may be used for floor slab design, provided that all existing fill will be removed from below the slabs. We recommend that the proposed floor slab be placed on undisturbed native soil, or properly compacted structural fill on undisturbed soil. Any soft and disturbed soils should be removed from below the slab. Floor slabs should be constructed on a minimum 6-inch thick capillary break consisting of training, crushed crushed rock or well -graded gravel compacted to a firm and unyielding condition. The capillary break material should have no more than 10 percent passing the No. 4 sieve and less than 5 percent by weight of the material passing the U.S. Standard No. 100 sieve. We also recommend that a 10-mil polyethylene vapor retarder be placed below the slab. 5.4 WALL DESIGN PARAMETERS Retaining walls, if needed, should be properly designed to resist the lateral earth pressures exerted by the soils behind the wall. Proper drainage provisions should also be provided behind the walls to intercept and remove groundwater from behind the wall. Geotechnical recommendations for the design and construction of the below -grade walls are presented below. Lateral Earth Pressures —The below grade portions of the walls should be designed for an earth pressure based upon an equivalent fluid weight of 35 pcf for active conditions, and 55 pcf for at -rest conditions. A uniform pressure of 7H psf should be added to reflect the increase loading for seismic conditions, where H corresponds to the buried depth of 19-031 18th Street Anacortes Report 5 PanGEO, InC. Geotechnical Report 1014 and 1020 18a' Street, Anacortes, WA January 31, 2019 the wall. The recommended lateral pressures assume that the backfill behind the wall consists of a free draining and properly compacted fill with adequate drainage provisions. Surcharge Pressures — If surcharge loads, such as vehicle traffic in the parking lot, will be located within a horizontal distance equal to the height of the wall, the lateral earth pressures will need to be increased based upon the type and magnitude of surcharge. For simplicity, a uniform horizontal pressure of 25 psf may be used to model the surcharge loads imposed by driveway traffic within the height dimension of the wall. Lateral Resistance —Lateral forces from unbalanced earth pressures or seismic loading may be resisted by the combination of passive earth pressures acting against the embedded portions of the foundations and by friction acting on the base of the foundations. Passive resistance values may be determined using an equivalent fluid weight of 300 pounds per cubic foot (pcf). This value includes a factor of safety of at least 1.5 assuming that a properly compacted structural fill will be placed adjacent to the sides of the footings. A coefficient of friction of 0.3 may be used to determine the frictional resistance at the base of the footings. This coefficient includes a factor of safety of approximate 1.5. Wall Backfill —The existing on -site soils are not suitable for wall backfill as they contain an excessive amount of fines. This makes the soil particularly difficult to handle and compact in wet weather; additionally, these soils have poor drainage characteristics. Where wall backfill will be needed, free draining granular soils such as Gravel Borrow (Section 9.03.14 (1) of the 2018 WSDOT Standard Specifications) are recommended. In areas where the space is limited between the wall and the face of excavation, pea gravel may be used as backfill without compaction. Wall backfill should be moisture conditioned to near its optimum moisture content, placed in loose, horizontal lifts less than 8 to 12 inches in thickness, and systematically compacted to a dense and relatively unyielding condition and to at least 95 percent of the maximum dry density (determined by ASTM D 1557). Within 5 feet of the walls, to avoid over -stressing the walls, the backfill should be compacted using small hand-held equipment to 90 percent of the maximum dry density. 19-03118th StreetAnacortes Report 6 PanGEO, InC. Geotechnical Report 1014 and 1020 18th Street, Anacortes, WA January 31, 2019 Wan Drainage — Provisions for permanent control of subsurface water should be incorporated into the design and construction of the below -grade walls. As a minimum, 4-inch diameter perforated drainpipes should be installed behind and at the base of the wall footings, embedded in 12 to 18 inches of pea or washed gravel. The gravel should be wrapped in a geotextile filter fabric to prevent the migration of fines into the drain system. The drainpipe should be graded to direct water to a suitable outlet. 5.5 PAVEMENT DESIGN AND SuBGRADE PREPARATION We anticipate that new asphalt paving will be used for proposed parking and driveway areas. Assuming that the driveway and parking areas will support primarily passenger vehicles, we recommend using a pavement section consisting of a minimum of 3 inches of hot mix asphalt overlying 6 inches of Crushed Surfacing Base Course (WSDOT 9-03.09(3)). Before placing the Crushed Surfacing Base Course (i.e., 1'/a inch minus crushed rock), the pavement subgrade should be compacted to a dense and unyielding conditions. It should be noted that, because of the fine-grained nature of the soils, pumping conditions could occur during compaction. Therefore, the use of vibratory compactor likely will not be effective and the use of static roll may be more appropriate. The pavement subgrade should be proof -rolled with afully-loaded dump truck or a static roller. Any soft and yielding areas should be removed and replaced with properly compacted structural Ill. It should be noted that the site soils are highly moisture sensitive, and the weather conditions at the time of construction could significantly affect the pavement construction and cost. It should be noted that actual pavement performance will depend on a number of factors, includiLis the actual traffic loading conons. A thicker pavement section than recommended above will reduce the amount of pavement maintenance required, and will increase the number of years that the pavement will remain serviceable before an overlay is needed. 19-03118th StreetAnacortes Report 7 PanGEO, InC. Geotechnical Report 1014 and 1020 18a' Street, Anacortes, WA January 31, 2019 5.6 STRUCTURAL FILL Structural fill may be needed to backfill footing over -excavations, under slabs, behind retaining walls, or to raise grades under paved areas. Granular imported soils, such as Gravel Borrow (Section 9.03.14 (1) of the 2016 WSDOT Standard Specifications) should be used as structural fill. The structural fill should be properly moisture conditioned to near its optimum moisture content, placed in loose, horizontal lifts less than 12 inches in thickness, and systematically compacted to a dense and relatively unyielding condition and to at least 95 percent of the maximum dry density, as determined using test method ASTM D 1557. Within 5 feet of walls, in order to avoid overstressing the walls during compaction, the backfill should be compacted with small hand-held equipment to 90 percent of the maximum dry density. During wet weather conditions, or if the subgrade' soils are relatively moist to wet, it is opinion that 11/4-inch minus crushed rock should be used as structural fill, due to its performance in wet conditions. The use of crushed recycled concrete as structural fill is also acceptable, including during wet weather conditions. The on -site soils (existing fill and native soils) are highly moisture sensitive, and can become difficult to handle and compact when exposed to moisture. It is our opinion that the on -site soils are not suitable for use as structural fill. If the on -site soils will be used in non-structural areas, the excavated soils should be stockpiled and protect from exposure to moisture. 6.0 CONSTRUCTION CONSIDERATIONS 6.1 TEST PIT BACKFILL Please be aware that the test pits excavated at the site were backfilled with excavated soils and without proper compaction for structural support. If these test pits are located within structural improvement areas (e.g., buildings, pavements, etc), the existing test pit backfill should be removed and replaced with properly compacted structural fill. 19-03118th StreetAnacortes Report 8 PanGEO, InC. Geotechnical Report 1014 and 1020 18th Street, Anacortes, WA January 31, 2019 GOL EROSION AND DRAINAGE CONSIDERATIONS Surface runoff can be controlled during construction by careful grading practices. Typically, this includes the construction of shallow, upgrade perimeter ditches or low earthen berms to collect runoff and prevent water from entering the excavation. All collected water should be directed to a positive and permanent discharge system such as a storm sewer. It should be noted that the site soils are prone to surficial erosion. Special care should be taken to avoid surface water on open cut excavations, and exposed slopes should be protected with visqueen. �e� WET WEATHER EARTHWORK RECOMIV�NDATIONS General recommendations relative to earthwork performed in wet weather or in wet conditions are presented below. • Because site soils are moisture sensitive, all footing subgrades should be protected against inclement weather. One option is to place a 2- to 3-inch thick layer of clean crushed rock or lean mix concrete on the footing subgrade as soon as the subgrade is exposed. • Earthwork should be performed in small areas to minimize subgrade exposure to wet weather. Excavation or the removal of unsuitable soil should be followed promptly by the placement and compaction of clean structural fill. The size and type of construction equipment used may have to be limited to prevent soil disturbance. • During wet weather, the allowable fines content of the structural fill should be reduced to no more than 5 percent by weight based on the portion passing 3/4-inch sieve. The fines should be non -plastic. • The ground surface within the construction area should be graded to promote run-off of surface water and to prevent the ponding of water. • Bales of straw and/or geotextile silt fences should be strategically located to control erosion and the movement of soil. Erosion control measures should be installed along all the property boundaries. • Excavation slopes and soils stockpiled on site should also be covered with plastic sheets. 19-03118thStreetAnacortesReport 9 PanGEO, InC. Geotechnical Report 1014 and 1020 18a' Street, Anacortes, WA January 31, 2019 7.0 CLOSURE We have prepared this report for use by Madrona Real Estate Services, LLC and the project team. Recommendations contained in this report are based on a site reconnaissance, a subsurface exploration program, review of pertinent subsurface information, and our understanding of the project. The study was performed using a mutually agreed -upon scope of work. Variations in soil conditions may exist between the locations of the explorations and the actual conditions underlying the site. The nature and extent of soil variations may not be evident until construction occurs. If any soil conditions are encountered at the site that are different from those described in this report, we should be notified immediately to review the applicability of our recommendations. Additionally, we should also be notified to review the applicability of our recommendations if there are any changes in the project scope. The scope of our work does not include services related to construction safety precautions. Our recommendations are not intended to direct the contractors' methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Additionally, the scope of our work specifically excludes the assessment of environmental characteristics, particularly those involving hazardous substances. We are not mold consultants or are our recommendations to be interpreted as being preventative of mold development. A mold specialist should be consulted for all mold -related issues. This report has been prepared for planning and design purposes for specific application to the proposed project in accordance with the generally accepted standards of local practice at the time this report was written. No warranty, express or implied, is made. This report may be used only by the client and for the purposes stated, within a reasonable time from its issuance. all use, site conditions (both off and on -site), or other factors including advances in our understanding of applied science, may change over time and could materially affect our findings. Therefore, this report should not be relied upon after 24 months from its issuance. PanGEO should be notified if the project is delayed by more than 24 months from the date of this report so that we may review the applicability of our conclusions considering the time lapse. It is the client's responsibility to see that all parties to this project, including the designer, contractor, subcontractors, etc., are made aware of this report in its entirety The use of 19-03118th StreetAnacortes Report 10 PanGEO, InC. Geotechnical Report 1014 and 1020 181' Street, Anacortes, WA January 31, 2019 information contained in this report for bidding purposes should be done at the contractor's option and risk. Any party other than the client who wishes to use this report shall notify PanGEO of such intended use and for permission to copy this report. Based on the intended use of the report, PanGEO may require that additional work be performed and that an updated report be reissued. Noncompliance with any of these requirements will release PanGEO from any liability resulting from the use this report. We appreciate the opportunity to be of service. Sincerely, PanGEO, Inc. Siew L. Tan, P.E. Principal Geotechnical Engineer 19-03118th StreetAnacortes Report 11 PanGEO, InC. Geotechnical Report 1014 and 1020 18th Street, Anacortes, WA January 31, 2019 8.0 REFERENCES International Building Code (IBC), 2015, International Code Council. Washington State Department of Transportation (WSDOT), 2018, Standard Specifications for Road, Bridges, and Municipal Construction, Olympia, Washington. 19-03118th StreetAnacortes Report 12 PanGEO, InC. l+ s Almnd.e Seattle 'f Spokane' :C 0 ' WASHINGTON vax.:na �.t Portland 0 PanGE� Proposed Apartment Building 1014 & 1020 18th Street n c o R P O R A T E a Anacortes, Washington J btht SS a A.nacortes Project Site .lot `' it a Base Map: Google Terrain Iu�oc� No 19-031 NORTH ' Not to Scale VICINITY MAP igurc No 1 o� a o {p N N N x it �T Q 7 °1 a f W U � Z a 0 co N qQ rn �a � cv 0 a U � � O � J lII 7 N � a O (W'j L C Q1 a J SdS I lZG01 Bt/lE�l p6ue!;� uogwo!tl.e3 al!5 - Z 8!j lED-64 �P'l��N` �� A SUMMARY TEST PIT LOGS 19-03118thStreetAnacortesReport 1 PanGEO, InC. RELATIVE DENSITY / CONSISTENCY SAND /GRAVEL0 SILT / CLAY SPT Approx. Relative SPT Approx. Undrained Shear Density N-values Density (%) Consistency N-values Strength (psf) Very Loose <4 <15 Very Soft <2 <250 Loose 4 to 10 15.35 : Soft 2 to 4 250 - 500 Med. Dense 10 to 30 35.65 Med. Stiff 4 to 8 500.1000 Dense 30 to 50 65.85 Stiff 8 to 15 1000.2000 Very Dense >50 85 -100 Very Stiff 15 to 30 2000.4000 Hard >30 >4000 UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR Notes: DIVISIONS GROUP DESCRIPTIONS •� GW: Well -graded GRAVEL Gravel GRAVEL (<5% fines) .....:....... .... ........................................... GP i Poorly -graded GRAVEL 50% or more of the coarse i :. fraction retained on the #4 GM : ..................................................... Silty GRAVEL sieve. Use dual symbols (eg. ° � GRAVEL (>12 /° fines) ' ° ................. • . . .•.•�� •��M . . . . . .•. . . •.•.•.• GP-GM)for5% to 12% fines. GC : Clayey GRAVEL ................................... ................................... SW: Well -graded SAND Sand SAND (<5 /° fines) ::: .................. 50 % of the coarse SP : Poorly -graded SAND or more ::.:,� fraction passing the #4 sieve. • . : " SM : Silty SAND Use dual symbols (eg. SP-SM) SAND (>12% fines) - ....................................................... fors%to12%fines. SC: Clayey SAND ................................... ............................. ............................................................ ML : SILT .......................................................... Liquid Limit < 50 CL : Lean CLAY Silt and Clay OL : Organic SILT or CLAY =— � 50%or more passing #200 sieve :......I........................... ............................I........................... MH : Elastic SILT - ...................................................... Liquid Limit> 50 CH : Fat CLAY : ........................................................... OH - Organic SILT or CLAY ......................9..y......_....................... Highly OrganicSoils .... ....... ... ......... PT : ..... ............................ I ........ ...... .. PEAT 1. Soil exploration togs contain material descriptions based on visual observation and field tests using a system modified from the Uniform Soil Classification System (USCS�. Where necessary laboratory tests have been conducted (as noted in the "Other Tests" column), unit descriptions may include a classification. Please refer to the discussions in the report text for a more complete description of the subsurface conditions. 2. The graphic symbols given above are not inclusive of all symbols that may appear on the borehole logs. Other symbols may be used where field observations indicated mixed soil constituents or dual constituent materials DESCRIPTIONS OF SOIL STRUCTURES Layered: Units of material distinguished by color and/or composition from material units above and below Laminated: Layers of soil typically 0.05 to 1mm thick, max.1 cm Lens: Layer of soil that pinches out laterally Interlayered: Alternating layers of differing soil material Pocket: Erratic, discontinuous deposit of limited extent Homogeneous: Soil with uniform color and composition throughout Fissured: Breaks along defined planes Slickensided: Fracture planes that are polished or glossy Blocky: Angular soil lumps that resist breakdown Disrupted: Soil that is broken and mixed Scattered: Less than one per foot Numerous: More than one per foot BCN: Angle between bedding plane and a plane normal to core axis COMPONENT DEFINITIONS COMPONENT SIZE /SIEVE RANGE COMPONENT SIZE /SIEVE RANGE Boulder: > 12 inches Sand Cobbles: 3 to 12 inches Coarse Sand: #4 to #10 sieve (4.5 to 2.0 mm) Gravel Medium Sand: #10 to #40 sieve (2.0 to 0.42 mm) Coarse Gravel: 3 to 3/4 inches Fine Sand: #40 to #200 sieve (0.42 to 0.074 mm) Fine Gravel: 3/4 inches to #4 sieve Silt : 0.074 to 0.002 mm Clay <0.002 mm PanGE� Terms and Symbols for I N C 0 R P 0 R A T E o Boring and Test Pit Logs TEST SYMBOLS for In Situ and Laboratory Tests listed in "Other Tests" column. ATT Atterberg Limit Test Comp Compaction Tests Con Consolidation DD Dry Density DS Direct Shear %F Fines Content GS Grain Size Perm Permeability PP Pocket Penetrometer R R-value SG Specific Gravity TV Torvane TXC Triaxial Compression UCC Unconfined Compression SYMBOLS Samplelln Situ test types and intervals ®2-inch OD Split Spoon, SPT (140-lb. hammer, 30" drop) B3.25-inch OD Spilt Spoon (300-lb hammer, 30" drop) Non-standard penetration test (see boring log for details) Thin wall (Shelby) tube Grab Rock core ® Vane Shear MONITORING WELL SZ Groundwater Level at time of drilling (ATD) 1 Static Groundwater Level Cement / Concrete Seal Bentonite grout / seal Silica sand backfill Slotted tip Slough Bottom of Boring MOISTURE CONTENT Dry Dusty, dry to the touch Moist Damp but no visible water Wet Visible free water Figure A-1 Test Pit No. TP4 Approximate ground surface elevation: 28 feet Coordinates (WGS84): 480507886,-1220613857 Depth ft USCS Material Description Loose, moist, dark brown, silty SAND; sod, rootlets, trace 0 —1 %z SM cobble [Topsoil and Fill] Stiff, moist, grey to red -brown, SILT; trace clay, trace sand, 1 % —4 ML rootlets, highly mottled [Qgdm,, Glaciomarine Drift, Everson Interstade] Photos TP-1: Test Pit TM to approximately 4 feet in i - `'`+ 4 depth (below); Sample ILL from bottom of yAFIWA �... exploration at 4 feet (left) xr%� 1.j. 44 00 CIA it 4 -c 40 I. At it i y off t 1^ 4 r,. l tldo Je , yPP i2►r �R. 44 [. i? It 'Y � S��ly' yI'• 41;.!rv.fi rig, i L' . f4 (F f r .} Awl lit I it till TP-1 was excavated to approximately 4 feet below ground surface. No groundwater was observed at the time of excavation. Date of Test Pit Observation: January 30, 2019 Test Pit Logged by: S. Scott Figure A-2 PanGEO, Inc. Test Pit No. TP-2 Approximate ground surface elevation: 27 feet Coordinates (WGS84): 480508135,-122.613832 Depth ft USCS Material Description Loose, moist, dark brown, silty SAND; brush and wood debris, 0-1 SM rootlets [Landscaping and Fill] Stiff, moist, grey to red -brown, SILT; trace clay, trace sand, 1-4 ML rootlets, highly mottled, coarse sand pocket at 3 feet [Qgdme —Glaciomarine Drift, Everson Interstade] Or j e1.7 ;2� •, Photos TP-2: Test Pit TP-2 :i ,.� to , qt.� s� ■ �.+ ' fir., OL /! Cis r, .:': to approximately 4 feet in ��3'' '`.' depth (below); Sample Ail L kk• , from bottom of ad`� . to exploration at 4 feet (left) if i t, `41 or F'�dff'� (�y r. �. 14 TV;�i 41j h 1 - ttiy►�v�.. iA�Y. v ILL !n LL j;r it CIS Lot LN % QYY�yiL.'.* •X';R ILL I to I to { �r}ILL ' �' ONILL J i rl ! - . ! ' ,L1 t! ,., e, . t. PP TP-2 was excavated to approximately 4 feet below ground surface. No groundwater was observed at the time of excavation. Date of Test Pit Observation: January 30, 2019 Test Pit Logged by: S. Scott Figure A-3 PanGEO, Inc. Test Pit No. TP-3 Approximate ground surface elevation: 28 feet Coordinates (WGS84): 486508083,-1220614071 Depth ft USCS Material Description 0 4 Loose, moist, dark brown, silty SAND; trace gravel and cobble, — SM large roots and sod at surface, rootlets [Topsoil and Fill] Stiff, moist, grey to red -brown, sandy SILT; trace cobbles, % — 3 %z ML rootlets, highly mottled [Qgdme—Glaciomarine Drift, Everson Interstade] 3 % — 4 CL Very stiff to hard, dark grey, lean CLAY; trace gravel Photos TP-3: Test Pit TP-3 fN IF IF i, to approximately 4 feet in t,t I I depth (below); Excavating j,, `= `% Test Pit TP-3 (left) aa�. c0. � Rr? jt a,..a _� 1 4 .. ..'� rS f, Ip t i►�IF S t 4 ram. ,J_ IF I L it as fi d4IF tt TP-3 was excavated to approximately 4 feet below ground surface. No groundwater was observed at the time of excavation. Date of Test Pit Observation: January 30, 2019 Test Pit Logged by: S. Scott Figure A-4 PanGEO, Inc. Test Pit No. TP-4 Approximate ground surface elevation: 30 feet Coordinates (WGS84): 486507896,-1220614065 Depth ft USCS Material Description Loose, moist, dark brown, silty SAND; trace gravel and cobble, 0 —1 SM sod, rootlets [Topsoil and Fill] Stiff to hard, moist, light brown grey, sandy SILT with gravel; trace cobbles and large dropstones, some coarse sand 1-4 M L-SM pockets, rootlets, highly mottled, possibly reworked [Qgdme— Glaciomarine Drift, Everson Interstade] Photos TP-4: Test Pit TP-4 .e to approximately 4 feet in depth (below); Sample rFLfrom bottom of r 4w' j exploration at 4 feet (left) �.. _ 4 4 F FF IF - IF F FF i•4' ter- Grp.,. �. .- �45, IF IF IF IF LLL OF oft LL IF ~'� f y V,f •�, TP-4 was excavated to approximately 4 feet bel observed at the time of excavation. Date of Test Pit Observation: January 30, 2019 Test Pit Logged by: S. Scott Figure A-5 PanGEO, Inc. Test Pit No. TP-5 Approximate ground surface elevation: 26 feet Coordinates (WGS84): 480507955,-1220613717 Depth ft USCS Material Description Loose, moist, dark brown, silty SAND; sod, rootlets, trace 0 —1 %z SM gravel [Topsoil and Fill] Stiff, moist, grey, SILT; trace clay, trace sand, rootlets, slightly 1 % — 3 ML mottled [Qgdme—Glaciomarine Drift, Everson Interstade] Photos TM: Test Pit TP-5 r to approximately 3 feet in I It .T. depth (below); Sample ``' from bottom of r. ( exploration at 3 feet (left) t+ '1 r I y 111 4 { 1. ()��+I�/� JJ..++d t_ '[t11 ._ y♦� R�. l�. dd �T! ; �iFy 1 � . i*. r..1 MN�,. i1� `.' IN4e s �. y� x �.r I1 �s...• V jr I NNI NI Iz �4��a * ' NY CIN At I I AL I jr L' �f + NV r� � rIlt� - y ZI Cyr It 0 Alai,t I Ir �hS* AIM I i . , No TP-5 was excavated to approximately 3 feet below ground surface. No groundwater was observed at the time of excavation. Date of Test Pit Observation: January 30, 2019 Test Pit Logged by: S. Scott Figure A-6 PanGEO, Inc. Rob Frisinger, Plans Examiner — Planning, Community, & Economic Development RE: Permit BLD-2019-0511-1715 O Avenue October 7, 2019 Page 2 Please feel free to call me at 206-957-3900 if you have any questions regarding our responses. Sincerely, Quantum Consulting Engineers, LLC John Riley, P.E., S.E. Principal October 7, 2019 QUANTUM CG O S U Li I II EiI GI II E EHS STRUCTURAL SUPPLEMENTAL CALCULATIONS (Permit Revision) FIDALGO FLATS 1014 18'h Street Anacortes, WA 98221 Quantum Job Number: 19066.01 Prepared for: MADRONA REAL ESTATE INVESTMENTS VIII, LLC 1320 E Pike Street Seattle, WA 98122 Prepared by: QUANTUM CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206.957,3900 FAX 206,957,3901 e a a` a 3 p m U, b au a �� p va e °dda.o. N ooaco a a z �0 ti m LL LL LL m E a FORTE McM�ER C��P06�T PASSED 1st floor, 79 1 piece(s) 9 1/2" TJI® 230 @ 12" OC Overall Length: 13' 3" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 836 @ 3 1/2" 1060 (1.75") Passed (79%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 836 @ 3 1/2" 1330 Passed (63%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2647 @ 6' 7 1/2" 3330 Passed (79%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.281 @ 6' 7 1/2" 0.422 Passed (L/540) -- 1.0 D + 1.0 L (All Spans) Total Load DeFl. (in) 0.371 @ 6' 7 1/2" 0.633 Passed (U409) -- 1.0 D + 1.0 L (All Spans) TJ-Prop" Rating 56 45 Passed -- -- • 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 12' B" 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" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations far the TJ-ProT" Rating include: S/8" Gypsum telling. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1-Hanger on 9 1/2" LSL beam 3.50" Hangers 1.75" / - z 212 662 874 See note 1 2 - Hanger on 91/2" LSL beam 3.50" Hangers 1.75" / - z 212 662 874 See note s • 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. • z Required Bearing Length /Required Bearing Length with Web Stiffeners System :Floor Member Type :Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 -Face Mount Hanger IUS2.37/9.5 2.00" N/A 8-lOd 2-Strong-Grip 2 -Face Mount Hanger IUS2.37/9.5 2.00" N/A 8-lOd 2-Strang-Grip Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1-Uniform (PSF) 0 to 13' 3" 12" 32.0 100.0 Fait Ramp 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 evaluation 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 ForteW EB Software Operator ForteWEB Software Operator ]ob Notes Qing Hua Huang Fidalgo Flats Quantum Consulting Engineers 1014113th St. Anacortes, WA (206) 957-3918 q huang@quantu mce.com l SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser l 10/7/Z019 9:27:04 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.Z.0.2 File Name: 19066 Fidalgo Flats Page 2 / 6 �IF�RTE�� P®�T PASSED 0 0 1st floor, 80 1 piece(s) 3 1/2" x 9 1/2" 1.55E TimberStrand® LSL Overall Length: 6' 9" 6' 2" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. DeSlgn R@Stilts Actual @Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2881 @ 3 1/2" 4725 (1.50") Passed (61%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2141 @ 1' 1" 6872 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4442 @ 3' 4 1/2" 10422 Passed (43%) 1.00 1.0 D + 1.0 L (All Spans) Live Load DeFl. (in) 0.074 @ 3' 4 1/2" 0.206 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.098 @ 3' 4 1/2" 0.308 Passed (L/753) -- 1.0 D + 1.0 L (All Spans) • DetieCtion criteria: LL {L/360) antl TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 6' 2" o/c unless delailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 2" o/c unless detailed otherwise. Suppolts Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1- Hanger on 9 1/2" LSL IedgerOnMasonry 3.50" Hangers 1.50" 788 2363 3151 See note � 2 - Hanger on 9 1/2" LSL IedgerOnMasonry 3.50" Hangers 1.50" 788 2363 3151 See note s • Hr nanyer supporrs, me i oral oeanng aimension is equal ro me wiom or me matenai tnat is suppomng the banger • i See Connector grid below for additional information and/or requirementr. 0 System :Floor Member Type :Flush Beam Building Use :Residential Building Cade :IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1-Face Mount Hanger HHU548 3.00" N/A 2Z-lOd 8-lOd 2-Face Mount Hanger HHUS48 3.00" N/A 22-lOd 8-lOd Vertical Loads Location (Side) Tributary Width Dead (0.9D) Floor Live (1.00) Comments 0 -Self Weight (PLF) 3 1/2" to 6' S 1/2" N/A 10.4 -- 1-Uniform (PSF) 0 to 6' 9" (Top) 7' 32.0 100.0 Strair Notes Weyerhaeuser warrantr that the sizing of itr producis 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 evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reportr, 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Qing Hua Huang Fidalgo Flats Quantum Consulting Engineers 1014 18th St. Anacortes, WA (206) 957-3918 ghua ng@quantumce.com 1 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser l 10/7/2019 9:27:04 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 19066 Fidalgo Flats Page 3 / 6 a FORTE MEMBER REPORT PASSED 1st floor, 81 1 piece(s) 3 1/2" x 9 1/2" 1.55E TimberStrand® LSL O'.+erall Length: 3' 10" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 5499 @ 1 1/2" 7613 (3.00") Passed (72%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2510 @ 1' 1/2" 6872 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4605 @ 1' 11" 10422 Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0,024 @ 1' 11" 0.119 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.048 @ 1' 1i" 0.179 Passed (L/895) - 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' 10" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3' 10" o/c unless detailed otherwise. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1- Trimmer - HF 3.00" 3.00" 2.17" 2701 2798 5499 None 2 - Trimmer - HF 3.00" 3.00" IV" 2701 2798 5499 None Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 3' 10" N/A 10A 1- Uniform (PSF) 0 to 3' 10" 5' 4 13/16" 44.0 100.0 Roof deck 2 - Uniform (PSF) 0 to 3' 10" 421611 10.0 Wall 3 - Uniform (PSF) 0 to 3' 10" 23' 32.0 40.0 Floor Notes System :Wall Member Type :Header Building Use : Residential Building Code ; IBC 2015 Design Methodology: ASD 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 evaluation 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. Th e product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Qing Hua Huang Fidalgo Flatr Quantum Consulting Engineers 1014 18th St. Anacortes, WA (206) 957-3918 qhuang@quantumce.com (i� SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser l 10/7/2019 9:27:04 PM UTC ForteWE6 v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name; 19066 Fidago, ats Page 4 / 6 �iiiI FORTE CM MEMBER REPORT PASSED 1st floor, 85 1 piece(s) 9 1/2" TJI® 210 @ 16" OC O erall Length: 11' i 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 534 @ 4 1/2" 1460 (3.50") Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 504 @ 5 1/2" 1330 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1365 @ 518 1/2" 3000 Passed (46%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.084 @ 518 1/2" 0.356 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.151 @ 5' 8 1/2" 0.533 Passed (L/849) 1.0 D + 1.0 L (All Spans) TJ-Pro'"' Rating 60 45 Passed • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 5' 7" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 2" o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis Is based on composite action with a single layer of 23/32" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT" Rating include: 5/8" Gypsum ceiling. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1- Stud wall - HF 5.50" 3.75" 1.75" 244 304 548 13/4" Rim Board 2 - Stud wall - HF 5.50" 3.75" 1.75" 244 304 548 13/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (S.Oo) Commentr 1- Uniform (PSF) 0 to 11' 5" 16" 32.0 40.0 Floor Member Notes Typical joists at basements System :Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Weyerhaeuser warrants that the sizing of itr 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 evaluation 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. Th e product application, input design loads, dimensions and support information have been provided by ForteWEB Software ForteWEB Software Operator lob Notes Qing Hua Huang Fidalgo Flats Quantum Consulting Engineers 1014 18th St Anacortes, WA (206) 957-3918 ghuang@qua ntumce.com n SUSTAINABLE FORESTRI' INITIATIVE Weyerhaeuser 1 10/7/2019 9:27:04 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 19066 Fidalgo Flats l'FORTEEM MEMBER REPORT PASSED 1st floor, 86 1 piece(s) 3 1/2" x 9 1/2" 1.55E TimberStrand® LSL Overall Len!I 5' 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @.Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1217 @ 1 1/2" 4253 (3.00") Passed (29%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 756 @ 1' 1/2" 6872 Passed (11%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1524 @ 2' 9" 10422 Passed (15%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.014 @ 2' 9" 0.175 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.026 @ 2' 9" 0.262 Passed (L/999+) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 5' 6" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 6" o/c unless detailed otherwise. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - HF 3.00" 3.00" 1.50" 557 660 1217 Blocking 2 - Stud wall - HF 3.00" 3.00" 1.5o" 557 660 1217 Blocking • Blocking Panels are assumed to carry no loads applied. directly above them and the full load is applied to the member being designed. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to TV N/A 10A 1- Uniform (PSF) 0 to 5' 6" (Top) 6' 32.0 40.0 Floor Member Notes Flush beam System :Floor Member Type :Flush Beam Building Use: Residential Building Code : IBC 2015 Design Methodology : ASD Weyerhaeuser warrants that the sizing of (ts 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 evaluation 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. input design Toads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Qing Hua Huang Fidalgo Flats Quantum Consulting Engineers 1014 18th St. Anacortes, WA (206) 957-3918 qhuang@quantumce.com n SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser l 10/7/2019 9:27:04 PM UTC ForteWE6 v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 19066 Fidalgo Flats Page 6 / 6 Fidalgo flats VDU" to �.j to Applies !Code Section :Component :Compliance Information required in permit documents Location in Documents L 1!;f, [.I �u e%�A pares° (j�4 i,t ,r c er_L et r iucEe i,.,=> dT rl,_, and -W—mil�;kSi gar ��s a3l .[a�__E _ }ute= _ r1 , �s3 t1.�.� - - A. AAA .. -........... ....... ............. . 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Clio t rt..i.lSan>_rLitE,ati >r; cs3t1l1...q ;` [1tlic r3caFtit IM _ -. - ._ ... ._...._:_ i � {r{}tE } R it Lyr1i 3c� ,I, i�- i� t ; s l 31 c [li Crcctp. ltic4r�eoo- 1-,.li«tiocis <..c(t3t �tro,_ aasis.E? t� _<,Eta.r3c cnrr= tt Aw` LE', of >crnr>G`r nu>G nnnc cr c C103.2 ;Compliance €Indicate envelope insulation compliance path and provide applicable forms; C103.6.3 :documentation €ENV -PRESCRIPTIVE or ENV-UA /ENV-SHGC for component s performance If complying via total building performance, provide a list of all proposed envelope component types, areas and U-values C303-1.1 :Insulation ;Indicate identification mark shall be applied to all insulation materials and C3031.2 identification ;insulation installed such that the mark is readily observable during inspection C303.1.3 :Fenestration product :Fenestration products shall be labeled with rated U-factor, SHGC, VT, and 1402.4.3 :rating leakage rating C3031.1 General insulation Indicate installation methods, thicknesses, densities and clearances to C402.2.1 installation achieve the intended R-value of all insulation materials j Where two or more layers of rigid insulation will be used, indicate that edge joints between layers are staggered C103.2 Roof assembly Indicate R-value(s) of cavity/continuous insulation on roof sections Page 1/5 C402.2.2 insulafion Indicate framing materials on roof sections Indicate method of framing for ceilings below vented attics and vaulted i ceilings per A102.2 (std, adv) Provide area weighted average U-factor calculation for insulation whose thickness vanes by 1 inch or less Indicate effective U-factors of tapered insulation entirely above deck per A102.2.6; include roof configuration and slope, maximum R-value at peak 1 and minimum R-value at low point for all roof surfaces Indicate R-values for thermal spacers and each insulation layer, and liner system (LS) method for metal building roofs la,trtt4s,. in It, ,•li�l1 t C103.2 [ Above/below grade Indicate R-value(s) of cavity/continuous insulation on wall sections C402.2.3 wall insulation - C402.2.4 Indicate framing materials on wall sections C303.2.1 --- ------.............. _.... .....--- -- ...._... ----- ...... — .... ....--!. Indicate method of framing for wood construction per A103.2 (std, int, adv) Indicate material density category; wall weight and heat capacity for qualifying mass walls For qualifying ASTM C90 masonry walls, indicate loose -fill core insulation material and percentage of cores filled including grouted cores, bond beams, vertical fills, headers and any other grouted cores Indicate method of protection of exposed exterior basement/crawlspace I 'wall insulation Opaque doors ?.c itc tii[ed Y. z <}ltxe , . €, . 7 .itt_'s- j.4t 2. C6 2-:C402 15 Floor oi �r o4:d rotu} ..f£`caT� R }laic i._� f _.ti;,3fl€_5. zs, 6i€s �tr t� >Ii T te.ml on iicf r, ' - ._- lrfd;C:ite ifl UtC iLO density £..[i yi }` IIILI`Ca I100•z.- - C402.2.6 Slab -on -grade floor Indicate R-value of continuous insulation on wall section or foundation C303.2.1 insulation detail Indicate insulation extends down vertically and/or horizontally the required distance from top of slab Indicate method of protection of exposed exterior slab edge insulation Indicate R-value of continuous insulation on wall section or foundation detail C402.2.6 €Radiantly heated slab- ;Indicate insulation extends down vertically from top of slab and then C303.2.1 ion -grade floor :horizontally under the entire slab Indicate method of protection of exposed exterior slab edge insulation 1402.2.8 Radiant beating Indicate insulation R-value behind radiant panels, U-bend/headers and system insulation bottom surface of radiantly heated floors (other than radiantly heated slab - on -grade) Page 2/5 ', C402.4.1 C502.2.1 C503.3.2 Vertical fenestration ;Provide calculation for total vertical fenestration area as a percentage of maximum area gross above grade wall area (WWR) for new construction, additions and alterations in ENV -SUM 1 ' . I _ ft I 6€II d E,-€�,Is: zz Wie r # ,or �.��t�_� Ola i _si3z� 1 0. _._ ..._........ r wi& -- alculwir£i . ih lw;n , thai the or over l ic)t fool, a �a eclu ' is z£€` _ e.aiei" th:a `� in b ii€an gs - r .7;r£re. =ncILei e dlc r' J.:.-i 1 IC au.Et, artn3l .i! (VT d f0 t'le tic �iiaus t_Lat all £_ti+, .I _tia.as lo_ _Ldti3:rtlri., ua i�, t zone, . sls ffl c provil ktd with 1 i lifthi rcq)On&vc cool- il, P�r i3 SFC. , r , € ,r2- :' ".I , € n-Kett[-r t£lc.i1€€irt of .. nli -rl in l7��hti.ng ,, vurp V> :£1ctiankz q - 4sic1£1sraif: ct,« - _ht 3 7 of verti _I feneSa atilint -ai iZ3aS s.. l drnes the au C.40 i = €;rca �. I.re_.LI,73 .; s l.,c=, rt i t�vi i ci.:r, inc i7 . tos <: an _ SF iC alacs in l cnestraho C €O' .t , taI—, €nnr 5•N,,-t€.;al v_te0ale _ _- r_ ifs`, ion area with - 1Ei di/Camt L st Le I1 �t,u t<*1?tcc. i7 a_<etj i� d +o nmi_ 1 ,. .1...,?.3.. , t,lltn iI — same peL3 Tjvlk t i}, 3V v '€fl= €fj2_Ki..I ..ee _ __.l}:}re�,ir�7€��c s£lt£sr€iC€ t,.�.t C<r,e �&h'I. _;_ Ii .eL 3,.E r. t_eii,,._si.r C4.?_. _. ra�ii'.: c um a�:riv id : h�' c C£ L_aly;: �31tSWC dia` S�„t..;i- tD��AS) 2i ri d�.li rE:rB a..il6_Ic__I3:i 91C L-r ti ., �3 l i �nv<. tit-b - V1i€hllut, ifiilirwl onerwitm or the lieatrngicCrt n >LCII. p , c:iri3l ,Ca[ C t(}_. (_ S Vsra€r r i.iV'al snditratz € Wnuvwtc_.z, p € a=_.ri.laace� ec� �_..t :r ,l. ia�>rr.�Ii« vv,l, N, nSbd io a4ccn nt �-I I vca.lbcau arCEt it, C L�Ss C), tiice prv; f_ Z:1 c' IV Cot _;--_? s{t r,o} `_ n23�3;ii2 rtl cZL P S.� -iyd . t:,�a u<t1bC.V Jtll tJiLa €� €[.,.,tea �:5_ � �aE it ram,. an}' -ulJf a•L€,'ki : ;£_...._.- .r::,2 .`Sl+tLi-'Oi nC%'§`Con3 tr.iomVi i. .it_.lido san ,�ItG_ati t? F7 £'7ti _!.Z 'ii IV 11 -.IV ': C402.4.3 _��, r7!£,ratil,eilt U-factors, SHGC and VT for all fenestration assemblies <utF ..uL-- _ C_ .itr€z-.}] ..i. t3ur( t�.,._�cL + a a s-i1L'�s€it,.,Iic Indicate U-factors, SHGC and VT values in fenestration schedules Indicate if anarea-weighted U-factor is used for multiple fenestration elements within the same fenestration category per Table C402.3; provide U-factor calculations Indicate if values are NFRC or default; if default then specify frame type, glazing layers, gap width, low-e coatings, gas -fill Permanent shading For windows with overhangs or permanent projection shading devices, devices ;provide projection factor calculations (Equation C4-6) and associated All SHGC for north and non -north orientations S �1a.L+,.'7?3. >iiIa1C st3^v, it ti3)ir- f(3€'y t5tiltt'in TS, l7SOtldf_ 55t{,� L?iti1Ci5...Ci e€,:ILC C°3<it end 7,�k:.7 .eC3t!iYltin iri C_#_-h _.(,h-�Idt.iltrtl il3e ..["3AL� :�;+e .itt;13 dS;tcl- rJ...-.:_ .t LiLi12_U lZ�taltt,. ,k..:.. Ams.Eilb _c£, mid an atl� cRiil.3'1 }, Tuitbil - y(widC:_Li�iticiFl� �iv� 71eE i.mataTC o ti and€ttc ,lCfi _1 J:3i ai-_ l T:.Lti, _ ,r�rilf€ - . fl.t-Il,?.€t. £lt{3714 `.i}1�1 €, T!1F ti23 [rt.,llitl f. i.it.il.%Z £Ii�E: ,.f7,1„?7} ,lizt:�l Page 3/5 I ravlj czt3 i1<c.t,:., l of elt—,U :fit of ,!. w.it h', ar„ �. in each spa> s..,o �r Ip?x.tvide it ltw ions. r sJ ,` ghl eif:,_a;e ap ;,re iEhgll uon. t_ } o AI eacv sn..c.e; O yr -- --_ ...... _ — - indicatc h_refaa%ou of si 3Ic_h, eflazi _ n€.lfrial ordiff ,er ADDITIONAL EFFICIENCY PACKAGE OPTION - ENHANCED ENVELOPE PERFORMANCE C406.8 €Enhanced envelope To comply with additional efficiency package option, demonstrate performance envelope insulation compliance via component performance; provide ENV UA / ENV-SHGC compliance forms; verify that building total UA is 15% lower than the Code target UA C402.5.1.1 :Air barrier construction and sealing C402.53 :Rooms containing open combustion fuel burning appliances used for space conditioning C402.5.4 :Access openings and doors to shafts, chutes, stairways and doors C402.5.5 :Outdoor air intakes, C403.2.4.3 :exhausts and relief openings C402.5.8 €Recessed lighting in s building envelope C1032 i Building air leakage C402.5.1.2 €test Identify location and provide diagram of continuous air barrier in plans and sections Provide details for all joints, transitions in materials, penetrations in air barrier and note method of sealing (caulked, gasketed, or other approved method) Indicate that rooms) containing non -direct vent appliances is isolated from conditioned space by the thermal envelope with a sealed air barrier, including doorway gasketing and sealing around ductwork and piping penetrations Indicate insulation provided in wall, floor and ceiling of the room envelope, and insulation required on combustion air ductwork Indicate locations of all access openings and doors to shafts, chutes, stairways and elevators Indicate method of gasketing, weatherstripping and sealing of these openings Indicate locations of all stairway enclosure, elevator shaft and building pressurization relief openings, outside air intakes and exhaust openings Note in envelope plans that all relief, outside air intake and exhaust openings shall be provided with dampers in accordance with Mechanical Section C403.2.4.3 Indicate method of sealing between light fixture housing and wall or ceiling Note in envelope plans that all recessed lighting fixtures shall be IC rated and have an air leakage rating not greater than 2 cfm per ASTM E283 test; include these requirements in lighting fixture schedules .�i.€I., a'...,..?".i tLT still at. CdF_iF and:3{-...£1.7t2 �3J k �..lUt'; ..i(-..C:![t III L } t : ,:.<�.1:_ . ttz: iii€Tic-f1�1U32S -r33 l c t:€DLiS?s {�tt�-: E. ctlrt�?,,., -_ } 3.3 sir.-t C'ili.}ai1C:i'S allG c',.X.114 ttz..t do n %o:. l.,,ti e a v .. .:t€}�,r , air c nrtaiii - lnclicate 5 yti€ire.1 iT oE;r}.u1_ joticr cuiiairi, �iSt i1c•r, per L :c }3_t M or Indicate on plans the location of air barrier boundaries and area calculations on all six sides of the air barrier Page 4/5 Indicate air barrier test method in accordance with ASTM E779 or approved equivalent Indicate required maximum leakage rate for compliance. Include the following requirements in project documents: (1) Submit air barrier test report to jurisdiction once test is completed; (2) If test results exceed 0.40 cfm/ft2 (1.5 L/s*m2) at 0.3 in. wg (75 Pa), then visually inspect air barrier and seal noted sources of leakage; (3) Submit a follow-up report to jurisdiction noting corrective measures taken; (4) Include air barrier test report in compliance documentation provided to building owner. ADDITIONAL EFFICIENCY PACKAGE OPTION -REDUCED AIR INFILTRATION C406.9 ;Reduced air To comply with additional efficiency package option, indicate in project infiltration documents that the air barrier test results shall not exceed 0.25 cfm/ft2 (0.94 L/s*m2) at 0.3 in. wg (75 Pa); indicate air barrier test report shall be submitted to the jurisdiction and building owner once test is completed ALTERATIONS f ali Ci..p£h at R 3,C.. ibnd- 1 ti iv4<7 £ i�nlic--C ilt-A %heL, I1t�.il_i7 is }L :<U ;i-�it_..�t� _� .z€;!"_3 �., 1 1� t.LS.I��7Sf r_ E � ,y .rE:,_<<_z oa t i €.,}.. n4,„.4 >t .,,. kid . C.ei1, hu,1'c the tult�,�.,;-ti Lllll`r; a .cdL £�73�, t, LF�...-£CnC'lratiol ��4rl:a dd oI r c sa z.I }}L£1tiJn dd- '`f--�t.�ii �i�i;_ 3i, ...�-r �}_i. i():.,'i. i. _. f d .,.fia i2, T...i;�„£.:i� - p _t,'i PROJECT CLOSE OUT DOCUMENTATION C103.6.3 :Project close out :Indicate in plans that project close out documentation is required including documentation ;applicable WSEC envelope compliance forms and calculations, and requirements fenestration NFRC rating certificates Page 5/5