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Permit File BLD-2021-0807 1117 14th Street
VC Q City of Anacortes Invoice/Permit#: BLD-2021-0807 904 6th Street Applied date: 09/28/2021 P.O.Box 547 Issue date: C/�= Anacortes, WA 98221-0547 Expire date: 03/27/2023 (360) 293-1901 Job Address: Permit Type: Single Family Interior Only Alteration Permit Project: APN: Remarks: Re-build interior staircase, add bathroom on 2nd floor, move 1st floor bathroom, add closet to master bedroom, remodel kitchen, move laundry, add covered front porch, add side deck and upgrade electrical. Contact person is Nina Lebaron nina@islandarchitecture.net; 360-378-7647 Owner: ANDY KURNIAWAN Contractor: TBD Address: 22308 BRIER RD Address: BRIER WA 98036 Phone: (206)354-1980 Phone: License#: General Information: Fees: Use Zone R4 Building Permit Fee 2,354.55 Deck Square Footage 192 Plan Review Fee 153R.46 Porch Square Footage 154 State Building Code Fee Resi 6.50 Building Valuation 343000 Plumbing Permit Fee 146.00 • Occupancy Group it-1 Mechanical Permit Fees 128.65 Lot Area 8276 Total Calculated: 4,166.16 Construction Type v-b Deposits/Receipts: 0.00 Stove,Appliance 1 Stories 2 Total Due: 4,166.16 #Forced Air Furnace> 100K 1 #of Tubs, bath 2 #of Clothes Dryers 1 #of Clothes Washers 1 #of Dishwashers 1 #of Gas Piping 3 #of Gas Water Heaters> 100k 1 #of Range Hoods 1 #of Hose Bibs 1 #of Backflow Devices 1 #of Ventilation Fans 4 #of Kitchen Sinks 1 #of Hand Sinks 4 #of utility Sinks 1 • • #of Water Closets (Toilets) 3 #of Showers 2 #of Water Piping 1 #_of Gas Outlets 3 . Y O City of Anacortes Invoice/Permit#: BLD-2021-0807 904 6th Street Applied date: 09/28/2021 P.O.Box 547 Issue date: 11/03/2021 _ "1 t►�: Anacortes, WA 98221-0547 Expire date: 05/02/2023 (360) 293-1901 Job Address: 1117 14TH ST Permit Type: Single Family Interior Only Alteration Permit ANACORTES WA 98221-2127 Project: APN: Remarks: Re-build interior staircase, add bathroom on 2nd floor, move 1st floor bathroom, add closet to master bedroom, remodel kitchen, move laundry, add covered front porch, add side deck and upgrade electrical. Contact person is Nina Lebaron nina@islandarchitecture.net; 360-378-7647 Owner: ANDY KURNIAWAN Contractor: TBD Address: 22308 BRIER RD Address: BRIER WA 98036 Phone: (206)354-1980 Phone: License#: General Information: Fees: Use Zone R4 Building Permit Fee 2,354.55 Deck Square Footage 192 Plan Review Fee 1,530.46 Porch Square Footage 154 State Building Code Fee Resi 6.50 Building Valuation 343000 Plumbing Permit Fee 146.00 Occupancy Group it-1 Mechanical Permit Fees 128.65 Lot Area 8276 Total Calculated: 4,166.16 Construction Type v-b Deposits/Receipts: 1,530.46 Stove, Appliance 1 Stories 2 Total Due: 2,635.70 #Forced Air Furnace> 100K 1 #of Tubs, bath 2 #of Clothes Dryers 1 #of Clothes Washers 1 #of Dishwashers 1 #of Gas Piping 3 #of Gas Water Heaters> 100k 1 #of Range Hoods 1 #of Hose Bibs 1 #of Backflow Devices 1 #of Ventilation Fans 4 #of Kitchen Sinks 1 #of Hand Sinks 4 #of utility Sinks 1 #of Water Closets(Toilets) 3 #of Showers 2 #of Water Piping 1 #_of_Gas Outlets 3 Y O . City of Anacortes Invoice/Permit#: BLD-2021-0807 904 6th Street Applied date: 09/28/2021 P.O.Box 547 Issue date: 11/03/2021 Anacortes, WA 98221-0547 Expire date: 05/02/2023 0Og, (360) 293-1901 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 BY PLANNING,COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT .111111111111rMailing Address: P.O. Box 547,Anacortes, WA 98221 Office Location: 904 6th Street, Anacortes WA 98821 kr1:1111JVP; Phone: (360)293-1901 r.- DECONSTRUCTION/DEMOLITION PERMIT APPLICATION 1. PROPERTY INFORMATION Project Address(Street,Suite#): Assessor Parcel Number: 7 / 1 5r PcsL5q 2. TYPE OF STRUCTURE 1 Single Family ❑ Multifamily,#of Dwelling Units ❑ Commercial/Industrial ❑ Duplex ❑ Other Use Type: ❑ Underground Fuel Tank 3. STRUCTURE INFORMATION FOR BUILDINGS: Description of Work: 57701136 / Z/C9 L(r� Size of structure: le 0 sq.ft. . Meent IzeNDVMIO Method of Disposal: Dal 40 orginal construction of structure: Historic Resources Information: Is the structure listed on the City of Anacortes Local, if identified prior to demolition,are you willing State,or National register of historic places? to salvage from the structure historically ❑ YES* r4 NO significant architectural features? Designation: *If yes,SERA review is required prior to issuing a demolition permit ❑ YES ❑ NO • N ote:Check with the City of Anacortes Museum and/or the WA State Dept. / f�epri//�-! j Q /70f✓1 of Archaeological and Historic Preservation's W ISSARI)system to answer f/! GGQ///���fff�►►f ' // this question. Y v! VA 1rlta . �p �1 Utility&services disconnection/interruption information Identify which City services you would like to disconnect/stop: —Water ❑ Disconnect ❑ Retain Storm ❑ Disconnect ❑ Retain Sewer ❑ Disconnect ❑ Retain Garbage ❑ Discontinue ❑ Retain _ J For private utilities(gas,electricity,cable, etc.),you will need to contact the applicable companies if their services are to be interrupted or disconnected. FOR UNDERGROUND STORAGE TANKS: Decommissioning type: E3 Abandonment in place (Fire o Approvals required) ❑ Removal Date of pump&rinse: Disposal Location: Type of inert fill: Approximate age of tank: ICC Certification#: Deconstruction/Demolition Permit Application Submittal Cheddist Updated February 24,2021 Page 3 of 4 PLANNING,COMMUNITY,&ECONOMIC DEVELOPMENT DEPARTMENT 9/4* Mailing Address: P.O. Box 547,Anacortes, WA 98221 1, Office Location:904 6th Street, Anacortes WA 98821 \'�.! Phone: (360)293-1901 4. PROPERTY OWNER INFORMATION Name: Phone: M 9( V (A/AtJ - $5 f - � Address(Street,City,State,Zip): Email Address: Z30t:, eviZrAYL w: � Q"3 _ g4 r-iaq• 5. CONTRACTOR INFORMATION Name:' Phone: Contractor's Business licenses State license#: City of Anacortes •lip Contractors&Subcontractors must have a valid City Endorsement? of Anacortes business U ense prior to dour work in the Expiration Date: ❑ YES Crty ❑ NO Address(Street,City,State,Zip): Email Address: 6. FINANCING INFORMATION {Required if project valuation exceeds$5,000,per RCN 1927.095) tender administering the construction financing or firm issuance a payment bond(if any)on behalf of the prime contractor for the protection of the owner,if the bond is for an amount not less than 50%of the total amount of the construction project(if owner is self-financing,please indicate). Completion of this information may be deferred until permit issuance. Name: Phone: Address(Street,City,State,Zip): 7. CONTACT PERSON Select one person the city will contact for anything ❑ Property owner ❑ contractor related to 4///{4 this project: Other(fiistbelow) , c7ZCtt'1?2C1 Name: Phone: - - / "r1 Address(Street, 1,State,Zip : q0 Z�' Email Address: 1' it f�1./ /P 9 / lr19 V/S t`G,f't ,4(C 4+'+ec fi A pre , rl Q 8. SIGNATURE I hereby declare that I am either the owner of the property listed on this application or the owner of this property has authorized me to be their representative to act for them. I also dedare under penalty of perjury under the laws of the State of Washington that all of the statements and answers contained herein,and the information submitted with this application form is in all respects,true,correct,and complete to the best of knowledg7and belief. -/27/ZJ Si ature Date Deconstruction/Demolition Permit Application Submittal Checklist Updated February 24,2021 Page 4 of 4 PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT ( *I* RESIDENTIAL BUILDING PERMIT APPLICATION Mailing Address:P.O. Box 547, Anacortes, WA 98221 OC Office Location: 904 6t Street, Anacortes WA 98821 Phone: (360) 293-1901 PLEASE REFER TO THE RFSIDENI7AL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL REQUIRMIENTS PROJECT ADDRESS(Street,Site It): PARCEL(S) i I/7 14 r.i S[Rz T f SS �'�- Subdivision/Lot#: PROJECT VALUATION: $ APPLICANT` � : e r�Arzokl\-- ,, P��: 3&0, �7 76 -7 Address(Sued,Cam,Stale,�): Email Address: MO 5' 1� irj rArt /4ico,/ s �If3 24 , A tkq-P 1s 1 dodo"-di;4-r-c,-4, p' .� f-- PROTRTY° le- ,) i .frvAm. P� :��, .3C 4`0 I q1(q o Address(Stied,City State Zip): WA- Email Address: CONTACT 2O 1 PD f op- `' b 3 ' Phone:`7. ky�v►t w4V)(9c7I a�l, .5M r Address(Street,City,Sow,Zip): Email Address: LENDING AGENCY: Phone: Address(Street,City,State,Zip): Email Address: CONTRACTOR:* Phone: Address(Street City.State.Zip): Email Address: *AB Carters&Subcontractors mot have a wild City of Prof # Exp.Date: A� todung lank im the City. C Go 7 72_ the city Fina nce aaae D� at(36B)Z99-I9i6R Basr�ss l ontact _ icense Exp. : PROPOSED WORK: ll-/)L'l LO I titZF4•t O!L n E • �11-tr aOr i .Z I floqt. PION(1 A-14-L[3n► i t S- - fczoA.. A-D GLD% f 7omoist— r�//t/r-0 Ki aJ� viAeA / "goo r/t-414! act-- c.m 4- U�C.K-, t 5 r Basement SQ': Finished Basement: ❑ Unfinished Basement 1'Floor SAT: Garage/Carport SQ': 2'Floor SQ': Deck/Covered Porch/Patio SQ': j 2 i• /el 2 s 3 zA Fire Sprinkler: El Yes IX No Lot Area SQ.: Z7LP k 40 PG �` I declare under penally of perjury that the information I have provided on this form/application is true,correct and complete,and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Anacortes_ Print Name: AI WA- L b1'r/`ter`F Owner CI Agent (specific'): /' w- i I if Signature: /, - �� Date: I a 1/ 2 I Page 1 of 5 I\11'ERV101 S St RFA( F: \ RI. 1: Existing Impervious SQ': New Impervious SQ': Total Disturbed Land/Soil SQ': Total Proposed: Cut Fill: New hard surfaces(pervious&impervious) Land converted from native vegetation to lawn or landscaping SQ- Land converted from native vegetation to pasture SQ- \lE('H.A\RI \L.: Equipment Type: Appliance/Equipment Information(new and relocated): Total#: Furnace: Gas#: i Elec#: BTU: Other it: Wall Heater: Gas#: Elec#: Other: It Location(s): - Gas Water Heater: #: i Location(s): _ Heat Pump: Elec#: Other it: Air Conditioning: Elec#: Other it: Radiant/Hvdronic Heating: Gas#: Elec#: Other: #: Location(s): Exhaust Fans: Bath it: "72 Laundry II: t Other Range Hood: #: Location(s): -I T(e . 1- Fireplace: Gas#: Elec#: Other.#: Location(s): Clothes Dryer&Duct: Gas#: Elcc#: Other: #: Location(s): i Stove/Range/Oven: Gas#: Elec#: Other:#: Location(s): Gas Piping/Outlet(s): #: Location(s): Boiler Gas#: Elec#: BTUs. Location(s): Other: #: Location(s): TOTAL MECHANICAL OUTLETS PL_i'\lBI\G FIXTURES: Fixture Type(new and relocated): Total#: Fixture Type(new and relocated): Total#: / Water Closet(Toilet): '3 Refrigerator water supply (for water/ice dispenser): Kitchen Sink: I Pressure Reduction Valve/Pressure Regulator: Utility Sink: . I Water Service Line: Tub: , Water Piping: Hand Sink: 2 Clothes Washer 1 Shower 7 kj Electric Water Heater. Tank-less? Yes ❑ Nov Dishwasher ( Backflow Prevention Device: l Hose Bib: r Other: i TOTAL PLUMBING FIXTURES: I r. Page 2 of 5 1 . SURVEY IN NE SEC . TWP . 5 N . , RNG . BAST , WM Skagi Count Aux r 81612004 Page , , =°`-- 1� fi 1 1 :34PM ANAcaR . �s, w�SH�N�To� 9'564 ifi" E S 99' 5fi` ifi" E S 8 �.. .---,...�r.r�... -�-..r.r.r w.-- -- �.r�.. -+--�.r�.w.»..w Mu.r.,a�..r..._r...r+.w f.r._- M rr-.��rs w s.+......_�+....*.+�..+--+.w.O. .. .a.w+........t......fir.Ora 1 t 379.73 1 1 • 1 4th STREET ., 1 LEGAL DESCRIPTION ;TRACT A ...r. _..:.. :.:;;, ,- _ 1 C3 t ... LOTS 5, 6, 7.:: TOGETHER WITH=.,THE ��EAST 5 FEET' OF 1 t LOT 8 IN.a, BLOCK' 54 IN- ,THE PLAT.. OF MAP OF THE CITY 1 S 89•5B 1fi E S 89 56• i6 E S 89•5fi 1fi /� . 1)_________ - [] �J 94.910 n a /� 4O " 1 OF ANACO TE , ACCORDING TO "'PLAT, THEREOF ECORDED 40 84r�7oJ �74.r7iQ 11w7.8®V ` '.:- IN. - O� UME _„ :, PLATS, PAGES 4 THROUGH 7, RECORDS 1 --�--- -- 1 OF%- S AG T COUNTY.- WASHINGTON . I , , % 1 t :- LEGAL DESCRIPTION TRACT B 1 I 4l�,S " LOTS':: 8, 9���,AND, i 0, . LESS THE EAST 5 FEET OF LOT 8 , D�JS t " : BLOCK 54 MAP- OF THE CITY OF ANACORTES, ' o ar ` �v.r� ' , ' :. ACCORDING, TO THE PLAT THEREOF RECORDED IN VOLUME o a o + V r o • N ` ...2 OF PLATS. PAGES 4 THROUGH 7, RECORDS OF SKAGIT t 00 co � oo �• coo o `n' ! 'v, o �► 1 COUNTY, WASHINGTON. SHED 1 NOTES: TRACT TRACT ` i - i . 0 Set re-bar with yellow cap # 9569 . 1 i 2 . c' Found and used nail in center of ' ! • t intersection . Lai • SHED M :. 3 . 0 Found monument with case and cover . S 89 5fi 03 E14.1 fik - *1 S 58 03 E • f S 89 5B O�J E : ,� l - 4 . X Set tack in lead in concrete wall . �t v � 84.889 94.889 1i9.85n -..- � �t .:r,�- ^-,w= ��� fizz r o �C / }r 5. Basis of bearings: Assumed . ca ter / 6 4 G L E - Act o�N _ S 89 5fi o3 _ �__� oit°v : 11,t1Uorilp.Ment used: Topcon GTS--303, 5�` total 299.si7 -�CI , I 44 , zi Z 1 , 1 t CC 7 . Error of i : osure meets Washington state 1 t I • standards . I - , , t 1 X 8 . Survey method: Standard field traverse . ' t a 9 . This survey does not purport to show all till - w C.3 easements or encumbrances . ' ' ":1 C ' 1 + :it: c; • 0 i c. 1 D " t 1i , .1 z , , , i 1 ,- - i 1 i 1 L /1 /2 /3 1 '5 °- : / /7 �_:. /8 /9 20 1 II 40 ' SS' `51 • E , _ - --- 40 ' 1 9. 48 1 1 1 j a 15t -STREET Q j I ii 1 �.. 1 . ,,, , , ,, — , S - 9• 5 " i S B96 55` 51. fi .r w.....,.r w r r..-....r r r.�_r- ——w.M,.�r—r.r.+,rs::�.e—r ++r w"i..� �.:—— 5 w w..�+�`e-fir!,—+ri+'a ... !4�a—r.�—a+.r r..r.�y w w- 4.r rr+�---.rr—r........�.r r r..+...w.r r——r rr■ •—w..�..+.....w..v.r i........+r.y.r.....+- ——�...———��—w f•.�..+a w rr..4i ,379.520 379.5 - % / ; I 1 1, r-uvwr WLUrfluU 11WI T U`1 E - 1 . ., vii . of grit • 0' get .41.411(144-$V„ 4 , r* f'..r, f r, .fts• - . . . ks.pi 1 . LV , , , ,,, , 0 k i *8 . / 9599`S 4) �t rs o N� LAB \ , • EXPIRES`iyIIM12-31+200 �,. 7, g, r D Scale i '= 30 i 1 .. _ .._.., _ - --err r .--- `- - ---- - - .. . . r RECORDER ' S CERTIFICATE SURVEYORS CERTIFICATE BOUNDARY SUR\ d ::Y this a 0. t ' This mapcorrectlyrepresents a surveymademe or under my S' . 6 FOR Filedfor record . ..may of 2 � . M p by � n book__.,oaf, �t page ,.Dt the request of: dfre tion in conformance with the requirements of the Survey JONN, , , LUNSFCRD 1 Recording Act at the request of: / �.v s'/22 LAND SURVEYORS Z.Zi/,6 sL 20..Q� SCALE. DATE. JOB N0: w i In . Surveyar s.Name T A . ///---':c34 ' -- 8-� 4Q 4 7-�f� u � - � �. S � 4S �C�.�AN RC . � R � �RECOR/S BF � � CO. A D. . .._._.. JJ(VW'MAk PHONE (BB0) 424--7S59 , DRAY: D BY: SHEET: OF:• .ry,_._ Afis I A : *f i A cart i f i Cate No: 9559 C ,/ / Aud• ii. DEp AUL • STRUCTURAL CALCULATIONS KURNIAWAN REMODEL 1117 14th Street Anacortes, Washington PROJECT NO.: 21-130 11/1/2021 DATE: November 1, 2021 c Qs 0:WASp &**0 G '� 46161 "p �0 ��GISTER� ti* GG� SSIONAL-VNAG v � Asrade Mengstu PE olCODE License #46161 ow°� T y n { 5053 Mithun PI NE Alket\ �n Seattle WA 98105 206-501-5149 '70111Lk, 4 1891 Y ,Z 4C0g`S c'1"lb FIELD[11Se�G DESIGN CRITERIA DESIGN LOADS ROOF LIVE LOAD 25 PSF (SNOW*, Is=1.0) ROOF DEAD LOAD 12 PSF FLOOR LIVE LOAD (RESIDENTIAL) 40 PSF (REDUCIBLE) FLOOR DEAD LOAD 15 PSF WIND (ASCE 7-16) VULT = 110 MPH, VASD = 85 MPH, (3 sec gust) ENCLOSED BUILDING, EXPOSURE "C", Iw=1.0, Kzt = 1.0 EARTHQUAKE (ASCE 7-16) SITE CLASS D — DEFAULT OCCUPANCY CATEGORY II (le = 1.0) SEISMIC DESIGN CATEGORY D Ss =1.126g, S1 = 0.4g Sds=0.901g, Sd1 = N/A R=6.5, r = 1.3 VASD = CSW = 0.126W = 5.4k EQUIVALENT LATERAL FORCE PROCEDURE LATERAL LOADS ARE RESISTED BY STRUCTURAL WOOD PANEL SHEAR WALLS & DIAPHRAGMS ALLOWABLE SOIL PRESSURE** 1500 PSF (ASSUMED) *FOR SNOW DRIFT CALCULATIONS, Pg = 15 PSF **SOILS REPORT REFERENCE: N/A 1 SW-6 SW-6 ROOF BELOW 17,..._ N)4x8 IISISTER-IN 2z6 STUDS ^ TO ALL WALLS IN THE WALLS IN THE WEST PORTION OF I1/S4.2SW6EAST PORTION OF THE 2ND FLOOR ARE MISSING1111 (N)SK IGHT < THE SECOND FLOOR WALL STUDS,ADD(N)2x6 STUDS PER AR H —�-- _ W 16"oc TO ALL WALLS L_ H i 1I II SW-6 L—— �X�� —--- ®� SISTER-N 2x6 TO ^ 1 I I T ALL ROOF RAFTERS I I II 2/S4.2 SW-6 I I I I III L E RIDGE ?1r ll r — N SISTER-IN 2x6 TO w< 1/S4.2 ALL ROOF RAFTER'. SW-6 v IIIIIIII... 2x4 RAFTERS (E)2x4 R TERS I 24"oc W 24"oc 1 SISTER IN 2z6 TO ALL ROOF RAFTERS UM 9/54.2 '�▪ (N)SKYLIGHTPERARCH -.—__ u, N SW-6 SW-6 1 ROOF BELOW ROOF BELOW] UPPER ROOF FRAMING PLAN 2 RTECZECI a " O MEMBER REPORT PASSED Roof, Roof: Joist RJ1 2 piece(s)2 x 4 HF No.2 @ 24"OC Sloped Length: 10' 5 1/4' 0 0 12 61- 1 4, 7,9,. 1 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Member Length:10'7" Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Roof Member Reaction(Ibs) 401 @ 1'1 3/4" 4754(3.50") Passed(8%) -- 1.0 D+1.0 S(All Spans) Member Type:Joist Building Use:Residential Shear(Ibs) 282 @ 1'6 5/8" 1208 Passed(23%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Moment(Ft-Ibs) 595 @ 5'2 5/16" 861 Passed(69%) 1.15 1.0 D+1.0 S(Alt Spans) Design Methodology:ASD Live Load Defl.(in) 0.399 @ 5'1 3/4" 0.446 Passed(L/268) -- 1.0 D+1.0 S(Alt Spans) Member Pitch:6/12 Total Load Defl.(in) 0.608 @ 5'1 13/16" 0.595 Passed(L/176) -- 1.0 D+1.0 S(Alt Spans) • Deflection criteria:LL(L/240)and TL(L/180). •Overhang deflection criteria:LL(2L/240)and TL(2L/180).Upward deflection on left cantilever exceeds overhang deflection criteria. •Allowed moment does not reflect the adjustment for the beam stability factor. •A 150/0 increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Snow Total Accessories 1-Beveled Plate-SPF 3.50" 3.50" 1.50" 140 261 401 Blocking 2-Beveled Plate-SPF 3.50" 3.50" 1.50" 110 208 318 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 10'5"o/c Bottom Edge(Lu) 10'5"o/c "Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Load Location(Side) Spacing (0.90) (1.15) Comments 1-Uniform(PSF) 0 to 9'4" 24" 12.0 25.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under 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.weyerhaeusercom/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 10/27/2021 2:16:48 PM UTC AsradeM Mengstu AME ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (206)asrad @gm il. File Name: 21-130 AndyKurnianwan Remodel asrade@gmail.com Weyerhaeuser Page 1/ 1 RTECZECI a " O MEMBER REPORT PASSED Roof, Roof: Joist RJ2 2 piece(s)2 x 4 HF No.2 @ 16"OC Sloped Length:9'7/16' 0 0 12 6'6" 1 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Member Length:9'2 3/16" Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Roof Member Reaction(Ibs) 236 @ 1'1 3/4" 4754(3.50") Passed(5%) -- 1.0 D+1.0 S(All Spans) Member Type:Joist Building Use:Residential Shear(Ibs) 157 @ 1'6 5/8" 1208 Passed(13%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Moment(Ft-Ibs) 279 @ 4'6 15/16" 861 Passed(32%) 1.15 1.0 D+1.0 S(Alt Spans) Design Methodology:ASD Live Load Defl.(in) 0.133 @ 4'6 5/16" 0.376 Passed(L/678) -- 1.0 D+1.0 S(Alt Spans) Member Pitch:6/12 Total Load Defl.(in) 0.202 @ 4'6 3/8" 0.502 Passed(L/447) -- 1.0 D+1.0 S(Alt Spans) • Deflection criteria:LL(L/240)and TL(L/180). •Overhang deflection criteria:LL(2L/240)and TL(2L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 150/0 increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Snow Total Accessories 1-Beveled Plate-SPF 3.50" 3.50" 1.50" 82 154 236 Blocking 2-Beveled Plate-SPF 3.50" 3.50" 1.50" 62 117 179 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 9'o/c Bottom Edge(Lu) 9'o/c "Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Load Location(Side) Spacing (0.90) (1.15) Comments 1-Uniform(PSF) 0 to 8'1" 16" 12.0 25.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under 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.weyerhaeusercom/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 10/27/2021 2:24:17 PM UTC AsradeM Mengstu AME ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (206)asrad @gm il. File Name: 21-130 AndyKurnianwan Remodel asrade@gmail.com Weyerhaeuser Page 1/ 1 pip 111 T---1 4'40¢ ` 1 N s d ` ct ct Nq0A . [4x (N)PT 4x10 __II A (N)PT 4x10 = II RB1 �¢ I • I II .. II SW-6 z X SW 6 SW-6 �e I SW-6 0 \ iNT4x8,T1P 1— - 1 -_I-L . mIFl- , AAl - „'// 1 ul lul l\a. (E)2x4 @ 16"oc /I 1 -2E1 ®SISTER-IN 2x12 _,© 11 ,FL 'I I J v n __A q__ I 1 sw-s \ (E)2x4 @*6"oc (N)c F81 x� I i a 12/S4.1 o SISTER-IN 212 o Le— z m1I (N 4x10 HUC48 II PROVIDE DBL JOISTS 8,I N 2x10 0 "I I I1 UNDER END WALL ABOVE @ r" ., (E)2x4 @ 16"oc I I FI 1--- SISTER-IN 2x12 ® / (E)2x4 RAFTERS I I SISTER IN(N)2x12 TO 3/�4.3i11/41J -- ® SISTER-IN 2x8 �@ 24"ocAl IA ALL EXISTING JOISTS IN f L� — HATCHED AREA TO JOISTS OVER 1 LIVING AREA 3/S4.2 III___ 1/54.1 jI III SW-6 In n 1/ (E)2x4 @ 16"oc I I SISTER-IN 2x12 / .� HB1 I I A N 4x8 N 4x8 I os J 13 4 N SW-6 1 \ P REBUILD WALLS WITH(N)2x6 (N)4x8 � c F1 I STUDS @ 16"oc WHERE STUDS / I I �� 1 ARE MISSING PER 2/S4.1, 1 N 4 SISTER IN(N)STUDS WHERE(E) w SW-g a c* X w o yq A EXTERIOR STUDS ARE 2x4c N �(N)SKYLIGHT 3/54.2 *1 I I PER ARCH SW-6 o z`" n SW-6 I e0 1 IJELHDR BM (E)HDR BM —fir J� � N 4x8 �� ---�f a 6/S4.2 ' ' ml l - > SW 6 LJ of l I wl * 11 SW-6 n I _ I J 1(E)HDR BM (E)HDR BM 1 11 \ (Nj4x8 JNL4x8 1I 1 sw 6 *sw 6 * sw s 1 SECOND FLOOR FRAMING PLAN 5 RTECZECI a " O MEMBER REPORT PASSED 2nd Floor, Floor: Joist FJ1 1 piece(s) 2 x 12 HF No.2 @ 16"OC Overall Length: 16' 1' 0 0 15'6" 1❑ 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) System:Floor Member Reaction(Ibs) 582 @ 2 1/2" 1367(2.25") Passed(43%) -- 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(Ibs) 500 @ 1'2 3/4" 1688 Passed(30%) 1.00 1.0 D+1.0 L(All Spans) Building Use::IBC 2015l Building Code:IBC Moment(Ft-Ibs) 2250 @ 8'1/2" 2577 Passed(87%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.312 @ 8'1/2" 0.392 Passed(L/602) -- 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.430 @ 8'1/2" 0.783 Passed(L/438) -- 1.0 D+1.0 L(All Spans) TJ-Pro'm Rating N/A N/A N/A -- N/A • Deflection criteria:LL(L/480)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15°/0 increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Total Accessories 1-Stud wall-HF 3.50" 2.25" 1.50" 161 429 590 1 1/4"Rim Board 2-Stud wall-HF 3.50" 2.25" 1.50" 161 429 590 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 4'o/c Bottom Edge(Lu) 15'11"o/c •Maximum allowable bracing intervals based on applied load. • Dead Floor Live Vertical Load Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 16'1" 16" 15.0 40.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under 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. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 11/1/2021 1:28:38 AM UTC AsradeM Mengstu AME ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (206)asrad @gm il. File Name: 21-130 AndyKurnianwan Remodel asrade@gmail.com Weyerhaeuser Page 1/ 1 RTECZECI a " O MEMBER REPORT PASSED 2nd Floor, Floor: Joist FJ2 2 piece(s)2 x 8 HF No.2 @ 16"OC Overall Length: 13'7' 0 0 13' 1❑ 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) System:Floor Member Reaction(Ibs) 490 @ 2 1/2" 2734(2.25") Passed(18%) -- 1.0 D+1.0 L(All Spans) Member Type:Joist Building Use:Residential Shear(Ibs) 432 @ 10 3/4" 2175 Passed(20%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Moment(Ft-Ibs) 1589 @ 6'9 1/2" 2569 Passed(62%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.291 @ 6'9 1/2" 0.329 Passed(L/543) -- 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.400 @ 6'9 1/2" 0.658 Passed(L/395) -- 1.0 D+1.0 L(All Spans) TJ-Pro'm Rating N/A N/A N/A -- N/A • Deflection criteria:LL(L/480)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15°/0 increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Total Accessories 1-Stud wall-HF 3.50" 2.25" 1.50" 136 362 498 1 1/4"Rim Board 2-Stud wall-HF 3.50" 2.25" 1.50" 136 362 498 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 13'5"o/c Bottom Edge(Lu) 13'5"o/c "Maximum allowable bracing intervals based on applied load. • Dead Floor Live Vertical Load Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 13'7" 16" 15.0 40.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under 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. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 10/27/2021 3:13:54 PM UTC AsradeM Mengstu AME ForteWEB v3.2,Engine:V8.2.0.17,Data:V8.1.0.16 asrade©gmail.com(206) File Name: 21-130 AndyKurnianwan Remodel Weyerhaeuser Page 1/ 1 RTECZECI a " O MEMBER REPORT PASSED 2nd Floor, Roof: Joist RJ1 1 piece(s)2 x 8 HF No.2 @ 24"OC Sloped Length: 1 5 7 5/8" 0 0 12 I 3'9' 10'6' 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Member Length:15'10 1/16" Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Roof Member Reaction(Ibs) 751 @ 3'10 3/4" 2241(3.50") Passed(33%) -- 1.0 D+1.0 S(All Spans) Member Type:Joist Shear(Ibs) 403 @ 4'7 3/8" 1251 Passed(32%) 1.15 1.0 D+1.0 S(All Spans) Building Use::IBC 2015l Building Code:IBC Moment(Ft-Ibs) 901 @ 9'8 13/16" 1477 Passed(61%) 1.15 1.0 D+1.0 S(Alt Spans) Design Methodology:ASD Live Load Defl.(in) 0.225 @ 9'4 11/16" 0.565 Passed(L/602) -- 1.0 D+1.0 S(Alt Spans) Member Pitch:4/12 Total Load Defl.(in) 0.318 @ 9'5 5/16" 0.754 Passed(L/427) -- 1.0 D+1.0 S(Alt Spans) • Deflection criteria:LL(L/240)and TL(L/180). •Overhang deflection criteria:LL(2L/240)and TL(2L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 150/0 increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Snow Total Accessories 1-Beveled Plate-SPF 3.50" 3.50" 1.50" 252 498 750 Blocking 2-Beveled Plate-SPF 3.50" 3.50" 1.50" 123 261 384 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 8'11"o/c Bottom Edge(Lu) 14'9"o/c "Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Load Location(Side) Spacing (0.90) (1.15) Comments 1-Uniform(PSF) 0 to 14'10" 24" 12.0 25.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under 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.weyerhaeusercom/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 10/27/2021 2:44:53 PM UTC AsradeM Mengstu AME ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (206)asrade©gmail.com File Name: 21-130 AndyKurnianwan Remodel Weyerhaeuser Page 1/ 1 RTECZECI a " O MEMBER REPORT PASSED 2nd Floor, Floor Beam FB1 1 piece(s)3 1/2"x 9"24F-V8 DF Glulam Overall Length:2 + + 0 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) System:Floor Member Reaction(Ibs) 2872 @ 2" 4961(3.50") Passed(58%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Drop Beam Shear(Ibs) 2175 @ 1'1/2" 6400 Passed(34%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Use::IBC 2015l _ Building Code:IBC Pos Moment(Ft-Ibs) 5693 @ 4'3 1/2" 10868 Passed(52%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) _ Design Methodology:ASD Live Load Defl.(in) 0.114 @ 4'3 1/2" 0.275 Passed(L/866) -- 1.0 D+0.75 L+0.75 S(All Spans) _ Total Load Defl.(in) 0.182 @ 4'3 1/2" 0.412 Passed(L/543) -- 1.0 D+0.75 L+0.75 S(All Spans) _ • Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=8'3". •The effects of positive or negative camber have not been accounted for when calculating deflection. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1-Stud wall-HF 3.50" 3.50" 2.03" 1069 1116 1288 3473 Blocking 2-Stud wall-HF 3.50" 3.50" 2.03" 1069 1116 1288 3473 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals CommentsM7 Top Edge(Lu) 8'7"o/c Bottom Edge(Lu) 8'7"o/c •Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Vertical Loads 1 Location(Side) Tributary Width (0.90) (1.00) (1.15) Comments 0-Self Weight(PLF) 0 to 8'7" N/A 7.7 -- -- 1-Uniform(PSF) 0 to 8'7"(Front) 6'6" 15.0 40.0 - Default Load 2-Uniform(PSF) 0 to 8'7"(Front) 6'6" 12.0 - 25.0 Default Load 3-Uniform(PSF) 0 to 8'7"(Front) 5'6" 12.0 - 25.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under 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. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 10/27/2021 3:26:43 PM UTC AsradeM Mengstu AME ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 asrade©gmail.com(206) File Name: 21-130 AndyKurnianwan Remodel Weyerhaeuser Page 1/ 1 CZECI a " O R T E MEMBER REPORT PASSED 2nd Floor, Floor Beam FB2 1 piece(s)4 x 8 HF No.2 Overall Length: 1::• 0 0 10' 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) System:Floor Member Reaction(Ibs) 1092 @ 2" 4961(3.50") Passed(22%) -- 1.0 D+1.0 S(All Spans) Member Type:Drop Beam Building Use:Residential Shear(Ibs) 907 @ 10 3/4" 2918 Passed(31%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Moment(Ft-Ibs) 2711 @ 5'3 1/2" 3247 Passed(83%) 1.15 1.0 D+1.0 S(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.215 @ 5'3 1/2" 0.342 Passed(L/572) -- 1.0 D+1.0 S(All Spans) Total Load Defl.(in) 0.355 @ 5'3 1/2" 0.512 Passed(L/347) -- 1.0 D+1.0 S(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1-Stud wall-HF 3.50" 3.50" 1.50" 431 212 661 1304 Blocking 2-Stud wall-HF 3.50" 3.50" 1.50" 431 212 661 1304 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 10'7"o/c Bottom Edge(Lu) 10'7"o/c •Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Vertical Loads Location(Side) Tributary Width (0.90) (1.00) (1.15) Comments 0-Self Weight(PLF) 0 to 10'7" N/A 6.4 -- -- 1-Uniform(PSF) 0 to 10'7"(Front) 1' 15.0 40.0 - Default Load 2-Uniform(PSF) 0 to 10'7"(Front) 1' 12.0 - 25.0 Default Load 3-Uniform(PSF) 0 to 10'7"(Front) 4' 12.0 - 25.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under 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. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 10/27/2021 3:29:03 PM UTC Asrade Mengstu AME ForteWEB v3.2,Engine:V8.2.0.17,Data:V8.1.0.16 (206)501-5149 la asrade©gmail.com Weyerhaeuser File Name: 21-130 Andy Kurnianwan Remodel Page 1/ 1 RTECZECI a " O MEMBER REPORT PASSED 2nd Floor, Floor Beam FB3 1 piece(s)4 x 10 HF No.2 OveralI Length:9' 1' + + 0 0 1 8'6'' ,11 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) System:Floor Member Reaction(Ibs) 1661 @ 2" 4961(3.50") Passed(33%) -- 1.0 D+1.0 L(All Spans) Member Type:Drop Beam Building Use:Residential Shear(Ibs) 1272 @ 1'3/4" 3238 Passed(39%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Moment(Ft-Ibs) 3500 @ 4'6 1/2" 4242 Passed(82%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.114 @ 4'6 1/2" 0.292 Passed(L/919) -- 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.161 @ 4'6 1/2" 0.438 Passed(L/653) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Total Accessories 1-Stud wall-HF 3.50" 3.50" 1.50" 480 1181 1661 Blocking 2-Stud wall-HF 3.50" 3.50" 1.50" 480 1181 1661 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 9'1"o/c Bottom Edge(Lu) 9'1"o/c •Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location(Side) Tributary Width (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 9'1" N/A 8.2 -- 1-Uniform(PSF) 0 to 9'1"(Front) 6'6" 15.0 40.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under 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. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 10/27/2021 4:06:52 PM UTC Asrade Mengstu AME ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (206)asrad @gm il. File Name: 21-130 AndyKurnianwan Remodel asrade@gmail.com Weyerhaeuser Page 1/ 1 RTECZECI a " O MEMBER REPORT PASSED 2nd Floor, Roof Beam RB1 1 piece(s)4 x 10 HF No.2 Overall Length: 11 + + 0 0 10' 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) System:Roof Member Reaction(Ibs) 2106 @ 10'5 1/4" 4961(3.50") Passed(42%) -- 1.0 D+1.0 S(All Spans) Member Type:Drop Beam Shear(Ibs) 1422 @ 9'6 1/4" 3723 Passed(38%) 1.15 1.0 D+1.0 S(All Spans) Building Use::IBC 2015l Building Code:IBC Moment(Ft-Ibs) 4304 @ 5'3 1/8" 4879 Passed(88%) 1.15 1.0 D+1.0 S(Alt Spans) Design Methodology:ASD Live Load Defl.(in) 0.180 @ 5'3 1/2" 0.514 Passed(L/686) -- 1.0 D+1.0 S(Alt Spans) Member Pitch:0/12 Total Load Defl.(in) 0.271 @ 5'3 7/16" 0.685 Passed(L/454) -- 1.0 D+1.0 S(Alt Spans) • Deflection criteria:LL(L/240)and TL(L/180). •Overhang deflection criteria:LL(2L/240)and TL(2L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Snow Total Accessories 1-Column-HF 3.50" 3.50" 1.50" 593 1153 1746 Blocking 2-Column-HF 3.50" 3.50" 1.50" 718 1388 2106 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 11'7"o/c Bottom Edge(Lu) 11'7"o/c •Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location(Side) Tributary Width (0.90) (1.15) Comments 0-Self Weight(PLF) 0 to 11'7" N/A 8.2 -- 1-Uniform(PSF) 0 to 11'7"(Front) 8'9" 12.0 25.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under 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. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 10/27/2021 2:41:20 PM UTC Asrade Mengstu AME ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (206)asrad @gm il. File Name: 21-130 AndyKurnianwan Remodel asrade@gmail.com Weyerhaeuser Page 1/ 1 CZECI a " O R T E MEMBER REPORT PASSED 2nd Floor, Header Beam HB1 1 piece(s)4 x 8 HF No.2 i3veral I Length: + + 0 0 3' ,11 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) System:Floor Member Reaction(Ibs) 1224 @ 2" 4961(3.50") Passed(25%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Drop Beam Building Use:Residential Shear(Ibs) 612 @ 10 3/4" 2918 Passed(21%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) _ Building Code:IBC 2015 Moment(Ft-Ibs) 902 @ 1'9 1/2" 3247 Passed(28%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) _ Design Methodology:ASD Live Load Defl.(in) 0.007 @ 1'9 1/2" 0.108 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(All Spans) _ Total Load Defl.(in) 0.012 @ 1'9 1/2" 0.162 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(All Spans) _ • Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Snow Total Accessories 11.1 1-Stud wall-HF 3.50" 3.50" 1.50" 455 466 560 1481 Blocking 2-Stud wall-HF 3.50" 3.50" 1.50" 455 466 560 1481 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 3'7"o/c Bottom Edge(Lu) 3'7"o/c •Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Vertical Loads Location(Side) Tributary Width (0.90) (1.00) (1.15) Comments 0-Self Weight(PLF) 0 to 3'7" N/A 6.4 -- -- 1-Uniform(PSF) 0 to 3'7"(Front) 6'6" 15.0 40.0 - Default Load 2-Uniform(PSF) 0 to 3'7"(Front) 6'6" 12.0 - 25.0 Default Load 3-Uniform(PSF) 0 to 3'7"(Front) 6' 12.0 - 25.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under 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. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 10/27/2021 3:29:52 PM UTC Asrade Mengstu AME ForteWEB v3.2,Engine:V8.2.0.17,Data:V8.1.0.16 (206)501-5149 13 asrade©gmail.com Weyerhaeuser File Name: 21-130 Andy Kurnianwan Remodel Page 1/ 1 RTECZECI a " O MEMBER REPORT PASSED 2nd Floor, Header Beam HB2 1 piece(s)4 x 8 HF No.2 Overall Length:6'6' + + 0 0 1 6' 7❑ ❑2 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) System:Floor Member Reaction(Ibs) 502 @ 1 1/2" 4253(3.00") Passed(12%) -- 1.0 D+1.0 S(All Spans) Member Type:Drop Beam Shear(Ibs) 370 @ 10 1/4" 2918 Passed(13%) 1.15 1.0 D+1.0 S(All Spans) Building Use::IBC 2015l Building Code:IBC Moment(Ft-Ibs) 754 @ 3'3" 3247 Passed(23%) 1.15 1.0 D+1.0 S(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.024 @ 3'3" 0.208 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Total Load Defl.(in) 0.037 @ 3'3" 0.313 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Snow Total Accessories 1-Stud wall-HF 3.00" 3.00" 1.50" 177 325 502 Blocking 2-Stud wall-HF 3.00" 3.00" 1.50" 177 325 502 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments ■ Top Edge(Lu) 6'6"o/c Bottom Edge(Lu) 6'6"o/c •Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location(Side) Tributary Width (0.90) (1.15) Comments 0-Self Weight(PLF) 0 to 6'6" N/A 6.4 -- 1-Uniform(PSF) 0 to 6'6"(Front) 4' 12.0 25.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under 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. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 10/27/2021 3:30:39 PM UTC Asrade Mengstu AME ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (206)asrad @gm il. File Name: 21-130 AndyKurnianwan Remodel asrade@gmail.com Weyerhaeuser Page 1/ 1 M> (CON)NC PAD A"xT12"B DEEP BASE OF STEPS r Y . J J(N)PT 4x10 L J/� (N)PT 4x1O N N F.3 113 (N)F2Od 8/S3.1 g (N)F Dd DEMOLISH(E) L----� TAP ®� 2/S4.3 (E)FOOTING CONCRETE STEPS ___ ® — > V A w n ��� (E)FOOTING 2fS4.3 — I �� T —� \ SN)2,8 �,^ , w \ In®1i"oc/ \/�/4*r 'u1 T1P y*A N F20 \ �(N)4x8 - ` —I 3/S3.1 () 1 _ I wL L I I I yA? \ N (E)FTG L J (E)FTG (N)F20 L ° 1/53.1 = I �O T AAA �3/s3.1 ' .�� I S�� Qo51� V I`(20S rJ `F\e� \F1 E FTG - (N)7x1'-6"x12"DEEP a° J > CONC PAD AT BASE OF ePe� (N)Fzc yD°\ • —— STEPS w m m 1 m(E)JOISTS ®(E)JOISTS 1(E)JOISTS m(E)JOISTS j b. ^ 7-)FTC 7 1 F7 to y N°x4 1/S3.1 S I aS1 I w (NCO I e 1� ��e°S _J ,s\e° `el (N)F2.Od (E)FOOTING I .. (E)1 BFAM ., .'�BEAM 4/53.1 o(N)PT 2x10 r. t�16"oc 7TNC7(F (E FTG (E)FTG 2� I' - F- _ — 1 ---_} ^ !` 1/54.3 M a TT 8/s3.1 - •• (E)FTG toe, —HAA N� F I (E)BEAM I I I„ — — —— J (N F2.Od I _ - I I (E)FOOTING I - - - J I I I J �` J I FIRST FLOOR FRAMING PLAN I 1 v 1 J L \--- CONCRETE STEPS EPS (E)FOOTING 15 RTECZECI a " O MEMBER REPORT PASSED 1st Floor, Floor: Joist FJ1 1 piece(s)2 x 8 HF No.2 @ 16"OC OveralI Length: - + + 0 0 IlL 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) System:Floor Member Reaction(Ibs) 292 @ 3 1/2" 911(1.50") Passed(32%) -- 1.0 D+1.0 L(All Spans) Member Type:Joist Building Use:Residential Shear(Ibs) 234 @ 10 3/4" 1088 Passed(22%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Moment(Ft-Ibs) 444 @ 3'4" 1284 Passed(35%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.040 @ 3'4" 0.152 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.048 @ 3'4" 0.304 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) TJ-Pro'm Rating N/A N/A N/A -- N/A • Deflection criteria:LL(L/480)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Bearing Length Loads to Supports(Ibs) lir Supports Total Available Required Dead Floor Live Total Accessories 1-Hanger on 7 1/4"HF beam 3.50" Hanger, 1.50" 53 267 320 See note 1 2-Stud wall-SPF 3.50" 2.25" 1.50" 52 260 312 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 6'2"o/c Bottom Edge(Lu) 6'2"o/c •Maximum allowable bracing intervals based on applied load. Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1-Face Mount Hanger LU26 1.50" N/A 6-10dx1.5 4-10dx1.5 •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Load Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 6'7" 16" 12.0 60.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under 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. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software operator Job Notes 10/27/2021 3:57:12 PM UTC Asrade Mengstu AME ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (206)asrade©gmail.com File Name: 21-130 AndyKurnianwan Remodel Weyerhaeuser Page 1/ 1 RTECZECI a " O MEMBER REPORT PASSED 1st Floor, Floor: Joist FJ2 1 piece(s) 2 x 10 HF No.2 @ 16"OC Overall Length: 1' 1 0 0 t I 11 1 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) System:Floor Member Reaction(Ibs) 533 @ 3 1/2" 911(1.50") Passed(58%) -- 1.0 D+1.0 L(Alt Spans) Member Type:Joist Building Use:Residential Shear(Ibs) 459 @ 1'3/4" 1388 Passed(33%) 1.00 1.0 D+1.0 L(Alt Spans) Building Code:IBC 2015 Moment(Ft-Ibs) 1480 @ 5'10 1/8" 1917 Passed(77%) 1.00 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Live Load Defl.(in) 0.216 @ 5'10 3/8" 0.279 Passed(L/619) -- 1.0 D+1.0 L(Alt Spans) Total Load Defl.(in) 0.257 @ 5'10 5/16" 0.557 Passed(L/521) -- 1.0 D+1.0 L(Alt Spans) TJ-Pro""Rating N/A N/A N/A -- N/A • Deflection criteria:LL(L/480)and TL(L/240). •Overhang deflection criteria:LL(2L/480)and TL(2L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Total Accessories 1-Hanger on 9 1/4"HF beam 3.50" Hanger, 1.50" 92 469 561 See note 1 2-Beam-HF 3.50" 3.50" 1.50" 117 587 704 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. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 5'10"o/c Bottom Edge(Lu) 12'10"o/c •Maximum allowable bracing intervals based on applied load. Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1-Face Mount Hanger LU28 1.50" N/A 8-10dx1.5 6-10dx1.5 •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Load Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 13'1" 16" 12.0 60.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under 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. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 10/27/2021 3:58:55 PM UTC Asrade Mengstu AME ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (206)asrad @gm il. File Name: 21-130 AndyKurnianwan Remodel asrade@gmail.com 7 Weyerhaeuser Page 1/ 1 RTECZECI a " O MEMBER REPORT PASSED 1st Floor, Floor Beam FB1 1 piece(s)4 x 10 HF No.2 Overall Length: 1: 0 0 1 10' 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) System:Floor Member Reaction(Ibs) 1186 @ 2" 4961(3.50") Passed(24%) -- 1.0 D+1.0 L(All Spans) Member Type:Drop Beam Building Use:Residential Shear(Ibs) 948 @ 1'3/4" 3238 Passed(29%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Moment(Ft-Ibs) 2944 @ 5'3 1/2" 4242 Passed(69%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.149 @ 5'3 1/2" 0.342 Passed(L/826) -- 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.186 @ 5'3 1/2" 0.512 Passed(L/663) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Total Accessories 1-Stud wall-SPF 3.50" 3.50" 1.50" 234 953 1187 Blocking 2-Stud wall-SPF 3.50" 3.50" 1.50" 234 953 1187 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 10'7"o/c Bottom Edge(Lu) 10'7"o/c •Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location(Side) Tributary Width (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 10'7" N/A 8.2 -- 1-Uniform(PSF) 0 to 10'7"(Front) 3' 12.0 60.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under 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. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 10/27/2021 4:03:37 PM UTC Asrade Mengstu AME ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 asrade©gmail.com(206) File Name: 21-130 AndyKurnianwan Remodel Weyerhaeuser Page 1/ 1 RTECZECI a " O MEMBER REPORT PASSED 1st Floor, Floor Beam FB2 1 piece(s)4 x 10 HF No.2 Overall Length: + + 0 0 7 X 1 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) System:Floor Member Reaction(Ibs) 3349 @ 7'5 1/4" 4961(3.50") Passed(68%) -- 1.0 D+1.0 L(All Spans) Member Type:Drop Beam Shear(Ibs) 1478 @ 6'6 1/4" 3238 Passed(46%) 1.00 1.0 D+1.0 L(All Spans) Building Use::IBC 2015l Building Code:IBC Moment(Ft-Ibs) 3013 @ 3'8 11/16" 4242 Passed(71%) 1.00 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Live Load Defl.(in) 0.082 @ 3'9 5/8" 0.242 Passed(L/999+) -- 1.0 D+1.0 L(Alt Spans) Total Load Defl.(in) 0.095 @ 3'9 5/16" 0.364 Passed(L/922) -- 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). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports I Total Available Required Dead Floor Live Total Accessories 1-Column-HF 3.50" 3.50" 1.50" 291 1483/-146 1146 Blocking 2-Column-HF 3.50" 3.50" 2.36" 635 2714 3349 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 8'7"o/c Bottom Edge(Lu) 8'7"o/c •Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location(Side) Tributary Width (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 8'7" N/A 8.2 -- 1-Uniform(PSF) 0 to 8'7"(Front) 6'6" 12.0 60.0 Default Load Linked from:Floor 2-Point(lb) 8'7"(Front) N/A 186 703 Beam FB3,Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under 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. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 10/29/2021 2:42:08 AM UTC Asrade Mengstu AME ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (206)asrad @gm il. File Name: 21-130 AndyKurnianwan Remodel asrade@gmail.com Weyerhaeuser Page 1/ 1 RTECZECI a " O MEMBER REPORT PASSED 1st Floor, Floor Beam FB3 1 piece(s)4 x 10 HF No.2 Overall Length: 11 + + 0 0 1 91 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) System:Floor Member Reaction(Ibs) 847 @ 11'3 1/2" 2126(1.50") Passed(40%) -- 1.0 D+1.0 L(All Spans) Member Type:Drop Beam Shear(Ibs) 729 @ 10'6 1/4" 3238 Passed(23%) 1.00 1.0 D+1.0 L(All Spans) Building Use::IBC 2015l Building Code:IBC Moment(Ft-Ibs) 2355 @ 5'8 3/4" 4242 Passed(56%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.138 @ 5'8 3/4" 0.371 Passed(L/969) -- 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.175 @ 5'8 3/4" 0.556 Passed(L/764) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Total Accessories 1-Column-HF 3.50" 3.50" 1.50" 184 688 872 Blocking 2-Hanger on 9 1/4"HF beam 3.50" Hanger, 1.50" 186 703 889 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. Lateral Bracing Bracing Intervals Top Edge(Lu) 11'4"o/c Bottom Edge(Lu) 11'4"o/c •Maximum allowable bracing intervals based on applied load. Connector:Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2-Face Mount Hanger HUC48 2.50" N/A 10-10dx1.5 4-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Loads Location(Side) Tributary Width (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 11'3 1/2" N/A 8.2 -- 1-Uniform(PSF) 0 to 11'7"(Front) 2' 12.0 60.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under 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. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 10/29/2021 2:39:30 AM UTC Asrade Mengstu AME ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 asrade©gmail.com(206) File Name: 21-130 AndyKurnianwan Remodel Weyerhaeuser Page 1/ 1 RTECZECI a " O MEMBER REPORT PASSED 1st Floor, Floor Beam FB4 1 piece(s)4 x 10 HF No.2 OveralI Length: + + 0 0 1 ,11 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) System:Floor Member Reaction(Ibs) 659 @ 6'3 1/2" 2126(1.50") Passed(31%) -- 1.0 D+1.0 L(All Spans) Member Type:Drop Beam Shear(Ibs) 596 @ 5'6 1/4" 3238 Passed(18%) 1.00 1.0 D+1.0 L(All Spans) Building Use::IBC 2015l Building Code:IBC Moment(Ft-Ibs) 1412 @ 3'9" 4242 Passed(33%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.019 @ 3'3 5/8" 0.204 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.027 @ 3'3 5/8" 0.306 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Total Accessories 1-Column-HF 3.50" 3.50" 1.50" 174 380 554 Blocking 2-Hanger on 9 1/4"HF beam 3.50" Hanger, 1.50" 209 471 680 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. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 6'4"o/c Bottom Edge(Lu) 6'4"o/c •Maximum allowable bracing intervals based on applied load. Connector:Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2-Face Mount Hanger HUC48 2.50" N/A 10-10dx1.5 4-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Loads Location(Side) Tributary Width (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 6'3 1/2" N/A 8.2 -- 1-Uniform(PSF) 0 to 6'7"(Front) 1'4" 15.0 40.0 Default Load 2-Point(lb) 3'9"(Front) N/A 200 500 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under 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. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 11/1/2021 3:35:05 AM UTC Asrade Mengstu AME ForteWEB v3.2,Engine:V8.2.0.17,Data:V8.1.0.16 (206)501-5149 21 asrade@gmail.com Weyerhaeuser File Name: 21-130 Andy Kurnianwan Remodel Page 1/ 1 • ioCuoicatittowAn1 (z,eTirxzEL ` �1��- l�l � �� � ,¢ NiGoPT'cs rift [.Ysf.S (iY 7frtir�SyS V 11 � rh , r Exrci Id/Alt 1 fav Accf= / gtox ti 4-.74x X. 4/7‘ Co, t),4 -.T)c•Pr-i1-(a17, ,74 � LJ! N3 !ry N - S c i +Q e- G'r-'lory � vo� � lZZ xo, +( + cs`4 �rlx 2JPL . zoca. { tzSoxlu_ � 5eis'rt1 friVA L..'YsJ � G .D END [.o t* Ra�F� � � 41,0xa IL 04-2#4--14 ?y} x y kFf,1 6gD /3--t_ 4- (47-in-40) ›ca2 = too 4- i 31 Litt 6670o -= go, Litt 6-.0 -T-A_L = BLg0- • Ff-an 7FrT'9t-C[-FEZ S � V = b: i 7/6 SI; vene..Ns g a 7-if 22 Asrade Mengstu PE JOB TITLE 1117 14th St,Anacortes 5053 Mithun PI NE Seattle WA 98105 JOB NO. 21-130 SHEET NO. 206.501.5149 CALCULATED BY AM DATE 10/28/21 CHECKED BY AM DATE 10/28/21 www.struware.com Code Search Code: International Building Code 2018 Occupancy: Occupancy Group= R Residential Risk Category & Importance Factors: Risk Category= II Wind factor= 1.00 use 0.60 NOTE: Output will be nominal wind pressures Snow factor= 1.00 Seismic factor= 1.00 Type of Construction: Fire Rating: Roof= 0.0 hr Floor= 0.0 hr Building Geometry: Roof angle (A) 0.00/12 0.0 deg Building length 43.0 ft Least width 40.0 ft Mean Roof Ht (h) 16.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24-0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 50 psf Partitions 15 psf Lobbies&first floor corridors 100 psf Corridors above first floor 80 psf Balconies(1.5 times live load) 75 psf 23 Asrade Mengstu PE JOB TITLE 1117 14th St,Anacortes 5053 Mithun PI NE Seattle WA 98105 JOB NO. 21-130 SHEET NO. 206.501.5149 CALCULATED BY AM DATE 10/28/21 CHECKED BY AM DATE 10/28/21 Wind Loads : ASCE 7- 16 Ultimate Wind Speed 110 mph Nominal Wind Speed 85.2 mph Risk Category II Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.860 Kh case 2 0.860 Type of roof Hip Code doesn't provide data for hip roofs with angles I <_7 deg. Gable values will be shown. v{z] Topographic Factor (Kzt) Z 1 Topography Flat Speedup Hill Height (H) 80.0 ft Half Hill Length(Lh) 100.0 ft V(z) x[upwind) .x(downwir,d) Actual H/Lh = 0.80 Hl2 Use H/Lh = 0.50 Lh H Modified Lh = 160.0 ft H)2 From top of crest: x= 50.0 ft Bldg up/down wind? downwind ESCARPMENT H/Lh= 0.50 K1 = 0.000 x/Lh= 0.31 K2= 0.792 V(Z) z/Lh= 0.10 K3= 1.000 Z = Speed-up P At Mean Roof Ht: V(Z) x(upwind) x(downwind) Kzt=(1+K1K2K3)^2= 1.00 4-:�.;,`l lH ,f e 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor Flexible structure if natural frequency<1 Hz(T>1 second). h= 16.0 ft If building h/B>4 then may be flexible and should be investigated. B= 40.0 ft h/B= 0.40 Rigid structure(low rise bldg) /z(0.6h)= 15.0 ft G = 0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure e = 0.20 34 icy (r11)= 0.0 Hz t = 500 ft Damping ratio(13)= 0 Zmin = 15 ft /b= 0.65 c= 0.20 /a= 0.15 gQ, gv= 3.4 Vz= 92.9 LZ= 427.1 ft Ni = 0.00 Q= 0.92 Rn = 0.000 lZ= 0.23 Rh = 28.282 q = 0.000 h= 16.0 ft G = 0.88 use G =0.85 RB = 28.282 q = 0.000 RL= 28.282 q = 0.000 gR = 0.000 R = 0.000 Gf = 0.000 24 Asrade Mengstu PE JOB TITLE 1117 14th St,Anacortes 5053 Mithun PI NE Seattle WA 98105 JOB NO. 21-130 SHEET NO. 206.501.5149 CALCULATED BY AM DATE 10/28/21 CHECKED BY AM DATE 10/28/21 Enclosure Classification Test for Enclosed Building Ao<0.01Ag or 4 sf,whichever is smaller Test for Open Building: All walls are at least 80%open. Ao>_ 0.8Ag Test for Partially Enclosed Building: Predominately open on one side only Input Test Ao 500.0 sf Ao >_ 1.1Aoi NO Ag 600.0 sf Ao>4'or 0.01Ag YES Aoi 1000.0 sf Aoi/Agi <_ 0.20 YES Building is NOT Agi 10000.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao>_ 1.1 Aoi Ao> smaller of 4'or 0.01 Ag Aoi/Agi<_ 0.20 Where: Ao=the total area of openings in a wall that receives positive external pressure. Ag =the gross area of that wall in which Ao is identified. Aoi=the sum of the areas of openings in the building envelope(walls and roof)not including Ao. Agi=the sum of the gross surface areas of the building envelope(walls and roof)not including Ag. Test for Partially Open Building: A building that does not qualify as open, enclosed or partially enclosed. (This type building will have same wind pressures as an enclosed building. Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned ,the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall&roof openings (Aog): 0 sf Unpartitioned internal volume (Vi) : 0 cf Ri= 1.00 Ground Elevation Factor(Ke) Grd level above sea level= 0.0 ft Ke= 1.0000 Constant= 0.00256 Adj Constant= 0.00256 25 Asrade Mengstu PE JOB TITLE 1117 14th St,Anacortes 5053 Mithun PI NE Seattle WA 98105 JOB NO. 21-130 SHEET NO. 206.501.5149 CALCULATED BY AM DATE 10/28/21 CHECKED BY AM DATE 10/28/21 Wind Loads - MWFRS all h (Except for Open Buildings) Kh(case 2)= 0.86 h= 16.0 ft GCpi= +/-0.18 Base pressure(qh)= 13.6 psf ridge ht= 16.0 ft G= 0.85 Roof Angle(0)= 0.0 deg Bldg length= 43.0 ft qi=qh Roof tributary area-(h/2)*L: 344 sf width= 40.0 ft (h/2)*w: 320 sf Nominal Wind Surface Pressures(psf) Wind Normal to Ridge Wind Parallel to Ridge B/L= 0.93 _ h/L= 0.40 L/B= 1.08 h/L= 0.37 Surface Cp ghGCP w/+q,GCP, w/-ghGCpi Dist.* Cp ghGCP w/+q,GCP, w/-ghGCP; Windward Wall(WW) 0.80 9.2 see table below 0.80 9.2 see table below Leeward Wall(LW) -0.50 -5.8 -8.2 -3.3 -0.49 -5.6 -8.1 -3.2 Side Wall(SW) -0.70 -8.1 -10.5 -5.6 -0.70 -8.1 -10.5 -5.6 Leeward Roof(LR) ** Included in windward roof Neg Windward Roof: 0 to h/2* -0.90 -10.4 -12.8 -8.0 0 to h/2* -0.90 -10.4 -12.8 -8.0 h/2 to h* -0.90 -10.4 -12.8 -8.0 h/2 to h* -0.90 -10.4 -12.8 -8.0 h to 2h* -0.50 -5.8 -8.2 -3.3 h to 2h* -0.50 -5.8 -8.2 -3.3 >2h* -0.30 -3.5 -5.9 -1.0 >2h* -0.30 -3.5 -5.9 -1.0 Pos/min windward roof press. -0.18 -2.1 -4.5 0.4 Min press. -0.18 -2.1 -4.5 0.4 **Roof angle<10 degrees.Therefore,leeward roof *Horizontal distance from windward edge is included in windward roof pressure zones. NOTE:The code requires the MWFRS be designed for minimum ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. Windward Wall Pressures at"z"(psf) Combined WW+LW Windward Wall Normal 1 Parallel 41ip z I Kz I Kzt gzGCP w/+q,GCP, w/-ghGCP; to Ridge to Ridge 0 to 15' 0.85 1.00 9.1 6.7 11.6 14.9 14.7 g�, h= 16.0 ft 0.86 1.00 9.2 6.8 11.7 15.0 14.8 LW 10. %11111111eCTION WIND D NORMAL TO RIDGE WR SW 411' I. DIRECTION WAND PARALLEL TO RIDGE f LW NOTE: ` ��� 11111 See figure in ASCE7 for the application of full and partial loading of the above wind pressures.There are 4 different loading cases. Parapet z Kz Kzt qp(psf) �� 0.0 ft 0.85 1.00 0.0 Windward parapet: 0.0 psf (GCpn=+1.5) 11L..:0°° Leeward parapet: 0.0 psf (GCpn=-1.0) DIM [! or- Windward roof overhangs(add to windward roof pressure): 9.2 psf (upward) TYPICAL wain LOADDIG 26 10/28/21,8:37 PM U.S.Seismic Design Maps OSHPD Kurnianwan Remodel 1117 14th St, Anacortes, WA 98221, USA Latitude,Longitude:48.5108472,-122.615419 Cruisin Coffee Anacortes zo 13th St lQ McDonald's 14th St C fD The UPS Store 9 Seafarers Way 15th S. 15th St 15th St 9 I Rite Aid n � lD C Google Map data©2021 Date 10/28/2021,8:37:27 PM Design Code Reference Document ASCE7-16 Risk Category II Site Class D-Default(See Section 11.4.3) Type Value Description SS 1.126 MCER ground motion.(for 0.2 second period) S1 0.4 MCER ground motion.(for 1.0s period) SMS 1.352 Site-modified spectral acceleration value SM1 null-See Section 11.4.8 Site-modified spectral acceleration value SDS 0.901 Numeric seismic design value at 0.2 second SA SD1 null-See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null-See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null-See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.479 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.575 Site modified peak ground acceleration TL 16 Long-period transition period in seconds SsRT 1.126 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 1.239 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.5 Factored deterministic acceleration value.(0.2 second) S1RT 0.4 Probabilistic risk-targeted ground motion.(1.0 second) Si UH 0.449 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. Si D 0.6 Factored deterministic acceleration value.(1.0 second) PGAd 0.5 Factored deterministic acceleration value.(Peak Ground Acceleration) CRS 0.909 Mapped value of the risk coefficient at short periods CR1 0.89 Mapped value of the risk coefficient at a period of 1 s 27 https://seismicmaps.org 1/2 10/28/21,8:37 PM U.S.Seismic Design Maps DISCLAIMER While the information presented on this website is believed to be correct,SEAOC/OHPD and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.SEAOC/ OSHPD do 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 seismic data 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 search results of this website. 28 https://seismicmaps.org 2/2 SE/SM/C BA SE SHEAR:ASCE7-f0 Kurnianwan Remodel Occupancy Category 1 Occupancy Category Fa II Ss< Ss= Ss= Ss= Ss> Site Class= D I&II(1) Ordinary Buildings 0.25 0.5 0.75 1 1.25 Lat. 48.511 III(2) High Occupancy Buildings A 0.8 0.8 0.8 0.8 0.8 Long. -122.615 IV(3) Hazardous/Essential Bldgs B 1 1 1 1 1 Ss= 112.6 %g C 1.2 1.2 1.1 1 1 S1= 40 %g D 1.6 1.4 1.2 1.1 1 Seismic Design E 2.5 1.7 1.2 0.9 0.9 Cate golory(SDC)= D DEFAULT F a a a a a Fa= 1.20 scratch work Fv 11 Si< S1= S1= S1= S1> Fv= 1.6 Fa upper= 1 0.1 0.2 0.3 0.4 0.5 Sds= 0.901 Fa lower= 1.1 A 0.8 0.8 0.8 0.8 0.8 Sd1= N/A Fv upper= 1.5 B 1 1 1 1 1 Fv lower= 1.6 C 1.7 1.6 1.5 1.4 1.3 Vmin= 0.044*Sds W = 0.041 Sms=Fa*Ss= 1.35 D 2.4 2 1.8 1.6 1.5 V= Sds*I W = 0.14 Sm1=Fv*S1= 0.64 E 3.5 3.2 2.8 2.4 2.4 R SDC Sds= D F a a a a a Vmax= Sd1*I W = 0.41 SDC Sd1= D 4 T exponen Ct R*T 0.75 0.02 default T expo' 0.75 0.75 0.03 Ecc Braced Frames Where: Sds= 0.901 Ct= 0.02 0.8 0.016 Concrete Moment Frames Sd1= 0.427 Hn= 16 0.9 0.028 Steel Moment Frames 1= 1 T= 0.160 WOOD SW R= 6.5 Total W= 42.8 kips Common Values R omega Therefore: V.ult= 0.139 W V= 5.9 kips Wood SW 6.5 3 bearing wall system V.service= 0.097 W V= 4.2 kips Special Conc SW 5 2.5 bearing wall system E= p Eh+Ey Special CMU SW 5 2.5 bearing wall system where p= 1.0 or 1.3 Steel OMRF 3.5 3 building frame system p.y.= 1.3 Steel SMRF 8 3 building frame system p.x= 1.3 Steel OBF 5 2 building frame system INCREASE SEISMIC Steel SBF 6 2 building frame system Cant Col building frame system V.ult= 0.180 W V= 7.7 kips V.service= 0.126 W V= 5.4 kips Note: IBC Ax and r are evaluated at each floor Therefore: pEx= 7.7 kips pEy= 7.7 kips pEx= 5.4 kips pEy= 5.4 kips static distribution is relative to T= 0.160 sec > linear building period distribution----> xponent)= 1.00 SEISMIC DISTRIBUTION:X-Direction STRENGTH/LRFD ALLOW.STRESS DESIGN Diaphragm :levB.: :VY:: :h:: :Why`:: :Vi4rk:k:l story sheer: :Z: :I:44:4)(411ea)':' :t:::1:SCaIEii:: :%2C: ::SCeICd: _ :(kiA!):• :at). :(k�PHt . h 1 .'((<iPS�' .:(I psi: :(KIPst' 'NtPS} :,gelgmIC' '(1 rn)::1.S40mIC• Roof 12.4 16 198 0.45 I 3.5 3.5 2.4 2.4 0.044 0.5 0.044 2nd Floor 30.4 8 243 0.55 4.2 7.7 3.0 5.4 I 0.022 0.7 0.022 E 42.8 442 1 7.7 5.4 1.2 .7E .7E .7E .7E SEISMIC DISTRIBUTION: Y-Dire ction STRENGTH/LRFD ALLOW.STRESS DESIGN Diaphragm level :W:; :h:; :Wrik: :Whk;: 'story shear: :'• : :apiy iltear:) :t:: 'Scaled:' :KK: ::Scaled :(ki0;:•. .•fit): :66l'-itI•.• Whk• .•(cups)•: :::(I sf: :(k)ps1:: : Ik4)::1:Seisnlid•..11,iPS):.E Seismic: Roof 12.4 16 198 0.45 3.5 3.5 2.4 2.4 0.044 0.5 0.044 2nd Floor 30.4 8 243 0.55 4.2 7.7 3.0 5.4 I 0.022 0.7 0.022 E 42.8 442 1 7.7 5.4 1.2 .7E .7E .7E .7E 29 Kurnianwan Remodel V in N-S Roof shear(k)= 2.40 (seismic) Wall TW(ft) V(k) L(ft) v(plf)i SW Type h(ft) Mot(k-ft) i TW(ft) DLroof(psf) Wfl(plf) '; DLwall(psf) Wwall(plf) i Mr(k-ft) .48Mr(k-ft) FS ';T(Ibs) '; Holdowns i Wall W 17 1.20 24 50 SW6 3.5 4.2 i 5 12 60 i 8 28 i 25 12 2.90 ) 0 i N/A ? W E 17 1.20 12 100 i SW6 6 7.2 i 2 12 24 i 8 48 i 7 3 0.47 i 272 i N/A i E 34 t t e 1 i f s V in N-S 2nd Floor ,• shear(k)= 5.40 (seismic) . Wall TW(ft) V(k) L(ft) v(plf)i SW Type h(ft) Mot(k-ft) i TW(ft) DLfloor(psf) Wfl(plf) i DLwall(psf) Wwall(plf) i Mr(k-ft) .48Mr(k-ft) FS i T(Ibs) i Holdowns i Wall W 21 2.70 30 90 SW6 9 28.5 2 15 30 8 72 107 51 1.80 i 0 N/A i W E 21 2.70 15.5 174 SW6 E 42 30 . . Holdowns • : • : : • • • . . . V in N-S 2nd Floor : . : . : . : •Wall L(ft) h(ft) Mot(k-ft)j TW(ft) Dlfloor(psf) Wfl(plf) 1 DLwall(psf) Wwall(plf) Mr(k-ft) .48Mr(k-ft) FS T(Ibs) I Holdowns Wall v= 174 plf • •i• .. •:. . El 3.5 8 4.88 i 4 12 48 i 8 64 1 0.3 0.07 1299 i HDU2 El E2 6.5 8 9.06 i 2 12 24 i 8 64 2 0.9 0.10 1256 i HDU2 E2 E3 5.5 8 7.66 i 2 12 24 i 8 64 1 0.6 0.08 1277 i HDU2 E3 31 Kurnianwan Remodel V in E-W Roof shear shear(k)= 2.40 (seismic) Wall TW(ft) V(k) L(ft) v(plf)i SW Type h(ft) Mot(k-ft) i TW(ft) DLroof(psf) Wfl(plf) i DLwall(psf) Wwall(plf) Mr(k-ft) .48Mr(k-ft) FS T(Ibs) Holdowns i Wall N 12 1.20 31.5 38 i SW6 i N S 12 1.20 31.5 38 i SW6 i S . . 24 1 .: + V in E-W 2nd Floor : • . . . shear(k)= 5.40 (seismic) ' •. : •. : . : . : . . . • • : : : Wall TW(ft) V(k) L(ft) v(plf)i SW Type h(ft) Mot(k-ft) i TW(ft) DLfloor(psf) Wfl(plf) i DLwall(psf) Wwall(plf) Mr(k-ft) .48Mr(k-ft) FS T(Ibs) Holdowns i Wall N 12 1.62 26.25 62 SW6 i N .:. S 28 3.78 33.5 113 SW6 I S .i- 40 32 Holdowns • : • : • : • . . • . . . • V in E-W Roof . : . : . : Wall L(ft) h(ft) Mot(k-ft) TW(ft) 1 DIfloor(psf) Wfl(plf) j DLwall(psf) Wwall(plf) 1 Mr(k-ft) .48Mr(k-ft) FS T(Ibs) Holdowns I Wall v= 38 plf Ni 14 6 3.20 2 12 24 i 8 48 i 9 4.4 1.38 0 N/A I Ni N2 17.5 3.5 2.33 3.5 12 42 i 8 28 i 11 5.1 2.21 0 N/A i N2 v= 38 plf : •. • . • • • • Si 14 6 3.20 2 12 24 8 48 : 9 4.4 1.38 0 N/A i Si + S2 17.5 3.5 2.33 3.5 12 42 i 8 28 i 11 5.1 2.21 0 N/A i S2 - I t • V in E-W 2nd Floor : • : • : . . . • Wall L(ft) h(ft) Mot(k-ft) TW(ft) i Dlfloor(psf) Wfl(plf) i DLwall(psf) Wwall(plf) i Mr(k-ft) .48Mr(k-ft) FS T(Ibs) Holdowns i Wall v= 62 plf i 15 Ni 15.25 8 10.73 1 15 8 64 : 23 11.3 1.05 0 N/A Ni N2 11 8 5.43 2 12 24 i 8 64 i 10 4.8 0.88 45 N/A I N2 v= 113 plf : •. •. • . •Si 12 8 14.03 7.5 12 90 i 8 64 i 20 9.7 0.69 357 HDU2 i Si S2 11.25 8 10.16 8 12 96 8 64 : 20 9.8 0.97 20 N/A I S2 •i: + S3 10.25 8 9.25 1 12 12 i 8 64 i 4 1.9 0.21 716 HDU2 I S3 : • • • . . . . 33 �O,O1 CODCCOCA see GV" 0 e? L NOTES ������� & Cr'LY UNLESS SHOWN OTHERWISE ON THE PLANS.) .. E MENG k4 y �,S OV WASN ler ����������w��o� B. DESIGN CRITERIA Cy 'r �c �0 c'tTor-re�.n��svc _ 1 ` ' i J _.....LS, WORKMANSHIP, DESIGN, AND CONSTRUCTION FOR NEW CONSTRUCTION SHALL CONFORM TO THE 1. DESIGN LOADS 7. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: 7. INTERIOR WOOD MEMBERS IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE-TREATED e je DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2018 EDITION. WITH SODIUM BORATE (SBX). WOOD MEMBERS EXPOSED TO WEATHER (UNPAINTED) OR IN DIRECT CONTACT WITH SOIL �� ROOF LIVE LOAD 25 PSF (SNOW*, Is=1.0) FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE 3 SHALL BE PRESSURE-TREATED WITH ALKALINE COPPER QUATERNARY (ACQ). NOTE THAT ACQ IS EXTREMELY ,� 2. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND ROOF DEAD LOAD 12 PSF 46161 CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY FLOOR LIVE LOAD (RESIDENTIAL) 40 PSF (REDUCIBLE) FORMED SURFACES EXPOSED TO EARTH (i.e. WALLS BELOW GROUND) OR WEATHER CORROSIVE TO METALS. SBX IS NONTOXIC TO THE ENVIRONMENT. PROVIDE TWO LAYERS OF ASPHALT IMPREGNATED G,pp� `�FGISTEg�� w (#6 BARS OR LARGER) 2" BUILDING PAPER BETWEEN UNTREATED LEDGERS, BLOCKING, ETC., AND CONCRETE OR MASONRY. ALL METAL G� 0 ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS FLOOR DEAD LOAD 15 PSF CONNECTORS IN CONTACT WITH "ACQ" PRESSURE-TREATED LUMBER OR FIRE-RETARDANT-TREATED LUMBER SHALL BE ,, `rS .C5 AND DIMENSIONS OF DOOR AND WINDOW OPENINGS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF (#5 BARS OR SMALLER) 1-1/2" 4ONALE v$ MISCELLANEOUS MECHANICAL OPENINGS. WIND (ASCE 7-16) VULT = 110 MPH, VASD = 85 MPH, (3 sec gust) TYPE 304 OR 316 STAINLESS STEEL. THIS INCLUDES WASHERS, SCREWS, NAILS, HANGERS, AND ANY OTHER v v v,e 5 v v 8. ADHESIVE ANCHOR SYSTEM SHALL BE SET-XP EPDXY BY SIMPSON STRONG-TIE, HIT-HY 200-A OR HIT-RE MISCELLANEOUS LT. GAGE METAL CONNECTORS. WHERE ACQ LUMBER IS MISTAKENLY USED OR FOR ENCLOSED BUILDING, EXPOSURE "C", Iw=1.0, Kzt = 1.0 FIRE-RETARDANT-TREATED LUMBER USED IN INTERIOR CONDITIONS, ASTM A 653, TYPE G185 ("HOT-DIP" GALVANIZED 3. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING 500 V3 BY HILTI OR APPROVED EQUAL. ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES EARTHQUAKE (ASCE 7-16) SITE CLASS D - DEFAULT TO 1.85 OUNCES PER SQUARE FOOT) METAL CONNECTORS MAY BE USED IN LIEU OF STAINLESS STEEL. METAL �pROJEC ONLY AND MUST BE VERIFIED. OCCUPANCY CATEGORY II (le = 1.0) 9. ALL WOOD PLATES IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE-TREATED (SEE CONNECTORS 1/2" THICK OR GREATER NEED NOT BE GALVANIZED FOR INTERIOR USE, NOR DO THEY NEED TO BE SEISMIC DESIGN CATEGORY D WOOD SECTION). STAINLESS STEEL FOR EXTERIOR USE. METAL CONNECTORS 1/2" THICK PLUS MUST BE GALVANIZED FOR EXTERIOR 4. DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. Ss =1.126g, Si = 0.4g USE, UNLESS SPECIFIED OTHERWISE BY THE ARCHITECT. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION AS REQUIRED AND IN A MANNER SUITABLE TO Sds-0.901g, Sd1 = N/A E. CARPENTRY THE WORK SEQUENCE. EXISTING REINFORCING SHALL BE SAVED WHERE AND AS NOTED ON THE PLANS. SAW CUTTING, - 8. WOOD FASTENER NOTES - THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: IF AND WHERE USED, SHALL NOT CUT EXISTING REINFORCING THAT IS TO BE SAVED. DEMOLITION DEBRIS SHALL NOT R=6.5, r = 1.3 1. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ANSI STANDARD A190.1. EACH BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING VASD = CSW = 0.126W = 5.4k MEMBER SHALL BEAR AN AITC OR APA EWS IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN AITC OR APA 8.1 NOTATIONS ON DRAWINGS RELATING TO FRAMING CLIPS, JOIST HANGERS AND OTHER CONNECTING DEVICES DEMOLITION DEBRIS) ON EXISTING FLOOR SYSTEMS TO 40 PSF. EWS CERTIFICATE OF CONFORMANCE. ALL SIMPLE SPAN BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V4, Fb = REFER TO CATALOG NUMBERS OF CONNECTORS MANUFACTURED BY THE SIMPSON STRONG-TIE COMPANY, DUBLIN, EQUIVALENT LATERAL FORCE PROCEDURE 2,400 PSI, Fv = 240 PSI. ALL CANTILEVERED BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V8, Fb = 2400 PSI, CALIFORNIA. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC J LATERAL LOADS ARE RESISTED BY STRUCTURAL WOOD 4.1 ALL OPENINGS THROUGH EXISTING CONCRETE WALLS, SLABS AND BEAMS SHALL BE ACCOMPLISHED BY SAW PANEL SHEAR WALLS & DIAPHRAGMS Fv = 240 PSI. CAMBER ALL GLULAM BEAMS TO 2,000' RADIUS, UNLESS SHOWN OTHERWISE ON THE PLANS. APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. SUBMIT MANUFACTURER'S CATALOG AND ICC REPORTS TO W CUTTING AND/OR CORING WHEREVER POSSIBLE. SAW CUT TO TERMINATE AT CORING AT CORNERS OF OPENING. DO ARCHITECT AND ENGINEER FOR REVIEW WHEN REQUESTING SUBSTITUTIONS. ALL SPECIFIED FASTENERS MUST BE USED NOT OVERCUT CORNERS. ALLOWABLE SOIL PRESSURE** 1500 PSF (ASSUMED) 2. FRAMING LUMBER SHALL BE GRADED AND MARKED IN CONFORMANCE WITH WCLIB STANDARD GRADING RULES AND PROPER INSTALLATION PROCEDURES MUST BE OBSERVED IN ORDER TO OBTAIN ICC APPROVED LOAD CAPACITIES. N FOR WEST COAST LUMBER, LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: VERIFY THAT THE DIMENSIONS OF THE SUPPORTING MEMBER ARE SUFFICIENT TO RECEIVE THE SPECIFIED FASTENERS. 4.2 CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND LOCATION OF MEMBERS PRIOR TO CUTTING ANY A. BASIC -I-. N OPENINGS. A.SNOW DRIFT CALCULATIONS, Pg = 15 PSF MEMBER SIZE SPECIES GRADE DESIGN STRESS 8.2 NAILS SHALL BE MANUFACTURED IN CANADA OR THE UNITED STATES IN SIZES AND TYPES AS FOLLOWS, C) 0') **SOILS REPORT REFERENCE: N/A UNLESS NOTED OTHERWISE: W 4.3 SMALL ROUND OPENINGS THROUGH CONCRETE SHALL BE ACCOMPLISHED BY CORE DRILLING IF POSSIBLE. JOISTS AND RAFTERS: 2x, 3x HEM.FIR #2 Fb = 850 PSI ♦.a Q C. FOUNDATION 4x HEM.FIR #2 Fb = 850 PSI PNEUMATIC NAILING - PLAIN SHANK, COATED OR GALVANIZED W CO 4.4 WHERE NEW REINFORCING TERMINATES AT EXISTING CONCRETE, DOWEL BARS SHALL BE DRILLED AND EPDXIED 8d = .131 DIAMETER x 2-1/2"MINIMUM LENGTH S 1. FOUNDATION EXCAVATION, BACKFILL AND COMPACTION SHALL CONFORM TO SPECIFICATION REQUIREMENTS. INTO EXISTING CONCRETE TO MATCH NEW HORIZONTAL REINFORCING AS NOTED ON PLANS. BEAMS AND STRINGERS: 6x AND DOUG.FIR #1 Fb = 1350 PSI 10d = .148 DIAMETER x 3" MINIMUM LENGTH ♦..+ THIS CONSTRUCTION WORK, INCLUDING DRAINAGE, SHORING AND SUCH OTHER RELATED WORK AS REQUIRED, SHALL BE LARGER 16d = .162 DIAMETER x 3-1/4"MINIMUM LENGTH Q '. 5. CONTRACTOR SHALL CHECK FOR DRYROT AT ALL EXTERIOR WALLS, EXISTING TOILET ROOM FLOORS AND WALLS, CONDUCTED BY THE CONTRACTOR UNDER THE OBSERVATION AND DIRECTION OF THE GEOTECHNICAL ENGINEER. 20d = .192 DIAMETER x 4"MINIMUM LENGTH r mo AREAS SHOWING WATER STAINS, AND ALL WOOD MEMBERS IN THE BASEMENT AND CRAWL SPACES. ALL ROT SHALL BE POSTS AND TIMBERS: 6x6, 6x8 DOUG.FIR #1 Fc = 1000 PSI L HAND NAILING - SINKERS, COATED REMOVED AND DAMAGED MEMBERS SHALL BE REPLACED OR REPAIRED AS DIRECTED BY THE STRUCTURAL ENGINEER OR 2. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH (CONTROLLED, COMPACTED STRUCTURAL FILL OR BOTH) Fb = 1200 PSI < O ~ AT LEAST 18"BELOW LOWEST ADJACENT FINISHED GRADE. MATERIAL TO BE COMPACTED TO 95% MINIMUM OF MAXIMUM ARCHITECT. 8d = 11-1/2 GAGE x 2-3/8" - V DRY DENSITY AS DETERMINED BY ASTM D1557. TOP AND BOTTOM HEM.FIR #2 Fb = 850 PSI 10d = 11 GAGE x 2-7/8" r Ca 16d = 9 GAGE x 3-14 6. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS OF PLATES AT SHEAR " Z THE NEW CONSTRUCTION UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 3. FOOTINGS MAY BE POURED IN NEAT EXCAVATIONS PROVIDED SIZE IS INCREASED 3"AT EACH INTERFACE WITH WALLS AND BEARING 3-1/4" CONTRACTOR SHALL ALSO PROVIDE TEMPORARY BRACING AND SHORING OF THE EXISTING BUILDING(S) IN WHICH SOIL. WALLS: - Q 9. WOOD FRAMING NOTES THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: p PORTIONS OF THE EXISTING STRUCTURE ARE TO BE REMOVED OR MODIFIED. THIS TEMPORARY BRACING AND SHORING 4. ALL FOOTING EXCAVATIONS SHALL BE HAND CLEANED PRIOR TO PLACING CONCRETE. SHALL REMAIN IN PLACE UNTIL NEW CONSTRUCTION AND/OR STRUCTURAL MODIFICATIONS ARE COMPLETED. THE STUDS, PLATES, & HEM.FIR #2 Fb = 850 PSI 9.1 ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS CONTRACTOR SHALL DESIGN, PROVIDE MATERIALS FOR AND INSTALL (AND REMOVE IF NECESSARY) SUCH TEMPORARY MISC. LIGHT FRAMING:5. ALL ABANDONED FOOTINGS, UTILITIES, ETC. THAT INTERFERES WITH NEW CONSTRUCTION SHALL BE REMOVED. OF THE INTERNATIONAL BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE WORK. ALL LUMBER WITH A LEAST DIMENSION OF 2" (NOMINAL) SHALL BE STAMPED SURFACE-DRY AND SHALL HAVE A 2304.10.1 OF THE INTERNATIONAL BUILDING CODE. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH 6. CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF ALL CRIBBING, SHEATHING, AND SHORING MECHANICAL AND ARCHITECTURAL DRAWINGS. MOISTURE CONTENT WHEN SURFACED AND WHEN INSTALLED OF NOT MORE THAN 19 PERCENT. LUMBER WITH A LEAST 7. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, REQUIRED TO SAFELY RETAIN EXCAVATIONS. SEQUENCES OR PROCEDURES REQUIRED TO PERFORM HIS WORK. STRUCTURAL DESIGN OF THE BUILDING IS BASED ON DIMENSION OF 4"(NOMINAL) OR GREATER SHALL BE STAMPED SURFACE-GREEN AND AIR-DRIED TO A MOISTURE 9.2 WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2x4 STUDS @ 16"oc AT RESISTANCE TO DEAD LOADS, CODE SPECIFIED LATERAL LOADS, AND MAXIMUM EXPECTED SERVICE LOADS. NO 7. BACKFILL BEHIND ALL WALLS WITH WELL DRAINING, GRANULAR FILL MATERIAL, AND PROVIDE PERFORATED PIPE CONTENT OF NOT MORE THAN 19 PERCENT PRIOR TO ITS USE IN FRAMING THE STRUCTURE. INTERIOR WALLS AND 2x6 STUDS @ 16"oc AT EXTERIOR WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END CONSIDERATION HAS BEEN GIVEN TO LOADS WHICH WILL BE INDUCED BY ERECTION PROCEDURES. THE CONTRACTOR DRAINS AS DESCRIBED IN THE SOILS REPORT. BACKFILL BEHIND WALLS SHALL NOT BE PLACED BEFORE THE WALL IS OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS. UNLESS NOTED OTHERWISE A (2) 2x8 HEADER SHALL BE SHALL VERIFY, TO THE SATISFACTION OF HIM HERSELF AND THE OWNER, THE ABILITY OF THE STRUCTURE TO RESIST 3. MANUFACTURED LUMBER SHALL BE AS MANUFACTURED BY TRUS JOIST OR APPROVED EQUAL. REQUESTS FOR / PROPERLY SUPPORTED BY THE FLOOR SLAB, OR TEMPORARY BRACING. ALL FOOTINGS SHALL BE CENTERED BELOW APPROVAL AS EQUAL WILL REQUIRE SUBMITTAL OF ICC REPORT EQUIVALENT TO ESR-1387 FOR LAMINATED STRAND PROVIDED OVER ALL OPENINGS IN 2x4 STUD WALLS AND A (3) 2x8 HEADER OVER ALL OPENINGS IN 2x6 WALLS. ALL ERECTION LOADS WITHOUT EXCEEDING THE ALLOWABLE STRESSES OF THE MATERIALS USED. WHERE ERECTION CENTERLINE OF COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE. LUMBER (LSL), LAMINATED VENEER LUMBER (LVL), OR PARALLEL STRAND LUMBER (PSL). THE MINIMUM ALLOWABLE SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORT BELOW. PROVIDE PREVISIONS LOADS WOULD OVERSTRESS THE STRUCTURE, THE CONTRACTOR SHALL SUBMIT DESIGN DOCUMENTS FOR TEMPORARYCONTINUOUS SOLID BLOCKING AT MID-HEIGHT OF ALL STUD WALLS OVER 8'-0"IN HEIGHT. BRACING AND STRENGTHENING, INCLUDING FABRICATION AND ERECTION DRAWINGS, TO THE ARCHITECT FOR REVIEW. D. CONCRETE DESIGN VALUES ARE AS FOLLOWS: THESE DOCUMENTS SHALL BEAR THE SEAL AND SIGNATURE OF A REGISTERED STRUCTURAL ENGINEER IN THE STATE OF ALL STUD WALLS SHOWN ON STRUCTURAL DRAWINGS SHALL HAVE THEIR LOWER PLATES ATTACHED TO WOOD NO. DATE LSL - Fb = 2,250; Fv = 400 PSI; E = 1,500,000 PSI WASHINGTON. THE CONTRACTOR SHALL PROVIDE, INSTALL AND IF NECESSARY REMOVE SUCH TEMPORARY WORK AS 1. ULTIMATE STRENGTH DESIGN PER INTERNATIONAL BUILDING CODE AND ACI 318-14. FRAMING BELOW WITH 16d NAILS AT 12"oc STAGGERED OR BOLTED TO CONCRETE OR MASONRY WITH 5/8"DIAMETER BY REQUIRED. LVL - Fb = 2,600; Fv = 285 PSI; E = 1,800,000 PSI PSL - Fb = 2,900; Fv = 290 PSI; E = 2,000,000 PSI 10"LONG ANCHOR BOLTS, EMBEDDED 7"AND SPACED AT 4'-0"oc MAXIMUM, UNLESS NOTED OTHERWISE (UNO) ON 2. CONCRETE SHALL MEET THE FOLLOWING MINIMUM REQUIREMENTS PLANS. SHEAR WALLS REQUIRE MINIMUM 3"x3"x1/4"SQUARE PLATE WASHERS AT ALL ANCHOR BOLTS. REFER TO THE 8. CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY 2.1. CONCRETE SHALL ATTAIN A 28-DAY STRENGTH OF f'c - 3,500 PSI AND MIX SHALL CONTAIN NOT LESS THAN 4. PREFABRICATED CONNECTOR PLATE WOOD ROOF TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN STRUCTURAL PLANS AND SHEAR WALL SCHEDULE FOR REQUIRED SHEATHING AND NAILING. WILL NOT SATISFY THIS REQUIREMENT. 2 SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5"OR LESS. ACCORDANCE WITH THE "NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION," 5-1/2 ANSI/TPI 1-2014" BY TRUSS PLATE INSTITUTE FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS. MINIMUM 9.3 FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS AND AROUND ALL 9. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT EXPOSURE CLASS F1, SO, WO & CO. CONCRETE STRENGTH OF f'c = 2,500 PSI WAS USED FOR DESIGN. LOADING SHALL BE AS FOLLOWS: OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE BRIDGING @ 8'-0"oc AND SOLID BLOCKING AT SPECIFICALLY INDICATED, BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION ALL BEARING POINTS. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH ARCHITECTURAL AND MECHANICAL SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. 3. THE MINIMUM AMOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY BE CHANGED IF A CONCRETE TOP CHORD LIVE LOAD 25 PSF (SNOW) DRAWINGS. DESIGN MIX IS SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS TOP CHORD DEAD LOAD 10 PSF PRIOR TO PLACING ANY CONCRETE. THE CONCRETE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, TOENAIL JOISTS TO BEARING SUPPORTS WITH 16d NAILS. UNLESS NOTED OTHERWISE, ATTACH JOISTS TO FLUSH 10. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE BOTTOM CHORD DEAD LOAD 10 PSF HEADERS OR BEAMS WITH SIMPSON 'LU"SERIES METAL JOIST HANGERS TO SUIT JOIST SIZE. ALL DOUBLE JOISTS, SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE TOTAL LOAD 45 PSF WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 318, CHAPTERS 19 AND 26. BEAMS, AND SLOPED AND/OR SKEWED JOISTS SHALL BE CONNECTED TO FLUSH MEMBERS WITH U-SERIES JOIST ADDITIONAL LIVE LOAD CASES SHALL BE ANALYZED FOR UNBALANCED SNOW LOADS & SNOW DRIFTS PER ASCE 7-10, HANGERS UNLESS NOTED OTHERWISE. SKEW AND SLOPE ALL CONNECTORS AS REQUIRED. FACE-NAIL ALL ALL CONCRETE EXPOSED TO FREEZING TEMPERATURES WHILE CURING AND ALL CONCRETE PERMANENTLY MULTI-JOIST BEAMS TOGETHER WITH 16d SPIKES @ 24"oc STAGGERED. 11. INSPECTIONS: INSPECTIONS OF THE WOOD FRAMING, THE STEEL REBAR AND WOOD FORMS FOR CONCRETE EXPOSED TO WEATHER SHALL BE AIR-ENTRAINED WITH AN AIR-ENTRAINING AGENT CONFORMING TO ACI 318. TOTAL SECTIONS 7.6 & 7.7. FOOTINGS & FOUNDATIONS, AND CONCRETE SLABS ARE REQUIRED PER IBC SECTION 110.3. AIR CONTENT SHALL BE 6% IN ACCORDANCE WITH TABLE 19.3.3.1. 5. WOOD TRUSSES SHALL UTILIZE APPROVED CONNECTOR PLATES (GANGNAIL OR EQUAL). SUBMIT SHOP 12. SPECIAL INSPECTION: SHALL BE PERFORMED BY A CERTIFIED TESTING AGENCY, DESIGNATED BY THE NO ADMIXTURES, OTHER THAN FOR AIR-ENTRAINMENT AS NOTED ABOVE, SHALL BE USED WITHOUT PRIOR DRAWINGS AND DESIGN CALCULATIONS (COMPLETE WITH STRESS DIAGRAMS) TO THE ARCHITECT AND STRUCTURAL ARCHITECT OR ENGINEER, AND APPROVED BY THE OWNER. REVIEW BY THE STRUCTURAL ENGINEER. ENGINEER FOR REVIEW PRIOR TO FABRICATION. SUBMITTED DOCUMENTS SHALL BEAR THE STAMP AND SIGNATURE OF A THE SPECIAL INSPECTION AGENCIES SHALL PRODUCE REPORTS AND KEEP RECORDS PER IBC SECTION 1704.2.4. REGISTERED STRUCTURAL ENGINEER IN THE STATE OF WASHINGTON. PROVIDE FOR SHAPES, BEARING POINTS, 4. REINFORCING INTERSECTIONS, HIPS, VALLEYS, ETC., SHOWN ON THE DRAWINGS. EXACT COMPOSITION OF SPECIAL HIP, VALLEY, AND THE SPECIAL INSPECTION AGENCIES SHALL INSPECT FABRICATORS PER IBC SECTION 1704.2.5. IF FABRICATOR IS INTERSECTION AREAS (USE OF GIRDER TRUSSES, JACK TRUSSES, STEP-DOWN TRUSSES, ETC.) SHALL BE DETERMINED REGISTERED & APPROVED TO PERFORM THE WORK WITHOUT SPECIAL INSPECTION PER IBC 1704.2.5.1, FABRICATOR REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 (INCLUDING SUPPLEMENT S1), BY THE MANUFACTURER UNLESS SPECIFICALLY INDICATED ON THE PLANS. PROVIDE ALL TRUSS TO TRUSS AND TRUSS SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE BUILDING OFFICIAL PER IBC SECTION 1704.2.5.1. AT COMPLETION GRADE 60, fy = 60,000 PSI. TO GIRDER TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. PROVIDE FOR ALL TEMPORARY AND OF FABRICATION. PERMANENT TRUSS BRACING AND BRIDGING. 11/1/21 21-130 WELDED WIRE REINFORCEMENT: ASTM A82 AND ASTM A185, SPLICE WITH AT LEAST ONE FULL MESH. PLACE DATE JOB# 13. SHOP DRAWINGS FOR REINFORCING STEEL, GLUED LAMINATED MEMBERS, ENGINEERED LUMBER, CONNECTOR AT MID-DEPTH, OR SLIGHTLY ABOVE, OF SLAB. MATERIAL TO BE SUPPLIED IN FLAT SHEETS. 6. SHEATHING SHALL BE APA PERFORMANCE RATED PANELS PER APA "PLYWOOD DESIGN SPECIFICATION", INCLUDING APPLICABLE SUPPLEMENTS, UNLESS NOTED OTHERWISE. PLYWOOD OR ORIENTED-STRAND BOARD (OSB) AM AM PLATE WOOD ROOF TRUSSES SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIORDESIGN CHECKED TO FABRICATION OF THESE ITEMS. 5. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 318 PANELS SHALL BE GRADE CD AND ALSO CONFORM TO DOC PS-1 & PS-2. ALL PANELS SHALL BE IDENTIFIED AS (LATEST EDITION). LAP ALL CONTINUOUS REINFORCEMENT PER NOTE D.6. PROVIDE CORNER BARS AT ALL WALL EXPOSURE 1 UNLESS NOTED OTHERWISE. PANEL RATING TO BE AS FOLLOWS UNLESS NOTED OTHERWISE: AM AS NOTED ENGINEER OF RECORD SHALL REVIEW SHOP DRAWINGS FOR DESIGN INTENT ONLY. DIMENSIONS AND QUANTITIES ARE INTERSECTIONS. LAP CORNER BARS PER NOTE D.6. LAP ADJACENT MATS OF WELDED WIRE REINFORCEMENT A DRAWN SCALE NOT GUARANTEED BY THE ENGINEER OF RECORD, AND THEREFORE, MUST BE VERIFIED BY THE GENERAL CONTRACTOR. MINIMUM OF 8"AT SIDES AND ENDS. ROOF: 19/32" (OR 5/8") THICK, 40/20 DRAWINGS FOR COMPONENTS DESIGNED PRIMARILY BY OTHERS SHALL BE APPROVED BY THE COMPONENT DESIGNER WALLS: 15/32" THICK, 32/16, OR 1/2" THICK, 24/0 PRIOR TO CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO FLOOR: 23/32" (OR 3/4") THICK, TONGUE & GROOVE, (48/24) JURISDICTION STAMP SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND A COPY; REPRODUCIBLE WILL BE REVIEWED AND RETURNED. SHOP DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. DRAWINGS MUST BE REVIEWED AND STAMPED BY CONTRACTOR PRIOR TO REVIEW BY ENGINEER. UNLESS NOTED OTHERWISE ON THE PLANS, ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN 6. REINFORCING STEEL LAPS AND EMBEDMENT SHALL BE AS NOTED BELOW, UNLESS NOTED OTHERWISE: PERPENDICULAR TO SUPPORTS AND NAILED WITH 8d NAILS @ 6"oc TO FRAMED PANEL EDGES AND OVER STUD WALLS 14. PRE-MANUFACTURED, PRE-ENGINEERED STRUCTURAL COMPONENTS SHALL BE DESIGNED BASED ON THE SHOWN ON PLANS AND @ 12"oc (10"oc AT FLOORS) TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED SHEATHING CRITERIA PRESENTED IN THE CONTRACT DOCUMENTS. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE DEVELOPMENT LENGTH - COMPRESSION 20 BAR DIAM. - 24" MINIMUM EDGE CLIPS @ 16"oc AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED CONFORMANCE, TEMPORARY AND PERMANENT BRACING AND ALL NECESSARY CONNECTIONS, INCLUDING CONNECTIONS DEVELOPMENT LENGTH - TENSION 48 BAR DIAM. - (#11 BAR - 54 BAR DIA.) TONGUE-AND-GROOVE JOINTS AND EDGE CLIPS. PROVIDE SOLID BLOCKING AT ALL EDGES ONLY WHERE NOTED ON TO THE PRIMARY STRUCTURE, NOT SPECIFICALLY CALLED OUT ON THE ARCHITECTURAL OR STRUCTURAL DRAWINGS. DEVELOPMENT LENGTH - TENSION, top bar* 64 BAR DIAM. - (#11 BAR - 70 BAR DIA.) PLANS. TOENAIL BLOCKING TO SUPPORTS WITH 16d NAILS, UNLESS NOTED OTHERWISE. SHOP DRAWINGS SHALL INDICATE THE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON THE PRIMARY STRUCTURE. SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED PER PARAGRAPH "A.13."OF THESE NOTES. LAP SPLICE LENGTH - COMPRESSION 30 BAR DIAM. - 24" MINIMUM UNLESS NOTED OTHERWISE ON THE PLANS, WALL SHEATHING MAY BE LAID UP HORIZONTALLY OR VERTICALLY, 15. DEFERRED SUBMITTALS - THE FOLLOWING ITEMS ARE CONSIDERED TO BE DEFERRED SUBMITTALS UNDER SECTION LAP SPLICE LENGTH - TENSION 64 BAR DIAM. - (#11 BAR - 70 BAR DIAM.) UNSUPPORTED EDGES SHALL BE BLOCKED AND ALL EDGES SHALL BE NAILED WITH 8d @ 6"oc, NAIL WITH 8d @ 12"oc LAP SPLICE LENGTH - TENSION, top bar* 80 BAR DIAM. - (#11 BAR - 90 BAR DIAM.) AT INTERMEDIATE SUPPORTS. NAIL SHEAR WALL SHEATHING TO ALL HOLDOWN STUDS USING EDGE NAIL SPACING WHEN 107.3.4.1 OF THE INTERNATIONAL BUILDING CODE AND MUST BE SUBMITTED TO THE ARCHITECT OR THE ENGINEER FORHOLDOWN STUD DOES NOT OCCUR AT PANEL EDGES. SHEET TITLE REVIEW. THESE ITEMS WILL THEN BE FORWARDED TO THE BUILDING OFFICIAL FOR APPROVAL. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED *TOP BARS ARE HORIZONTAL REINFORCEMENT SO PLACED THAT MORE THAN 12" OF CONCRETE IS CAST IN THE SHEATHING NAILS SHALL BE DRIVEN FLUSH BUT SHALL NOT FRACTURE THE SURFACE OF THE SHEATHING. BY THE BUILDING OFFICIAL. * PRE-ENGINEERED WOOD TRUSSES MEMBER BELOW THE BAR. * PRE-ENGINEERED METAL GUARDRAILS GENERAL ALL HOOKS SHALL BE "STANDARD" IN ACCORDANCE WITH ACI 318. REINFORCING SHALL NOT BE TACK WELDED. STRUCTURAL DO NOT WELD GRADE 60 REINFORCING. NOTES SHEET NO. s1 . 1 GENERAL STRUCTURAL NOTES 3 low CODEco �� A ��gtz7F27� aiy Agee, {gym �C i.. 00* E MEN�r,��.tJ '�' � c. 1,��OF WASH G' 0 s, � 1�` '11., t kFIELD T ri C A� �� �J !I' / 46161 w • 0 -4' N '4, G/STER s� E-C 4'4vONALvv > (N) Tx1 -6"x12" DEEP CONC PAD AT BASE OF STEPS - - __r ___ ___ _ v �PROJECT 4- f7 -.--- k--T-4.‘ \ >L 1 u_ (N) PT 4x10 ^ (N) PT 4x10 (N) F .Od - -(N) F2.Od STYP 1 (N) F2.Od 2/S4.3 DEMOLISH (E)(E) FOOTING CONCRETE STEPS_ - - - - A a > v .1 N >o 7 W 2/S4.3 I I (E) FOOTING 1 I I I ~I - - I� I I� \ I \� \ N OWN �) 2x8 r. > 2 m > \ \ ��� ° TYP Jf \ �W/ Q (N) 4x8 F2.0 1 LL 3/S3.1 p (N) F2.0 - ti (E) FTG (E) FTG (N) F 0 L ��lr _ MZ �Q�Q - P - PP P7 2 1/53.1l - � 5 ti L 3/S3.1 °S� \ °S� \ v 1- ,\ (N) 4x10 - (� Q Q \} N L _I V 1 ` _ `F1 ¢ `F1 (E) FTG = (N) 7'x1'-6"x12" DEEP Z 1- c W w 64/ CA >• CONC PAD AT BASE OF Q m STEPS M \ o(E) JOISTS \ o(E) JOISTS \ \ e(E) JOISTS \ e(E) JOISTS , L- ^ 1(E) FTG (E) FTG (E) \ NDFTG yD(j2 w > 4 1/53.1 P P P P 7 p _, �N 4X _ (N) 4x10 I ,�1Q°S� _1 .,,,,, � ��1Q°S� i L:\ m (N) F2.Od 7 (E) FOOTING - '1'� (E) BEAM m (E) BEAM , i 14/S3.1 m �� (N) PT 2x10 /� REVISIONSP o 16" oc ��% o\\\_,,_., -ST (E) FTG (E) FTG (E) FTG _ 1- �N1NX6 NO. DATE o` (N) FOOTING \,Aoyi \,Ay_l to "' \I I 1 (N) F2. d < N Q Q m 1/S4.3 - 8/S3.1 - W w W co 103 V W W W Z (E) FTG hp�2 h,'D R 1 (E) BEAM \ N 1 I I I \1 \� I J ,�1Q°S. 7 - (N) F2.Od .� Q Lu m (E) FOOTING I �- I I - I < (-1-H.7.3 1 1- L_ - 11/1/21 21-130 I I I \ • DATE JOB# (E) CONCRETE AM AM STEPS DESIGN CHECKED (E) FOOTING AM AS NOTED DRAWN SCALE JURISDICTION STAMP NOTES: 1. FOOTING SCHEDULE: F2.0 IS 2'-0"x2'-0"x12" DEEP W/ (3) #5 BARS EA WAY. F2.OD IS 2'-0"x2'-0"x18" DEEP W/ (3) #5 BARS EA WAY. 2. SEE ARCH FOR DIMENSIONS. 3. EXTENT OF REMODEL PER ARCH. SHEET TITLE 4. CONTRACTOR TO VERIFY ALL EXISTING FRAMING AND FOUNDATION SHOWN ON PLAN. 5. SEE S3.X FOR CONCRETE DETAILS; SEE SHEETS S4.X FOR WOOD DETAILS. 6. WALLS SHOWN ARE ON FIRST FLOOR. 8. SE\2 NDOA ESEHOLDOWN WALL O PETIONS. FOUNDATION/ 1ST FLOOR FRAMING PLAN SHEET NO. ‘1. S2 . 1 FOUNDATION/1ST FLOOR FRAMING PLAN r4"=1'-o"" 3 4Og CODE C.% ay G1�� f'm �c SE ME1�rGs��. y nk 4.'? . /,��OF WAS-44- 9 4C 891 O Oil o� c Q' p FIELD ri ,.0C A— f �J le 4,P 46161 . 0 �G w • 4, ISTEk- s� E�Cs 4. -4,,,..„ vJ -r �PROJECT Ir d 'Kick < N I NJ, A - < 4940i �I Vco 1, l w v (N) PT 4x10 w v (N) PT 4x10 tl 1- Q Q 0 co ( 1 N N N SW-6 < \ I X SW-6 SW-6 > /SW-6 W* - \ N) 4x8TYP 1- -4( 1 0 N 1 \ —_ - - J •\ 4-+ N i l I +CP^ \ // J( ' (� 16" oci I I N \�� • \ / SISTER-IN 2x12L I I — I \ \ W ♦--� Q N -- -I4 - - -" - - ; .:II I SW-6 ^ - - ,, _ \ K? (N) GL 3Yx9 I Z SW-6 ��� 4,,,. (� 16�" oc tl o- m�� < 12/S4.1 ISTER-IN 212 co 1 r I LI o IV - m i (N) 4x10/HUC48 / v PROVIDE DBL JOISTS of I < r X - UNDER END WALL ABOVE _ — r CU o(N) 2x10 0 k "N -I ' o Z 16" ocl ^ I % o(E) 2x4 ID 16" oc I I co - h SISTER-IN (N) 2x12 TO 3/5�4.3 11/�4.1 Z SISTER-IN 2x12 �I I `� / o(E) 2x4 RAFTERS I Q 41" / @' SISTER-IN 2x8 N @ 24" oc I np ALL EXISTING JOISTS IN ' pp I TO JOISTS OVER ^ dr T HATCHED AREA T i 1 LIVING AREA - 3/S4.2 II t - 1/S4.1 11< ; II LJ \SW-6 II + v - - - .., - - - 1 - - - - - - co / / 1(E) 2x4 © 16" oc I I / / [SISTER-IN 2x12 / 1 1 I-I (N) 4x8 \ (N) 4x8 I I I I I I J \ \ z REVISIONS (ft > I ' o NO. DATE SW-6 1 n n i H REBUILD WALLS WITH (N) 2x6 \, (N) 4x8 ( �i I STUDS 16" oc WHERE STUDS \ I o o �J o1 1 ARE MISSING PER 2/S4.1, N N N N �� SISTER IN (N) STUDS WHERE (E) W SW-6 < 0 X 0 ti� ^ EXTERIOR STUDS ARE 2x4s ii - U_ C-) 0 (N) SKYLIGHT 3/S4.2 * I c PER ARCH SW-6 / '-' ."0 II SW-6 E o > IL _1 _ _ (N) 4x8 _ ` �ELHDR BM� HDR BM \ _16/S4.2 1 I -cij, \SW-6 v y mn ‹ , I II I I RI 1 I SW-6 L - - \ - _1 1 ,_ 1\ ) HDR BM I I(E) HDR BM J E I \ (Nj4x8 jN)_4x8 I 11/1/21 21-130 ri * —liT—L * DATE JOB# SW-6/ SW-6 SW-6 > AM AM DESIGN CHECKED AM AS NOTED DRAWN SCALE JURISDICTION STAMP NOTES: 1. SEE ARCH FOR DIMENSIONS. 2. EXTENT OF REMODEL PER ARCH. 3. WALLS BELOW FRAMING ARE SHOWN IN HIDDEN LINES (FIRST FLOOR WALLS). 4. WALLS ABOVE FRAMING ARE SHOWN IN SOLID LINES (SECOND FLOOR WALLS). 5. SEE SHEETS S4.X FOR WOOD DETAILS. SHEET TITLE 6. \SW-X INDICATES SHEAR WALL TYPE, SEE 4/S4.2 FOR SW SCHEDULE. 7. INDICATES HOLDOWN TYPE. 8. II INDICATES EXTENT OF SHEARWALLS. 9. * INDICATES STRAP WINDOW. SEE 8/S4.2 FOR DETAILS. 2ND FLOOR FRAMING PLAN SHEET NO. gir S2 .2 2ND FLOOR FRAMING PLAN r4"=1.-0"" 3 low CODEcO �� 4rA G=7 F=7 27 Alit, {gym cc S,E ME1�rQS),... � � c. �,��OF WAS H G' 9 FIELD T A' Pi A �J 11 iii le YP 46161 . G �4, �GISTESL •• s� E�Cs 4 * vONAL vJ PROJECT A N J SW-6 SW-6 W / * N / 0 ‘" C _ _-J — — — ROOF BELOW -I-1N 1 T T� 1 (N) 4x8 '� SISTER-IN 2x6 STUDS w 00 II I. I A TO ALL WALLS IN THE CD � 1 I 1 1/S4.2 N EAST PORTION OF W + Q WALLS IN THE WEST PORTION OF 4 SW-6 THE 2ND FLOOR ARE MISSING 1 H IP (N) SKYLIGHT 1 S / THE SECOND FLOOR WALL STUDS, ADD (N)2x6 STUDS — —1— — PER ARCH 0 16" oc TO ALL WALLS Z ♦"� I II— — A _ L W SW-6 r # / 5r I - Q ' ° - - N SISTER-N 2x6 TO A — r V 17 I I I I 1 ALL ROOF RAFTERS 2/S4 2 Z ' CO SW-6 I ► < Ce Q I I I _L I l j (NI (E) RIDGE I SISTER-IN 2x6 TO ��"' < C ► 1/S4.2 ALL ROOF RAFTERS - SW-6 v _ i2x4 RAFTERS \ (E) 2x4 R• TERS \ ,r o4"oc 24"oc -, SISTER-IN 2x6 TO A ALL ROOF RAFTERS 9/S4.2 < Lii (N) SKYLIGHT T E PER ARCH N I REVISIONS WN (‹) > SW-6 A NO. DATE 1/S4.2 \, 1-(1\1L4x81 \, L �'(' > \SW-6 \SW-6 c N \— ROOF BELOW 11/1/21 21-130 DATE JOB# AM AM DESIGN CHECKED ROOF BELOW AM AS NOTED DRAWN SCALE JURISDICTION STAMP NOTES: 1. SEE ARCH FOR DIMENSIONS. 2. SEE SHEETS S4.X FOR WOOD DETAILS. 3. ROOF SLOPES PER ARCH. SHEET TITLE 4. EXTENT OF REMODEL PER ARCH. 5. \SW-X INDICATES SHEAR WALL TYPE, SEE 4/S4.2 FOR SW SCHEDULE. 6. II INDICATES EXTENT OF SHEARWALLS. 7. * INDICATES STRAP WINDOW. SEE 8/S4.2 FOR DETAILS. ROOF FRAMING PLAN SHEET NO. ‘ir S2 . 3 ROOF FRAMING PLAN r4"=1.-o"" 3 s`�� Arc Y O A9 PROPOSED O EXISTING ��* E N �*. ��' (E) STUDS TO REMAIN (E) STUDS TO REMAIN 0� GS �y l c., m ,, �\ HOLDOWN PER PLAN �\ HOLDOWN PER PLAN * �~S i, WASN ' �* ti + 1891 w . . (N) SHEATHING OVER _ - WHERE APPLICABLE, c ti'T" �o 4CO'P c I (E) WOOD PLANK & WHERE APPLICABLE, �To Sep THREADED ROD EPDXIED (N) SHEATHING OVER THREADED ROD EPDXIED v < INTO STEMWALL (E) WOOD PLANK & INTO STEMWALL tr Y.-, SECTION PLY PER SW NAILING SCHED - - , / �j/�� FIELD 1ri "' Poo° °00loO°O 1° ° ° ° ° o STUDS, NAILING & I . °! -(E) RIM JOIST, O oo�000 o I IEI I IEI 1�I E ,i; oo�00 DoO O _ (E) RIM JOIST, 1TJ1 ° ° ° ° °o ° =III-III-III-1 i' a O°o0 °000 00 1 11-1 1 1 I 1=1 I I i-I 11= 1°-° N FULL BLKG AT HLDN PLY PER SW SCHED M°°°° (N) FULL BLKG AT HLDN III1II=III1II= a Q ° ° ° 11= �- _ ( ) 46161 11 I11111 I11' w I I 1=III=1 11=III= '1-I 111 - W 6 N ( =111-111=111-1 i' =1 I (N) DECKING G O d'. ,y Q - Z I I l I.111I PER ARCH LLJ (E) WOOD SUBFLOOR (E) WOOD SUBFLOOR 4. ��, GISTER .v,'0 �__ g 111- _r / i >fG 4��SSIO L �Cs vh v� NA O = ", 1 -: 1 I o � V \ EMI ,III -- _ (1 7 ' .J (E) CMU STEM WALL, - II I PIPE SLEEVES, III- CONTRACTOR TO VERIFY i - SIZE AS REQ'D III- IF CELLS ARE GROUTED, PROJECTI \ -11E III \ (E) JOIST _ \ (E) JOIST III-1II-1I-1I1 /IIIu' . III-III-III-III - III (N) 2x JOIST PER PLAN III \ IF NOT GROUT WHERE (N) III \ -11I-1 I-11I-1 \ \ 11I1 I11I1 1 1= \ H \ (N) SIMP DTT2Z AS ANCHORS CALLED OUT HI \ (E) 2x SILL PLATE, - - - - - O >, =III7 (N) SIMP LUS28 HANGER \ SHOWN ON PLANS \ \ PROVIDE (N) ANCHORS 2 III- \ I 1 IIIIIII (E) CMU STEM WALL \ \ \ \ PER SW SCHED, EPDXY DO NOT EXCAVATE -III \ \ \ \ 4" MIN INTO CONCRETE `0 BELOW THIS LINE III III Ilij \ (E) CRAWLSPACE \ \ =1 I IE111E111=III\ \ =1 I IEI I 1=III=III\ \ 11 I-I 11-11 I-I 11- ,40) 11- 11=111=111=111- i 1=111111=111- ' ' 111-111-111-1 i' 111=111E111=111 \ \ \ \ (E) CRAWLSPACE IIIIII11111 1 �±11 II (E) FOOTING, \ \ (E) FOOTING, \ \ J 1'-6" 1'-6” X -111= CONTRACTOR TO VERIFY \ \ CONTRACTOR TO VERIFY \ \ W / MIN / / / 2'-0" / MIN \ \ \ \ PIPE PERPENDICULAR MIN 111 11111I11111I 1111111 i 11I11111I11111I111111 f Q N TO FOUNDATION WALL SECTION PIPE PARALLEL TO O FOUNDATION WALL G) C) EIII=III=III=III =III=III=III=III L i 1-111-111-111- i 1-111-111-111- W NOTE: SEE DET. 1/S3.1 FOR CALLOUTS IN COMMON Z .0 Q r ti li- PIPE AND TRENCH LOCATION 7 DECK CONNECTION DETAIL 1"=1'-0" 4 TYP EXTERIOR WALL FOOTING 1"=1'-0" 1 Q o Z cI3 CL SPLICE, POST & FTG; OC Q DECKING PER ARCH �NO SPLICE AT CANTILEVER BEAMS (N) HOLDOWNS PER PLAN WHERE M & CONTINUOUS BEAMS. APPLICABLE, THREADED ROD (N) 2x STUD WALL @ CONTINUOUS TO FOOTING 16"oc (LOAD BEARING) 1 ,I, 2x BLKG (N) SHEARWALL PER PLAN, (N) TREATED 2x6 W/ /8"o SHEATHING & NAILING 0). / HEADED ANCHOR BOLT, PER SW SCHEDULE 1° .+ EMBEDDED 7" MIN, W/ WASHER l� l� (N) SIMP A35 PER PL 3x3xY, SPACING AS NOTED IN (2) #5 DOWELS x 2'-0" NEW WOOD SHEAR WALL SCHED a i SHEAR WALL SCHEDULE LONG EMBED 4'' W/ 7SHEAR WALL 1 �� A REVISIONS I SIMPSON SET ADHESIVE PT JOISTS , (N) 2x BLKG, Y 1 PER PLAN,TYP I FULL BLKG AT HLDN ( / 1 NO. DATE NEW CONCRETE • ` \-SIMP AC6 CAP STEMWALL BEAM PER PLAN, L(E) ///(FP TYP.11m=- i l l-111 7 - I IPT POST PER PLAN JOIST o IIICO - I I -REINF PER 1 L GENERAL NOTES SIMPSON PB46 BASE (N) CONCRETE STEMWALL +\ EXTERIOR @ 4x6 POSTS, PB44 & FOOTING \ -(2) #4 TOP GRADE AT 4x4 POSTS. • REINF PER \ _ (E) CRAWLSPACE (E) CRAWLSPACE III-I 11=1 1=1 11 I I 1=1 1=1 11=1 1= 6" �SCHEDULE =111-111=111-1 i' -1111111111 i' / / #4 H @ 16"oc I „ ! IIIEIII�--IIIEIII III=III=III=III (2) #5 DOWELS x 2-0 11III=111111= -1111111111 i " _ _ _ _- 4 V @ 18"oc ALT HOOKS (E) FOOTING LONG EMBED 4 WI o # SIMPSON SET ADHESIVE - - - • I --) ' (2) #4 CONT ilII=I=I=I= \ \ 1 1 1 1 1 1 1I' 1 IEI IEI IEI1- 1 1 111 1 1 1 ' FTG SIZE & REINF / PER PLAN / / PER PLAN / PER PLAN 11 EXISTING-TO-NEW CONC FTG ATTACHMENT $ TYP DECK FOOTING 1"=t_oi, 5 TYP INTERIOR WALL FOOTING 1"=1'-0" 2 11/1/21 21-130 DATE JOB# AM AM DESIGN CHECKED AM AS NOTED DRAWN SCALE DECKING PER ARCH 1 -f POST PER PLAN, JURISDICTION STAMP SIMP LSCZ HANGER- CONTINUOUS THRU AT EACH STRINGER �(E) WOOD SUBFLOOR E (E) FLOOR 1 PT 4x BEAM TREAD PER ARCH ® PER PLAN PT 2x JOIST 1 PER PLAN SIMP ML23Z ANGLE WI (N) BLKG EA SIDE L(E) JOIST (2)y"Ox1 4" TITEN 2 PT 2x NOTCHED OF POST SCREWS AT CONCRETE & (2)y"x1Y" SDS SCREWS STRINGERS @ 16" oc (E) CRAWLSPACE (E) CRAWLSPACE SHEET TITLE AT STRINGER ° (N) SIMP CBSQ BASE III=III=III=III=. III=III=III=III= 1 111 11=1 11-1 i' 1 I I1 111 I I1 i' CONCRETE . ., ,,, SECTIONS -111=1 1=11 1=1 1=1 1 . . . %1i1-Ii1- Ii1-Iil-Iir (3) #40 •111111111 -11111111= 1 -1 1-111- 1 -1 -1 111 I I IEI I I=IIIi i & DETAILS ji -111-111-111-1 -#4 @12 ocPAD PER PLAN / PER PLAN / ,--)\,, I I IEI I IEI I IEI I I 1 11111111 ' / PER PLAN / (N) FOOTING SIZE & SHEET NO. REINFORCING PER PLAN S3 . 1 12 9 DECK STEPS DETAIL 1"=1'-0" 6 TYP INTERIOR FOOTING 1"=1'-o" 3 4og co DE c,O .,4. 1 f Y O A, Gv��p��E ME �� m �,51 o WASk G`s?� �� ��7 1891 �w) � (E) 2x STUD WALL SHEARWALL ti�� coo a,� i oCa FIELDgSe��. / PER PLAN II c c G 1 .'+' l t 1' 1 11 11 REM BOARDNAILS PER APPLY SHEATHING 0 1 , rik ., p ' EXTRA STUDS AS 1-- SCHEDULE �1 O G 1T�1 EN )1, 1(N) (N) SIMP A35 (E) FLOOR WOOD OVER 1 THICK E BEAM WOOD PLANK AT SHOWN, SEE PLAN FOR �' FOR SHEAR 46161 PER PLAN 111PER SW SCHED _ PLANKS ,II EXTERIOR WALLS G46O �' ,,k1 ADDITIONAL POSTS AND (N) WOOD POST WALL ABOVE ��� I G .A�, �GISTER .�.,. ti• TYPICAL POSTS UNDER BM PER PLAN 1 EDGE NAILING •�vSSIONALE4���� T STAIR LAYOUT 11 EDGE NAILING PLYWOOD JOINT 11\7-PER SW SCHED, PER ARCH = _ �'�mil PER SW SCHED, ►'� (E) WOOD (N) BC40 BASE B AT TOP OF JOIST TYP lA, TYP "'�' SUBFLOOR i - OR MIDDLE OF DBL 'll --II III = — _, TOP PLATE, TYP �C i� J Lz �PROJEC x I THRU WALL C (E) 2x JOISTL ill PER PLAN -EDGE NAILING PER PLANIST 1 x CROSS WALL I b PER SW SCHED, J 11 s 3 /(N) 2x JOIST-1EXTRA STUDS AS SHOWN, HEADER PER PLAN �� _ TYP (N) 2x BLKG �� PER PLAN NAIL STUD TOGETHER SEE PLAN FOR ADD'L i @ 4'-0" oc 11 x LSSU210 ' (N) 2x BLKG W/16d @ 8"oc, TYP 11 1 POSTS & TYP POSTS (E) 2x STUD WALL x @ 24 oc 1 II UNDER BM (N) 2x BLKG @ (E) JOIST NOTCHED 2x12 STRINGERS 24" oc EA SIDE (N) FLUSH BEAM J @ 16"oc W/ 2x6 REINFORCEMENT OF BEAM PER PLAN II- ■ UJ ATTACHED W/ (2)10d NAILS AT CROSS WALL PLAN CORNER PLAN '— Q r 12"oc C 1 AT PERPENDICULAR JOISTS AT PARALLEL JOISTS O _ co cn NOTE: NO SHEARWALL AT FLOOR BELOW AT SIM LW/ L CO Z c •• Q NI' a) STAIR DETAIL 1"=1'-o" 10 TYPICAL SHEAR WALL INTERSECTION 7 (N) POST OVER (E) FLOOR 1"=1'-0" 4 WALL DETAIL @ JOIST 1"=1'-o" 1 o Qc.) Z c13 0e � Q TYP EDGE NAILING, SEE NOTES JOIST M 3/8" MIN TO EDGE OF PLYWOOD SIMPSON ST2215 PER PLAN SHEET & SUPPORT TOP @ EACH END A35 FRAMING CLIP FLUSH HEADER OR _ u- - 4 FLOOR JOIST PER I I11 '1 PLAN 1 i i 1 t1\__ BEAM PER PLAN EN r-(N) BEAM PER PLAN - I I HEADER OR BEAM �� FACE GRAIN TO BE PER PLAN (N) SIMPSON LUS210 _ A IL 9 HANGER - Tf ' IT PERPENDICULAR X / MIN / SIMPSON 1 STAIR LAYOUT I ► _ I I I I _ TO JOISTS PER ARCH + + + I I I I I I I I PREVISIONS STAGGER PLYWOOD (4) 10d TOENAILS, TYP BUILT-UP COLUMN + JOINTS, SEE II II Z _L I IT \ X PLANS (2) STUDS MIN NO. DATE 1. II II I BLKG @ UNSUPPORTED PLYWOOD SOLID BLOCKING @ x I I I I ALL EDGES (PERPENDICULAR TO MID-HEIGHT, WHERE HEADER PER PLAN 2x4 OR 2x6 x I I I I WALL HEIGHT W/ s (N) 2x12 JOIST--- I I I I JOISTS) WHERE NOTED ON PLANS (3) 16d EA END STUDS @ 16"oc I OR NOTES. IN OTHER AREAS, MIN EXCEEDS 8'-0" f SISTERED TO (E) 2x4, I BLOCKING SPACING: 8'-0"oc. / 16d @ 12"oc, TYP @ x L I7 BUILT-UP COLUMN, (2) x LSSU210 ATTACH W/ (2)10d I I I I I MATCH JOIST SIZE. BUILT-UP COLUMNS NAILS @ 12" oc STUDS MIN W/ (1) FULL �. WHERE NO NOTCHED 2x12 STRINGERS I (2) 10d @ EA END HEIGHT STUD /6� HOEDOWN @ 16"oc W/ 2x6 REINFORCEMENT 'I, `�� ANCHOR BOLTS PERZ CALLED OUT J� HOEDOWN PER PLAN TYP FIELD NAILING (4) 10d TOENAILS, TYP SHEAR WALL SCHED 1 ATTACHED W/ (2)10d NAILS AT PER NOTES g Z. A SPACING PER ,1/2 SW AB / SW SCHEDULE SPACING TO HD STAIR DETAIL 1"=1'-o" 11 TYPICAL FLOOR SHEATHING 8 TYPICAL STUD FRAMING DETAIL 2 11/1/21 21-130 DATE JOB# AM AM :YP EDGE NAILING, SEE NOTES DESIGN CHECKED " MIN TO EDGE OF PLYWOOD (8) 16d NAILS EA SIDE OF SPLICE HEET & SUPPORT ROOF TRUSS PER PLAN / (NO BOT SPLICE IN THIS AREA AM AS NOTED ....>K i „ / 4'-0" MIN / 4'-0" MIN / DRAWN SCALE 16d @ 12"oc16d @ 12"oc Tf I \ T FACE GRAIN TO BE STAGGER, TYP /)” MIN STAGGER, TYP JURISDICTION STAMP I I PERPENDICULAR TO JOISTS TYP I I I (N) NON-LOAD II 2x6 STUDS NOTE: (2)I 16d EA SIDE OF STAGGER PLYWOOD JOINTS, USE @ALL EXTERIOR WALLS BEARING WALL T T 2x4 STUDS SEE PLANSII BOTTOM PL SPLICE EDGE NAILING ,` I. 2x6 PL AND INTERIOR WALLS IN LINE PLAN T T 2x4 FLAT BLKG @UNSUPPORTED 2x4 PL W/ SHEAR WALLS (N) BEAM PER PLAN PLYWOOD EDGES (PERPENDICULAR TO I 6x8 HEADER, TOP PL SPLICE BOTTOM PL SPLICE + + TRUSSES) WHERE NOTED ON PLANS UNO PER PLAN �� AT STUD CL, TYP 0 + + T OR NOTES. IN OTHER AREAS, MIN AT STUD CL, TYP BLOCKING SPACING: 8-0 oc. SHEET TITLE - 7 T MATCH JOIST SIZE. 4x8HEADER, L 1 1 I TTTTTTTTTTTT ITTTTTTTTTTTT 1 TIT 1 1 UNO PER PLAN 1 /3Yi/ / 5Y» / (N) SIMPSON Jr-- L TYP FIELD NAILING PER NOTES 3rd PL WHERE REQ'D SECTIONS LUS210 HANGER (N) 2x12 JOIST ALOTE: E ENDS OF PLYWOOD SHEETS TO SPLICE OVER CL JOISTS OR SUPPORTING MEMBERS. (-- � (---- & DETAILS SISTERED TO (E) 2x4, PANELS LESS THAN 12" IN WIDTH SHALL BE BLOCKED AT ALL EDGES. ELEVATION ATTACH W/ (2)10d NAILS @ 12" oc SHEET NO. S4 . 1 BEAM DETAIL 1"=1'-0" 12 TYPICAL ROOF SHEATHING 9 HEADER DETAIL 6 TYP STUD WALL TOP PLATE SPLICE 3 4o1 CQDECo .4,4�0 1f Y O A� Gv�� E ME ��� �. NOTES: y -: 0:WASH ;;67.s k CHEDULE (HEM FIR LUMBER WITH 10d NAILS) > ticl, sG ,89, �, z 1. SHEATHING SHALL BE /6 OSB, TYP UNO. SHEATHING SHALL HAVE A MINIMUM SPAN RATING OF 24/0. �� gcagS .� WALL BOTTOM PLATE TO j 0 ANCHOR MIN PANEL FASTENING ALTERNATIVE ALLOWABLE 2. SHEATHING SHALL BE APPLIED DIRECTLY TO FRAMING. c o� 'd ' 7'O FIR 1)1..4c6 NG (NOTES 1,2,3,4,9) RIM/BLKG TO RIM/BLKG ATTACHMENT * BOLTS TO EDGE STUDS (2)2x TOGETHER SHEAR 3. PROVIDE SOLID BLOCKING AT ALL SHEATHING PANEL EDGES. C '� APPLICATION PANEL SPACING EDGE NOTENAIL 5 WALL TOP PLATE _ 16d NAILS(NOTE S WS30.220"x5" OT S CONCRETE & KNG 10d NAILSNOTE 14) CAPACITY PLF NOTE 4. PROVIDE 10d @ 12"oc AT ALL INTERMEDIATE SUPPORTS (FIELD NAIL), TYP UNO. \\ r�� p(41 � ( ) (NOTE 6) ( 9,10) (NOTE8) SDS Ya x3 ( )( 8) 5. NAILS PER GENERAL STRUCTURAL NOTES. 1-' SW-6 ONE SIDE 10d @ 6"oc LTP4 @ 24"oc 10"oc 20"oc 48"oc 2x N/A N/A 223 6. LATERAL TIE PLATES OR WALL PLATE TO BLOCKING NAILING IS REQUIRED WHERE SHEATHING IS DISCONTINUOUS, i.e., WHERE ADJACENT SHEATHING EDGES ARE NOT NAILED TO THE SAME PIECE OF , G 46161 .4; FRAMING. TOE NAILING IS NOT PERMITTED. LATERAL TIE PLATES MAY BE SUBSTITUTED FOR WALL PLATE TO BLOCKING NAILING. INSTALL LATERAL TIE PLATES OVER APA RATED SHEATHING PANELS. USE X\ (N) SIMP A35 G �� ��GISTER SW-4 ONE SIDE 10d @ 4"oc LTP4 @ 16"oc 7"oc 13"oc 42"oc 3x 6"oc 14"oc 326 COMMON NAILS OR EQUIVALENT NAILS SUPPLIED BY CONNECTOR MANUFACTURER FOR LATERAL TIE PLATES. A35 FRAMING ANCHORS MAY BE SUBSTITUTED FOR LATERAL TIE PLATES AT SPACING SHOWN � G �� N PER SW SCHED 4� �'S Zs� SW-3 ONE SIDE 10d @ 3"oc LTP4 @ 12 oc 5"oc 10"oc 36"oc 3x 4"oc 10 oc 419 IN TABLE. SIMP H2.5A AT EVERY �'vv IDNALE �� 7. WHERE SHEATHING IS APPLIED TO BOTH SIDES OF WALL, STAGGER PLYWOOD JOINTS SO THAT JOINTS ON EACH SIDE OF THE WALL DO NOT OCCUR AT THE SAME STUD. PROVIDE 3x BLOCKING FOR x r= SW-2 ONE SIDE 10d @ 2"oc LTP4 @ 10"oc 4"oc 8"oc 24"oc 3x (2) @ 7"oc 8"oc 544 ALL DOUBLE SHEATHED WALLS. x ���`� OTHER RAFTER �'�'" Z� 8. PROVIDE SHEAR WALL SHEATHING AND NAILING FOR ENTIRE LENGTH OF WALLS NOTED ON PLANS. ENDS OF WALLS ARE DESIGNATED BY EXTERIOR OF BUILDING, CORRIDORS, OR DOORWAYS. PROVIDE i •oN SW-44 BOTH SIDES 10d @ 4"oc LTP4 @ 8"oc N/A 7"oc 20"oc 3x (2) @ 6"oc 7"oc 652 HOLDOWNS PER PLANS AT EACH END OF WALL, UNO. PROVIDE EDGE NAILING TO STUD(S) GRIPPED BY HOLDOWN. 40, _ (NOTE 7) 9. CRITERIA: 2018 IBC SISTER (N) 2x RAFTER V �PROJEC HEM FIR LUMBER TO (E) ROOF RAFTERS SW-33 BOTH SIDES 10d @ 3"oc LTP4 @ 7"oc N/A 6"oc ** 16"oc 3x (2) @ 4"oc 5"oc 838 W/(2)10d NAILS @ 12" / 2500 psi CONCRETE MINIMUM (NOTE 7) ASTM A307 ANCHOR BOLTS WITH 23/4" EDGE DISTANCE IN CONCRETE AND 7" MINIMUM EMBEDMENT oc PER PLAN �(E) ROOF EAVE SW-22 BOTH SIDES 10d @ 2"oc LTP4 @ 5"oc N/A 5"oc ** 12"oc 3x (2) @ 3"oc *** 4"oc 1088 10. INSTALL 3x3xJ PL WASHERS AT ALL ANCHOR BOLTS, BETWEEN THE NUT AND THE SILL PLATE. USE 43/2"x4y"c " PL WASHERS WHERE 2x6 STUD WALLS ARE SHEATHED ON BOTH SIDES. ALL PLATE - TO REMAIN (NOTE 7) WASHERS SHALL EXTEND TO WITHIN Y" OF THE EDGE OF THE BOTTOM PLATE ON THE SIDE(S) WITH SHEATHING. 11. AT SHEARWALLS WHERE SHEATHING MAY EXTEND VERTICALLY TO OVERLAP WITH RIMBOARD/BLOCKING ABOVE, IT IS ACCEPTABLE TO NAIL SHEATHING TO RIMBOARD/BLOCKING WITH EDGE NAILING AS (N) HEADER BEAM - APPLY SHEATHING OVER 1" * A35 OR LTP4 CAN BE USED ALTERNATIVELY SPECIFIED IN TABLE ABOVE AND ELIMINATE THE A35 CLIPS BETWEEN THE RIMBOARD/BLOCKING AND WALL TOP PLATE. •" ------THICK (E) WOOD PLANK AT ** USE MIN 2x DF RIM BOARD AT THESE SHEARWALLS 12. FASTENERS IN CONTACT WITH TREATED WOOD SHALL BE CORROSION RESISTANT. EXTERIOR WALLS J *** FASTENERS SHALL BE STAGGERED 13. 13/4" MIN LSL RIM BOARD AND SINGLE SILL PLATE ARE ASSUMED. IF RIM MATERIAL IS DIFFERENT, NOTIFY ENGINEER FOR REVISED SPACING. IF (2)2x SILL PLATES ARE USED, USE SDWS 0.220"x6" - W SCREWS. CONTRACTOR CAN SELECT EITHER NAILS OR SCREWS. (E) EXTERIOR WALL 14. (2)2x STUDS AND SILL PLATES CAN BE USED INSTEAD OF 3x MEMBERS. (2)2x STUDS WILL NEED TO BE FASTENED TOGETHER WITH EITHER NAILS OR SCREWS AS CALLED OUT. STUDS \� _ _-- ---- SHEARWALL PER PLAN, 0 N SHEATHING & NAILING O �` PER SW SCHEDULE G) coN Wcn W < et co Q r a) SHEARWALL SCHEDULE 4 (E) ROOF DETAIL 1"=1'-0" 1im o Qc.) Z c13 C NOTE Ce Q SEE SHEAR WALL PLANS ON SHEET M S2.4 FOR LOCATIONS WHERE STRAPPING IS REQUIRED. (E) 2x END RAFTER (N) 2x6 BLKG • • @ 24" oc • SIMPSON• A35 PER • EDGE NAIL @ JAMB • ` SWWSCHED (E) SHEATHING • FULL HEIGHT EDGE NAILING- __ • -EDGE NAILING ►tom . 2x BLKG BTWN I-iiio 'RAFTERS APPLY SHEATHING OVER 1" PREVISIONS • -2x BLOCKING • THICK (E) WOOD PLANK AT • • �`� EXTERIOR WALLS NO. DATE , S4OpE �` SISTER (N) 2x RAFTER rAii . . 1-FR gtrey �- TO (E) ROOF RAFTERS 110 (N) HEADER BEAM . . — \ W/(2)10d NAILS @ 12• WOOD TRUSSES PERoc PER PLAN 1 • • 2x RAFTER ` �� PLAN ,� FASCIA SHEARWALL PER PLAN, PER PLAN = � OVERHANG PER ARCH (E) EXTERIOR WALL SHEATHING & NAILING V SIMP H2.5A AT EACH PER SW SCHEDULE • • SIMP H2.5A Z TRUSS PER ARCH STUDS, REBUILD (N)2x6li • • @EVERY OTHER ' FASCIA - 2x6 TAIL STUDS @ 16" oc WHERE RAFTER / CANTILEVER PER ARCH PER ARCH HEADER BEAM WHERE PER TRUSS MFR STUDS ARE MISSING • BEAM PER PLAN 4'-0" MAX / OCCURS SHEARWALL PER III . LSTA24, TYP • ARCH, SHEATHING & • BLOCK BTWN STUDS • NAILING PER SW SCHEDULE TYP SHEARWALL STRAP AT WINDOW 11 (N) PATIO ROOF DETAIL 1"=1'-0" 8 (N) ROOF EAVE DETAIL 1"=1'-0" 5 (E) ROOF DETAIL 1"=1'-0" 2 11/1/21 21-130 DATE JOB# AM AM DESIGN CHECKED EDGE NAIL TO TOP PLATE EN AM DRAWN AS NOTED r (2)2x TOP PLATE, UNO SIMP H2.5A @ 4'-0"oc I 2x BLKG I BLKG AT PANEL EDGES & / PER ARCH \,\ JURISDICTION STAMP I AT 8'-0". EDGE NAIL AS ti FASCIA NOTED ON SCHEDULE. X PER ARCH (N) SIMP A35 (N) 2x6 BLKG BETWEEN PER SW SCHED -' � � ��:��" - . .I I SHEATHING PER SCHEDULE RAFTERS //X / �`` SIMP H2.5A AT EVERY o� A SIMP U26 � OTHER RAFTER - FIELD NAIL ,� , L2x4 OUTRIGGERS \ .oN, @ 24"oc l' %- - STUDS @ 16"oc ����� ,.� \,t SIMP LPT4 SPACING (E) ROOF JOISTS � ANCHOR BOLTS W/ WASHER, \\ PER SW SCHED TO REMAIN -\ SEE SCHEDULE GABLE END E ROOF RAFTERS E O ROOF EAVE TRUSS PER MFR TO REMAIN - TO REMAIN SHEET TITLE SILL PLATE PER SCHED 4111/11111111. 111111 SIMP A35 HOLDOWN PER PLANS AS REQ'D (N) HEADER BEAM 'APPLY SHEATHING OVER 1" PROVIDE (N) 2x6 COLLAR BY SW SCHED • SHEATHING & SW THICK (E) WOOD PLANK AT FINISH FLOOR LINE ,y = TIES, ATTACH TO RAFTERS EDGE NAILING PER EXTERIOR WALLS T I N SE C O S c, W/(6)SDSY03 SCREWS SW SCHED (E) EXTERIOR WALL Q o �> , STUDS NOTE: 1— ,�, _ SHEARWALL PER PLAN, & DETAILS SISTER (N) 2x RAFTER TO TRUSS II 1/2 SW AB II ` NAILING TO BE %" MIN TO , (E) PER PLAN SHEATHING & NAILING WSHEARWALL PER PLAN, PER SW SCHEDULE g SP4CING TO HD EDGE OF SUPPORTS & SHEETS. o W/(2)10d NAILS @ 12" oc 1 SHEATHING & NAILING CD J o PER PLAN, TYP WALL PER PLAN PER SW SCHEDULE SHEET NO. S4 . 2 TYPICAL SHEAR WALL SHEATHING 12 UPPRT ROOF DETAIL 1"=1'-0" 9 (N) ROOF GABLE DETAIL 1"=1'-0" 6 (E) ROOF DETAIL 1"=1'-0" 3 APPLY SHEATHING OVER 1" J� 4ogcoDEco THICK (E) WOOD PLANK AT Gs��Q,�E ME �a�° T y A{ EXTERIOR WALLS = 2 44 G�� 9m SHEARWALL PER PLAN, _ y Sl WASNGSi, - � 7 , � SHEATHING & NAILING c �' i, NBC PER SW SCHEDULE �'z 0 G8�,,, `9CpR �` (N) 2x10 LEDGER c r• 1 i 1.,er l PTO FIELD 1,Se� W/(2)SDSYx4Y SCREWS ,Y t @ 12" oc 1 ' o ' GUARDRAIL e 1' (E) BALLOON FRAMED STUD "' BY OTHERS G , 46161 � _ / TO REMAIN, CUT BOTTOM G� °A�,�FGISTER �., LRU28Z HANGER • AS SHOWN AND ATTACH TO �'� Ss, V, v• PLATES DECKING 2x BLKG v NAL Z�ti (N) PER ARCH v v (N) 2x ROOF ,- PROVIDE 2x BLKG BETWEEN ___ RAFTER PER PLAN JOISTS ,FIALW- r(E) WOOD FLOOR PROJEC J - + + + 2x PT (E) ROOF RAFTER TO REMAIN CONT RIM PT DECK JOIST SIMP DTT2Z A PER PLAN (E) CEILING JOIST TO REMAIN - LATTACH (N) JOISTS TO (E) @ TOP ANCHOR JOISTS PER PLAN, ATTACH PT DECK BEAM J W 2 10d NAILS @ 12"oc PER PLAN -- PROVIDE (N) DBL 2x PLATES Q AS FILLER C 1 ADD (N) LUS24 HANGER PN)AN LULAM BEAM PER 0 w 0o AT EACH JOIST ALIGN BOTTOM TO E L m BOTTOM OF CEILING JOIST (E) 2x LEDGER, W 4-1 REINFORCE W/SDSYx4Y Ce CO SCREWS @ 12" oc Z C •• Q r a) 10 7 FLOOR DETAIL 1"=1'-o" 4 DECK RAIL DETAIL 1"=1'-0" 1 ti = 0 Q0 Z c13 0� � � Q \ _v____ GUARDRAIL —' BY OTHERS PREVISIONS 1 xQ "' SIMP DTT2Z TIE @ EACH GUARD POST NO. DATE (-2x BLKG @ EA DECKING PER ARCH GUARDRAIL I o ♦L♦. ADDITIONAL DTT2Z TIE OTHER PT 2x JOIST FACE OF BLKG PER PLAN, TYP 2x PT RIM (2)Y"0 THRU BOLTS & WASHERS EA SIDE 11 8 5 DECK RAIL DETAIL 1"=1'-0" 2 11/1/21 _ 21-130 DATE JOB# AM AM DESIGN CHECKED AM AS NOTED DRAWN SCALE STAIR JURISDICTION STAMP PER ARCH EXTERIOR WALL EDGE NAILING, III TYP SIMP LUS28 EA kr� a END OF JOISTS ll ___2 N k ••I kij IL SHEET TITLE pi isn_„_, k NOTCHED 2x12 STRINGERS @ 16"oc W/ 2x6 REINFORCEMENT ATTACHED W/ (2)10d NAILS AT 12"oc 11 LANDING JOIST SIMP LUS28 AT PER PLAN EA STRINGER di 2x LEDGER ATTACHED BEAM PER PLAN ROOF DETAILS TO EXTERIOR WALL W/(2)SDSYax4Y SCREWS @ EA STUD SHEET NO. S4. 3 12 9 6 STAIR LANDING DETAIL 1"=1'-0" 3