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HomeMy WebLinkAboutBLD10-159| FIELD COPY Michael Hoskins From: rick@richardhinerarchitects.com Sent: Friday, September 24, 2010 11:55 AM To: i¢hael Hoskins; Jim Wilhelm; Frank White Subject: White) Mike, Per our conversation a few minutes ago, we're waving the stated requirement for Special Inspections of the rebar prior to pouring. We agree there's nothing out of the ordinary...that it's standard practice...and we're confident with your approval, as representing the City of Port Townsend. Thank you for your attention to this, and good to talk with you again. I look forward to continuing to work with you in the future. Sincerely, Rick Richard Hiner Architects, PLLC 206.783.8222 Sent from my Verizon Wireless BlackBerry Michael Hoskins From: rick@richardhinerarchitects.com Sent: Friday, September 24, 2010 11:55 AM To: Michael Hoskins; Jim Wilhelm; Frank White Subject: White Mike, Per our conversation a few minutes ago, we're waving the stated requirement for Special Inspections of the rebar prior to pouring. We agree there's nothing out of the ordinary...that it's standard practice...and we're confident with your approval, as representing the City of Port Townsend. Thank you for your attention to this, and good to talk with you again. I look forward to continuing to work with you in the future. Sincerely, Rick Richard Hiner Architects, PLLC 206.783.8222 Sent from my Verizon Wireless BlackBerry BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-159 Permit Type Residential - Miscellaneous Project Name Move House / Foundation Site Address 2208 WALNUT ST Parcel # 985210201 Project Description Move House / Foundation Names Associated with this Project License Type Name Contact Phone # Type License # Exp Date Applicant White Francis W Owner White Francis W Representative Gruye Rob Contractor Solution Building Rob Gruye (360) 301-4191 CITY 6211 12/31/2010 Contractor Solution Building Rob Gruye (360) 301-4191 STATE SOLUTBI9140 09/18/2011 Fee Information Project Details Project Valuation $30,000.00 Entered Bid Valuation 30,000 DOLL Plan Review Fee 287.14 Uliiis: Heat Type: Building Permit Fee 441.75 Bedrooms: Construction Type: State Building Code Council Fee 4.50 Bathrooms: Occupancy Type: Technology Fee for Building Permit 8.84 Record Retention Fee for Building 10.00 Permit PLAN REVIEW DEPOSIT 150 150.00 PLAN REVIEW REFUND 150 -150.00 Total Fees $ 752.23 *** SEE ATTACHED CONDITIONS *** Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or authorized agent of the owner. Print Name Ro® — ey HE Date Issued: 09/02/2010 oo —— / Issued By: MWAY / a aT Signature a 7 ee _ Date 1 | = A \) Date Expires: 03/01/2011 / J BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-159 Permit Type Residential - Miscellaneous Project Name Move House / Foundation Site Address 2208 WALNUT ST Parcel # 985210201 Project Description Move House / Foundation Conditions 1. Property corner survey pins must be located at time of footing inspection to verify setbacks. 2. Per the City's Engineering Design Standards, construction work hours shall be restricted to 7 A.M.to 6 P.M., Monday through Friday, unless otherwise approved by the DSD Director in writing. 3. Refer to sheet (S1.0) for Special inspection requirements. Forward all inspection reports to the Building Division. 4. Install erosion control measures in accordance with the approved Stormwater Plan/Temporary Erosion and Sedimentation Control Plan and the approved Building Permit Plans. 5. Erosion Control - prior to Final inspection, ensure that soils are stabalized per the EDS. 6. The existing shed and concrete pad behind the garage shall be removed. The shed may be relocated provided it is landward of the 38.75 foot buffer. 7. Disturbances shall be limited to that which is necessary to implement the approved plans. Construction crews shall not drive equipment within 30-feet of the bluff edge and this area shall not be used for storage of equipment or soil. 8. The consulting engineer geologist shall be on-site durring excavation of the basement foundation to monitor soil conditions. If unanticipated conditions are encountered, construction shall cease and the City of Port Townsend Development Services Department shall be consulted prior to resuming construction activities. 9. Ifcultural or historical resources are discovered during excavation, work shall be stopped and the State Historic Preservation Officer contacted immediately. Work shall not resume until approval is obtained from the Director of Development Services. 10. Stock piles and exposed soils shall be immediately developed, covered or revegetated to prevent erosion. 11. Soils shall be stabalized upon completion of construction activities in accordance with the Engineering Design Standards. Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or authorized agent of the owner. Date Issued: 09/02/2010 Issued By: MWAY Signature - Date Date Expires: 03/01/2011 Print Name CONSTRUCTION PROGRESS RECORD CITY OF PORT TOWNSEND Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 POST THIS CARD IN A SAFE, CONSPICUOUS LOCATION. PLEASE DO NOT REMOVE THIS NOTICE UNTIL ALL REQUIRED INSPECTIONS ARE MADE AND SIGNED OFF BY THE APPROPRIATE AUTHORITY AND THE BUILDING IS APPROVED FOR OCCUPANCY. STAMPED APPROVED PLANS MUST BE AVAILABLE ON THE JOBSITE. PARCEL NO. 985210201 PERMIT NO. BLD10-159 ISSUED DATE 09/02/2010 EXPIRATION DATE 03/01/2011 ADDRESS 2208 WALNUT ST CONSTRUCTION TYPE OCCUPANT LOAD OWNER’ WHITE FRANCIS W PROJECT DESCRIPTION Move House / Foundation CONTRACTOR SOLUTION BUILDING LENDER INSPECTION INSP JATE COMMENT INSPECTION INSP DATE COMMENT EROSION CONTROL | Arty | “4/3 SETBACKS SURVEY PIN| Mp | /2e),41 “eu Ras ‘. FOOTING wk Yl reer AC Interior Pods tofa/o Fd, FOUNDATION DRAIN Uidegecn d ™ iy Be wa vs waa FOUNDATION WALL Wai Prost) ak per Ave hk SPECIAL INSPECTION SPECIAL INSPECTION SPECIAL INSPECTION SPECIAL INSPECTION MISCELLANEOUS MISCELLANEOUS HOLDOWNS ' FINAL - BLDG. an" Vay TO REQUEST AN INSPECTION CALL (360) 385-2294. INSPECTION REQUESTS MUST BE RECEIVED PRIOR TO 3:00 PM FOR NEXT DAY INSPECTION. PERMIT# BUD jO~\S4 CITY OF PORT TOWNSEND BLDG PERMIT ACTIVITY LOG DATERECEIVED. &~(7!0 BUD 10-119 SCOPE OF WORK: D ID LT Mae nouSe Varo anew Sounoleth Ov) DATE ACTION INITIALS B-A-Lo ENTERED INTO CHET Maw Ss io CHECKED FOR COMPLETENESS Mw: Plan Review # Bedroom(s) = # Bath(s) = Heat Type: SLit [10 Famcehon only pa (Cy | tol Tow 5 v ver {4 I vet: Reporls ) (ed Pog wcer ch eck =<. Phun VOU Pu? Cov plo te- (Need oak temp) c— S/i2 [fo |New plans submitted with senl # sitimps Plewn rei eu Covrnple 2. SEPTIC? \ rn | i } Need +o Chede this apauhst land Ko adpaowe— Zoning: Kt J ‘ia Setbacks OK? Lot Size: Building Size: Lot Coverage: FAR OK? Height OK? Parking OK? Critical Area? (Check Impervious Surface limits 19.05.050D4(a) Shorelines Jurisdiction? Demo? Historic Rev/ Design Rev? Notice to Title? Lots of Record? P:\DSD\Forms\General Use Forms\Activity Log Bldg Permit.doc July 12, 2010 Development Services ————~ ae _ he ae = CiiY OF PORT TOWNSEND 250 Madison Street, Suite 3” Port Townsend'WA 98368 ~~ “Phone: 360- 379-5095... ame. -ceeery Fax: 360-344-4619. “Www. cityofpt. us ** Residential Building Permit Application Project Address: ADoO~ Welw Aerts Zoning: Parcel# | So “Ale © 2.6) Legal Description (or bar Bio&K. a Pav Wine P oo, =v Office Use Only faux Yo, ~ 7 thy oa 10 ‘toe Project Description: Weve bo vg to ne locaton on wm Sere lor, PY OL VOW 5 Spefications by mail must ineltide: a check for initial pin review fee of $150 for projects valued over $15,000. See Page 2 for details on plan submittal requirements. Property Owner/Applicant: Name: _Fyayit Conte Address: 2-0 { Lowlwe City/St/zip:_° - aSIAS Phone: Email: ~ Contact/Representative: Name: (e) aVr ye’ Phone: 340 30! aT & ) Email: @siso\ut 6 P Ol moa wot Contractor: O Same as Owner Name: Lh 6 ee Address: P®>. Gasy- Thi City/SvZip: __ ©_7, WA AwrL Phone: 340 Bol NI&\ Email: &sb <olUd un. o ON 6 + reb State License #:30LUT BP AA 40S Exp: 9g -l! City Business License #:;_ 2 II Building Information (square feet): 1* floor Garage: 2" floor Carport: 3” floor Other: Basement Finished: Unfinished: Decks / Porches Covered: Uncovered Heat Type: Electric =~ ~Heat Pump Other Total: #Bedrooms #Bathrooms Size of lot Square feet Total Lot Coverage (Building Footprint):* Square feet: % Impervious Surface:* Square feet: *Total existing & proposed Lender Information: Lender information must be provided for projects over $5,000 in valuation per RCW 19.27.095.-,.. \v Name: ie > ao Colter Project Valuation: $___ “ZO 0 s¢> What year was the structure built? If work includes demolition, see Page 2. Any known wetlands on the property? Y N Any steep slopes (>15%)? Y N | hereby certify that the information provided is correct, that | am either the owner or authorized to act on behalf of the owner and that all activities associated with this permit will be in accordance with State Laws and the Port Townsend Municipal Code. Print Name: Rts Gy VYyo Signature: An nae 4/1 / Page 1 of 2 - 1/4/2010 -OVER- RESIDENTIAL BUILDING PERMIT APPLICATION CHECKLIST This checklist is for new dwellings, additions, remodels, and garages. 0 Residential permit application. 0 Washington State Energy & Ventilation Code forms 0 Two (2) sets of plans with North arrow and scaled, no smaller than %” = 1 foot: OA site plan showing: Legal description and parcel number (or tax number), Property lines and dimensions Setbacks from all sides of the proposed structure to the property lines in accordance with a pinned boundary line survey On-site parking and driveway with dimensions If creating new impervious surfaces, indicate measures utilized to retain stormwater on-site Street names and any easements or vacations Location and diameter of existing trees Utility lines If applicable, existing or proposed septic system location 10. Delineated critical areas boundaries and buffers 0 Foundation plan: 1 Footings and foundation walls 2. Post and beam sizes and spans 3. Floor joist size and layout 4. Holdowns 5. Foundation venting 0 Floor plan: 1. Room use and dimensions 2. Braced wall panel locations 3. Smoke detector locations 4. Attic access 5. Plumbing and mechanical fixtures 6. Occupancy separation between dwelling and garage (if applicable) 7. Window, skylight, and door locations, including escape windows and safety glazing 0 Wall section: Footing size, reinforcement, depth below grade Foundation wall, height, width, reinforcement, anchor bolts, and washers Floor joist size and spacing Wall stud size and spacing Header size and spans Wall sheathing, weather resistant barrier, and siding material Sheet rock and insulation Rafters, ceiling joists, trusses, with blocking and positive connections Ceiling height 10. Roof sheathing, roofing material, roof pitch, attic ventilation 0 Exterior elevations (all four) with existing slope of the land in relation to all proposed structures 0 If architecturally designed, one set of plans must have an original signature O If engineered, one set of plans must have one original signature O For new dwelling construction, Street & Utility or Minor Improvement application If you are proposing partial or full demolition of a structure that is at least 50 years old, per Ordinance 2969 Historic Preservation Committee (HPC) review is required. If within the National Historic Landmark district: $58.00 for full committee review. If outside the National Historic Landmark district and not on the Historic Register: no fee for HPC Administrative review. Complete HPC Form. Partial demolition includes exterior demolition for additions and remodels. Page 2 of 2 - 1/4/2010 -OVER- Receipt Number: BLD10-159 985210201 Plan Review Fee $287.14 $287.14 $0.00 BLD10-159 985210201 Building Permit Fee $441.75 $441.75 $0.00 BLD10-159 985210201 State Building Code Council Fee $4.50 $4.50 $0.00 BLD10-159 985210201 Technology Fee for Building Permit $8.84 $8.84 $0.00 BLD10-159 985210201 Record Retention Fee for Building Per $10.00 $10.00 $0.00 BLD10-159 985210201 PLAN REVIEW REFUND 150 -$150.00 -$150.00 $0.00 Total: $602.23 10-0648 08/09/2010 PLAN REVIEW DEPOSIT 150 $150.00 BLD10-159 CHECK 2868 | ~ $ 602.23 Total: $602.23 genpmtrreceipts Page 1 of 1 Receipt Number: BLD10-159 985210201 PLAN REVIEW DEPOSIT 150 $150.00 $150.00 $0.00 Total: $150.00 CHECK 2824 $ 150.00 Total: $150.00 genpmtrreceipts Page 1 of 1 Alex Angud From: Samantha Trone Sent: Tuesday, July 13, 2010 9:31 AM To: Judy Surber Ce: Alex Angud Subject: LUP for Frank White Judy, The comments from the site plan submitted June 28, 2010: e One requirement for splashblocks in the 2005 Department of Ecology Stormwater Management Manual for Western Washington is that splashblocks cannot be placed on or above slopes greater than 20%. The applicant’s geotechnical engineer needs to verify that the slopes are less than 20% as redlined on the site plan. e Show where a construction entrance (BMP C 105) will be located on site plan. e Driveway will need to slope to swales/ditches along Walnut Street. Swales/ditches will need to be enhanced by the applicant. e The downspout splashblock on the west side of the garage does not meet the 50-foot minimum vegetated path, because it is only 160- square feet of roof area it is acceptable for spashblocks vegetated path to continue into the enhanced swale/ditch for the driveway in Walnut Street. | have attached construction Best Management Practices (BMP’s) to the site plan that will be required for this site. | will drop off the redlined site plan to you this morning. Thanks, Samantha Trone, P.E. Development Review Engineer City of Port Townsend 250 Madison St., Suite 3 Port Townsend, WA 98368 office (360) 344-4605 fax (360) 344-4619 City of Port Townsend TABLE 17.16.030 Residential Zoning Districts - Bulk, Dimensional and Density Requirements DISTRICT R-I R-II R-Ill R-IV MINIMUM SIDE 5? except: 5? except: 5” except: 15’ except: YARD SETBACKS 10’= abutting a street r-o-w; 10’= abutting a street r-o-w; 10’= along a street r-o-w; 20’ if directly abutting 20 feet for garages with 20 feet for garages with 20 feet for garages with an R-1 or vehicle access facing a street | vehicle access facing a street vehicle access facing a R-II district; no setback right-of-way and 50’ barns right-of-way and 100’= street right-of-way and no for multifamily and agricultural buildings and barns and agricultural setback for multifamily structures located within 100” if abutting a R-II, R-III, buildings structures located within 200 feet of an abutting or R-IV zoning district 200 feet of an abutting mixed use zoning district mixed use zoning district MAXIMUM 30’ 30’ 35° 35” BUILDING HEIGHT MAXIMUM LOT 25% 35% except 40% where an 45% 50% COVERAGE ADU is included on the lot MAXIMUM FENCE Front=4’; Side=8’; Side Front=4’; Side=8’; Side Front=4’; Side=8’; Side Front=4’;Side=8’; HEIGHT* abutting a public right-of-way abutting a public right-of- abutting a public right-of- Side abutting a public =4’; rear=8’ way = 4’; rear=8’ way =4’; rear=8’ right-of-way =4’; rear=8’ e NOTE: Maximum fence heights apply within any required front, side, or rear setback area or along the edge of any required yard; refer to Chapter 17.68 PTMC, Fences, Walls, Arbors, and Hedges for specific requirements. (Ord. 2967 > 4.2.2008; Ord. 2939 33 1,2, 2007; Ord. 2913 > 2, 2005; Ord. 2925 > 4, 2003; Ord. 2782 3 4, 2001; Ord. 2716 3 4.3, 1999; Ord. 2700 3 11, 1999; Ord. 2571 3 2, 1997). P:\DSD\Forms\Building Forms\Information-Table 17.16.030 Res Zoning Districts.doc Page 2 of 2 05/15/09. City of Port Townsend TABLE 17.16.030 Residential Zoning Districts - Bulk, Dimensional and Density Requirements DISTRICT R-I R-II R-II R-IV MAXIMUM HOUSING 4 dwelling units (Multiple 8 dwelling units (Multiple 16 units per 40,000 sf 24 units per 40,000 sf DENSITY (units per dwelling units on a single lot | dwelling units on a single lot of lot area of lot area 40,000 square foot area) must be contained within a must be contained within a single structure, except: a single structure, except: a permitted accessory dwelling | permitted accessory dwelling unit (ADU) may be unit (ADU) may be established in a separate established in a separate building if allowed by building if allowed by 17.16.020 PTMC) 17.16.020 PTMC) (10,000 sf of lot area per unit) | (5,000 sf of lot area per unit) MINIMUM AVERAGE 10 units where a parcel 15 units HOUSING DENSITY and/or contiguous parcels (units per 40,000 square under single ownership foot area) are 12,000 square-feet in size or greater MAXIMUM NUMBER 4 (Note: limited structures 4 (Note: limited structures No limit No limit OF DWELLING UNITS | with more than 4 dwellings with more than 4 dwellings IN ANY ONE per structure may be permitted per structure may be STRUCTURE through the PUD process, see permitted through the PUD Chapter 17.32 PTMC.) process, see Chapter 17.32 = PTMC.) MINIMUM LOT SIZE 10,000 sf = single-family 5,000 sf = single-family 3,000 sq ft = single-family detached detached detached; 5,000 sf= single-family attached (duplex); 7,500 sf = single-family attached (triplex); and 10,000 sf = single-family attached (fourplex) and multi- family! MINIMUM LOT 50’ 50’ 30’ except: 100’= WIDTH multifamily ; MINIMUM FRONT 20’ except: 10’ except 20 feet for 20’ except: 20’ except; YARD SETBACKS 50’= barns and agricultural garages with vehicle access 10’ w/side or rear 10’ wi/side or rear buildings facing a street right-of-way parking/garages; garages parking; no setback for and 50’=barns and with vehicle access facing multifamily structures agricultural buildings a street right-of-way must located within 200 feet be setback 20’; no setback | of an abutting mixed use for multifamily structures zoning district located within 200 feet of an abutting mixed use zoning district MINIMUM REAR 20’ except: 10’ except: 10’ except: 15’ except: YARD SETBACKS 50’ = barns and agricultural 100’ = barns and agricultural | no setback for multifamily | 20’ if directly abutting buildings, and 100’ if abutting buildings structures located within | an R-I or R-II district; no a R-II, R-II, or 200 feet of an abutting setback for multifamily R-IV zoning district mixed use zoning district | structures located within 200 feet of an abutting mixed use zoning district See Back of This Page For More ' In order to achieve the minimum density, subdivision of parcels 12,000 square feet or greater shall not allow individual lots larger than 4,000 square-feet unless said lots are reserved for multi-family dwellings. P:‘ADSD\Forms\Building Forms\Information-Table 17.16.030 Res Zoning Districts.doc Page 1 of 2. 05/15/09 STRATUM GROUP P.O. Box 2546, Bellingham, WA 98227 Phone (360) 714-9409 September 10, 2010 Rob Gruye Solutions Building Inc 545 Hendricks Street Port Townsend, WA 98368 Re: Site Excavation White Residence 2208 Walnut Street Port Townsend, Washington Dear Mr. Gruye: Representatives of Stratum Group were onsite at 2208 Walnut Street to observe soil conditions and excavation work for the White residence on September 8 and 9, 2010. The soils underlying the property are consistent with the geology described in the Geology Hazard Assessment, completed by Stratum Group in a report dated June 22, 2009. The soils consisted of ice-wasting sand and gravel. The material was non-stratified, loosely compacted, and well drained. Compact sand with minor gravel was observed at approximately 5 feet depth in the northeast comer of the excavation. The excavation extended to a maximum depth of approximately 7 feet. No perched water, impermeable layers, or indications of instability on the shoreline bluff were noted during our observations. Stratum Group appreciates the opportunity to be of service to you. Should you have any questions regarding please contact our office at (360) 714-9409. Sincerely yours, Stratum Group — kK) o-_ yy b gs , 8 AN mit UA / wee i Pipes ru ii Dan McShane, L.E.G., MSex<o 4 “OY Kim Ninnemann, L.G.B8,_ ---» y Licensed Engineerin Ba Licensed Geologist “8.3. ") lots . W Aly ‘Rob preys to Sigh 6 ny betulé “-. a= run k Tpecinissies aad ll Jocumests Tparbaiary {, dle nequis tien és ( Seruihs oe wy pee re hy mS 3.2.0) Alelust © heen Pi Trrnsend , Whe TPL = OWS State of Washington AUDREY OLINER MY COMMISSION EXPIRES y 272013 CITY OF Font TOWNSEND MATERIALS LEGEND GENERAL NOTES GENERAL NOTES, CONT. — | PROJECT INFORMATION PROJECT INFORMATION, CONT. EARTH/COMPACTFILL -------- °° °°: - = IFE SAFETY REQUIREMENTS 1. ALL WORK SHALL BE IN CONFORMANCE WITH ALL APPLI- ——— LOT COVERAGE CALCULATIONS OWNERS _ _ . CABLE CODES, INCLUDING BUT NOT LIMITED TO THE 2006 vasuuey IPORRSUS HEL. ~~ << 02-2 a _ Pore Le FRANK WHITE ae INTERNATIONAL BUILDING CODE (IBC) AND 2006 SEATTLE ORO noha) say ris ~ Minimum width = 36 RESIDENTIAL BUILDING CODE. THE GENERAL CONTRAC- _ Z IMPERVIOUS AREA CALCULATIONS (PROPOSED) STE ADDRESS cet SECEIVEM = Matimum 7 3 Tid GAM RE Ta DE ACRES CONCRETE ~ © ee 1,068.92 = HOUSE FOOTPRINT nt ; | ee oles THE CONTRACTOR SHALL CHECK ALL DIMENSIONS IN . Lia ric) gical ASSESSOR'S PARCEL NUMBER 6 12 2010 Y) ~ Mini 1g" SIPS/RIGID INSULATION - --- >> °° BERR Ne yee inp etiglionas es | THE FIELD AND VERIFY THEM WITH RESPECT TO ADJA- BK pail ila 985210201 L , ~ — Handrail 34" - 38" above tread nosing ENT OR INCORPORATED WORK. THE CONTRACTOR 186.86 = DRIVE Cli OF PORT TOWNSEND = ina di : « 142.13 = STONE PAVER PATIO EAST OF GARAGE LEGAL DESCRIPTION va S Ri ~ Handrail grasping dimension 1-1/4" min. - 2" max. SHALL RESOLVE ALL VARIATIONS OR DISCREPANCIES BATT/LOOSE FILLINSULATION -- -- > - - : WES 13 = z R D) 30.87 = SITE WALL @ SOUTH EDGE OF PROPERTY PETTYGROVE'S 2ND, TAX 3 (PART OF BLKS 102 & 103 <=, A) WITH THE ARCHITECT PRIOR TO PROCEEDING WITH (ENGLD) W/ PTN VAC OAK ST AD St = Decks/ Guardrails: THE WORK IN QUESTION. WOOD: ROUGH FRAMING -- => : 1ST = Tobe ensKateanes e 3 2 ~ Guard rail required for walking surfaces 30" above adjacent grade or floor _ FIRST CLASS WORKMANSHIP IS EXPECTED. PRIOR TO SECTION: 35 below. INSTALLING ANY ITEM OR MATERIAL, VERIFY THAT RE- WOOD: BLOCKING - = - QTR SECTION: SE1/4 ‘ ~ 36" high required minimum. CEIVING SURFACES ARE PLUMB, LEVEL, TRUE TO LINE PERVIOUS AREA CALCULATIONS (PROPOSED) ree ti 31N S ~ 4" max. clear space between intermediate rails. AND STRAIGHT T0 ACHIEVE TOLERANCES SPECIFIED WOOD:PLYWOOB- --- ~~ - ee 445.48 = DECK EAST OF HOUSE g OR REQUIRED. TAKE CARE IN ATTENTION TO DETAILS ie aoe iqiha = Ei araaaniesiad Le \orae is ee AND FITTING AT INTERSECTIONS AND JUNCTURES OF <i deli 16.1635 : moke Detector. MATERIALS: ALL JOINTS ARE TO BE TIGHT, STRAIGHT, GYPSUMWALLBOARD- -- - ~~ ~~ - : ~ — See plans for location. EVEN AND SMOOTH. UNLESS NOTED OTHERWISE, SAS = Eee eee nN PROJECT NUMBER = ~ Must be powered by building wiring and have battery back-up in new CONCEAL ALL FASTENERS. GLULAMBEAM: -- ee 6165095 : construction and additions. PROJECT DESCRIPTION . a . PROTECT SURROUNDING VEGETATION FROM DUST, 3 ~ — |s required in basement, connected with alarm audible in upstairs sleeping DEBRIS AND INCIDENTAL DAMAGE. REMOVE TOPSOIL SYMBOLS LEGEND HOUSE & DECK REMODEL AND SWIMMING POOL ADDITION. areas. FROM BUILDING SITE AND STOCKPILE FOR REDISTRI- a ~ Battery-powered okay in existing building not being remodeled. BUTION. EXISTING WALL TO REMAIN = - = = © = 7 > ae Ng ARCHITECT / APPLICANT CIVIL ENGINEER 3 3 F nev Earess: - DRAWINGS ARE IN PART DIAGRAMMATIC AND DO NOT EXISTING WALL TO BEDEMOLISHED -- - - - - - - - RICHARD hiNER ARCHITECTS, PLLC STREAMLINE ENVIRONMENTAL, INC. a8 mergency cgress: . NECESSARILY SHOW COMPLETE DETAILS OF 5597, BALLARD AVE. NW TIS GRANT ETRE] Sg ~ One window in basement and each bedroom must meet these requirements: CONSTRUCTION, WORK OR MATERIALS, PERFORMANCE, SEATTLE, WA 98107 PORT TOWNSEND, WA 98386-2405 -5.7 sq.ft. min. net open area OR INSTALLATION; DRAWINGS DO NOT NECESSARILY NEW WALL =~ © (206) 783-8222 (360) 821-9960 = 90min eloaronen width SHOW HOW CONSTRUCTION DETAILS, OTHER ITEMS, OR RICK HINER, JIM WILHELM EVERETT A. SORENSEN, P-E. 25 ices pala WORK, FIXTURES, AND EQUIPMENT MAY AFFECT ANY siigeceinis = le own o's ces ws Ane ; Zz ® -24" min. clear open height PARTICULAR INSTALLATION. THE CONTRACTOR SHALL GENERAL CONTRACTOR eS -44" max. sill height ASCERTAIN AND CORRELATE THE WORK TO BRING THE ye cada So | | STEELE INTO A SATISFACTORY AND COM- WINDOWMARK- = 2 2 2 eee - (a) PORT TOWNSEND, WA 98386 oe Security Requirements: cn ge ~ Minimum 1/2" throw on dead bolt or dead latch for doors. _ WRITTEN DIMENSIONS AND ELEVATION POINTS ON ; ~ — Visitor observation port for exterior doors. DRAWINGS GOVERN: DO NOT SCALE DRAWINGS. LARGE DOORMARK: = = - [_ 00) STRUCTURAL ENGINEER ~ Windows within 10' of grade capable of being locked. SCALE DRAWINGS TAKE PRECEDENCE OVER PLANS, pe el ~ All locks must be able to be opened without the use of a key or any special ELEVATIONS AND CROSS ‘al EAE eee 0) SUES knowledge or effort. _ VERIFY ALL DIMENSIONS, DATUMS AND ELEVATIONS pel ert PRIOR TO CONSTRUCTION. ALL DIMENSIONS ARE TO ne Soh Rae Safety Glazing: FACE OF STUD OR FACE OF CONRETE, UNLESS OTHER- SECTIONMARK- -- >>> 57 ee: - 3 a ~ Wired, tempered, laminated safety glass, must meet IBC requirements. WISE NOTED. GEOTECHNICAL ENGINEER Ze ~ _ Glazing in or adjacent to doors (24") and glazing close to floor--- See code for _ COORDINATE FRAMING LAYOUT WITH LOCATIONS OF ALL DETAILMARK&BUBBLE -- ~~ ~~ - FA oe hazardous locations. DUCTWORK, COR UIT, LIGHT FIXTURES AND GRILLES. ee < & oO NATURAL LIGHT REQUIREMENTS: . PROVIDE SUFFIC'ENT BACKING OR GROUNDS IN WALLS REVISION CLOUD &MARK- --------- °°: 3 Shu = ; , , FOR SUPPORTINS SOUNTERS, CABINETS, DRAPERY, éi\ ~ Window area must be 1/10 floor natural light for 10 Sq. ft. min. ARTWORK, ETC., AS REQUIRED. ~ All habitable rooms except kitchens require natural light. 10. ALL WORK SHALL BE GUARANTEED FOR ONE YEAR FOL- VENTILATION REQUIREMENTS LOWING ACCEPTANCE AGAINST DEFECTS IN MATERIALS V | C | N | T Y M A P 9 Roof Ventilation: iaiiideiacial ~ 1 q.ft. of venting per 150 sq.ft. of area to be vented - can be reduced to 11. THE CONTRACTOR IS RESPONSIBLE FOR THE WATER- 1/ 300 if ventilators are provided in the upper portion of area to be vented. TIGHTNESS OF ALi DETAILS AND SHALL PROVIDE ~ 1"air space minimum required above roof insulation. nto AS NECESSARY WHETHER INDICATED IN THE ~ Cross-ventilation required. ace - 12. ALL SMOKE DETECTORS SHALL BE INTERCONNECTED Crawl Space Ventilation: AND RECEIVE THEIR PRIMARY POWER FROM THE HOUSE oa. 4 sq.ft. per 150 sq.ft. of under floor area. WIRING. SMOKE DETECTORS ARE TO BE LOCATED PER TT Z tists APPROVED PLANS AND AS REQUIRED BY CODE. Cross ventilation also required. 2 g . a — 13. EXHAUST FANS AT BATHROOMS AND UTILITY ROOMS wl & Mechanical Ventilation/ Outside Air Supply: SHALL BE RATED AT 50 CFM AT .25 W.G. OR GREATER. QO | -e ~ — Habitable rooms must have outside air supply. Aire ei Fr Creo, a uy = _ . . i uJ Ee QO Kitchens, bathrooms and laundry rooms must be vented mechanically NONCOMBUSTABLE MATERIALS, AND ARE TO BE INSU- va a a LATED AS REQUIRED BY THE IRC. 52 Room Dimension Requirements: WS 3 ~ General 7' 6" min. habitable space ceiling height. = S a ~ 7'0" min. ceiling height in kitchen, bathroom and corridor. = S 5 ~ Sloped ceiling must meet minimum height over 1/2 of the area. _ ~ 6'6" min. head room at garage ceiling. ~ Minimum floor area for sleeping room is 70 sq.ft. z= ~ 7'0" min. width for habitable room. = ~ For exceptions to headroom in existing spaces...see: Director's Rule DR 14-96 MISCELLANEOUS REQUIREMENTS Attic Access: SHEET INFORMATION ~ Opening to be 22" by 30" min. ~ Attic headroom to be 30" at access. SHEET INDEX ~ 6" min. clearance between wood and earth. A0.0 COVER SHEET A1.1 SITE PLAN NOTICE: Plans are approved excepting hie lrattedhion fn coniotmanas. pth a i il he all applicable codes and regulations. E $1.2 STRUCTURAL DETAILS 5 $1.3 STRUCTURAL DETAILS APPROVED uy S1.4 STRUCTURAL DETAILS Date: ae. 5 $2.1 FOUNDATION, FIRST FLOOR FRAMING PLANS Permit ne ee — * Building Official naam CITY OF PORT TOWNSEND A0.0 FILE COPY ; DATION DRAIN TO BE \DISPERSED (DAY LIGHT) \ \ \ \ \ \ \ Ny \ NEW WOOD DECK \ \ \ \. TO BE REMOVED , LINE OF EXISTING WOOD DECK \ \ \ \ REMOVE EXISTING LAWN AND INVASIVE SPECIES (SUCH AS ENGLISH IVY) WITHOUT DETRIMENTALLY IMPACTING THE BUFFER. RE-ESTABLISH NATIVE PLANT \ PALETTE AND RECLAIM AREA PREVIOUSLY UNDER DECK AND CRAWL SPACE. \ LINE INDICATING APPROXIMATE AREA FOR RE-PLANTING & \ \ \ RE-ESTABLISHING NATIVE PLANT MATERIAL (AREA = ++/- 1650 SF) \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ FOOTPRINT OF EXISTING SINGLE FAMILY RESIDENCE - SHOWN W/ THICK DASH PERVIOUS WOOD WALK, ENTRY, STAIR \ \ \ \ % | \ CENTERLINE OF ROAD ~ | \ PROPERTY ! -| LINE | \ IN l \ \ \ \ UN CURB / SHOULDER _ = fs OF ROAD-BED AT Yo WALNUT STREET : Zl. # (DUE WEST OF PROPERTY) | x) em 26'-0" 17-0" 50 FROM SURVEY. ——————| WIDTH OF ROAD-BED | FRONT- 7 "T.B.M. T.E. = 122.49! | | YARD REBAR WAS FOUND | SETBACK S 76°49'56" E, “le 0.45' FROM CALCULATED ye LOT CORNER RI | | LOCATION OF s—fl-— SURVEY PIN : | = | 5 = I | 2 j24—-4 <| & = NY | t. oo 2 2 @ £] & | 3 Oo © 2 © _ 4” (2) TANDEM PARKING SPACES SHOWN DASHED: DRIVEWAY SPACE = om 8' X 16' (COMPACT) + GARAGE SPACE = |B ; 9' X 19' (STANDARD) &| =o & —~|CRe | 72g. re) ~ ero FOOTPRINT OF EXISTING GARAGE TO BE DEMOLISHED - SHOWN W/ THICK DASH NEW GARAGE STRUCTURE J 3 | RELOCATED PAVED DRIVEWAY LOCATION OF SURVEY PIN 17-0 16-3" 20-1 1/2" ” FRONT-YARD RELOCATED GARAGE SETBACK (4) PROPOSED SITE PLAN - REVISED W/ NO EASMENT SCALE: — 1/8" = 1'-0" NEW CONC. SITE WALL (12"w X 18"h) \ \ \ XN \ \ & \ \ \ \ \ \ , \ \ \ \ % \ \ \ \ \ \ \ \ \ \ x \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ N \ \ \ \ \ \ \ \ ‘ \ \ BS \ \ \ \ \ \ \ \ \ \ ‘ * \ ‘ \ \ \ \ \ \ \ ; \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ ‘ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ % \ \ ‘ \ \ = = — = \ \ \ N \ \ \ SS \ \ \ FO U N D A T I O N PE R M I T 6 AU G U S T 20 1 0 ww w . r i c h a r d h i n e r a r c h i t e c t s . c o m 20 6 . 7 8 3 . 8 2 2 2 TE L 20 6 . 7 8 3 . 7 5 6 2 FA X = Vv > << mo) See & cs faa} MN ° ise) Ve) Se a t t l e , WA 98 1 0 7 mW Wi ke a= YU wom Lhd re ot am VU x = 4 QO LL S| 2 =| 3 LU oO QO} us Q | ue ra 1 a wi | 2S nonl | 3° LT! oF ae) =| 2 ea = Q LL w © Qo. © oc fa ' 5 = i oO is a — uy a S SHEET NUMBER: OF TOP PLATE SPLICE _ SEE 1/S1.0 12 STRUCTURAL NOTES 4'—0 a! /S1.0. —~ 20) 16d il il TL TE Th TL TL TE CODE REQUIREMENTS: SAWN LUMBER: METAL-PLATE-CONNECTED WOOD TRUSSE (20) wa 4 ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL SAWN LUMBER SHALL BE GRADED AND MARKED IN CONFORMANCE WITH WCLIB SHALL BE DESIGNED BY THE MANUFACTURER AND COMPLY WITH THE TRUSS — BUILDING CODE (IBC), 2006 EDITION, AS AMENDED BY CITY OF PORT STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 16, WCLIB LATEST PLATE INSTITUTE ANSI/TPI 1-2002 NATIONAL DESIGN STANDARD FPR METAL TOWNSEND. EDITION. SAWN LUMBER SHALL BE S4S & SURFACE DRIED, MAXIMUM 193 PLATE CONNECTED WOOD TRUSS CONSTRUCTION AND IBC SECTION 2303.4. TT ———- MOISTURE CONTENT. SPECIES AND GRADE SHALL BE AS FOLLOWS UNLESS DESIGN FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS. DESIGN : OTHERWISE NOTED ON DRAWINGS: FOR THE SPANS & CONDITIONS SHOWN ON THE PLANS. DING ; TOP_PLATE A \ CONTRACTOR SHALL PROVIDE BRACING OR SUPPORT REQUIRED FOR TEMPORARY ae eos. ° : BMS: DORDINS SEADL BE aa Ff, CONSTRUCTION LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED USE GRADE Fb Fo Fo oO DURING ERECTION. BACKFILL BEHIND WALLS SHALL NOT BE PLACED BEFORE ny nuaph + nan oe a NA aches THE WALL IS PROPERLY SUPPORTED. REFER TO ARCHITECTURAL PLANS FOR j = Se Eee ae a ee eee = PANEL BLKG. (2) 2x8 @ 2X4 WALLS * . ae Sees Sea eee iaigpinnaladac oS ae WALL STUDS & BLOCKING TOP CHORD DEAD LOAD 13 PSE =z & AS REQ. ————— (3) 2X8 @ 2X6 WALLS WALD OPENINGS, ARCHITECTURAL TREATMENT, “AND DIMENSIONS NOT. ShOWNs 2" TO 3" THICK, 4" WIDE....... DF-L NO. 2 900 625 1350 BOTTOM CHORD DEAD LOAD 7 PSP o - STUDS | ~ UNLESS NOTED OTHERWISE CONSULT MECHANICAL PLANS FOR SIZES AND LOCATIONS OF ALL OPENINGS 2" THICK, 6" & WIDER.......... DF-L NO. 2 900 625 1350 TOP CHORD UPLIFT SEE WIND LOADS ABOVE =x ees FOR DUCTS & PIPES ETC. NOT SHOWN. THE CONTRACTOR SHALL BE cunt = “ ok ee SECURE TOGETHER ae . oe . SEE MECHANICAL FOR HVAC LOADING =s T STUDS @ 16” OC W/ (2) 16d @ 8” 0. RESPONSIBLE FOR COORDINATION OF THE EXCAVATION, SHORING, AND OTHER WALL PLATES z= S 3 . . * * f TIM T nr ANT).JAC (VDER nwt T y jim <—< anion =e i oS Lu NOTE: TYP. UNO WORK WITH ae THE UE Teall see AND ADJACENT PROPERTIES. CALL BEFORE 2 XM dig odeoue en ap whee ea, Seawaes DF-L STUD 625 DEFLECTIONS UNDER TOTAL LOADS SHALL NOT EXCEED L/360. WOOD uw oo co 1. SPLICE & NAIL TOP PLATES oa ~~ AT NON BEARING WALLS DIGGING 1-800-424-5555 2 XM Crcvanaweciswemuw soaumee wus DF-L NO. 2 625 TRUSSES SHALL UTILIZE APPROVED CONNECTOR PLATES (GANGNAIL OR EQUAL). FURNISH SHOP DRAWINGS & DESIGN CALCULATIONS FOR APPROVAL AS SHOWN @ ALL EXTERIOR, HEADERS: (2) 2X6 MIN. ' Shcars Se elas oweuae anes a wes PIUMBING & SHEAR WALLS DESIGN LOADS: JOISTS & RAPTERS........ ccc... ey, te. 2 aan aus — PRIOIR TO FABRICATION. SUBMITTED COCUMENTS SHALL BEAR THE STAMP . A. FLOOR LEVEL AND AT ROOF LIVE LOADS: OF A REGISTERED PROFESSIONAL ENGINEER, STATE OF WASHINGTON, Pay @ EA. ; A AT NON BEARING WALLS RESIDENTIAL 40 PSF aukus -.cpwers PROVIDE FOR ALL SHAPES, BEARING POINTS, GIRDER TRUSSES, AND a T BEARING WALLS TRIMMER STUDS: (1) TRIMMER STUD ag GARAGE 50 PSF ae : a 7 INTERSECTIONS SHOWN ON THE DRAWINGS. THE HEEL JOINT SHALL BE o 2. PROVIDE (2) LSTA 36 STRAP W/ (26) 10d (1) @ OPENINGS 5'-0” & LESS — BG BEE oN THICK & LARGER... ee ee eee eee DF-L NO. 1 1200 625 925 DESIGNED CONSIDERING THE EFFECTS OF ECCENTRIC LOADING. PROVIDE = NAIL ONE EACH SIDE WHERE DRILLED HOLES NINGS 6’-0" & GREATER Bean a = oe eee FOR ALL TEMPORARY & PERMANENT TRUSS BRACING & BRIDGING. STORE & g EXCEED THE FOLLOWING: ieee FACE NAIL lad ea Tel fen) DE-L = DOUGLAS FIR-LARCH ERECT TRUSSES IN ACCORDANCE WITH THE MANUFACTURES c "FOR 2X4 nies W/ (2) 16d @ 8” 0.C o 2 ae Eee WALL PLATES TYP _a SNOW LOAD: Pg = 15 PSF, Ce = 0.9, I = 1.0, Ct = 1.0, P&E = 25 PSF ALL LUMBER IN CONTACT WITH EARTH OR CONCRETE SHALL BE PRESERVATIVE SPECIAL INSPECTION, TESTING & STRUCTURAL OBSERVATION: = * IST. = 11/4” , TREATED. ALL FASTENERS IN CONTACT WITH TREATED WOOD (NAILS, QUALITY ASSURANCE PLAN (IBC1705) a CENTER ALL HOLES MIN. EDGE DIST. = 1 1/ j 3 StU Gene WSL 1S<SEC. <GUers (TC Sict,. wee * 4:5 BOLTS, HANGERS, HOLDOWNS, ETC.) SHALL BE CORROSION RESISTANT (G- o i its Bee! Sen Oe See oe : 185, HOT DIPPED ZINC COATED GALVANIZED OR STAINLESS STEEL, IBC SEIS -~FORCE- ISTING SYS OF TI IG: = EXPOSURE C, GCpi = 0.18, ENCLOSED BUILDING tent Z NLES ' 1. SEISMIC-FORCE-RESISTING SYSTEM CONSISTS OF THE FOLLOWING: Z . » 4a” SCALE: 3/4” = 17-0" ri SCALE: 3/4” = 17-0 / meisanisss " ceacenet i LIGHT: WOOD FRAMING CONSTRUCTION WITH WSP DIAPHRAGMS AND SHEAR = PRESSURE SUCTION FRAMING NOTES: WALL, AND MECHANCIAL HOLDOWNS. THE FOUNDATIONS IS REINFORCED 1 YPICAL TOP PLATE SPLICE 2 | YPICAL HEADER at WALL WALL COMPONENTS & CLADDING: 19 PSF 33 PSF FRAMING ACCESSORIES AND STRUCTURAL FASTENERS SHALL BE AS CONCRETE SPREAD FOOTINGS. Cee E ni( te Met Lys Richland a ROOF COMPONENTS: MANUFACTURED BY SIMPSON STRONG-TIE COMPANY (OR APPROVED EQUAL). ausl “Ww , “ fe oe CORNERS 15 PSF 60 PSF ATTACH JOISTS TO FLUSH HEADERS AND BEAMS WITH SIMPSON "U" SERIES Z. SPECIAL INSPECTIONS, AND TESTING ARE REQUIRED. iene aS OVERHANGS @ CORNERS 15 PSF 79 PSF JOIST HANGERS TO SUIT THE JOIST SIZE. NAILS SHALL BE COMMON. _ - . Sm llpeae : . oe - oe INSPECTION ITEMS FREQUNCY eo EDGE 15 PSF 40 PSE NAILING NOT SHOWN SHALL BE PER IBC TABLE 2304.9.1. PROVIDE SOLID & , oo OVERHANG @ EDGE 15 PSF 47 PSF LOCKING AT BEARING POINTS. TIMBER CONNECTORS SHALL BE INSTALLED ét@p PREPARATION, EXCAVATION € GRADING emerenre GG - white. FAG = fo oA Wh FIELD 15 PSF 22 PSF IN ACCORDANCE WITH THE MANUFACTURERS RECOMMENDATIONS AND WHERE SUBSURFACE DRAINAGE PERIODIC “a Reg, a & CONNECTORS STRAP TWO MEMBERS TOGETHER PLACE ONE HALF OF THE NAILS FILL PLACEMENT & COMPACTION CONTINUOUS a oo TLE t FARTHQUAKE: I = 1.0 BEARING WALL SYSTEM OR BOLTS IN EACH MEMBER. FIELD VERIFICATION OF BEARING CAPACITY PERIODIC nec > NO. OF BUNDLED STUDS Ss = 1.37 LIGHT FRAME WALLS-WOOD SHEAR PANELS REINFORCEMENT PERIODIC \W =< 4 B HOLE DIA.<2/5d S1 0.50 Vo= KIPS ALL FASTENERS IN CONTACT WITH TREATED WOOD (NAILS, BOLTS, HANGERS, ANCHOR BOLTS & HOLDOWNS PERIODIC 22 La PER PLAN ~————. A , SDC = D Cs = 0.140 HOLDOWNS, ETC.) SHALL BE CORROSION RESISTANT (G-185, HOT DIPPED EMBEDDED ITEMS PERIODIC alot \o Ze TT (2) 0.162” DIA. X 3.1/2" AT 12” 0.C d | HOLE EDGE A | // SNGLE aD SDS = 0.91 R = 6.5 ZINC COATED GALVANIZED OR STAINLESS STEEL, IBC2304.9.5). PREPARATION OF TEST SPECIMENS PERIODIC = = A ae ar CU. + NOTCH red DISTANCE >5/8” na can me SD1 = 0.50 EQUIVALENT LATERAL. FORCE CONCRETE PLACEMENT CONTINUOUS = = at S| DEPTH<1/4d +) ae . 2003 NEHRP SEISMIC DESIGN PROVISIONS SHRINKAGE IN WOOD STRUCTURES: SILL PLATE ANCHOR BOLTS & HOLDOWNS PERIODIC caw | | S = aie DISTANCE >5/8 PLUMBING, ELECTRICAL & MECHANICAL SYSTEMS SHALL BE DESIGNED & SHEAR WALL NAILING PERIODIC Se + =e z _t os +4 FOUNDATIONS: BUILT TO ACCOMMODATE 1/4" PER FLOOR WOOD SHRINKAGE. , . Ba —— e . — 2 —a , a | ” a C4 AF] a CONVENTIONAL FOUNDATIONS SHALL BE SUPPORTED ON NATIVE SOILS. 1. ALL SPECIAL INSPECTION, TESTING, AND STRUCTURAL OBSERVATION | Ht bs os ALLOWABLE SOIL BEARING PRESSURE IS 2500 DSF. SEE THE GEOTECHNICAL SIRUCTURAL GLUED LAMINATED TIMBER: REPORTS SHALL BE DISTRIBUTED TO THE BUILDING OFFICIAL, OWNER, | r ae <rRANT crag aes 2 See ink i STRUCTURAL GLUED LAMINATED TIMBERS SHALL BE MANUFACTURED IN ARCHITECT, ENGINEER, AND CONTRACTOR, IBC 1704.1.2. Lh ag 9X JOISTS PER PLAN Re STUD REPORT PREPARED BY STRATUM CONSULTANTS, INC., DATED ; H STRUCTURAL GLUED LAMINATED TIMBER. ANSI/AITC | or _ : : | t eal \ | ~ L~ HOLE DIA.< 3/5d FOR ADDITIONAL INFORMATION AND SITE PREPARATION REQUIREMENTS. THE nl aaeea wit aes i : Sle TRATES ne ans <nedeweble ae ic a Al -98 AND HAV \ITC IDENTIFICATION MARK. ONE COAT OF END SHOP DRAWINGS: a =i ti PLATE DOUBLE STUD FOUNDATION DESIGN PARAMETERS ARE AS FOLLOWS: A1l90.1-98 AND HAVE THE A * a _ a ; en = | [ 2 SEALER SHALL BE APPLIED IMMEDIATELY AFTER TRIMMING IN EITHER SHOP SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED FOR LL 1 YIELDING 49H PCF OR FIELD. BEAMS & COLUMNS SHALL BE VISUALLY GRADED WESTERN REVIEW AND APPROVAL PRIOR TO FABRICATION: | ~ PASSIVE : SPECIES ARCHITECTURAL GRADE, AND STRENGTH INDICATED BELOW: LL CONCRET ESIGNS; TT COEFFICIENT OF FRICTION ty CONCKETE MIS UbStGNee | 2X SQUASH BLOCK BATT, UNTT WELERT 119 PaR USE COMBINATION SYMBOL SPECIES 2, CONCRETE REINFORCING STEEL; LI, NAIL W/ (2) 0.162" DIA. X PROS TREE ae 3. LIGHT WOOD FRAMING | 51/2" @ 8° 0.C. STAGGERED SEISMIC SURCHARGE SIMPLE SPAN 24F - V4 DF/DEF 3a. GLUED LAMINATED MEMBERS; wn SITE PREPARATIONS AND A Ls SUBJECT 3b. PREFABRICATED WOOD JOISTS & BEAMS; = 4 L PARALTIONS AND ALL SOLL XIN s Ss al * in — Ll ' bh KEDARU, Ge Hae CoeeueaGeG Serie ae cs cena c CONTINUOUS OR 24F - V8 DF/DEF 3c. METAL-PLATE-CONNECTED WOOD TRUSSES =e | WALL PER BEARING rain ~ = oie — . mae que =" —_ CANTILEVER a = aire y | a5 WALL SCHEDULE GORGRELE SUEGEMENT IF THE SHOP DRAWINGS DIFFER FROM THE CITY APPROVED DRAWINGS, NEW co SCALE: 3/4” = {'_9" SCALE: NONE CONCRETE: DESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF A WASHINGTON = < : CONCRETE SHALL CONFORM TO AMERICAN CONCRETE INSTITUTE STA D \S MANUFACTURED BY SIMPSON STRONG-TIE CO., INC. STATE PROFESSIONAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP 2) 4 TYPICAL BLOCKING at BUNDLED STUDS 5 STUD NOTCHING and BORING LIMITS 301, “SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDI} ASTENERS. USE NYLON LOCKING NUT ON THE ANCHOR DRAWINGS TO THE CITY FOR APPROVAL PRIOR TO FABRICATION. = d an CEMENT AND CONCRETE SHALL CONFORM TO ASTM C33, ©94, & C150. SHALL BE A MINIMUM OF 1/32” TO A MAXIMUM OF | ADMIXTURES SHALL BE APPROVED BY THE BUILDING OFFICIAL, ASTM C494. THE BOLT DIAMETER. STANDARD WASHERS ARE \- AN AIR ENTRAINING ADMIXTURE SHALL BE ADDED TO ALL CONCRETE EXPOSED REQUIRED ON THE STUD BOLT OPPOSITE THE HOLDOWN. TO FREEZE/THAW ACTION TO PROVIDE 5% PLUS OR MINUS 1% ENTRAINED { AIR, ASTM C260. THE USE OF WATER-SOLUBLE CHLORIDE ION SHALL NOT WOOD STRUCTURAL PANELS (WSP) : = BE USED UNLESS APPROVED BY THE ENGINEER. : a Z 2 WOOD STRUCTURAL PANELS SHALL HAVE THE APA GRADE TRADEMARK OF THE SIMPSON : . PT 6x6 fie, wea Sete » SAGE Spaeth: Ties. — APA-ENGINEERED WOOD ASSOICATION. WOOD SHEATHING PANELS SHALL BE ane aa | | AT NON- | PER CY REQUIRED C-D INT APA WITH EXTERIOR GLUE (CDX) WITH THE FOLLOWING THICKNESS co CBQ66 : 28 DAYS AIR | AIR OF CONC. AND RATINGS: W/(12) 1/4 DIA.x 2 SCREWS NAILING 3000 0.44 0.38 6 YES ALL USES SHEATHING PANEL EDGE FIELD BLKG : x : —— (3) #3 TIES @ TOP : : ROOF 5/8” 32/16 8d @ 6” 8d @ 12” NO a CONCRETE MIX DESIGN POR APPROVAL TWO WEEKS PRIOR TO PLACING ANY ee ee ee: SLOPE I DESIG} Vv. WO WE OR T A G Ah -I-FL = — 43 TIES @ 5°0C CONCRETE. THE ALTERNATE MIX DESIGN WILL BE REVIEWED FOR _— (eon sofa ata ae tad @ 4a6: wee ow aN | CONFORMANCE TO IBC 1905. CHAMFER ALL EXPOSED CORNERS PER ARCHITECT SHEE Wily AM SSE BGRED: oe Y a Pd aes OR 3/4” IF NOT SPECIFIED BY ARCHITECT. Gj z — br |_| 6d = 0.131” DIA. x 2 +s” | NAILS PER 5 =| 10x10) PLINTH = REINFORCING STEEL: 2 Floor - 10d = 0.148” DIA. X 2 1/8” (10d PLY NAIL) SCHEDULE to T ; ASTM A-615 DEFORMED BARS GRADE 60 (fy = 60 KSI). WELDABLE AND ‘ Ne J [a —_ BENDABLE REBAR ASTM A-706, GRADE 60. PROVIDE LAP SPLICES PER ALL ROOF SHEATHING AND SUB-FLOORING SHALL BE INSTALLED FACE GRAIN Lu Soo ao VER SH : SECURE SHEATHING SHEGLIEGITF el) ee TUM Cees TE ERE Te eves. Seeelah, Ee PERPENDICULAR TO SUPPORTS AND IN A STAGGERED PATTERN OR AS re) © = ae NDICA 56, E : TO 4X4 W/ PANEL Nu + —-+ AGHCRETH EAST AGATHST Raga ga init TED ON DRAWINGS FLOOR SHEATHING SHALL : GLUED AND NAILED > © ne = i = FARTH OR WEATHER (#5 & SMALLER) 11/2" ACCORDANCE WITH THE MANUFACTURERS RECOMMENDATIONS. SHEAR WALL 2 3 - CONCRETE NOT EXPOSED TO WEATHER OR FARTH: FRAMING SHALL BE BLOCKED WITH 2X OR 3X FRAMING AT ALL PANEL EDGES Q TESS G | z _ a! SLABS, WALLS 3/4” (SEE SCHEDULE) . rT) WS USE HALF OF THE om | #4 @ EA. CORNER -] 4 4 4 BEAMS, COLUMNS: Ya IN EA. MEMBER qi iS w/STD HOOK ake lie PRIMARY REINFORCING 2” WHEN SHEATHING IS OVERLAID ATOP DECKING OFFSET PANEL JOINTS FROM Lu Bs G CONNECTED = ——~ Hs 4 TIES, STIRRUPS, SPIRALS 11/2” THOSE OF THE DECKING. a _ oe Tiedt = Le REINFORCEMENT SHALL BE ACCURATELY PLACED AND ADEQUATELY SUPPORTED SHEAR BRACE: (iSB18x8) ul | z= \ al BEFORE CONCRETE IS PLACED. SHALL BE OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS MANUFACTURED a zo i ? , on BY THE iLEVEL (WEYERHAEUSER), ICC ES ESR-2652 & ICC-ES AC 130, OR rc. SF SCALE; SCALE: 3/4” = 1’-0 WELDING OF REINFORCING STEEL IS NOT PERMITTED, EXCEPT AS SHOWN ON AN APPROVED EQUAL. STORE & ERECT SHEAR BRACES IN ACCORDANCE WITH | THE DRAWINGS, WITHOUT PRIOR APPROVAL FROM THE ENGINEER. WELDING THE MANUFACTURES RECOMMENDATIONS. STORE & ERECT TRUSSES IN o & HOLDOWN 8 SECTION PROCEDURES SHALL FOLLOW AWS D1.4-98, AND BE PERFORMED BY WABO ACCORDANCE WITH THE MANUFACTURES Ss Vo y, CERTIFIED WELDERS. . ne _ . eo a PREFABRICATED JOISTS (LVL) & BEAMS (PSL): EXTERIOR BEARING a ae ee Seg eee ee igs TS EE Rees SHALL BE OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS MANUFACTURED oLlGN WLNGo. i SUPPORT eal BY THE iLEVEL (WEYERHAEUSER), ICC ES ESR-1387, OR AN APPROVED z= CONCRETE WALL REINFORCING: EQUAL. DESIGN FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS. : Poe in ~~ = 2 ca —— an SS a il = | PROVIDE TWO HORIZONTAL #5 BARS AT TOP OF WALL. PROVIDE CORNER BARS LIS Ee Bee, eee . - a “a *s a —— ROOF /FLOOR SHEATHING NOTES TO MATCH THE HORIZONTAL REINFORCING AT EACH WALL INTERSECTION AND - a =e | sss tL | rel al | S| TWO VERTICAL #5 BARS AT EACH WALL CORNER AND INTERSECTION. AT ALL TOP CHORD LIVE LOAD ee ESt a0 Par TIN . II TS ae ly peal 1, BOUNDARY NAILING AT ROOF/FLOOR PERIMETER, AT CONT. OPENINGS PROVIDE A MINIMUM OF TWO #5 BARS OVER, UNDER AND AT Se het EAE of ota | 27 || ~. Il 2-7 i ee | ed | PANEL EDGES (B.N.) SIDES. EXTEND HORIZONTAL BARS AT LEAST LAP DISTANCE PAST THE BaLIEM: GEGet, RAD. PEA i Fae : Le* [| sae La || HL | OPENING OR AS FAR AS POSSIBLE AND HOOK. EXTEND VERTICAL BARS THE TOE GHyRe CELLET (NET) | PRE | wee tls T Pia T “| 2. EDGE NAILING (P.E.N.) AT ALL EDGES OF ALL PLYWOOD FULL STORY HEIGHT OR AS FAR AS POSSIBLE AND HOOK. PR 45 MECHANICAL LOADS SEE MECHAM LAL Eabs | a | TS | ae | Ss | ae | SHEETS AT SUPPORTS AND AT INTERIOR SHEARWALLS BAR BY 4'-0” LONG, DIAGONALLY AT EACH CORNER OF ALL OPENINGS. w i i at ae | Se | ; WALLS SHALL BE REINFORCED AS SHOWN ON THE PLANS AND DETAILS OR IF z ag ae ey — N _~ _ INTERIOR FIELD NAILING (F.N.) 12° 0.C. AT BEARING SUPPORTS a to rere E6 PSI PST PST PST $s, 2 — # = NOT SHOWN SHALL BE AS FOLLOWS: e < N II ps || ~ I] 2 || N | MC = MICROLAM LVL 1.9 2600 750 285 ts ss ~ - ~ SEE PLANS FOR PLYWOOD THICKN PSL= PARALLAM PSL 2.0 2900 650 290 =< pot al ILA | Ste 4. OD) THIGERESS 6 BBIUNG ‘SGHEDULE WALL HORIZONTAL VERTICAL LOCATION gS = TRAND LSI 700 680 400 (am) in I] sa | (i [| all TS = TIMBERSTRAND LSL 1.3 1 ™~ S BA — || aa | ~~ [| a a | SEONG DIMEN IO8 OF PCUNOOD: SHAD Rell FERFENDIGU AR an i i SHOP DRAWINGS SHALL BE SUBMITTED FOR APPROVAL PRIOR TO =z N ait ~ — TO TRUSS SYSTEM FRAMING & FLOOR FRAMING. Z aD = a ra | “lem | “Seo | YN 6" #4 @ 12"oc #5 @ 16"oc @ CL OF WALL FABRICATION. STORE ERECT, AND INSTALL PER iLEVEL RECOMMENDATIONS. = “| i ss = pi , " = 5s U i BE PERMITTED. HOLES IN THE WEB L — LC 2 * 8 44 @ 10"0c 45 @ 16"oc @ CL OF WALL NO CUTTING OF THE FLANGES SHALL | a | ve || # HP. i) wet | 6. MIN. EDGE DISTANCE FOR NAILS SHALL BE 3/8 1” sawn ao — SHALL CONFORM TO THE REQUIREMENTS OF THE MFG. DO NOT CUT OR DRILL ir | ~7 || ~_ Il -- || ee || | be ae le #5 @ 16%0c ope ace HOLES IN MICROLAM OR PARALLAM. 5 2 — 7, MINIMUM PLYWOOD SHEET SIZE 2-0" X 4-0 [oa - uj 8 _NAILS SHALL NOT BE OVER DRIVEN ~ 3 SHEET NUMBER: SCALE: NONE S1 0 10 ROOF/FLOOR SHEATHING LAYOUT OF hae - = = —— ——E — = a SEE PLAN FOR NOTE: 1. LAP WALL REINFORCING PER SCHEDULE. | A , SECOND POUR FIRST POUR STEP LOCATION TYPICAL FOOTING | 1/8” x 1 1/2” PREMOLDED CONTINUOUS BS ll _ fc = 3000 psi fc = 4000 psi REINFORCING NOT SHOWN CORNER BARS 2. START HORIZ. & VERT. BARS 1” CLEAR | MASTIC JOINT STRIP OR PREMOLDED ~ (s) (s) FOR CLARITY W/ STD. 90° HOOKS OR OF EDGE OF OPENING. SPACE BAR AT | CORNER BARS W/STD. SEE PLAN FOR CONSTRUCTION JOINT (MAY BE SAWCUT AT SEE PLAN FOR BURKE "KEYED KOLD” JOINT. BAR OTHER BARS| TOP BARS OTHER BARS] TOP BARS 1.5H CORNER BARS TO MATCH EQUIVALENT SPACES NOT TO EXCEED f° HOOK TO MATCH CROSS SLAB THICKNESS OWNERS OPTION). SAWN JOINT SHALL BE SLAB THICKNESS / STOP REINFORCING CLEAR OF size | td | LAP SPLICE | LAP SPLICE} Ld | LAP SPLICE | LAP SPLICE HORIZ. REINFORCEMENT REQUIRED SPACING. _/ WALL REINF. (ALT. HOOKS) AND REINFORCING MADE AS SOON AS POSSIBLE WITHOUT AND REINFORCING JOINT EACH SIDE. ~ / (TYP.) DAMAGE TO SURFACE. (TYP.) ’ y3 | 16" 31” 28” 14” 18” 24” \\ LAP + H (2)-#5 CONT. LAP + H \ \\ = ez < #4 | 22” 28” 37” 19” 25" 52" mM ee - arene a a a vr Pra ep ae | oe re ee ee a — - | _ES Spee = Scr Za : 5 | 27” 36” 46” 24” 31 40 i . If 7 \ SOSOSOSOSO SRE RE | pipe. $5634 S ne >» = | * 4 . wes / } = #6 | 33 43° 36" 28" a ud SW] ‘ = (2)-#5 con,” 7 fh ESTE Soe ee a a ¢ Tg x= x | le ie A [F onl eats || eo eer ; aT === iF > = S \ .! “| l ‘ = or Zz 1'5 »~ ~ S oe a CUT ALT. WRES COMPACTED GUBGRADE AND COMPACTED SUBGRADE AND rf a —po\ 1-5" : : TERMINATE 4 im AT JOINT GRANULAR FILL CRANULAR FILL ADD 2) x 1-5 is a HORIZ. REINF. \ < | | " we pine parece RE: GEOTECHNICAL ENGINEER'S / RE: GEOTECHNICAL ENGINEER'S ae “5, ee | HS HORIZ. REINF. IL HORIZ.” REINF...PER PLAN RE: GEOTECHNICAL ENGINEER =_— ad CEOTECHWGAL enonecn / en 5 1 A Sa SO AOE SE See i SAT Se OS Joo ciimame fir RR | PN om u) ue a) : DIAMETER AND CENTER TO CENTER SPACI “1 2 (SPACING AND COVER CASE 1). TENSION LAP SPLICE SHOWN ABOVE ARE CLASS B SPLICES. el Ae le oe |— Le oe A VERT. REINF. PER PLAN E = —~- ° = ‘ : RTICAL BARS AND HORIZONTAL BARS WITH LESS THAN 12” OF CONCRETE Logs Tae gna BARS | eee ADD (1)-#4x \1'-5 ee ee / , , 4H PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO g ; AT BOTTOM OF Sy (2)-45 CONT BREAK UP SLAB INTO RECTANGULAR AREAS OF 400 SQUARE FEET OR BREAK UP SLAB INTO RECTANGULAR AREAS OF 400 SQUARE FEET OR | iS 3. "TOP BARS’ ARE HORIZONTAL BARS WITH MORE THAN 12° OF CONCRETE CAST BELOW THE BARS. | — FOUNDATION WALL KEEREK lal | LESS. AREAS SHALL BE APPROX. SQUARE AND HAVE NO ACUTE | LESS. AREAS SHALL BE APPROX. SQUARE AND HAVE NO ACUTE = ; ; ANGLES. JOINT LOCATIONS SHALL BE APPROVED BY THE ARCHITECT. | ANGLES. JOINT LOCATIONS SHALL BE APPROVED BY THE ARCHITECT. = 4. DEVELOPMENT LENGTH (Ld) IS "OTHER BARS”, CLASS A. cane NAIE |. cecepmmie euanNese | : : . w_ qu . ; SCALE: 3/4" = 1'-0 SINGLE CURTAIN SCALE: NONE SCALE: NONE = 20 6 . 7 8 3 . 8 2 2 2 TE L 20 6 . 7 8 3 . 7 5 6 2 FA X aad va 0.€. WOOD POST | 1-7 3/4" ] IPE SLEEVES ae i | SIMPSON COLUMN 6 7/8" — yi 6 7/8" AS REQ. | a a — SS i i (19 (2) #8 i eon oT. BASES CBQ (12) SDS 1/4" X 2" ost ] —S O77" - A a ! (2) #5 X 4’-0" DIAG. EXTEND 2’-0 6.0) —(2) #5 CONT. (12) —— | @ EA. CORNER TYP. ———\ : +VARIES GRADE DO N@ T PA S S PI P E JH R U [T H I S #3 CLD AT 8” OC. W > 36” USE TYP. | HORIZ. REINF. ' (2) #4 CONT (1)-#4 EACH NOSE ” 4° 9 1/ 2 ” MI N . 2 a ~ CL R . _» = [l l ae ar f_ gee Pa STIs ra AR E A =| 3- 0 MA X r) e@ \ X< ae XY cS NS Q ai n a | —— + } + va n | | | F a | 3s | S | Ks ] | | 4 aa f | | “4 | L | b a | | | = | | | | “E E A 53 3 7 Ba l l a r d Av e NW Se a t t l e , WA 98 1 0 7 | IE yg \| ‘ Mt PS. IK ee un CONC PAD - SLOPE TO DRAIN a 7 MIN. 7 FOOTING PER PLAN % | | ; | cee 2s se - — WALL opiate || | | POR TP Se (2) #5 @ CL | SU Le - 4 NIT i; bly ) | . $119.10 : : : ==): ae \ Fo f, = = = ” bl , Me PIER PLAN T.0. CONC. SLAB @ BASEMENT ar me § “HI | —| | re ee 44 @ 18” O.C. NOTE: blo | Vy EXTEND TIE a SE ain sey: EACH WAY STAIR DESIGN 1 | <4 1 1a” BEVOIGS Hee S| : 9 Cc Q to . : of PER ARCH. | : = i" FACE OF #5 @ 16" ane | i & i ‘ OPENING —S = aa PIPING OR UTILITY 3 ats wees SEE ARCHITECTURAL : * meron les! > fl oe EXCAVATION NOT Hi: DRAWINGS FOR ADDITIONA me ‘ =i | 20 ce + Sy ALLOWED BELOW INFORMATION. : , 7 PG) ee. enii= = eee i TSE 9” \(2) #5 FULL HEIGHT (3) #4 Sa P as 15 EACH SIDE TYP. i "— 40nn u cx SCALE: 3/4" = 1'-0"” SCALE: NONE SCALE: 1/2" = 1'-0 8 1/ ae Oo 6 TYPICAL WALL PENETRATION DETAIL / TYPICAL STAIR ON GRADE 8 TYPICAL CONCRETE ‘WALL OPENING REINFORCING 10 | FTG. @ LOW-WALL 2-0" = A35 @ 16" TYP., 4 Hi | A35 @ 16" TYP., | (12) 0.131 OX 1-1/2 (12) 0.131 OX 1-1/2 | bu uy PT 6X6 POST a OST WALL Hy / Ss => cal PT 3X6 SILL PLATE 4 | Esl e mL PT 3X6 SILL PLATE CG wR , 5/8" X 7" EMBED HEX | 3 1 / = 2 | = 2 HEAD ANCHOR BOLTS | I S. Re = buy , ‘as nz | _§ @ 48" 0.C., TYP. U.N.O. | eG ee n (Ja) Hoy off ol >? HY co < vabies | Re | PT 2X SILL PLATE | \ aon pray (2) #4 CONT EY (2) #4 CONT rt RADE. SE | a | \ LAP 37" Hs EB = LAP 37" ie fa S 10. GRADE == ae =|||= $119.10 \ ee: om: 1'-0 1/4" S TEL po a4 5 “THI - . iE =a 4 GRILLE | 5/8" @ X 7" HEX HEAD He Aa =$ 5/8" O X 7" HEX HEAD a: oe =S Le , well =| Sima. ANCHOR BOLTS W/ a: =F ANCHOR BOLTS W/ poke * FB =5 Lu a4 a & "| Ghee Ne c PL 3"X 3"X 1/4 ry S PL 3"X 3"X 1/4 Tones: a Ss O| 2 FILL W/ CONC =a - FI _ TH TT | sai PLATE WASHERS 2 1/4" 7 3/4" i —2 1/4" ie PLATE WASHERS =2 1/45 —2 1/4 ; ~< f'c = 2500 PSI a ", Wel (2) #4 CONT. SS @ 16°0.C., TYP. ot FE Site Oe HH Tene A +s =a ". (El LAP 28" , | #5 @ 12 ¢ (VERT) | DH) w= e/a oO BREAK, TYP. ALT HOOK LAP 36" a - Hy Yeo | —} | (I) J 7 a K 3< | r if 1-0" FREE i =)< Lo Wi | 33 | SCALE: 1/2" = 1-0" DIA. SCALE: 1/2" = 1!-0" {'-0" FREE " A SS DRAINAGE WALL Pall a ° x = aa | DRAINAGE WALL : a: - : =i) {4 “ [11] SECTION @ WOOD POST IN GROUND 12 | SECT. @ CONT. MONOLITHIC WALL FTG. S Lie > S lees: iy 2 = 8 | 30" " FOUNDATION WALL TO BE i=l) <@<: ae #AQ@ IC GF tF OST a | WATER- PROOFED PER | BOGE |! Z | aie 10rnn) SIN ot. IRC R406, TYP > & Tae ft. 4 = 5/8" @ X 7" HEX HEAD ANCHOR BOLTS W/ ! AP 37" TH a i HUE oS os ! = PL 3"X 3" X %4 PLATE WASHERS o* RIGID ies, ARR =a eH ‘S @ 16° 0.C. TYP WOOD POST HOC DORN, EE | = SC lid INSUL. OVER ee ! 2" RIGID #4@ 19 —Sleny TT, #4 @ 10" (HORIZ) | SAGs | PT 3x6 VAPOR BARR. | SIMPSON COLUMN \,_INSUL. OVER ws (LAG 1\ LAP 37 Tine Sas | TIS ASH |B === i EXT. CONC SLAB - SLOPE TO DRAIN "CAPILLARY | BABES CBO(12)SDS UArX2! ! — FOUNDATION WALL TO BE —— =o SoC Hh" EE je TeoS Nas” E Pa | ae BREAK, TYP. WATER- PROOFED PER they ORY nt ! == 1-4 <6: bi: ao ~ ! HEE #4 @ 18 SL soe + B ate ~ yk NS aed __4 4 IRC R406, TYP. 4 rt. EE — 2" RIGID 30" HIT ASasd 1 - y— 2°RIGID © : : aa a ine BS ref x : aw ile 1 Wh: Ea T.0. FINISH FLOOR mice py al 1.0. FINISH FLOOR = (3) #4 CONT - LAP 28" CHL in 3 | INSUL. OVER (5) #4 CONT - LAP 37" Ce eet = Se ESPERee S ed . , Ht BB VAPOR BARR. a a > ee eee Aad Sh +119.10' OH it & \ +119.10' = ese 2 (2) #4 CONT. —= | lela) SL renee eres JOR 4 “e- iaieR * ———— z= as : ae 1.0. FINISH FLOOR E i: nee = T.0. FINISH FLOOR cin = < ql > eo el (4) #4 EACH WAY ~ : hfs ™ \ rN a: Ser TE or aa; ans = #4@10¢ (VERT) ——> fa sez} @BOTTOM FOUNDATION ——i CUS 7 ny #5 @ 12 eT we Nose tea | 7 | . af ae “> Pa) " DRAIN =) —[) J, SNS - 4 | 4 | 4 | ‘ w~ 3 ALT. HOOK mH 4" CAPILLARY - ( 8h Wheel ce FOUNDATION vm _t a = 4-02 B 6" BREAK, TYP. NC | ee mL a DRAIN . 7T—=—2+-8 (3) #4 CONT #4@7 TRS ial pale ina SHEET NUMBER: SE | 10118" Ma ul 1-01/8" | gx CAPILLARY (2) #4 CONT - LAP 28" ~ 4" CAPILLARY C : 1 SCALE: 1/2" = 10" SCALE: 1/2" = 1-0" (F2) SCALE: 1/2" = 1'-0" 2.8" BREAK, TYP. SCALE: 1/2" = 1'-0" | a BREN, Ii , 16 | SECTION @ CONT. WALL FTG. any, 17 | SECT. @ ISOLATE MONOLITHIC COLMN. FTG.<F3 ) 18 | SECTION @ FOUNDATION WALL - LOW GRADE 20 | SECTION @ FOUNDATION WALL - HIGH GRADE OF A35@48" NEW BLKG. 0.1480 X 3-1/4" @ 6" T.N. —— PT 3X6 W/ %"@ X 7" EMBED HEX HEAD W/ PT 3X6 PL 3X3X1%4" PLATE WASHERS NEW 2X BLK'G @ 48" W/ HGRS. Va (3) 0.148" X 2-1/4 | (2) #5X 17-4" > Ei #3@1i2 p-7—__sxA ALT HOOK = Ls a | WN (2) #4 aa ra) | (2) #5X 12-8" t 2 1/4" 7 3/4"| 21/4" SCALE: 1/2" = 1'-0" 4 | SECTION @ WINDOW HEADER / BASEMENT FO U N D A T I O N PE R M I T 6 AU G U S T 20 1 0 #4 @ EA CORNER ae 3 Ee . EH = #3@ 8 ALTHOOK__ bX 4 L Pd 7.3/4" | SCALE: 1/2" = 1'-0" 3 | PLAN AT WINDOW JAMB - BASEMENT ww w . r i c h a r d h i n e r a r c h i t e c t s . c o m 20 6 . 7 8 3 . 8 2 2 2 TE L 20 6 . 7 8 3 . 7 5 6 2 FA X = ce) > <x m=) a a a) [aa] m™ ae) oe) We) Se a t t l e , WA 98 1 0 7 3X SILL PLATE ap is. Wy aann GRADE =| | =| | 158 | | IIA it Be psa ; SU IIE ti Ep T.0. SLAB @ GARAGE Tei | a = Hd = - —||] « a 2) Oy ty. Lo Flllhe-----= eee i= TS ee ~ Fe 1'-0 1/8" 5 3/4* 1'-0 1/8" 4" CAPILLARY BREAK, TYP. | 2-6" 4 SCALE: 1/2" = 1'-0" 2 | FOUNDATION WALL AT GARAGE GARAGE DOOR —— JAMB - BEYOND ine - T.0. SLAB @ GARAGE ° 3 = = NK 4" CAPILLARY BREAK, TYP. SCALE: 1/2" = 1'-0" 1 | TAPERED SLAB AT GARAGE THRESHOLD cn Lie =v — Lil Le ox Se = 2 oO x © ive) =| 8 Lu rep) QO us dp) Lu. ra Yi -o wi | 2 a | Ege | oF gO =| x2 = = 3 ir [am = = E © = 2 PA 2 {Jp} SHEET NUMBER: 91.2 SCALE: NONE 1 SHEARWALL SCHEDULE - 15/32" APA RATED SHEATHING W/ DF-L STUDS AND PLATES WALL TYPE SHEATHING PANEL EDGE NAILING FIELD NAILING BOTTOM PLATE NAILING @) BLOCKING TO TOP PLATE CONNECTION FOUNDATION FRAMING ANCHOR BOLT VALUE ® ROWS SPACING LTP4 DIRECT TO FRAMING LTP4 OVER PLYWOOD A35 @ ADJOINING PANEL EDGES 6) SPACING 5/8” LB/FT 7” EMBED OF-L HEX HEAD IC) [TP4 + A35 SILL PLATE DIRECT /FRMNG @ P6 15/32” SHT. ONE. SIDE 12” 0.C. (2) 8" OC 16” OC LSL3 1/2 X 16” OC LSL3 1/2 X 16” OC LSL3 1/2 X 32” 0.C. 310 12” 0.C. 16”0C 3x 2x LSL3 1/2 X P4 15/32” SHT. ONE SIDE 12” 0.C. (2) 8" OC 16” OC LSL3 1/2 X 16” OC LSL3 1/2 X 16” OC LSL3 1/2 X 32” 0.C. 460 12” 0.C. 16” OC 3x 3x LSL3 1/2 X PS 15/32” SHT. ONE SIDE 12” 0.€. 6" OC (2) @ 16” OC LSL3 1/2 X (2) @ 16” OC LSL3 1/2 X (1) @ 16” OC ie 32” O.C. 600 3x LSL3 1/2 X Hi —" 1 y w e 3/8" EDGE DIST. ya 4 AE H =H U4 SCHEDULE FOR HOLD—DOWN COMPONENTS —O —O Je A —— | tt CONCRETE BASE STRUCTURE /FOUNDATION HEX HEAD SILL PLATE NAILING SHALL BE STAGGERED SHEAR WALL DF-L STUDS and PLATES ASSEMBLY — RESERVE END STUD CAVITY FOR (1) SHEAR WALL TYPE SHEATHING: 15/32” CDX SHEATHING APPLIED DIRECTLY TO FRAMING NAILING: USE LENGTH DIA. BOTTOM PLATE/FRAMING 31/2” X 0.162” (16d) PANEL EDGE & FIELD NAILING 2 1/4” X 0.148” (10d) SPECIAL INSPECTION: STUD SPACING: STUDS AND PLATE FLOOR THICKNESS: ANCHOR BOLT: 5/8” DIA., 7” EMBED. (GALV G-185) RIM /BLOCKING: 0.148” DIA NAILS @ 4” OC/SG=0.50 VERTICAL LOAD TRANSFER CAPACITY 3300 LB/FT LATERAL LOAD TRANSFER CAPACITY (1.25”) 600 LB/FT LATERAL LOAD TRANSFER CAPACITY (3.50”) 1200 LB/FT PER JURISDICTION 16” 0.C. MAX DF-L #2 OR BETTER 23/32” MAX. RIM,BLOCKING NO. PIECES/ THICKNESS BOTTOM PLATE NAILING (CLOSEST SPACING) (1)ROWS 0.162” DIA. 4” OC (1)/2x (2)ROWS 0.162” DIA. 4” OC (2) /2x [FACE FASTENED W/(3) 0.148” DIA. X 3 1/4” @ 8”0C] (3)ROWS 0.162” DIA. 4” OC (1)/4X LSL (2) WALL SHEATHING SHEATHING PANELS MAY BE INSTALLED EITHER VERTICALLY OR HORIZONTALLY. ALL PANEL EDGES ARE TO BE FASTENED TO STUDS OR BLOCKING. (3) PANEL EDGE _NAILING (0.148” X 2 1/4”) NAILING AT ALL OUTER EDGES OF SHEATHING PANELS IN SHEAR WALLS MUST BE FASTENED PER THE SHEAR WALL SCHEDULE. 3/8” EDGE DISTANCE. NAILING SHALL BE STAGGERED. (4) FIELD NAILING (0.148" X 2 1/4”) WITHIN THE FIELD OF THE PANEL, AT FRAMING MEMBERS, THE PANELS ARE LESS CLOSELY FASTENED. (5) FRAMING AT ADJOINING PANEL EDGES WHERE TWO PIECES OF PLYWOOD JOIN ON A FRAMING MEMBER, THE PANEL EDGE NAILING FROM EACH PANEL IS TO BE STAGGERED. SOME WALLS REQUIRE 3” NOMINAL FRAMING MEMBER (EITHER A STUD OR BLOCKING) AT ADJOINING PANEL EDGES (SEE SHEAR WALL SCHEDULE FOR WALL TYPES REQUIRING 3” NOMINAL FRAMING MEMBERS AT ADJOINING PANEL EDGES). DOUBLED STUDS ARE GENERALLY NOT ACCEPTABLE FOR THIS APPLICATION. WHERE A SINGLE PANEL EDGE LANDS ON A FRAMING MEMBER, A 2” NOMINAL FRAMING MEMBER |S ACCEPTABLE (AT ENDS OF WALLS FOR EXAMPLE). (6) BOTTOM PLATE (7) BOTTOM PLATE NAILING (0.162”DIA X 3 1/2”) LOCATE THE NAILING THROUGH THE BOTTOM PLATE SO AS TO FULLY PENETRATE THE SOLID BLOCKING OR CONTINUOUS RIM BENEATH THE FLOOR SHEATHING, (NO SHINNERS) MINIMUM EDGE DIST 7/16”) SPACED AS PER THE SHEAR WALL SCHEDULE. (8) FLOOR DIAPHRAGM NAILING (0.148”DIA X 2 1/4”) FLOOR DIAPHRAGM EDGE NAILING IS TO BE INSTALLED BETWEEN THE SPACING SHOWN FOR BOTTOM PLATE NAILING. (LOCATE ADJOINING LONG PANEL EDGES OF FLOOR SHEATHING AWAY FROM SHEAR WALLS). FIELD NAILING OF FLOOR SHEATHING MAY BE OMITTED AT SHEAR WALL BOTTOM PLATE NAILING. MINIMUM EDGE DIST 3/8”. RE: 4 & 5/S1.02 AND 7/S9.00. (9) RIM/BLOCKING (1 1/4 TIMBERSTRAND LSL RIM) JOIN ADJACENT RIMS AND BLOCKING WITH FACE NAILING W/ (2) 10d @ 8” ABOVE. SHIM WITH FULL HEIGHT SHIMS, ADJUST FACE NAIL LENGTHS. REFER TO PLANS FOR ADDITIONAL SEISMIC CONNECTIONS AT THE FLOOR OR ROOF LEVEL. RE: 6 & 7/S1.02. REFER TO HOLD-DOWN (10) RIM/BLOCKING TO TOP PLATE CONNECTION THE CONTINUOUS RIM OR SOLID BLOCKING THAT IS PART OF THE SHEAR WALL ASSEMBLY MUST BE CONNECTED TO THE DOUBLE TOP PLATE OR FOUNDATION SILL PLATE WITH APPROVED CONNECTORS AND SPACED PER THE SHEAR WALL SCHEDULE. RIM OR BLOCKING NAILS & FASTENERS TO P.T. SILL PLATES SHALL BE GALVANIZED (G-185) PER ASTM A153 & ASTM A123. RE: 8/S1.02. (11) DOUBLE TOP PLATE LAP AND SPLICE — SEE PLANS FOR ADDITIONAL SEISMIC CONNECTIONS AT THE FLOOR OR ROOF LEVEL. RE: 2/S9.00 (12) FOUNDATION SILL PLATE ALL WOOD IN CONTACT WTH CONCRETE OR MASONRY IS TO BE PRESERVATIVE TREATED. THE FOUNDATION SILL PLATE MAY BE EITHER 2” NOMINAL OR 3” NOMINAL DEPENDING ON THE SHEAR WALL SCHEDULE. RE: 7/S1.02. (13) ANCHOR BOLTS (GALVANIZED G-185) W/ HEX HEAD FULL DIAMETER ANCHOR BOLTS, ASTM A-307 ARE TO BE SECURED IN PLACE PRIOR TO PLACING CONCRETE. MINIMUM EMBEDMENT IS 7”. SEE SHEARWALL SCHEDULE FOR SPACING. CENTER ANCHOR BOLT IN SILL PLATE. RE: 7/S1.02. (14) PLATE WASHERS (G-185) PLATE WASHERS ARE REQUIRED FOR FOUNDATION SILL PLATE CONNECTIONS (ASTM A36), 3” X 3” X 1/4” MINIMUM. GALVANIZED (G-185) DO NOT RECESS BOLTS IN SILL PLATE UNLESS SPECIFICALLY DETAILED ELSEWHERE. RE: 7/S1.02. (15) SQUASH BLOCKS IN THE FLOOR CAVITY OF PLATFORM FRAMING POST LOADS MUST BE PROVIDED WITH ADDITIONAL STIFFENERS EQUAL TO THE POST SIZE FROM ABOVE THAT CONTINUES THROUGH THE FLOOR. RE: 4/S9.00. (16) HOLDOWN SEE SCHEDULE 4/S1.03. (17) SEE HOLDOWN SCHEDULE FOR POST SIZE. SECURE PANEL EDGE NAILING 3 TO POST. SECURE BUNDLED 2X STUDS W/ (2) 0.162” DIA. X 3 1/2 @ 8", ALTERNATE SIDES. O NOT USED NOT USED (3) 0.148°DIA. X 2 1/47 — de @ 8°0C SCALE: 1 1/2" = 1'-0" 4 | BOT. PLATE CONN. W/ (1) OR (2) ROWS - 2X6 morc i al Za \ tt —o | i, ~® |) LTP4 as (10) A35 S_@ ) 2X6 WALL ) © ee One r— (3) 0.148"DIA. X 2 1/4" @ 8"0C SCALE: 1 1/2" = 1'-0" BOT. PLATE CONN. W/ (1) or (2) ROWS - 2X4 (1) 1 1/4" RIM /BLOCKING BELOW A 1 =i + aay as | A (1) ROW CENTERED ON RIM BELOW SCALE: 3/4" = 1'-0" (2) 1 1/4” RIM /BLOCKING BELOW ' a3 Thif & ox | +t are as n re | 1/4" (2) ROWS CENTERED ON RIMS BELOW 6 BOTTOM PLATE NAILING PATTERN / (14) 3/8” GAP ) a lye —. Fy SS ~ XN v X al NN cLR v SCALE: 1 1/2" = 1'-0" DIRECT CONNECTION TO FOUNDATION SCALE: NONE 8 SIMPSON LTP4 (12) 0.131” DIA. X 2 1/2” TYPICAL SIMPSON LTP4 _— SIMPSON LTP4 (12) 0.131” DIA. X 2 1/2” SoS 4 Zz & = bk <x (Sp) ok = = s& 2 nL oh oOo ww w . r i c h a r d h i n e r a r c h i t e c t s . c o m 20 6 . 7 8 3 . 8 2 2 2 TE L 20 6 . 7 8 3 . 7 5 6 2 FA X 53 3 7 Ba l l a r d Av e NW Se a t t l e , WA 98 1 0 7 AR C H I T E C T S RI C H A R D HI N E R WH I T E RE S I D E N C E 22 0 8 WA L N U T ST R E E T PO R T TO W N S E N D , WA 98 3 6 8 JW /R H ST R U C T U R A L DE T A I L S SC A L E : AS NO T E D SHEET NUMBER: 91.3 OF NAILING NOTE 3—8d 2-8d 2-8d 3-8d 2-16d 16d at 16"0.c. 3-16d per 16” 2-16d 4—8d, toenail or 2-16d end nail 16d at 24” o.c. 16d at 16” o.c. 18-16d 3-8d 8d at 6” o.c. 2-16d 16d at 16” 0.c. along each edge 3-8d 4—-8d 3-16d 3—16d 5—8d 2-8d 2-8d 3-8d 16d at 24” o.c. 20d at 32” o.c. at top & bottom and staggered 2—20D at ends & each splice each splice 2-16d at each bearing 2 6d 3 8d 4 or 6d 9 8d 3 10d 4 or 8d 9 6d ) 8d ) 10d 4 or 8d 5 6d 6 8d 6 7 No.11 ga 8 6d 4 No.16 ga 9 No.11 ga 8 8d 4 No.16 ga g 4d 10 6d 1 INCHES AT ALL SUPPORTS WHERE SPANS ARE 48 INCHES OR MORE. FOR NAILING OF WOOD STRUCTURAL CORROSION-RESISTANT SIDING OR CASING NAILS CONFORMING TO THE REQUIREMENTS OF SECTION 2325.1. CONNECTION 1. JOIST TO SILL OR GIRDER, TOENAIL 2. BRIDGING TO JOIST, TOENAIL EACH END 3. 1” X 6” SUBFLOOR OR LESS TO EACH JOIST, FACE NAIL 4. WIDER THAN 1” X 6” SUBFLOOR TO EACH JOIST, FACE NAIL 5. 2” SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE NAIL 6. SOLE PLATE TO JOIST OR BLOCKING, TYPICAL FACE NAIL SOLE PLATE TO JOIST OR BLOCKING, AT BRACED WALL PANELS 7. TOP PLATE TO STUD, END NAIL 8. STUD TO SOLE PLATE 9. DOUBLE STUDS, FACE NAIL 10. DOUBLE TOP PLATES, TYPICAL FACE NAIL DOUBLE TOP PLATES, LAP SPLICE 11. BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE, TOENAIL 12. RIM JOIST TO TOP PLATE, TOENAIL 13. TOP PLATES, LAPS AND INTERSECTIONS, FACE NAIL 14. CONTINUOUS HEADER, TWO PIECES 15. CEILING JOISTS TO PLATE, TOENAIL 16. CONTINUOUS HEADER TO STUD, TOENAIL 17. CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL 18. CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL 19. RAFTER TO PLATE, TOENAIL 20. 1” BRACE TO EACH STUD AND PLATE, FACE NAIL 21. 1” X 8” SHEATHING OR LESS TO EACH BEARING, FACE NAIL 22. WIDER THAN 1” X 8” SHEATHING TO EACH BEARING, FACE NAIL 23. BUILT-UP CORNER STUDS 24. BUILT-UP GIRDER AND BEAMS 25. 2” PLANKS 26. WOOD STRUCTURAL PANELS AND PARTICLEBOARD SUBFLOOR, ROOF AND WALL SHEATHING(TO FRAMING): 1/2” AND LESS 19/32”-3/4” 7/8°-1" 1 1/8"-1 1/4” COMBINATION SUBFLOOR-UNDERLAYMENT(TO FRAMING): 3/4” OR LESS 7/8"-1" 1 1/8"-1 1/4" 27. PANEL SIDING(TO FRAMING): 1/2” OR LESS 5/8” 28. FIBERBOARD SHEATHING 1/2” 25/32” 29. INTERIOR PANELING 1/4” 3/8” 1. COMMON OR BOX NAILS MAY BE USED EXCEPT WHERE OTHERWISE STATED. 2. NAILS SPACED AT 6 INCHES ON CENTER AT EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS EXCEPT 6 PANEL AND PARTICLEBOARD DIAPHRAGMS AND SHEAR WALLS, REFER TO SECTION 2314. 3. NAILS FOR WALL SHEATHING MAY BE COMMON, BOX OR CASING. 3 COMMON OR DEFORMED SHANK. 4. COMMON 5. DEFORMED SHANK 6. 7. FASTENERS SPACED 3 INCHES ON CENTER AT EXTERIOR EDGES AND 6 INCHES ON CENTER AT INTERMEDIATE. SUPPORTS. 8. CORROSION-RESISTANT ROOFING NAILS WITH 7/16 INCH-DIAMETER HEAD AND 1 1/2 INCH LENGTH FOR 1/2-INCH SHEATHING AND 1 3/4-INCH LENGTH FOR 25/32-INCH SHEATHING CONFORMING TO THE REQUIREMENT OF SECTION 2325.1. 9. CORROSION-RESISTANT STAPLES WITH NOMINAL 7/16-INCH CROWN AND 1 1/8-INCH LENGTH FOR 1/2-INCH SHEATHING AND 1 1/2-INCH LENGTH FOR 25/32-INCH SHEATHING CONFORMING TO THE REQUIREMENTS OF SECTION 2325.1. 10. PANEL SUPPORTS AT 16 INCHES(20 INCHES)IF STRENGTH AXIS IN THE LONG DIRECTION OF THE PANEL, UNLESS OTHERWISE MARKED. CASING OR FINISH NAILS SPACED 6 INCHES ON PANEL EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS. PANEL SUPPORTS AT 24 INCHES. CASING OR FINISH NAILS SPACED 6 INCHES ON PANEL EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS. 16 NAILING SCHEDULE (TABLE 2304.9.1) HOLDOWN PER PLAN a HOLDOWN FASTENERS AND WOOD STUDS PER PLAN AND HOLDOWN SCHEDULE — OY | —CL OF STUD EMBEDMENT PER SCHEDULE —, x FOOTING SIZE AND PER PLAN ae / REINFORCEMENT SCALE: 3/4" = 1'-0" 2 HD TYPE INTERIOR HOLDOWN 4X PER P| N (3 8 ) 0. 1 4 8 ” DI A . X 3” NO NAILS REQ. 1. so — MSTC4BB3 —— START NAILS 1 1/2" UP FROM END OF STUD a FACE NAILS (12) 0.148” DIA. X 3” SCALE: 3/4" = 1'-0" 7 Lew PER PLAN 4p} —_ HOLDOWN AT EXTERIOR (4) 0.148” DIA. X 3” 2 7/8” PRE BENT HOLDOWN & FASTENER SCHEDULE (HF STUDS) HARDWARE WOOD MEMBER/POST FASTENER ROD ANCHOR EMBEDMENT STEM DETAIL TYPE DIAMETER (MINIMUM) STEM THICKENED STEM THICKENED 2X4 WALL 2X6 WALL FOOTING SAB CS16 x4 2X6 (28) 8d NA, NA. - NA. 7 NA. MST37 (2) 2x4 (2) 2X6 (22) 16d NA. NA. - NA - NA RE: MST48 (2) 2x4 (2) 2x6 (34) 16d NA. NA - NA 7 NA 14, 19513 MST60 (2) 2x4 (2) 2x6 (48) 16d NA. NA - NA - NA HPAHD22 (2) 2X4 (2) 2X6 (21) 16d STRAP NA. : 10" - Pt RE: STHD14 (2) 2x4 (2) 2x6 (38) 12d STRAP NA. : 14! - gt ee HTT22 (2) 2x4 (2) 2X6 (32) 12d 5/8" NA. : 9 . @ (6) SDS ; HDU2-SDS2.5 (2) 2x4 (2) 26 aro 4/2 5/8" 11 6 (10) SDS . HDU4-SDS2.5 (2) 2x4 (2) 2x6 yao 1/2 5/8" 11 6" 14) SDS woes | QM | Qa | fee | ae ROD & tt " a? PL 3/8°X2 1/4"SQ. W/NUT 10/S6.0 $13 (20) SDS ‘ T&B HDU8-SDS2.5 AX4 4X6 4/42 1/2 [8° 11 8" HDU11-SDS2.5 4X6 6X6 /”_ 1" 16" 8" RE: Lae 1/4X2 1/2" 2813 = Y 11/4" , , ‘ 3 HD19 6X6 DIA MB. /: 16 8 281 (36) S05 FE HOUN4-S0625 6 400 2 " iy r otTB13 MSTCASB3 Om Qs (12) 10d FACE, (4) 10d BOTTOM, (38) 10d STUDG/POST ei HOLDOWN AND FASTENER SCHEDULE NOTES; 1. HOLDOWNS SHALL BE AS MANUFACTURED BY THE SIMPSON STRONG-TIE COMPANY. 16d = 0.162” DIA. X 3 1/2” LONG. USE HALF THE REQUIRED NAILS IN EACH MEMBER BEING CONNECTED. 2 3. 4, SCREWS SHALL BE SDS 1/4” DIA. X 2 1/2” AS MANUFACTURED BY SIMPSON STRONG-TIE COMPANY. 5. _HOLDOWN ANCHORS SHALL BE SECURED IN PLACE PRIOR TO PLACING CONCRETE. 6 ANCHOR BOLT NUT SHALL BE FINGER-TIGHT PLUS 1/3 - 1/2” TURN WITH HAND WRENCH. CARE SHALL BE TAKEN TO NOT OVER-TORQUE THE NUT. IMPACT WRENCHES SHALL NOT BE USED. HDU HOLDOWNS SHALL BE INSTALLED CENTERED ALONG THE WIDTH OF THE ATTACHED POST. 7. 8. RE: NOTES SECTION 06100 "ROUGH FRAMING” FOR THE REQUIRED POST SPECIES AND GRADE. 9. BUNDLED STUDS PER DETAIL 18/S1.3. 0. STRAP TIE HOLDOWNS. NAIL STRAPS FROM BOTTOM UP. INSTALL WITH STRAP MATE "NO WET STICKING”. 1 THAN THE BOLT DIAMETER. ANCHOR HEAD REQUIRES 2 HEX NUTS W/ A 2 1/4"x 3/8” PLATE. RE: 2/S1.3. HOLDOWN & FASTENER SCHEDULE ANCHOR BOLT HOLDOWNS SHALL BE ASTM A307 OR A36 STEEL. ANCHOR BOLT HAVES SHALL BE A MIN. OF 1/32” TO A MAX. OF 1/16” LARGER FO U N D A T I O N PE R M I T 6 AU G U S T 20 1 0 _ 20 6 . 7 8 3 . 8 2 2 2 TE L = a >= < oS ee aS o aa) ~ om (39) LO ADDED STUD FOR HD TYPE HOLDOWNS (COUNTERSINK) SCALE: 3/4" = 1'-0" 12 oN Li ii d Tt + HOLDOWN PER PLAN | |- BEAM PER PLAN PL. 5X5X 38" TYPICAL HOLDOWN TO BEAM STRAP TYPE HOLDOWN PER PLAN TS TT TT T Tf Vt =| —N i —t 1 — — BLKG. @ WALL LINE JOISTS PER PLAN (TYP.) BEND STRAP UNDER MULT. JOIST/BEAM U.N.O. PER PLANS SCALE: 3/4" = 1'-0" 13 HOLDOWN DETAIL SCALE: 3/4" = 1'-0" 14 INTERIOR HOLDOWN lo SCALE: 3/4" = 1'-0" a: aa a OF RE: PLAN RE: PLAN 4 | STRAP SAW CUT IN PLY TO J RE: PLAN OVER ACCEPT STRAP AT SHEATHING HOLDOWN NAILING HOLDOWN NAILING R INTERIOR — Sh LE RE: HOLDOWN \q HOLDOWN SCHEDULE J tL SCHEDULE : = NV y, > > oS oS . a ar y Sy | Qa oO a a. oO E 2 a2 7) x n Ks _ — al = < = BUNDLED STUDS | = BUNDLED STUDS S t- RE: HOLDOWN “4 S i RE: HOLDOWN LA SCHEDULE = y y | SCHEDULE STRAP . ee aaaaiail, sa aaa RE: HOLDOWN SCHEDULE ) sm FOR ADDITIONAL INFO. NOTE: SHEARWALL * pROVDE 1.5/8" MIN. END ; SHEATHING NOT RE: HOLDOWN SCHEDULE RE: PLAN * proving 1 5/8” MIN. END SHOWN FOR Bees ela FOR ADDITIONAL INFO. DISTANCE FOR STRAPS CLARITY EXTERIOR HOLDOWN 17 18 19 20 mc W Lu ke z= VU wee «LL = Oo = Go Pe =< (>) tf Lu S| 2 a= ~ 8 Lu rep) QO -+-< a o> YQ eB uu | 4s Ese | oF SO S82 = = w — fn 2 —J < co = 5 — = g = fy Yw 3 (Jp) SHEET NUMBER: 91.4 OF ww w . r i c h a r d h i n e r a r c h i t e c t s . c o m 20 6 . 7 8 3 . 7 5 6 2 FA X Se a t t l e , WA 98 1 0 7 FOUNDATION SCHEDULE: LEGEND - FRAMING PLANS: MARK | DEPTH > SE REINFORCING DETAIL () EXISTING a POST HARDWARE & (IF, SHEAR WALL TYPE- (N) NEW Se" _SIMPSON POST CAPS SEE SCHEDULE ay) gn NUMBER OF BUNDLED STUDS - SECURE TOGETHER W/ (2) 0.16240 X 3% @ 8" 0.C. 4 SIMPSON BEAM SEAT (F2) 12" 2'-0"x 2-0" | (3) #4 EA WAY BOTTOM = FUREEO e (F3) | a5* | georxa-or | (4) #4 EAWAY BOTTOM DB DROPPED BEAM OR HEADER a SIMPSON REAM HANGER S GLB GLUED - LAMINATED BEAM = a a = i HOLDOWN <<, 8 (S) _ STEPPED FOOTING SE 3 3 & = o , 1 @ ® ® 5-2 1/4" 17-7 1/ | | 14'-3 1/8" : 14'-3 1/8" a rd Td = | | | | g | | | | 2 | qi || | = | | x | | € | | € & < a * * os = eA Bk Bry, < S J & (E+— - — heed OOSOC*~S Renee eae Leo CCCUUC~C=i<‘<‘“S*S*”*~*C SSS! a (E) OR a 7 E &_ A | : a | & we Se SES —— ! . 24" DIA HOLE X 36" ad 2 = 4 . | s FILL W/ CONCRETE ae & A ae a3 a J sz a) N | _18 4b x mg : : Z| OMRON (| / : . ==------ L : ig g 8 - : 4X11208 ; ty 1 = | | R& (D) 7 Ai = —faxvines? toy BOs ay | OPT AXIO (D) F oe : I | iz Baha hata! | | \ / } = . (2) Oc i 22-07 CC 0 eee . | Zn * & 4 — ——__+ | o) 2 a , | % ge 3 -— 4° CONC. SLAB-ON-GRADE W/ ona eee a “|s | @ 6X6 -W1.4 X W1.4 WWF aA 1-0 1/8 | oS | a oS OVER 2" RIGID INSULATION og 1B my & A | = = ae! & OVER 10 MIL VAPOR BARRIER = & eS H |¢———— a = 2| 8 AND 4" CAPILLARY BREAK S = = il = & “| 2 | FINISH FLOOR = +119.10 A | = $1.2 sit $1.1 HH | ‘ =e r gaan On I 7 2 RA at |} --------_-_- ~— A : (N) 2X6 @ 16" HF#2 - _L & “af | Se | “f | an" DS i bea a4 i 7 | (N) GLB 5 1/8X15 D8 =: AW fag ee —— “Hy au oe ae ee ea a) fT - — _ —— - — fat _— ‘S = ¢*) ee Ge ©: Ce = roaster YP 2|* | Fl =a + . < | *|5 | LH : 2. oe a = HS : ” as ee : a Ed | ! | | RZ & | | : : i ! if i) 7 . | & Ce “y Lhe | | ee $ | ec eee ia TTT Scr M018 Be ETON) © : HS d ~ : gove | BY —b-F—~>——------ aariae ro ve Ce | = Hg (N) 2X4 @ 16°0.C. HE #2 — po | d maT | Ke a 3-4 118" | E- = s = a & N mS a = ' 3 ca < al __ | SS) 2 | x ) : ° i ~ ~ | aan omen eee : | 7 MN | E: ie: (2) | E.. ! : ns | ‘| so -~~ PT | 2 | 4 —-- +4 a a ee Se +— — ‘aan | oe | al on rs i ie ee 4 4 (‘By—- - ~ - G)—- “i es Z - ME ipeaitiiae: EM rn | | sel S = Ss T ©. 4 | = | r~ a aa zs = a s = | | & | | =| |§ 2 3 : 5: | ! $5 | | z |2 O ° | a +t en a ! = 9 | — 6 ~j_ FRAMING NOTES: | ; Sag ees _ | _ FOUNDATION NOTES: Lj} & (A) — (A) = l —_= Navarrete Nerererereererererererererere'e ee rererere 1 SORRY | Q — < || =| & | | | wp Lf _____ 24 — | — __._ _+}___._ ___-_ ~~~. +—— 1. ALL SOIL BEARING SURFACES SHALL BE SUBJECT TO wi | £&S | 0 INSPECTION AND APPROVAL BY THE GEOTECHNICAL Y | uw ‘hea re | be = ENGINEER PRIOR TO REINFORCING AND CONCRETE bg a , £5 & PLACEMENT. Ld 5 5 | ee ~~ | — E | [ : ] 2. CENTER INTERIOR FOOTINGS ON WALLS OR COLUMNS, Z| St ER ee in SaaS | | TYPICAL U.N.O. = O60 — | ; | Na | el PT : 3. VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION. | 73/4" = 7 3/4 4. SEE ARCHITECTURAL SHEETS FOR WALL AND FLOOR DRAIN = [1-0 1/8" $ | 1-0 1/8" ere 1/8" LOCATIONS. = ; | 15'-4 5/8" ee if S$ NS | | | 5 ALL CONCRETE SHALL BE 7-3/4" THICK, TYPICAL U.N.O. “ x ! | : ! 6. SEE DETAIL 2/S1.1 FOR STEPPED FOOTINGS. = Zz ig le! | 7. TOP OF FOOTING SHALL BE 6" MINIMUM BELOW TOP OF <x / | | FINISH FLOOR, TYPICAL U.N.0. oO fe | = 2 | | +> & | 8. TOP OF FOOTING ELEVATION VARIES PER PLAN. = | L— Ls sc pet pill os ss Sr a ee = = | | : Z | 9. HOLDOWNS INDICATED AT THE FLOOR LEVEL SECURE THE ra cc EAA ORAL I Cran ae om) Pe Bete g ae Baie | STORY SHEARWALL ABOVE TO STORY STUDS OR FLOOR = me - [_ | BEAMS BELOW. SEE SHEET $1.04 Ci = 21/4 bie il “ tti‘“‘i‘CWSCSSC? ee - © i 5-0" 7-9 1/2" 9-9 5/8" 10'-8 7/8" 5-0" ye 7-9 1/2" 9-958 & 2 10'-8 7/8" = 2 | 7-11 3/4" 20-6 1/2" 7-11 3/4" oe 20-6 1/2 S12 =b 32-0 1/2" | 32 B12" | =) c= < | | SHEET NUMBER: 1 3* 6) 3* 5 ® 3") 5 NORTH @ 8 © NORTH S97 4 D FIRST FLOOR FRAMING PLAN { FOUNDATION PLAN SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" oF