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Storm Water 1-5 BLD-2017-0549 3402 W2nd Street
'APR 1an1P Planning, Covirnunity, & Economic Dev&i.pr°,ant Department PO B.x 547, Anacortes, WA 9C221 PH: 360.299 1984 ¶3 Elements of SVA9PP (CConstrructaon Stamm-ter Poiivauon Prevention Plan) Please check off boxes to show that each element has been read and understood. Provide details where applicable and if certain aspects are unnecessary or exempt,clearly justify.Details of the 13 Elements and the correlating BMPs are listed on Pg.236 of the 2014 Stormwater Management Manual for Western Washington(SWMMWW).A link is provided on the City of Anacortes website,under Planning, Community,&Economic Development Department,as well as under Stormwater on the Engineering Division of Public Work's page. Owner Name: r L �_.. �. Site Address: ,�� ' A widefge4 e.�1 Prepared By: I�� The Stormwater checklist or building permit determined that: 0 The 13 elements must be addressed for ,V These elements must be addressed for construction activity adding under 2,000 construction activity adding 2,000 sq.ft. sq.ft. of hard surface area. or more of hard surface area. This means that an attached narrative and site plan are required with this document. Under each element ex Oaln the b st mane ea->unt ra to es ISMPs used or°us'tlf' reasonhi f ir those that IAA not be used. if needed. olease attach a caarrathy-to further ex Win Mans or eustificatlon. ELEMENT 1: Preserve Vegetation/Mark Clearing Limits 51,Before beginning land disturbing activities,including clearing and grading,clearly mark all clearing limits,sensitive areas and their buffers,and trees that are to be preserved within the construction area. .21 Retain the duff layer,native top soil,and natural vegetation in an undisturbed state to the maximum degree practical. 11' 5 • i /,/A ia,l�:>. ;,��A�1`L f G, A rl` r Jw G t__��.-a�T _ / -- G Ige) • Page 1 of ffi March, 2017 i ELEt tE T 2: Establish Construction Access Limit construction vehicle access and exit to one route,if possible. .EJ- Stabilize access points with a pad of quarry spells,crushed rock,or other equivalent BMPs,to minimize tracking onto roads. ,.� Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective in preventing tracking sediment onto roads. ,12 If sediment is tracked off site,clean the affected roadway thoroughly at the end of each day,or more frequently as necessary(ex:wet weather). Remove sediment from roads by shoveling, sweeping,or pick up and transport the sediment to a controlled sediment disposal area. Lk' Conduct street washing only after sediment is removed in accordance with the above bullet. ..2r Control street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tributary to waters of the State. 4l, '-•f -'-_y . .. '��,�r�s�s�.,! '�K ll-,n %:., � Lei' �� ire o � ELEMENT 3: Control Flow Rates ,f2" Protect properties and waterways downstream of development sites from erosion and the associated discharge of turbid waters due to increases in the velocity and peak volumetric flow rate of stormwater runoff from the project site. ,e Where necessary to comply with the bullet above,construct stormwater retention or detention facilities as one of the first steps in grading.Assure that detention facilities function properly before constructing site improvement(e.g.impervious surfaces). ® If permanent infiltration ponds are used for flow control during construction,protect these facilities from siltation during the construction phase. ELEMENT 4: Install Sediment Controls /d Design,install,and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. p Construct sediment control BMPs(sediment ponds,traps,filters,etc.)as one of the first steps in grading.These BMPs shall be functional before other land disturbing activities take place. 2' Minimize sediment discharges from the site.The design,installation and maintenance of erosion and sediment controls must address factors such as the amount,frequency, intensity and duration of precipitation,the nature of resulting stormwater runoff,and soil characteristics, including the range of soil particle sizes expected to be present on the site. c Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BMP,before the runoff leaves a construction site or before discharge to an Page 2of6 March,2017 • i infiltration facility. Runoff from fully stabilized areas may be discharged without a sediment removal BMP,but must meet the flow control performance standard in Element#3, bullet#1. .0' Locate BMPs intended to trap sediment on-site in a manner to avoid interference with the movement of juvenile salmonids attempting to enter off-channel areas or drainages. B' Provide and maintain natural buffers around surface waters,direct stormwater to vegetated areas to increase sediment removal,and maximize stormwater infiltration. .2' Where feasible,design outlet structures that withdraw impounded stormwater from the surface to avoid discharging sediment that is still suspended lower in the water column. D ELEf, IERIT 5: Stabilize Soils .( Stabilize exposed and unworked soils by application of effective BMPs that prevent erosion. Applicable BMPs include,but are not limited to:temporary and permanent seeding,sodding, mulching, plastic covering,erosion control fabrics and matting,soil application of polyacrylamide(PAM),the early application of gravel base early on areas to be paved,and dust control. 2( Control stormwater volume and velocity within the site to minimize soil erosion. Control stormwater discharges, including both peak flow rates and total stormwater volume,to minimize erosion at outlets and to minimize downstream channel and stream bank erosion. ,,®"Soils must not remain exposed and unworked for more than the time periods set forth below to prevent erosion. o During the dry season(May 1—Sept 30):7 days o During the wet season(Oct 1—Apr 30):2 days Stabilize soils at the end of the shift before a holiday or weekend if needed based on the weather forecast. 2r- Stabilize soil stockpiles from erosion, protect with sediment trapping measures,and where possible,be located away from storm drain inlets,waterways,and drainage channels. ,r Minimize the amount of soil exposed during construction activity. — Minimize the disturbance of steep slopes. Minimize soil compaction and, unless infeasible, preserve topsoil. 1‘_( '`tee I 440 1 4k_'/r- tilfrWWW� e`,%'t r) �,� � �i� I �.��.'4�-tom/�!i"�� :'��r�-'- 1 a ELE;r±Ei!'0'B: Protect Slopes Design and construct cut-and-fill slopes in a manner to minimize erosion.Applicable practices include,but are not limited to,reducing continuous length of slope with terracing and diversions, reducing slope steepness,and roughening slope surfaces(Ex:track walking). Page 3 of 3 March,2017 ❑ Divert off-site stormwater(run-on)or ground water away from slopes and disturbed areas with interceptor dikes,pipes,and/or swales. Off-site stormwater should be managed separately from stormwater generated on the site. ❑ At the top of slopes,collect drainage in pipe slop drains or protected channels to prevent erosion. o *Temporary pipe slope drains must handle the peak volumetric flow rate calculated using a 10-minute time step from a Type 1A,10-year,24-hour frequency storm for the developed condition.Alternatively,the 10-year,1-hour flow rate predicted/indicated by an approved continuous runoff model,increased by a factor of 1.6,may be used.The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. if using the Western Washington Hydrology Model(WWHM)to predict flows,bare soil areas should be modeled as "landscaped"area. o Where 15-minute time steps are available in an approved continuous runoff model,they may be used directly without a correction factor. ve Place excavated material on the uphill side of trenches,consistent with safety and space considerations. 1:4' Place check dams at regular intervals within constructed channels that are cut down a slope. Consider soil types and its potential for erosion. 17' Stabilize soils on slopes,as specified in Element 5. lu BMP combinations are the most effective method of protecting slopes with disturbed soils. Ex: Use both mulching and straw erosion control blankets. f1 -� '�� !.,�,�/�'-�...;', /. :.._! . ' ,% ,//. ergo t fy�'dfi t'.` ,,9„`, tr�'�, l", ,�U�D -��.. ELEMENT 7% Protect Drain Inlets ,iVProtect all storm drain inlets made operable during construction so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. eQr Clean or remove and replace inlet protection devices when sediment has filled one-third of the available storage(unless a different standard is specified by the product manufacturer). ;I-- Where possible,protect all existing storm drain inlets so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. ,fa Keep all approach roads clean.Do not allow sediment and street wash water to enter storm drains without prior and adequate treatment unless treatment is provided before the storm drain discharges to waters of the State. p Inlets should be inspected weekly at a minimum and daily during storm events. 1 ' Aiwa/'- ' 1 7 sty f ! � .<_. Wage 4 of 8 March, 2017 ELEMENT 8:Stabilize Channels and Outlets ,© Design,construct,and stabilize all on-site conveyance channels to prevent erosion from the following expected peak flows: o *Channels must handle same peak volumetric flow rate as temporary pipe slope drains listed in Element 6,above. y Provide stabilization,including armoring material,adequate to prevent erosion of outlets, adjacent streambanks,slopes,and downstream reaches at the outlets of all conveyance systems. 1.12r' The best method for stabilizing channels is to completely line the channel with a blanket product first,then add check dams as necessary to function as an anchor and to slow the flow of water. , ,,.0 010, Nft .. �,, .�r; r��, ELEMENT 3: Control Pollutants Design,install,implement,and maintain effective pollution prevention measures to minimize the discharge of pollutants. Jr Handle and dispose of all pollutants,including waste materials and demolition debris that occur on-site in a manner that does not cause contamination of stormwater. Provide cover,containment,and protection from vandalism for all chemicals,liquid products, petroleum products,and other materials that have the potential to pose a threat to human health or the environment.On-site fueling tanks must include secondary containment. Secondary containment means placing tanks or containers within an impervious structure capable of containing 110%of the volume contained in the largest tank within the containment structure.Double-walled tanks do not require additional secondary containment. ,f21Conduct maintenance,fueling,and repair of heavy equipment and vehicles using spill prevention and control measures.Clean contaminated surfaces immediately following any spill incident. 0 Discharge wheel wash or tire bath wastewater to a separate on-site treatment system that prevents discharge to surface water,such as closed-loop recirculation or upland land application,or to the sanitary sewer,with local sewer district approval.Wheel wash or tire bath wastewater should not include wastewater from concrete washout areas. 0 Apply fertilizers and pesticides in a manner and at application rates that will not result in loss of chemical to stormwater runoff.Follow manufacturers' label requirements for application rates and procedures. 0 Use BMPs to prevent contamination of stormwater runoff by pH-modifying sources.The sources for this contamination include,but are not limited to:bulk cement,cement kiln dust,fly ash, new concrete washing and curing waters,waste streams generated from concrete grinding and sawing,exposed aggregate processes,dewatering concrete vaults,concrete pumping,and mixer washout waters.Adjust the pH of stormwater if necessary to prevent violations of the water quality standards. Page 5of8 March,2017 Assure that washout of concrete trucks is performed off-site or in designated concrete washout areas only.Do not wash out concrete trucks onto the ground,or into storm drains,open ditches, streets,or streams. Do not dump excess concrete on site,except in designated concrete washout areas.Concrete spillage or concrete discharge to surface waters of the State is prohibited.Do not use upland land applications for discharging wastewater from concrete washout areas. 0 Obtain written approval from Ecology and provide to the City before using chemical treatment other than CO2 or dry ice to adjust pH. .,E' Woody debris may be chopped and spread on site. _.12- Conduct oil changes,hydraulic system drain down,solvent and de-greasing cleaning operations, fuel tank drain down and removal,and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff using spill prevention measures,such as drip pans. ,r Clean contaminated surfaces immediately following any discharge or spill incident. Emergency repairs may be performed on-site using temporary plastic placed beneath and, if raining,over the vehicle. )"( 1 1,f. � . ..-- ( ?:r i lJ1si l/f� � 4.*4/ •� / /t '1Ji� ':.,� r° --r l C a�'7_.'F4^ rj o i ELEMENT VI Control De-Watering 607 Discharge foundation,vault,and trench dewatering water,which have characteristics similar to stormwater runoff at the site,into a controlled conveyance system before discharge to a sediment trap or sediment pond. Discharge clean,non-turbid de-watering water,such as well-point ground water,to systems tributary to,or directly into surface waters of the State,as specified in Element 8,provided the de-watering flow does not cause erosion or flooding of receiving waters or interfere with the operation of the system.Do not route clean dewatering water through stormwater sediment ponds.Note that"surface waters of the State" may exist on a construction site as well as off site;for example,a creek running through a site. Handle highly turbid or contaminated dewatering water separately from stormwater. Other treatment or disposal options may include: 1. Infiltration 2. Transport off-site in a vehicle,such as a vacuum flush truck,for legal disposal in a manner that does not pollute state waters. 3. Ecology-approved on-site chemical treatment or other suitable treatment technologies. 4. Sanitary or combined sewer discharge with local sewer district approval,if there is no other option. 5. Use of a sedimentation bag with outfall to a ditch or swale for small volumes of localized dewatering. 0 Construction equipment operation,clamshell digging,concrete tremie pour,or work inside a cofferdam can create highly turbid or contaminated dewatering water. F' Discharging sediment-laden(muddy)water into waters of the State likely constitutes a violation Page 6 of March,2017 of water quality standards for turbidity.The easiest way to avoid discharging muddy water is through infiltration and preserving vegetation. Il,- ! I J L /Ma U/IT1'`!` a '_ /;T' !r ✓WrWWA.W' ? •,ir,19) 9 k 1 / A ELEMENT 11: Maintain BMPs .*E( Maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to assure continued performance of their intended function in accordance with BMP specifications. Remove all temporary erosion and sediment control BMPs within 30 days after achieving final site stabilization or after the temporary BMPs are no longer needed.Some temporary erosion and sediment control BMPs are bio-degradable and designed to remain in place following construction such as compost socks. ®' Provide protection to all BMPs installed for the permanent control of stormwater from sediment and compaction.All BMPs that are to remain in place following completion of construction shall be examined and placed in full operating conditions. If sediment enters the BMPs during construction, it shall be removed and the facility shall be returned to the conditions specified in the construction documents. J7' Remove or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting from removal of BMPs or vegetation. MT1 ,. � I , • !J �C` �!/d'_ � . _ ( �_�( �O /✓fir i fi r '! �,r ��u .7 '__= - :� r�.'A �iT 11i '-- l '_t. r4!lI 64I � '-T.. ELEMENT 12:Manage the Project—Projects subject to Minimum Requirements 1-9 must have a Certified Erosion and Sediment Contr.l Lead (CESCL)for site inspections. Projects subject to Minimum Requirements 1-5 do not require the inspector to be certified. By the initiation of construction,the SWPPP must identify the CESCL or inspector,who shall be present on-site or on-call at all times. Management details starting on Pg,, R ,0. O Phase development projects to the maximum degree practicable and take into account seasonal work limits to prevent soil erosion and prevent transporting sediment from the site during construction. ❑ Inspection and monitoring®Inspect,maintain,and repair all BMPs as needed to assure continued performance of their intended function. ❑ Maintain, update,and implement the SWPPP. ❑ Clearing and grading activities for developments shall be permitted only if conducted using an approved site development plan (e.g.,subdivision approval). ❑ From Oct 1 through Apr 30,clearing,grading, and other soil disturbing activities is permitted only if shown that the site operator will prevent silt-laden runoff from leaving the site through a combination of the following: Page 7 of 8 March,2017 1. Site conditions including existing vegetative coverage,slope,soil type, and proximity to receiving waters. 2. Limit activities and the extent of disturbed areas. 3. Proposed erosion and sediment control measures. Weather conditions can influence the seasonal limitation on site disturbance.The City of Anacortes has the authority to take enforcement action per AMC 19.76 Stormwater. (� The following activities are exempt from the seasonal clearing and grading limitations: 1. Routine maintenance and necessary repair of erosion and sediment control BMPs; 2. Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil 3. Activities where there is 100% infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. ELEMENT 13: Protect Low Impact Development BMPS If implementing any biore entlon facilities or rain gardens stie s r45$fay requirements. r �• III Applicant Signature Date Page 2of8 March, 2017 HERRK S TAD ENGINJEEIIUNG PS Civil Engineer 4320 Whistle Lake Road Dale Herrigstad, P.E. Anacortes, WA 98221 (360) 299 8304 3402 W 2nd Street Home Site DRAINAGE ANALYSIS • k 3 F 0 i March 14, 2018 K` ` ` • i '''''; APR 1 8 .2018 Job# 2018-24 I h L. L_Y Prepared By: '�'T'OF AN 6 pr”v- Dale K. Herrigstad P.E. kxERRIos, gQti aF wns/l1Nc�O r o . 47 .4.. ::' h ',\* ' ,„ ,,,,41„.. , ..,, , , TONAL 3 -141-16/ Owner: Edward and Cheri Addicks 401 West Main Street Brenham, TX 77833 The stormwater plan will be based on the requirements of the 2014 DOE Stormwater Management Manual for Western Washington, as required by the City of Anacortes Drainage Ordinance. 2 TABLE OF CONTENTS Page SECTION TITLE 2 PROJECT DESCRIPTION 2 EXISTING CONDITIONS 3 DOE Stormwater Management Manual Minimum Requirements 3 Minimum Requirement#1: Prepare a Stormwater Site Plan 4 Minimum Requirement#2: Construction Stormwater Pollution Prevention (SWPP) 4 Minimum Requirement#3: Source Control of Pollution 4 Minimum Requirement#4: Preservation of Natural Drainage Systems and Outfalls 4 Minimum Requirement#5: On-site Stormwater Management ATTACHMENT A Developed Site Conditions ATTACHMENT B Soils report ATTACHMENT C DOE Manual Flow Chart Figure I-2.4.1 ATTACHMENT D Soil amendment requirements PROJECT DESCRIPTION This project is to construct a 2,174 square foot(roof area) home and 1,649 square foot driveway & sidewalk areas for a total of 3,823 square foot total impervious area on a 7,500 square foot lot at 3402 W 2nd Street. See ATTACHMENT A. EXISTING SITE CONDITIONS The 7,500 square foot or 0.17 acre site is grass with blackberry bushes and no trees on site. The site slopes at an average from the south to the north at 17% over the site. Linda Spicher, Septic System Designer, completed a soils report for the site and is included in ATTACHMENT B. The underlying restrictive soil layer was found on site at 8"on the north low side of the house and 41" at the south high side of the house. The water table was found at 8"to 41"respectively. 1 . I 3 DOE Stormwater Management Manual Minimum requirements: According to the 2014 DOE manual figure I-2.4.1 Flow Chart: Does the site have 35%or more of existing impervious coverage—No Does the site add 5000 square feet of new impervious surfaces—No Does the site convert%acres or more of native vegetation to lawn—No Does the project have 2,000 square feet of new impervious surfaces—Yes Minimum requirements#1 through#5 apply to this project. (See flow chart in ATTACHMENT C) Minimum Requirement#1: Prepare a Stormwater Site Plan. Volume 1, Chapter 3 steps (page 3-1). Step 1. Collect and Analyze Information on Existing Conditions. The site slopes at 17% for most all of the existing lot. The site is primarily blackberry bushes with some grass around the perimeter of the site. An adjacent drainage system consisting of a 12"pvc storm pipe runs along the north and east property line at the curb line. The asphalt alley on the north side of the house is located partially on the lot through an easement. The paved Illinois Avenue borders the east and paved W 2nd borders the south. An existing single family home borders the west. The site soils as discussed above are found to be shallow with a restrictive layer at 8"to 41"below the surface with a water table at 8"to 41". The soils report is included in ATTACHMENT B. Step 2. Prepare a Preliminary Development Layout. During construction all 7,500 square feet of the lot as well as adjoining right-of-way to the asphalt will be disturbed. A proposed layout is attached as ATTACHMENT A. Step 3.Perform an offsite analysis: The downstream drainage system is conveyed in a 12"drainage system the collects storm water at the northeast corner of the property and directs it north to Oakes Avenue. No offsite water enters this site due to the curb and gutter along West 2nd Street. Step 4.Determine and Read Applicable Minimum Requirements. Threshold requirements: See DOE flow chart 2.4.1 in ATTACHMENT C. The total new impervious area is under 5,000 square feet at 3,823square feet. Minimum requirements 1 through 5 are required. Step 5.Prepare a Permanent Stormwater Control Plan A storm water plan is provided in the developed site plan in Attachment A. LID options will be addressed in Minimum Requirements#5 below. Step 6.Prepare a Construction Stormwater Pollution Prevention Plan. See minimum requirement#2 below for SWPPP. Step 7. Complete a Stormwater Site Plan: The project overview has been provided at the beginning of this report along with an existing conditions description. Maps are included in the attachments. Offsite analysis is provided in section step 3 above. Step 8. Check compliance with all applicable minimum requirements: To take place during review and during and after construction. 4 Minimum Requirement#2: Construction Stormwater Pollution Prevention(SWPP) This project must meet the 13 elements of a SWPP because the site exceeds the threshold of 2,000 square feet of new impervious surfacing. See the SWPP plan that was submitted separately. Minimum Requirement#3: Source Control of Pollution During construction the site will be open and subject to erosion. BMP's as described in the erosion control plan must be constructed at the source to limit erosion and sediment laden runoff. The most common erosion source is exposed soils to rain, especially on steep slopes. Covering the slopes as discussed in the SWPPP shall be implemented. Minimum Requirement#4: Preservation of Natural Drainage Systems and Outfalls This site surface water naturally drains to the north and onto the paved alley. The surface water is collected in a catch basin at the northeast corner of the site in the paved alley and connects to the drainage system in Illinois Avenue that drains to the Oakes Avenue drainage system that discharging to Guemes Channel. Minimum Requirement#5: On-site Stormwater Management As indicated above the impervious soil layer was found on site at 8"to 41" in depth as shown in the report. The water table was found at 8"to 41"respectively. The site will be thoroughly re- graded with a daylight basement to the north including the garage opening to the east at the north corner of the house. See ATTACHMENT A. BMP T5.13: Post-Construction Soil Quality and Depth,Lawn and landscaping areas: All disturbed site soil will be amended as required by the post construction soil quality and depth requirements and will be implemented at the building permit stage. The design guidelines for the soil requirements are included in ATTACHMENT D. LIST#1 because the site triggered Minimum requirements#1 through#5 . 1. BMP T5.30: Full Dispersion—Requires native vegetation on site and there is no native vegetation on this site. Full dispersion is not feasible do to no native vegetation on this property. BMP T5.10A: Downspout full infiltration—Minimum setbacks shall be 10 feet from any structure and 3 feet from pavement and 3 feet or more of permeable soils to the seasonal high ground water table. Not feasible due to shallow restrictive soil at 8" on the north side of the house. The south side of the house where the unsuitable soil is at 41 inches will be thoroughly disturbed and the foundation of the wall extended well below the unsuitable material. Due to the shape of the roof line I do not think it is possible to get the roof drainage to the high side of the property and the low side of the property in not feasible for infiltration. Infiltration is not feasible. 2. BMP T5.14A: Rain Gardens or BMP T7.30: Bioretention Cells,Swales,and Planter Boxes—Rain gardens and well as Bioretention cells, swales and planter boxes share the same infeasibility criteria that requires a minimum vertical separation of 1 foot to the seasonal high water table,bedrock, or other impervious layer below Bioretention or rain gardens. Again due to the shape of the roof line I do not think it is possible to get 5 the roof drainage to the high side of the property and the low side of the property in not feasible for rain gardens of Bioretention. 3. BMP T5.10B: Downspout Dispersion Systems—A downspout dispersion system requires a vegetated flowpath of at least 50 feet for splash blocks and 25 feet for trenches to a property line or structure or 50 feet to any slope steeper that 15%. Not feasible due to do to paved alley at 14.7' at down hill side of house. 4. BMP T5.10C: Perforated Stub Out Connections—Perforated stub-outs are not appropriate when the seasonal water table is less than one foot below the trench bottom. Perforated Stub outs are not feasible on the north side of the site due to water table at 8" below grade. The roof drainage should be connected directly to the storm drainage system in the alley. OTHER HARD SURFACES (driveways and patios) 1. BMP T5.30: Full Dispersion—Requires native vegetation on site and there is no native vegetation on this site. 2. BMP T5.15: Permeable Pavements—Permeable pavements design is allowed up to a maximum grade of 12%for interlocking concrete pavers and also requires a minimum of 1 foot separation from the lowest base course to a saturated condition created by the seasonal high ground water or an underlying impermeable/low permeable layer. Not feasible on the northeast driveway due to the shallow unsuitable soil at 8". The upper parking area will be placed on a substantial amount of fill at 3 to 4 feet in depth. The fill will be structural with a compaction of 95%. It is not advisable to introduce water to the fill section on a slope like this. BMP T7.30: Bioretention Cells, Swales, and Planter Boxes—Bioretention cells, swales and planter boxes share the same infeasibility criteria that requires a minimum vertical separation of 1 foot to the seasonal high water table,bedrock, or other impervious layer below Bioretention. Bioretention is not feasible for the north driveway due to the shallow unsuitable soil at 8"depth. The depth to the unsuitable layer is 41 inches in near the south parking area and a Bioretention cell would require a minimum depth of 3'9"(45")to the restrictive layer as well as not recommended on slopes greater than 8%. Unless retaining walls are installed the slope of the area just north of the south parking area will be around 15%. Bioretention is not feasible. 3. BMP T5.12: Sheet Flow Dispersion—Sheet flow dispersion requires a 25' minimum separation from the hard surface to the structures or for dispersion. Sheet flow could be provided by sloping to the northeast and northwest and directed towards a swale as shown of the site plan to direct water around the house and back into a collection point to allow overflow to be conveyed to the downstream drainage system. BMP T5.11: Concentrated Flow Dispersion—Will utilize dispersion as possible as shown above. 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R\ g 1A CX R• L C1�S{ = �VF tF-�'y v 2C 2 or R pA. OE4� /' �tp l�\�R 0\L0 �'F �R 0 s E °F S1R' �cttZ CO Cp�C'Cp pR / t R�'' S40 R UNO i !F 1 ^Ip` •iEOtijo`,„C�S�FR '�' O4 pF040 N f N,' p N,taG \\\ i `'s %�' 0`A°� OPlaOtpr \l� f' 10 !� P pOj S c,1t\ZE .g L\tati ��� _i GA• R , 7���-�' tto SITE P Lib_ ,�- t cp. ltEt� .t VCCJ� �tV ' 10 - 10 o ppP prtIpt F 0 d L V _,,. F- N ,T�•., r FULL SCALE, COI.IPLETE SURVEY NOT PROVIDED. ITtits SITE PLAN VMS CREATED FROl.I C�-OR!.��\TION PROVIDED ti r''' OWNER, WITH BOUNDARY, TOPO, CURD CJFORMATION etc..VI FROM REDUCED COPIES OF A 2014 SURVEY AND SKETCHES u<RIFY ALL. � ElSEldEtaTS OF RECORD NOT SURVEYED; ASSUMED HERE FRi REDUCED COPY OF CITY MAPPINGAEREAL VIEW. PROVIDED B ATTACHMENT A. ATTACHMENT B Soils Report Linda Spicher, Septic System Designer (360)708-3004 Project/Client: Irving Construction Corporation Pa / of . Owner: Addicks, Edward & Cheri r `Fr Site Address: 5402 West 2nd Street WAS Anacortes, WA 98221 �� '' �Z Parcel Number: P58535 sPlc+aot a i!f D DESIGNE0. Date on Site: 01/23/18 EXP RES 09-29./0 Map Units, Natural Resources Conservation Service: #31, Clallam-Urban land complex, 0 to 8% slopes, for Soil Log 1; and #30, Clallam gravelly loam, 8 to 15% slopes, for soil log 2. Soil Type Loading Rate2 Soil Log 1 0— 12 dark brown silt loam 5 0.4 12 — 24 dark brown medium sandy silt loam, with clay pockets likely disturbed 5 0.4 24 —41 red gravelly medium sandy loam 4 0.6 41 — 50 gray fine sandy silty clay, mottles 7 not suitable 50 —63 ashy clay, mottles anticipated water table at 41" Soil Log 2 0 — 8 dark brown silt loam 5 0.4 8 - 24 tan medium sandy silty clay 7 not suitable 24 - 54 ashy clay 7 not suitable observed water table at 24" anticipated water table at 8" ' One of seven numerical classifications of fine earth particles and rack fragments as described in WAC 247-272A-0220(2)(e). 2 From Chapter 247-272A WAC: "Hydraulic Loading Rate" means the amount of effluent applied to a given treatment step, in this chapter expressed as gallons per square foot per day(gal/sq. ft./day). I i o —4— . 1 `-' 11k4/111r41-..sit,i1V114 \ . • 0 .ck: :; 2( c *4;--_,,A `-',. -__ , .4107. ...00-;"`;" AO 4 , • `' . 1�°Xik - 5I _ .^:` ,i,r Mk tits • 21. . +'F r• •F r .,10. I,... ;1,7..;•!,.I ' \ . -0 �~ r . - '`.: N „ -,.., .... • - •, . . ..-1\,.. , .--v --,- •,. . s•,.. ..„. . \ . . \ M . • ‘ ,,, .• , .:, . ,\,. • .• , . . 1 vi • kJ\ \ -... January 23, 2018 ` 1" = 300' il Legend .\\. i 0 165 330 660 Ft N ---.........., I I I 1 I 1 1 1 it L_i County Boundary 0 0,05 0.1 0.2 km p Data Accuracy Warning: All GIS data was created from available public records and Tax Parcels existing map sources, Map features have been adjusted to achieve a best-fit registration, Willie great care was taken in this process, maps from different sources rarely agree as to the precise location of geographic features. Map discrepancies can �O Pre Tax Account Property be as great as 300 feet, Copyright 2016 li • 9 - -- _ w.f+'G C"\S"i'IY�G%. DCntt+I,T HEAL EC MIMEO ttiFT SIT tt%tS ) kt SHa.C4 EES 10 now 10-£ ii.:A;SNT n0 CCieNSFFLUA FFG't fif PROJECT C T ItiROR1'I�ATI(3i� MY CO ALL OF DE Eut.CoNC COTO . IEDIO S ALL SE USED AS MUM _ -� \'\ c'ycn 6'St1 ?iS+ATS, STr w►ID.S. G•f_(E,os S4VES. t0st•A!rs E`r4iED PROJECT l.�E O : TTus Smjcit cc atiH FUSI C one and a half.ST ins A! Cfitl£i rtt HE CAMEOavw OfEP atJ1t FL1F1 . f MY. walkout base, :J42 exterior perdu RtY� 3/t/tY /o'fl(4 a tca*•c• OWNER : I 40) MaiWest 1. lh"E laita TWOSSW UIPUTEs S 4XW USE TIC tREtCIt€SS 14W. Brcntrsnl TX NOnucurry: CT DC STREET. ' 1 £ S4LY• .i..'i"t--, ea:la.. tOia STCS - MA%Nis.,'CRIT; CONTRACTOR : Irving Consult 1 \ ere : A CSC.CR CC1L?CL UST UMACEN ht PPACTKCES `.F'K'. EC N putt nn T C R 19 G•n , WI At-tE�.Ee1 STE FLAN PRC2 TO )At CONSRLCTOV TWIT. Ansaxt•� >,tl! E. Ir.:. C •AN CC (1 C1. S"•-ali et LISPECTLO Eta A PAY kG VXUA0 TO WIT. MO-2 315TSi Te< SIP.' uN t; caCtln%s AC FaEt>a 303-293.2979 e�\ \ C. Tri 57OtM LEAN SYSTEV S"A!1 Fe. CttA'%D WAY tam. 7-07.3). AA �/ t1 'X to,OS 1 CRANC sts'tJ S 9IKt DC C1Uh30 TO TIC AcctPtiAtt er TIE ow o J , tMpstr;..fck AN CtrDDES PICA TO ACC PT/Tct Cf T+EE P:i43EET. PROJECT ADDRESS : 3402 West 2n tT, �• U SIMUtiJ Ct451PLCFgt EATOR ES RA R1c)S S tMJ. EC IYST.I'UEO Al Tiff ArtsrntteS. W. �; S O 5 " 32 etemao at o RUCTYcCi NC VMC4BEO CAANG Ile CORDON Cf 1W i �-- t N •I t,„a EFLty, FROACT. /A term WE/ S VAT et wousEO st'ai AS WthsH PATS m ! K} nest. C . �,i MAE ItW lit PA1F-.O MJS ME Kepi CU/fl. 10 Ott S MO'W: 3 TO VEER l.tiGr1L DES ifaCtA.LotS 1 ti4 ... cp. •t yT OR ,yo ? � .i' 0110 0Y Sl Eli / j t :� F't+ Et F-_,,�+ \ PiaE of KorEluti �\r��* 'wilt* I 4 .}1 � .� E. MY 5.)ts tJC'0SL!) THAT Ail so? Et CSERR2°C FC4t NO (2} PA)S OU4ttG y Skagit \ � -- YL a4� ; y..t' Ira *ET SEAMS CR SEWN f)} COS :N DIE My SEASON :•+YEA DE N1Aie:7/3LlY F County. 1 ' SO . �0��• `5I • ' ` S!!cT_2E3 tent t?E A PGL DES SIGF*)Ds (:EECcvc. tvCt<SC. iASTL' PARCEL ; : P58535 l NA PO ' l% y� " >' = / ice's�ra ®. } r. To0 0) C=4 F=r_R TO ticEECNI .k: Of Tri- AEI SEMEN (WW1 t), Ptt. \--------- __-- t / :n4 toy° -� 1 asTk'tIt0 ovs stun ix 2:EVE4ED ;O fOtvlh axC-4 OSES CAI M EL J -strjO• r \ tt Ft �FPARA CN FOR lit A7iTCi RwiS. C2t1 :a+ Ai15 S4kL SE SEcCED ASSF.S$ORS (\ctTll)): i804 _ 17E13 . 1X �� �,�S,1 Otte t / _ i � ' .. i \ ATOM Lill (t) Txl Cf its ?LC4n•` 0r Tiff WI S AS4v, A SLrCI UM Of p S0,'•0 klCt'/ �,,sy E` Kt G° P!'C r : MEM TO 3t SEEEtO mo ME ARIAS TO FA:WM usEts Ito 5 AL BE CODES : 2015 'menial `„road ai b. Ct Tic yet; ' l,S� •aFF>OX1' �gtrt R" suauTITEO TO W. PROJECT t1ANAP R. TrE FYI AO SIPAX.R CAS MOH. % tTC. C.pCkat' tt'' VGA 1� \ WOW III A:CTc0Vt Mtn IN OtaR 10 PROTECT S'Nir#Ca KOSS. +'OJACes; ` S. e+l W. ! . t0 ' OCCUPANCY TYPES: (R.3) SingiGf U a OA FU V ✓ ' 1 ROrE*iltS OR ??l:W.{ DOMES <st M -.i E* t�„e¢ rf /�' i �j et. t11$ F. MI/tin IDS A i rRC�sv % CfArt30 tk;ATlasi Mr SJ�£Ci TO A S3PJ `0 (lS.i) Private St ctl'`•` 3C s 90 Cam,`"- I / - r� C1 .(3' . tr ? tar josa0. E �:as5`so f `e+tE"4! • t1i- \ •• �•y�cfrc4"3" Rimy \eV. 1 f0.:SD°. D t sT1�7a MAIM (WOES 1'r+ vAutt�t. EACH oAY r CONSTRUCTION TYPE: !)pe V. aon� `.Sv' :Ci• t9 r ,i \) / - •,��'• ♦' [ '� !S sitt Cf�' 4 ` gF_oTTS0 'nett :,PtY, cT i4 w a; S`�N • • ^ ctszt ems ; ,\: • , 1 1. o trV STFU- ?n+V \ '•.� 3t s; (�*s Pl• F ) BUILDING HEIGHT : Two Stoty .•,i('t• '� r�` i •'�) I • f.��' `` t� 1, ` 'lF� S ~� ,..�-`� ,'- \ t �lig-V.:4_92S t �t0 :! \^?.1.7': TO SEES STE F.A'L WE TO Tim 9J9�A'T:D •SW:: /RCEL STOW / SCt E'ictt.�lidtt CV" r Lo ✓ r ' �` +'� ,.• '^. :J`, ' . .#5�1 i ., .• ..•r"�.�,`zN-�.�t ` '� 3£�" y S WSER P.m. (VW). rThve Sf 5. �/ / // / Fi i °: ` �� �- Gi .Oi. O � c ���tcl� 1Y h A' Th: «515f0 SPbSa 5 RR Tri5 MACE. i �:� _ �,�tt >SA a1 TA s trs : w'� tx` LOT SIZE/COVERAGE : +1500 of, 1` - q6 p L di .. {'J. C/+' "t �, a • �,\tei eTthP>{' -0 , 1, sO S it F?.s iS sutx To v,P;T-IRIS LJ%D Tr+E t (2)3) V.Wft 2,009 sf Bulb Set .. ' �1 �� �\ /'. • "' ;R>tita°QtRFU� . . --'`• `' \' sy �\V �+ _ sv' 4� - • t t1gees Vl �y • �...:�;; :sS" • ^ 1 rltt={ • ` t.� 4_, r' 's 1.10k. • ticAs -1/20"rIt'- � �� r"j /�•-'�-'�./16 -f IMPERVIOUS AREA : Roof Outline f '1E0 V • •(\ err`, 't '`� i ib t.� T tOM a,t 1/V'v"�/ ��\/�✓-Y Remaining Us L ,pcTlSt fit\ , �,.p• ' 1 . i' ( �` Ji VtclOrl,( ^ - '-'coo 9/12/17- t•t. �p tt-flT `, . e ^• > ,ct tVtt Remaining U1 yo 1-3 -,,. �tt .. �• v -/'� � � •:L�LVi°"c org•F - 'we31' \ %ER Cc' S RE=A sr, c.ira . r Remaining Lt .. "^ •/'/ �, . t4ip'.- '' i1TC 1�50 UAW. a : ttis u0Wr�8 TO CUT TOTAL SZIP� TTX17A,rc kV) COST. N 0 , r SL?_ RCCuS TA:GER• A.44tr SC% :. 0Tr•!R S.,"U•.t1t,AL Q•SSO%5 ' '�S. '-r 1 1 a+: : i 7 i \. I� 1 \ \ �''� S aK4S LStED MCAT. ` , + S ' Sal r" • ` • t ' sy% -y1E `+. 4�t 7 \ IC ACCtrti^a.t '•1Fi 70 SrmF7 (err STE r.112 FCQ OS r.. MN F031TVil) �-' ,� :. fi.0 ' / r�� \ t ,.. '1/ .2 • DELETE] S O! Of DC 'Cad: A.) S1_ii CANADSR'S j) .p O t py .i C r'-r 1 9�\ 1st .1 . C£ TrO :eE FAST So: E_y= 6i �'_ .C^S Cf 1ST rut 'mil A:TA A4? CEGCS. _ °1t1° 4c •t? i'• a !, yt• a n:n c:] T-E nE7a' REcta.O.,'_aR FCG:FRui a' TO Ter ELST. GAS ,' lee d 4R' (� • � ' ' ?.f�a\�,' 'b $, • LEhS1 CD tC ,SET. FECTAflAA4 FCorPoi'T V TO DC WITH. It& �+a•E• `, o 09 () GER Cir.YGES: Ibr �• � t•'tOt Q41t� Ci`S(Y•t , � '., p'$.` ep laS i`i'' �g 1 •ea.\ Zh C •z • EY?:C S:.^ V CGR OCTC 1. b*S. LM:F7 ASfA) OAS n sm OGF.\ TO THE 1St flR ) J lA W y.,c• ttt t, 4" :4a i•C �y. �i ? + NO RL\ D MR74V RE LW*DT RECTMOV_ati T+07K41d. \V - b �� • 1 • OAS: US t.E,'� 1060 MN 'A THE B+MuEkl R.002 ki REAM 101 i IE tr 1{�1 . f}t Ill• •gmftUlF e� �,� t=� u, '. 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Ih• Y ` 44,,,,, • r t• •yA' l• ,!f r _ • 1. • , .Vie L. rJ .y w r uyl�t J• r < • 1N � :.i• "lyt ; I l J/' %rt S r-.�;y I • I;Y! M d .6£ nCCL 1 v-c ..5.,: ! • I� _ _ I _._. t � 3R`u ; �?; �? h4 _ a^ . u • �.: .• ;t�i M T <5� uZ�T Q QF76ZLfS OZSGG6 Olfx!£S OO .L£S OadI.L£5 OB2?1£S flJWJ 5 � p. _1%. : a -'..r • ��� : r ( 71� Alt ,AS IL ' !ef rllii. 11616 '1�meligi ►r►milit EXPIRES 09-29- /6 Map Unit Description:Clallam-Urban land complex,0 to 8 percent slopes--Skagit County 3402 West 2nd Street,Anacortes Area,Washington Skagit County Area, Washington 31—Clallam-Urban land complex, 0 to 8 percent slopes Map Unit Setting National map unit symbol: 2hvf Elevation: 30 to 150 feet Mean annual precipitation: 23 inches Mean annual air temperature: 48 degrees F Frost-free period: 160 to 200 days Farmland classification: Not prime farmland Map Unit Composition Clallam and similar soils: 45 percent Urban land: 40 percent Minor components: 5 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Clallam ; '+ Setting Landform: Hillslopes of g. Parent material: Glacial drift ''��ANY • Typical profile 4w .6 H1 -0 to 11 inches: gravelly ashy loam si G SPiCHER �. H2- 11 to 27 inches: very gravelly loam „ D DESIGNER y%") H2-27 to 60 inches: very gravelly sandy loam I D(PIRES 09-29-/0 Properties and qualities Slope: 0 to 8 percent Depth to restrictive feature: More than 80 inches; 20 to 40 inches to densic material Natural drainage class: Moderately well drained Capacity of the most limiting layer to transmit water(Ksat): Very low to moderately low(0.00 to 0.06 in/hr) Depth to water table: About 18 to 36 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Very low(about 2.6 inches) Interpretive groups Land capability classification (irrigated): 3w Land capability classification (nonirrigated): 4s Hydrologic Soil Group: C Other vegetative classification: Limited Depth Soils (O002XN302WA) Hydric soil rating: No usnn Natural Resources Web Soil Survey 1/15/2018 Conservation Service National Cooperative Soil Survey Page 1 of 2 • Map Unit Description:Clallam-Urban land complex,0 to 8 percent slopes---Skagit County 3402 West 2nd Street,Anacortes Area,Washington Description of Urban Land Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydric soil rating: No Minor Components Bow Percent of map unit: 5 percent Landform: Terraces Other vegetative classification: Seasonally Wet Soils (G002XN202WA) Hydric soil rating: Yes Data Source Information I,, Soil Survey Area: Skagit County Area, Washington I�4- Survey Area Data: Version 15, Nov 22, 2017 i r st`., .,• 51002.;/ • ,�.•l >•-SPICHER r�, - D DESIGNER • r \7•54\ 'L\ \\\\\7►11. EXPIRES 09-29-/g Ism Natural Resources Web Soil Survey 1/15/2018 Conservation Service National Cooperative Soil Survey Page 2 of 2 6 OF 8 Map Unit Description:Clallam gravelly loam,8 to 15 percent slopes--Skagit County Area, 3402 West 2nd Street,Anacortes Washington Skagit County Area, Washington 30--Clallam gravelly loam, 8 to 15 percent slopes Map Unit Setting National map unit symbol: 2hvd Elevation: 30 to 500 feet Mean annual precipitation: 23 inches Mean annual air temperature: 48 degrees F Frost-free period: 160 to 200 days Farmland classification: Farmland of statewide importance Map Unit Composition Clallam and similar soils: 90 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. # Description of Clallam ,1+ Setting Landform: Hillslopes Parent material: Glacial drift Typical profile ;R11, s H1 -0 to 11 inches: gravelly ashy loam �� , sPtCHER ..76 H2- 11 to 27 inches: very gravelly loam OESIGNER 1.115‘A l_N r. H2-27 to 60 inches: very gravelly sandy loam EXPIRES 09-29-'0 Properties and qualities Slope: 8 to 15 percent Depth to restrictive feature: More than 80 inches; 20 to 40 inches to densic material Natural drainage class: Moderately well drained Capacity of the most limiting layer to transmit water(Ksat): Very low to moderately low(0.00 to 0.06 in/hr) Depth to water table: About 18 to 36 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Very low(about 2.6 inches) interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 4s Hydrologic Soil Group: C Other vegetative classification: Limited Depth Soils (G002XN302WA) Hydric soil rating: No Minor Components Bow Percent of map unit: 5 percent USDA Natural Resources Web Soil Survey ioom Conservation Service National Cooperative Soil Survey Page 1 of 2 7 0F 8 Map Unit Description:Clallam gravelly loam,8 to 15 percent slopes—Skagit County Area, 3402 West 2nd Street,Anacortes Washington Landform: Terraces Other vegetative classification: Seasonally Wet Soils (G002XN202WA) Hydric soil rating: Yes Covetand Percent of map unit: 5 percent Landform: Depressions Other vegetative classification: Wet Soils(0002XN102WA) Hydric soil rating: Yes Data Source information Soil Survey Area: Skagit County Area, Washington Survey Area Data: Version 15, Nov 22, 2017 Br TA ir 0,7 4 `A ';"� ��� ,41%�:'{"t DESIGNER EXPIRES 09-29./.0 ATTACHMENT B ustan Natural Resources Web Soil Survey 1/15/2018 Conservation Service National Cooperative Soil Survey Page 2 of 2 8 OF 8 �►i 1 lualr"e U- A._1 Flow Chart for .tearnii r lirfacj [f` gR,1io ° rents tow Mew wail©p Tine int Start Here Does the site have 35% Yes See Redevelopment Minimum or more of existing kb Requirements and Flow Chart impervious coverage? (Figure I-2.4.2). No Does the project convert 3/4 acres or more of vegetation to Does the project result in lawn or landscaped areas, or 5,000 square feet, or convert 2.5 acres or more of greater, of new plus pri, native vegetation to pasture? replaced hard surface area? \\No Yes Does the project result in 2,000 square feet, or greater, of new plus All Minimum Requirements replaced hard surface area? apply to the new and replaced - hard surfaces and converted Yes vegetation areas. No Does the project have land Minimum Requirements #1 disturbing activities of 7,000 through #5 apply to the new Ues square feet or greater? and replaced hard surfaces and the land disturbed. No V Minimum Requirement#2 applies. Ift,,, 111 Figure I-2.4. 1 Flow Chart for Determining Requirements for New Development DEPARTMENT OF Revised June 2015 ECOLOGY Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume I - Chapter 2 - Page 37 ATTACHMENT C ATTACHMENT D 4 PAGES BMP T5.13: Post-Construction Soil Quality and Depth Purpose and Definition Naturally occurring (undisturbed) soil and vegetation provide important stormwaterfunc- tions including:water infiltration; nutrient, sediment, and pollutant adsorption; sediment and pollutant biofiltration; water interfow storage and transmission; and pollutant decom- position. These functions are largely lost when development strips away native soil and vegetation and replaces it with minimal topsoil and sod. Not only are these important stormwater functions lost, but such landscapes themselves become pollution generating pervious surfaces due to increased use of pesticides, fertilizers and other landscaping and household/industrial chemicals, the concentration of pet wastes, and pollutants that accompany roadside litter. Establishing soil quality and depth regains greater stormwater functions in the post devel- opment landscape, provides increased treatment of pollutants and sediments that result from development and habitation, and minimizes the need for some landscaping chem- icals, thus reducing pollution through prevention. Applications and Limitations Establishing a minimum soil quality and depth is not the same as preservation of nat- urally occurring soil and vegetation. However, establishing a minimum soil quality and depth will provide improved on-site management of stormwater flow and water quality. Soil organic matter can be attained through numerous materials such as compost, com- posted woody material, biosolids, and forest product residuals. It is important that the materials used to meet the soil quality and depth BMP be appropriate and beneficial to the plant cover to be established. Likewise, it is important that imported topsoils improve soil conditions and do not have an excessive percent of clay fines. This BMP can be considered infeasible on till soil slopes greater than 33 percent. Design Guidelines . Soil retention. Retain, in an undisturbed state, the duff layer and native topsoil to the maximum extent practicable. In any areas requiring grading remove and stock- pile the duff layer and topsoil on site in a designated, controlled area, not adjacent to public resources and critical areas, to be reapplied to other portions of the site where feasible. . Soil quality. All areas subject to clearing and grading that have not been covered by impervious surface, incorporated into a drainage facility or engineered as struc- tural fill or slope shall, at project completion, demonstrate the following: 1. A topsoil layer with a minimum organic matter content of 10% dry weight in planting beds, and 5% organic matter content in turf areas, and a pH from 6.0 2014 Stormwater Management Manual for Western Washington 1 OF 4 Volume V- Chapter 5-Page 911 ATTACHMENT D to 8.0 or matching the pH of the undisturbed soil. The topsoil layer shall have a minimum depth of eight inches except where tree roots limit the depth of incorporation of amendments needed to meet the criteria. Subsoils below the topsoil layer should be scarified at least 4 inches with some incorporation of the upper material to avoid stratified layers, where feasible. 2. Mulch planting beds with 2 inches of organic material 3. Use compost and other materials that meet these organic content require- ments: a. The organic content for"pre-approved" amendment rates can be met only using compost meeting the compost specification for BMP T7.30: Bioretention Cells, Swales, and Planter Boxes (p.959), with the excep- tion that the compost may have up to 35% biosolids or manure. The compost must also have an organic matter content of 40% to 65%, and a carbon to nitrogen ratio below 25:1. The carbon to nitrogen ratio may be as high as 35:1 for plantings com- posed entirely of plants native to the Puget Sound Lowlands region. b. Calculated amendment rates may be met through use of composted material meeting (a.) above; or other organic materials amended to meet the carbon to nitrogen ratio requirements, and not exceeding the contaminant limits identified in Table 220-B, Testing Parameters, in WAC 173-350-220. The resulting soil should be conducive to the type of vegetation to be established. . Implementation Options: The soil quality design guidelines listed above can be met by using one of the methods listed below: 1. Leave undisturbed native vegetation and soil, and protect from compaction during construction. 2. Amend existing site topsoil or subsoil either at default"pre-approved" rates, or at custom calculated rates based on tests of the soil and amendment. 3. Stockpile existing topsoil during grading, and replace it prior to planting. Stockpiled topsoil must also be amended if needed to meet the organic mat- ter or depth requirements, either at a default"pre-approved" rate or at a cus- tom calculated rate. 4. Import topsoil mix of sufficient organic content and depth to meet the require- ments. 2014 Stormwater Management Manual for Western Washington 2 F 4 Volume V- Chapter 5-Page 912 ATTACHMENT D More than one method may be used on different portions of the same site. Soil that already meets the depth and organic matter quality standards, and is not com- pacted, does not need to be amended. Planning/Permitting/Inspection/Verification Guidelines & Procedures Local governments are encouraged to adopt guidelines and procedures similar to those recommended in Guidelines and Resources For Implementing Soil Quality and Depth BMP T5.13 in WDOE Stormwater Management Manual for Western Washington. This document is available at: http://www.soilsforsalmon.org/pdf/Soil BMP Manual.pdf Maintenance . Establish soil quality and depth toward the end of construction and once estab- lished, protect from compaction, such as from large machinery use, and from erosion. . Plant vegetation and mulch the amended soil area after installation. . Leave plant debris or its equivalent on the soil surface to replenish organic matter. . Reduce and adjust,where possible,the use of irrigation, fertilizers, herbicides and pesticides, rather than continuing to implement formerly established practices. Runoff Model Representation Areas meeting the design guidelines may be entered into approved runoff models as "Pasture" rather than "Lawn." Flow reduction credits can be taken in runoff modeling when BMP T5.13: Post-Con- struction Soil Quality and Depth is used as part of a dispersion design under the con- ditions described in: . BMP T5.10B: Downspout Dispersion Systems (p.905) . BMP T5.11: Concentrated Flow Dispersion (p.905) . BMP T5.12: Sheet Flow Dispersion (p.908) . BMP T5.18: Reverse Slope Sidewalks (p.937) . BMP T5.30: Full Dispersion (p.939)(for public road projects) 2014 Stormwater Management Manual for Western Washington 3 OF 4 Volume V- Chapter 5-Page 913 ATTACHMENT D Figure V-5.3.3 Planting bed Cross-Section Mulch ,, ..., ____ Loose soil with Bogy visible dark organic matter ? ri'LA 4'° 'N\ Loose or fractured subsoil Reprinted from Guidelines and Resources For Implementing Soil Quality and Depth BMP T5.13 in WDOE Stormwater Management Manual for Western Washington, 2010, Washington Organic Recycling Council NOT TO SCALE w Planting Bed Cross Section ✓ Revised January 2016 DEPARTMENT OF E C _ L 0 G Y Please see http,//www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington 40F4 Volume V v Chapter 5 - Page 914 ATTACHMENT D APPENDIX D—SMALL PARCEL STORM WATER PLAN JULY 2011 eft c Anacortes Public Works De p rtment\Building Department Small Parcel St = Water Plan Se©tlon 13.36.100 Chapter 13.36 DDr rage Regaurements and [ egvAatuma Project Name: Owner: (Name, Address and Phone) Site Address: Parcel ID Number: P58535 Sec. 23 Twn 35N Rng 1E ,W.M. Prepared By: (Name, Firm, Address, Phone) The Small Parcel Storm Water Plan needs to be submitted with the Building permit. To assist City Staff in reviewing your plans, please include any notes or comments you may have regarding individual requirements as they may pertain to this development. laccePiE\--, B4 R. 6►t i v3_‘2,.�1 �Lr • . zPPENDDDX Do SL 2 APPENDIX D—SMALL PARCEL STORM WATER PLAN JULY 2011 aMdflorrii©o orl° i c vc 8oprrimmAs oMbile(d fto S i ieD1 [parr©eB itorPftini Water Men (Do not include with submittal) A. Development Subject to Small Parcel Requirements. Each of the following new types of developments shall control erosion and sediment transport during construction, and permanently stabilize soil exposed during construction in accordance with the requirements of this section: 1. Individual, detached, single-family residences and duplexes; 2. Creation or addition of more than one thousand and less than five thousand square feet of impervious area; 3. Grading, clearing or land-disturbing activities of more than one thousand square feet and less than one acre. B. Plans for such development shall include a site plan and a small parcel storm water plan (SPSP). Based upon the review of the small parcel storm water plan, a determination will be made as to whether or not further drainage plans or information are needed. C. Site Plan. The site plan shall indicate the character of the existing site, topography, natural drainage features on or adjacent to the site, the location and dimensions of all existing and proposed impervious surfaces, flow arrows indicating the direction of storm water flows on-site, and any off-site flows entering the site, the proposed method of utilizing the existing drainage system, the temporary erosion/sedimentation control plan and the permanent soil stabilization measures to be employed. D. Services of Professional Engineer. If the parcel contains or is adjacent to either a floodplain, a stream, a lake, a closed depression, a wetland, or an erosion or landslide hazard area (as indicated by land slopes and general soil types) a registered professional civil engineer shall prepare the plan. E. Compliance. Compliance shall be demonstrated through the implementation of an approved small parcel storm water plan. F. Small Parcel Storm water Plan (SPSP). In addition to meeting the requirements of Section 13.36.070, General design and construction standards, Section 13.36.080, General water quantity standards, and Section 13.36.090, General water quality standards, all plans subject to SPSP shall meet the following requirements: APPENDOX Do S©-02 APPENDIX D—SMALL PARCEL STORM WATER PLAN JULY 2011 1. SPSP No. 1 --Construction Access Route. a. Construction vehicle access shall be limited to one route, unless approved by the official. Project will install 4"-8"quarry spall access per WSDOT Standard Detail 1-80.10-02 Isometric view of construction entrance attached to site plan b. A gravel construction road shall be installed which will remove as much mud and dirt from the vehicles as possible prior to entering the public roadway. The effectiveness and efficiency of the removal shall be to the satisfaction of the official. It is anticipated that a 4"-8"quarry spell entrance will remove mud and sediment. If not, vehicles will be required to wash mud and debris on site before leaving site. c. If conditions are such that an insufficient amount of material is removed from the tires by contact with the aggregate,the tires shall be washed prior to entering the public right-of-way. The water from this process shall be directed to a sedimentation pond or other appropriate sediment-trapping BMP for treatment prior to release to the public storm water system. If necessary,a sediment pond will be constructed at the N.E.corner of the property,per WSDOT Standard Detail 1-80.10-02 d. The entrance shall be maintained in a condition that shall prevent the tracking or flow of mud onto the public right-of-way. Periodic maintenance of the entrance, including the removal and replacement of aggregate, and • cleaning and/or repair of sediment-trapping devices shall be performed as conditions dictate or as directed by the official. This BMP will be monitered daily.Appropriate measures will be taken to ensure access is in working condition. e. Sediment tracked onto the public roadways shall be cleaned on at least a daily basis. Any material that is tracked onto the street will be swept up immediately.The use of catch basin inserts will also catch debris.This BMP will be cleaned and replaced daily as needed. APPENDIX D: SD-02 APPENDIX D—SMALL PARCEL STORM WATER PLAN JULY 2011 2. SPSP No. 2--Stabilization of Denuded Areas.All exposed soils shall be prevented from moving off-site or into natural or artificial drainage systems through suitable application of BMP's, including but not limited to sod or other vegetation, plastic covering, mulching, or application of ground base on areas to be paved. Native vegitation is proposed to be removed under this proposal. All exposed soils will be covered in straw,mulch or plastic within 24 hours. 3. SPSP No. 3-- Protection of Adjacent Properties.Adjacent properties shall be protected from sediment deposition by appropriate use of vegetative buffer strips, sediment barriers or filters, dikes, berms, or mulching, or by a combination of these measures and other appropriate BMP's. Adjacent properties will be protected from sediment deposition by silt fence,shallow swales and native vegetation. a. Surrounding properties shall be protected from storm water runoff from the development. This shall be accomplished by constructing private drain lines on the perimeter of the development and discharging the storm runoff into a public storm sewer system. Open space tracts and buffers shall not be used for this purpose, unless otherwise approved. Private drain lines shall be contained in private drainage easements with appropriate statements placed on approving documents. 4"perf.foundation drain pipe and 4"solid roof gutter pipe will run to existing 6"storm water stub at the N.W.corner of the property. b. Drainage conveyance shall be provided to all impervious areas of the development. Each lot or other developed area shall be provided with direct connection to the main public storm water conveyance system; sidewalk drains will only be allowed with approval of the official. Adequate provisions, to the satisfaction of the official, must be provided for directing storm water runoff away from all neighboring lots. This may be accomplished by providing private drainage easements on common lot lines and/or construction of drainage swales, curtain drains or perforated pipe and connecting to the public storm conveyance system. New home will have roof and footings tight lined to a 4"system that will be connected to the storm water stub located at the N.W.corner of the property. Driveway and sidewalks(private) will slope towel&the glass area and infiltrate.Perforated pipe will be installed-to collect. APPENDIX D: SD-02 ' APPENDIX D—SMALL PARCEL STORM WATER PLAN JULY 2011 c. Verification shall be provided to the city engineer that the as-built detention/retention facility is in compliance with the project requirements. There is no detention facility downstream of this project. d. All site-generated storm runoff shall be directly conveyed to a public storm conveyance system, unless otherwise approved by the official. Easements and/or hold-harmless agreements shall be obtained from affected property owners to allow passage of all site-generated storm runoff that is not directly conveyed to a contiguous public storm conveyance system. Sheet flow from driveways and sidewalks(private)will drain to the grass areas.An infiltration pipe will be installed to direct runoff to City conveyance system. e. Adjacent properties shall be protected from sediment deposition by appropriate BMP's including, but not limited to,vegetative buffer strips, sediment barriers or filters, dikes, berms, or mulching, or by a combination of these and other appropriate measures. Adjacent properties will be protected from sediment deposition by the use of silt fence,shallow swales as shown on the site plan,and native vegetation not removed from this site. 4. SPSP No.4-- Maintenance. All erosion and sediment control BMP's shall be inspected and maintained regularly by the developer to ensure continued performance of their intended function. Project site will be inspected daily.Any correction will be done at that time. 5. SPSP No. 5--Other BMP's. Other appropriate BMP's to mitigate the effects of increased runoff or inadequacy of already installed BMP's shall be applied as required or ordered by the official. Additional BMP's will be installed as ordered by City Official. 6. SPSP No. 6-- Financial Liability. Performance bonding, or other appropriate instruments, may be required for all projects to ensure compliance with the approved small parcel storm water plan. (Ord. 2441 § 10, 1997) OK APPENDIX 0: SD-02 CHANNEL 1S . '�'�' , r+,�P aUafLCW CidA ____SlO�t \ ,S��Q R4An - corEs�'•�c�s�� '— - 4'(F�p1P i 1i pE1 FLOW rr�' ~r CC3MPAC�C p$Y�E:%CAAVA 1F ON .,,, T(T'fP)'SEE cs , � _CONSTRUCTED qt PERMEABLE BAD AST#1 ".••••117/// / / // —� � s*�"' "' AR EMBANKMENT SPECIFICATION ` P STANDARD SPECIFICATION 2 4 L Vc.��2 2 ilqirSECTION s-R3.9C � 1• p1 t' "� ` CtUARftY SPPLLS / / ` / J m � S��SjA�'AACi[!5P$G1FlCATl0�1 i 'E��(sl -c 116OTTt)M -------'----- SECTION f3'^ / /f/ .� r-� SEDIMENT'TRAP t 9� i i. VAIN. `^, -��,. . fl t~'PA�A�tlfS� ?�- >.�s" TiLP FC3R S �G$PT -�t� , ti.� - OF _4 412" k PROVIDE GpTFX C1FtCATEpA1 �p0(F1)ti1g1B�•, i.t CEP 8$$ SYARII3ARD 5P� AS R$C+i3i42Ep" MIAI,FOR �✓" `‘ COURSE AGGREGATE SECTION 8 33 1tAY;3FC R$1}UG$tiSSf THAN QtEE AGR) y ✓ j PC9RT `NQ CEMENT SITES WITH OF EXPOSED 5011 PROVIDE.FULL'MTh OF STANDARD SECTION .INGRESS t EGRESS AREA SECTION 0 see S$CT1p1wt Fr �� MINIMUM EOTET11�FOR SOIL. i (Pk • • Crl 11 1:1-7"'i ‘ Tt£11`E pRC)M THE_ t}F T>1E E3ClSTfsti1Q QUAr'�R`�SPALi-5" - PLACE CONSTRUCTION G f,TO DEPTH STABILIZA ROADWAY TO THS Ct�;�6 i 12!)GTKSt+E EN'1T�ANCS, ii OR AS DIRECTED BY Tlie ENGINEER cflrs.rYArsc,r.OUTLET,nENTRANCE SHALL T'r1E ti~tSQEl9R$MEB1 STABILIZED, 1tOi1�S$Qu1C91t1�.p4•:(�3• \ TS 11G ��- Q u,. Lry'EL SPt13AL'$R gTa84L62ED CLINSTRl4C Sf'$ClF1CA ISOMETRIC VIEW i WILN 'y flF ST6�Bbt3lERQ -\ --t'el Ai r^ ,--- .1 wt'.4��5%�..�--'; `' �w GVE63Fi..OW GyA1+tlSEL CONSTRUCTION ENT',. NCE Guo f„6GQ- ;1,;x-,l __ Ct7AR$$CON1PfJST �"- LIMITS+OF piYA RT 4 rt ; SPACES-TM) t ., r i ) C. A { ' STATE of • It � � \ r "' f tHA6k44N0Ffli3 l i ,a� .!t / / lr ,� tiEG4n CAPE REECNi�� I. IV '�1q3�'�OF�'��.� _ ---- �7 ,riiL1�� ya�2 ga,9,�'�4-F'1,.� 64C�r1S�RID.tsar SHOWN LARGER FOR CLARITY Q+NIAX e}y:i� �o SLOPES asa:W n FATTER �, • sM ors pART1AL OR ;�,_ F4R 8LC)pE5 STEEPER THAN 'z�����;�r . coMP1 COMPLETE EXCAVATION/f • �., `'y riga. oS 'AI S s�rrLlri�po i ;k` Mna. -_._w _---- —`7 / TYPICAo� p��� • t COMPOST L�;'. T s11 Qr:sit.ei p��'UBLfC�Tt4�3 �Ci ,� � �� APPROVED sMrc .a,•c�Ef 11�G t�sg DE SI-OFES r� ti. �r ,r it ant 1520162:2$q n • TH 1 '� ,;.`.�i + +• 3�{ME3dY5Tt3�P.GS. �.,::.�', �, sstss�r�tcriaam Tstc+�P°�oltem • 4 . S, SEDIMENT ✓,, J >fltaahln&fcn Ssrnfl�mt JJr �,t,rl*fi/ TEMPORARY Stt E P<fiiG$ r GROUND LINE --'� SECTION OR COMPOST SOCK irDN�tT4.dDi���. iHEialE42lAL �®N� 'il-1S TIPEn—WAS'At`E OGK AND HE P3 IVEiEAR r1�c���cT�cTll.�ts�ao� �T1'.E�,��,b'Et� � cn�Tlnstsaus�Y��s���' �����,"+� �"�' • POST a SEE STD. O'll' S 1. Install the ends of the silt fence to point slightly upsicpa to prevent sediment from flowing around the ends of the fence. -- '0.- 2, Perform maintenance in accordance with �itao� ae�Spicsti r�s �.,�-.._- ----- PAST N GEOTEXTILE TO Cd-li,. e)A and 8-131JOS). A* POST EVERYs^(IN.)oc. 3. Splices shall never be placedin low spots or sump locations. Ifat splices are located in low or sump ems,the fence may need to be GEG3TE3LTILE *�*+� ' ,�� reinstalled unless the l:'rc�#eCt Engineer approves the igsia -�'on. d,*+' 4. Install silt fencing parallel to mapped contour fines. BAOICD f4.4 44+r+� COMPACTED -\ 4 ►►++4 Y '} NATIVE SOIL % + '4A ' ++f v�i ',� ► a SELF.LOCKING TIE-NYLON 618 N.GRADE), Plow >ti Mt 1200 MlN.TENSILE STRENGH,LW SR5IL E D 0i ` wv ti 4r . ai i • .1 I SEE NOTEt , , /Sst,"&„ ‘c,,,,V- c.z.,::,..t•Kit4.: ; r• 44 A. ,-,„ ,,, ,,,,,, ,. ,„,,,. ,. s „ ,, ,,,,,,„,,,,\ •„........--„,-., , .. r,�6 : ''fi �•/ /..' l f�. BURY GEOT�.Y�ILE ;(•;,, -`s /t .l: IN TRENCH a 2 M' ! `r,/� i ''• }� js- f(J �! 9 s fl .f M4 'S11Y SD9}1 PfS�.e. ,' , +� I 1 ,ler 'CZ) -4 i .--.. ''..t.; t • ,.,.ort^ /'J/! I/sr. DURING EXCAVATION,MINIMIZE STUR3IadG'3ME GROUND �:` "1:4••';.rc;_; .. " ti J .- ,`.t ,• 33E67 I iLE FOR SILT FENCE-SEE STANDARD AROUND TRENCHS lult)CH AS IS FEASIBLE,AND SMOOTH r., -.,, s ,� -. i6, "-: • 1 SPECIFICATION SECTION SURFACE FOLLOWING EXCAVATION TO AVOID 2.°€NCENI. -'' •1F`h .f 'w '. ' TABLE RATING FLOWS.COMPACTION MUST ADEQUATE TO �4.'x/ter/ �+i POST �-- PREVENT iiA1DEI3CI9TTi3+sG FLOWS. -WOOD O,R STEEL •-e\"" r ,i 1 i . (Slf�. i- tlW SHOWN) vQ( T• yf /!'f � d�. r j r STATE.OF ,g' �r s,, '.fVFkSHI�F6rd?P3 MX'.<4,1S^~'_ .-'_�-.... ..„ Y$ , FASTENTO POST lilt 4 - , g 3iEG18T lFCO :,)`�r:-:N"-" 4 ti*`.�,+' �o-' 7.7"en P. i EVERY E o.0 ;•,, ' �A 31 5P.IsPE ARCHITECT } J.`1 ; S; qpT� ---"" Lam'` i/L F ' j (0. '+ lit �+.'�' ,tea ,,'`. w 3 y / i fit,l Y��. it SPi4DRA L. SALISBURY �� • .� ;�'- cERT1F3Cr'ti°IE O.QAOt3S31 z r � "r fit x' f m. FABRIsr(GFOiYPICAL) j"`..• i 1 are r,TICCR:=1%,St +�r ssoastra -� ;� � :r' (TYPICAL) `..,I -~ �., I nvm �r �*r a nre ti^-aAr��t 4� . I.'� ; ,�, iatirOFTT.t' 1sm'+•.tc'.P!01Y'd°CAAIMIVA^2va.'A'1`sr , l� �• .� ` ' /''' p� TTPILSICTFE�iCE mr�' `�'� iAfITH SACKUP SUPPORT , ' .. f"` ,i SEE Pci�?� -J ,~ ".. : �'"' 01111.7 ix�l:E t C2 ISOMETRIC ; ° f 1-� (STEEL POSTS SHOWN) 1 SPLICED FENCE SECTIONS SHALL SE CLOSE ENOUGH SHEET 1 OF 15HI=3^:' --- TOGETHER TO PREVENT SILT LADEN IATF,.R FROM APPROVED FOR PUBUCA.TION ESCAPING THROUGH THE FENCE AT THE OVERLAP. aco k eJ N 2/22/13 SPLICE.DETAIL STATE McetgadZINEER ?A48 (WOOD POSTS SHOWN) ._ tg rtlitvr.to stag ore aTran +f ni n 4 r GROOMED '. VARIES 318"(IN)EXPANSION JOINT(TYP.)- s FINISH(TYP.) (SEE CONTRACT PLANS) C SEE STANDARD PLAN F-30.10 t t 15 Y' r 1,s CEMENT `'‘ ' ,' �, .--- RIIATCH SIDEWALK WIDTH CONCRETE - s ������� I (SEE CONTRACT) SIDEWALK \ sls MATCH SIDEWALK WIDTH 31 f �r---�-- (SEE CONTRACT) `-" ! I • 6'-b" VARIES s'-o" ` { / I (SEE CONTRACT) __..._ _.-- ---- --- -- 1 \ r �`\ \`„' g- \' ,.. 318"(ISE STANDARD PLAN F N)EXPANSION JOINT(TYP.) 10 F -'\\� GROOMED �t (���� 10- \ �„ ." �! `r '' /- FINISH(TYP.) w. ..i. 3. CC[[VVVVIyyC( ! \\ +S\ ti i LI 4,, 0 iti { 41 k CO ` 1 /' 1 c ,' I \ > �i f r (SEE NOTE 1)-f` 2-6" 2'_6" ' \ CEMENT CONCRETE DRIVEWAY ENTRANCE (SEE NOTE 1)-' CEMENT CONCRETE% BUFFER STRIP(TYP.) t i t (TYP_) (TYP.) - CURB AND GUTTER SIDE SLOPE(TYP.) CURB AND GUTTER s1 1 (SEE NOTE 3) (SEE NOTE 3) ' PLAN VIEW w , \_. DRIVEWAY ENTRANCE PLAN VIEW c s TYPE 3 SIDE SLOPE(TYP.) TYPE 4- S';t *THIS ENTRANCE TYPE SHALL NOT BE USED ALONG A PEDESTRIAN ROUTE at at ti irz,,(IN)p.(Typ.) MATCH SIDEWALK VVIDTI E {SEE CONTRACT) d (SEE CONTRACT) (SEE CONTRACT) DRIVEWAY \ (a I 112"(IN)LIP BETWEEN ROADWAY 112" I R.(TYP. IQ- 112"(IN)LIP BETVVEEN ROADWAY (SEE NOTE 7) i * to - GUTTER AND CURS(OR SEE (I`� } I - GUTTER AND CURB(OR SEE �' �" ! / CONTRACT) __ _^` rol- CONTRACT) 2 �� 3 _ ". / q //ICY/!////� SIDEWALK --4 J 6 'f DRIVEWAY , / DRIVEWAY 2 r (SEE NOTE 7 DRIVEWAY 318"(IN)EXPANSION JOINT(TYP.) ..---/ RAMP DEPRESSED j DEPRESSED SEE STANDARD PLAN F-341.10 CURB AND GUTTER RAMP SECTION �' CURBRAND GUTTER (SEE NOTE 3) (SEE NOTE 3) SECTION 0 04.A.A a �' ' :OTT Z4'1w ov "CEMENT CONCRETE DRIVEWAY 4 4 ENTRANCE T`,'PE 3"PAY LIMIT 1 a Asti 'A CEMENT CONCRETE DRIVEWAY / � , rs, DPIV IAY `` Jam/ ENTRANCE TYPE 4"PAY LIMIT A d /P4,2 8690 @,� 4V k: (SEE NOTE 7) :i. , 111400., , 4t-��, d S'TE c9` , PER STANDARD SPECC9-06.3 4////100 \ 4., A/' DRIVEWAY / 40 x cr Ssatt I' (SEE NOTE 7) ' • • �� ...._:\H.,. /1 rr i�,. Jul IS 20167:47AM • �' 7,...........:,,,,), / �� � ��T �� fC. sum ::5,„. CL 4DOb CONCRETE l � ®������'Ea�� ���'r•�''s� �� a. r PER STAtAIDARD SPED.5-06.3 I 'f111, ...„..--„7,___________ oeaa' ig 23 393 / �f -- - � SHEET 2 OF 2 SHEETS '� �'/ �,y APPROVEDIFOR PUBLICATIONCter,Jeff /-- vP ft. Peg Jul I8 201612:22 PM L ,:, ISOMETRIC VIEW 9S®lIiIETRI*b VIEW 4...n. TYPE 3-PAY LIMITS TYPE 4-PAY LIMITS taZa SIAM DESIGN ENGINEER Wanhlsgfan S4ato Dcpotvsomt of Tr m pofailon (SEE NOTE7.1 BROOMEr1VARIES(SEE CONTRACT) VARIES(5EE CONTRACT} - ice-- BROOMED FINtSt#(TYP.) (SEE NOTE 1) FINISH('1YP.) L1RlVEtEfri4Y // //' I CEMENT CONC.PEDESTRIAN CURB(TYP.) 318"(LN) EXPANSION JOINT(TYP.)~ ? ENTRANCE SEE STANDARDPL.ANF-30.1Q ENTRANCE � -- ()AMEN SPECIFIED IN CONTRACT)- �.` \� ("Y� tie e P.) fJ j / SEE STANDARD PLAN F-90.92 / 411 � `i \�` NN 3fg^({ pCPAt�{{S{OW JOINT - CEMENT CONC.SIDF_WALK CEMENT CONCRETE 1 (3'YF'.) SEE STANDARD SIDEWALK 3"{1N)R. PLAN F-30.10 ///\\* ... ! \\ N. MATCH SIDEWALK WIDTH a \ ��\: 7 - --- .T.,f ff �,, — -- (Set CONTRACT) • �`�`• �� �0, ://7,, 1 = it *1 �_`---` (SEECONTRACi) k.N � ; , r ' i 0 , . / / i "/"..;;/* / -r\ ..— 1 DRIVEWAY I CEMENT CONCRETE CURB TAPER(TYP.) Ofr _ DRIVEWAY ENTRANCE PL�ItI�dl�4flf c igiir CEMENT CONCRETE GUTTER f AND GUTTER(SEE NOTE 3) 5 -D" 1 2' 5 i Pam.) VIEWSIDEDRIV WAVE(TY4'.} �� CURB(S AND GLITTER NOTES (TYP.) (TIP.) �� (SEE NOTE 3) TYPE 2 1- When the driveway width exceeds 15'(ft), construct a full depth 1rz' (IN)LIP BETWEEN �5'p ax.(SEE NOTE 6) VARIES 95'MAX.(See NOTE s} expansion joint with 3f8" (in)joint filler along the driveway centerline. 1/2 ROADWAY GUTTERTWE m___._ +TYP.} (SEE CONTRACT) {TYP.) See Standard Plan F-39D.R0. Constrict expansion joints parallel '� A,ND CuRB,oR SEE BREAK -I + with the centerline as required at 15' (ft) maximum spacing when (SEE CONTRACT)wy (SEE CONTRACT) CONS RACT PLANS BREAK BREAK GRAPE BREAK- - nBREA'K -'•: NOT STEEPER THAN * ' driveway widths exceed 301 (ft). ; �r[ S � ROACi GRADE l / _,.,,. i12"(tN)R,(TYP.) r _ DEPRESSED CURB AND — 2. See Standard Plan P-30.19 ;car sidewalk details. �� � , � , . - S � i � 1 GUTTER(SEC NOTE 3) 3. Curb and Gutter shown; see the Contract tans for the TIT • 9 ��` ?E{7ESTR9AN RAMP Curt!design specified.fie?Standard Plan F-1f8.'13 for s °3"' ¢ if PEDESTRIAN RAMP - �� Curb Details. }� �``' DREilEWAY �f f • r S1DE CEMENT K(TYRE I '~ •'`__- S E (IN)EXPANSIONDARPLAN JOINT(TYP.)- SEE NOTE 7) SIDEWALK --, DRIVE; A-Y' PA9�li€+ 1.41 SIDEWALK:{TYP_) SECTION � SEE STAijII]AR©PLAN F-30.'f0 4. Avoid placing drainage structures,junction bQxeS ( or other obstructions in front of driveway entrances. 3t8"(IN) EXPANSION JOINT(TYP.)^the ����� la'(IN)LIP BETWEENSEE STANDARD PLAN l=30.1O {���C JJJ} ROADWAY GUTTER 5. Where "GRADE BREAK"is called out, the entire length of (SEE CONTRACT) f AND CURB(OR SEE line between the two adjacent surface planes shall be flush. LEGEND (SEE CONTRACT) ,-- ' CONTRACT) - 16. The Pedestrian Ramp length is not required to exceed'15 feet stcsQE t�EITHER DIRECTION 1t2'(1N) .) , -- 1 DEPRESSED CURB (unless otherwise shown in the Contract Plans).When applying{TYP.) •,1 (SEEr CCNTPACT► _ J �� AND£atrrmR the 15-foot max. length(measured from back of sidewalk) the 1.5%OR FLATTER RECOMMENDED FOR lt-- _ 4 - (sEE NOS 3) running slope of the pedestrian ramp is allowed to exceed 8.3%. Pc DESIGNfF ATTEORI4 CO ice) �,�'� '•a .' +.: .' .. Use a single Constant stops from bottom of ramp to top of 7.5%OR FLATTER RECOMMENDED FOR I,r �' NV t� l � • `� ramp to match into the sidewalk over a horizontal distance * w DESIGN/FORMWORK(8.3%MAX.) �, A� is DRIVEWAY RAMP ¢ of 15 feet (SEE NOTE 6) *. ;�' s , 11 c._318"NH)EXPANSION JOINT(T YP.)- ) � (SEE PLAY sa E STANDARD PLAN r-30.10 7. Beyond limits shown. Pay item does not include driveway. N ` a� T {SKr=1dOTE 7 See Contract Plans. ��• w °Ci~1AES�t CONCRETE OREVEWP:Y 4 , ;s a SECTION { } /ENTRANCE TYPE 2"PAY LIMITS ''�a � `%' J m a "CEMENT CONCRETE DRIVEWAY 0 FO RAMP L N GTHSINT REA�i ER THAN 8' 0R PROVIDE D PLAN 9Q 5� �'�,4' �J STO t"t``� �� w FOR RAMC'LENGTHS ', ,v ENTRANCE TYPE 1"PAY LIMITS CONTRACTION JOINT EQUALLY SPACED 4'-0"MIN.CC. i.of ONR�, �µ' 'y .,�, 2aner.9catt DRIVEWAY jJ ! '. ��,,, ]n11220164:26PM �, DRIVEWAY c:4:, Ea (SEE NOTE E 7) �, ' �� � �� ����� ::,�' ,: (SEE NOTE 7}_`� ' fye, -::: . ,-- TYPES �i �� CL.4000 CONCRETE �, CL.4000 CONCRETE .-- PER STANDARD SPEC.8-06.3 , �' `(�'.G:<•:S J d?}3�� F�a e e I d'°-8 t`a CO c-ER STANDARD S�'KEC.8-a63 f %,-�' SHEET 1 OF 2 SHEETS � �/ ' APPROVED POS?PUBLICATION . r �� //' 4iDU tat1S2DlG:°7PtS //J / // :its. ,, •% Y` -- STA7ECP�[t�,YEPSC�(TI�,i \ ,�' 1 -% + `� �,/�� ISOMETRIC VIEW E L Waligns►on S9ato Daperlraord DI Traneparration ISOMETRIC atc 1lIElA! 1 TYPE 2— PAY LIRRBTS 1 ��dd4 TYPE I �-PAY LIMITS NOTES 4'-TT MIN, _ 4'-IN MIN.-• SEE CONTRACT PLANS 3!$"(IN)EXPANSION SEE CONTRACT PLANS 'I. At marked crosswalks,the connection between the landing and the 3/3"EXPANSION PEDESTRIAN CURB- JOINT(TYP)-SEE --\ PEDESTRIAN CURB- roadway must be contained within the width of the crosswalk markings. JOINT (TYP.)-SEE i -\\S\EE NOTE 9 STANDARD PLAN F-30.10 t i SEE NOTE 9 STANDARD PLAN F 30. 9 LANDING \\ LANDING +� 2. Where"GRADE BREAK' is called out,the entire length of the grade ir --\ f' ` ; break between the two adjacent surface planes shall be flush. 3. Do not place Gratings, Junction Boxes, Access Covers, or other,appurte- \\ :11)' r - SIDEWALK t nances on any part of the Curb Ramp or Landing, or in the Depressed CURB AND GUTTER ' Curb and Gutter where the Landing connects to the roadway. t SIDEWALK 4. */ � •� /� -S 21-1/ 3"R. 4. See Contract Plans for the curb design specified. See Standard Plan 7 ` r1: ti � -1-' :. III{ y - F-'ilD.12 for Curb, Curb and Gutter, Depressed Curb and Gutter. and CURB RAMP -l ' " '� CURB AND GUTTER - f Pedestrian Curb details. �/ iklial CURB RAMP CURB RAMP --/ \_ DtTECTABLE WARNING SURFACE, 5 See Standard Plan F-30.'➢f for Cement Concrete Sidewalk Details. 4'-4"MIN.-- _. s-- SEE CONTRACT PLANS • ... . .. DETECTABLE WARNING SURFACE_ 4'-0'MIN.- SEE STANDARD PLAN F-45.10 See Contract Plans for width and placement of sidewalk. SEE STANDARD PLAN F-46.3.3 SEE CONTRACT PLANS r :,...,_.. .... ..........,.. 6. The Bid Item "Cement Concrete Curb Ramp Type does not include FACE OF CURB FACE OF CURB J '-DEPRESSED CURB AND GUTTER DEPRESSED CURB AND GUTTER the adjacent Curb, Curb and Gutter, Depressed Curb and Gutter, CROSSWALK CROSSWALK Pedestrian Curb, or Sidewalks. r. a I _ 7. The Curb Ramp length is not required to exceed 15 feet(unless otherwise t..................-..................-3 '......._......_............................ 6 shown in the Contract Plans). When applying the 15-foot mall. length, PLAN VIEW DETECTABLE WARNING SURFACE w PLAN VIEW the running slope of the curb ramp is allowed to exceed 8.3%. Use a single TYPE PARALLEL A SEE STANDARD PLAN 9.45.90 _, / TYPE PARALLEL El constant slope from bottom of ramp to top of ramp to match into the sidewalk 4-o MIN. / over a horizontal distance of 15 feet. Do not include abutting Danding(s) in 1/ thew-foot max. measurement.When a ramp is constructed on a radius, the SEE CONTRACT PLANS GRADE BREAK 15-foot max. length is measured on the inside radius along the back of the a , CONTRACTION JOINT(TYP,)-SEE STANDARD PLAN F-3II.1 I.! ' walkway. FOR CURB RAMP LENGTHS GREATER THAN V-0"PROVIDE tic• rf CQUNTEg SLOPE TOES OF 8. Curb Ramps and Landings shall receive a broom finish. See Standard/ CONTRACTION JOiNT EQUALLY SPACED 4'-D"MIN.OC. x ; / $,0°k -- ROADWAY •�T � _ � p . p , --r Specificatiiions 8- 4. w DEPRESSED CURB AND GUTTER aPedestrian Curb may be omitted if the ground surface at the back of the CEMENT CONCRETE PEDESTRIAN ¢ LANDING _ SEE STANDARD PLAN F-10.13 Curb Ramp and/or Landing will be at the same elevation as the Curb CURB- SEE NOTE > � AND NOTE s Ramp or Landing and there will be no material to retain. vac-flak] 4 t� 1 4'-a"MIN. 1$'-0" MAX.(TYP,) ,- LEGEND ��--�� SEE CONTRACT PLANS SEE NOTE 7 SLOPE IN EITHER DIRECTION GRADE CREAK SIDEWALK 15'-0" MAX.MR.) 4'-0"MIN. 16-Q" MAX.(WP.) _ 1.5%OR FLATTER RECOMMENDED FOR w SEE NOTE 7 !SEE CONTRACT PLAN* SEE NOTE 7 GRADE BREAK -� I2 I3ESIGNIFORMWORt4(2,o MAX..) (� * y \ N-1 �-" q ** 7.6%OR FLATTER RECOMMENDED FOR DESIGN'' r GRADE BREAK -` °�` FORMWORK(9.3%MAX.)-SEE NOTE 7 SIDEWALK 7 ` GRADE BREAK -�, ,/ C�' L' . - o 4i $b / ** 5 i \- CURB RAMP\ , x A 0t # ---�- 1, _.�--- j�e 3ra°(IN)E QAc�slo�+JaINT(TYP.)- � A �` s PEDESTRIAN CURB- A t- 1 .- LANDING ' 1 SEE STANDARD PLAN IN30.'IO o- i �p p N' N 4V and any . -�"" pp •. SEE NOTE 9 r9. t 4.I�- 5 L L CURB RAMP ir �`'` ^,4_ i,, r- ti-• CURB RAi IP iLANDING% � ��� l� 3t8"EXPANSION JOINT(TYP.)•- 1 SECTIIIOW 0 4 ..._. SEE STANDARD PLAN -3����BO� (ALONG INSIDE RADIUS AT BACK O'F WALKWAY) Nc4��; ' 47 0 ,t-• zss®o 'D C+ �' ��G'1 S T��@' bq'a a (ALONG INSIDE RADIUS AT BACK OF WALKWAY) "CEMENT CONCRETE CURB RAMP TYPE - „_3 °� 4 PARALLEL B" PAY LIMIT- SEE NOTE 6 ! )}pa e t a 4' IO1 jAL 'i 4 "CEMENT CONCRETE CURB RAMP TYPEi PARALLEL A" PAY LIMIT-• SEE NOTE 6 -"`� , �, �+• Zeller,Scot �. •+� G I Tun 242016 7:l9AM /J// }F�• Y1� Sr, %� + r fa ''''.r�� ¢ '. v fffJJJ�� r .s G• PARALLEL I� i� rileCi;��, / ,�-r f // . r r '' ,r`'' 'ice LS A LL EL^'� @Ut7WYb' RAW. Lt �.+� r,,,., ,, N f. `If s ° E) P M , =4©o`�G`43 r ' �" -.0---' -- .::ernn°�'•IIQ6�° � SHEET 1 OF 9 SHEET APPROVED FOP.PUBLICATION cra '— tcr,MY ��irtrer , � 7 n 29�16 2.27 PM 0 +�;-� ISOfIET1 RIC VIEW IS011lIETRIC VIEW d 6TATE DEt3tON EPit3[Nf�i TYPE PARALLEL A PAY LIMIT IT TYPE PARALLEL S PAY MOT bg►ershktgtom 56aro DopoRmtm?of Tr[tgppos4Wron 9'-0" 8 SIDEWALK;II_a t I,_� (ME CONTRACT) �� FOR SIDE TREATMENT SIDEWALK rim SEE06 lir ' SEE OTHER SID LK SECTIONS (SEE CONTRACT) W CE3i F3ACYIOA! • FACE OF CURS i, ROUNDING 12.0°'n , 9I '(IN)R.(7YR.) CURB NOT INCLUDED I ®ID ITEM Ur(IN)R IMP.) JOINT 5�I2" �° �p� �' 2.0%MAX. SEE STs3A3D3�l k�E�LAN F-`d0.12 �i 2. ',5 ° hi i ' co ROADWAY ..• .-• a [¢Alt ''' _ ••'..'ii p' C. � S RAISED EDGE ..15°(IN)E2EcIA4£1Ld3Ez�3 ;. a ••, . .- . 1} •.' '� �� DETAIL.-THIS SHEET JOINT FILLER BED EDZE SEE CURB FACE DETAIL MTH RASED . C> ;nag GRADE#�(III BELT NCLI BC CEMENT CONCRETE 2'-0" TOP OF C43f1cI�E:TE SURFACE SIDEWALK CURE AND SO LIA 8° 61/ 1...1" 4 'Q' ? - MIN. (SEE CONTRACT) NOTE �) t Ur(IN)R.(rYP_) �. Four feet of the sidewalk width shall be the minimum iI estriart accessible CURE FACE i T i39. f ROUNDING CURE NOT INCLUDED IN SID lithil-• vacate bee of vertical Gild horizontal obstructions. Gratings,ASS Covers, EXTEND SIDEWALK'TRANSVERSE EXPANSK)N i 1 2.0% 40' 2.0%MAX. � SEE STANDARD PLAN F-10.12 Junction BOXeS, Cable Vaults, Pull Boxes and other appurtenances within the JOINTS TO INCLUDE CURS TULL DEPTH) r �� •` /��� ar •-t sidewalk must have Slip resistant surfaces,be flush with surface, and match � i ,r 9.N y`. -r seer(IN)• ` ` .., grade of iha sidewalk. PRErMOLDED * °.. 1NALL OR BARRIER �tl'' JOINT FILLER ADJACENT ACENT TO CURE 1 of (STEEP FILL SLOPES) SIDEWALK GROOMED FINISH M .) 12.1 O ALL CUT 9'I. 0'• _ SIDEWALK K 9l2"(MI)R. Oa �1E� f a- SLOPES.7 1iAl.>3t9. (SEES CfSa9YRRCT) �°' ' / 4"(IN)WOE,E,SMOOTH-TROWELED FLED • µ PERIMETER - '4' d Ala°(! FL(TY&3.) •a p.p . ' . P. t'�a ^• • \ CEMENT CONCRETE CURB L.0 i5 t • C NOT INCLUDED IN BID ITEM s= ® --� 2.a4 �Ax. i SEE STANDARD PLaSlt4l;°a0.1a Q (CEJRP! SUTTER sllc�tt+ yy !' N0T INfCB.UElEe�3 IiII S!D IYEl�9 ''.'kit n , ; �'\`� :*,ti 02 . .L•.. .. 31r3'(IN)PREF3'A0Li3EED I ® 1 SEI: SYAS IDAs"8.D en t7 Ir-9HD.d2 . JOINT FILLERt ! °€I PEZE�NDLI�IEE3 / f v e°° o- ,� d0 tT tits LER '"'i i `N "•.� ,,.. ;,.- ' � r. r, x 81219' ALKAWACENT TO &ALLDETAdll. y ---- ,...--- ADJACENT TO CURE8dl7fiE OR PEDESTRIAN! BARRIER•••SEE 4. SIDEWALK °'~ t.... COMPACTION JOIN • CONTRACT PLANS trS "' . ./'�'r IN SIDEiVALK ONLY rIi (SEE CONTRACT) 1 . ; f It2 (i) IS.MP.) ? C -sP EXPANSION JOINT IN BOTH T 8 9 11.``ii ; FLUSH + i CURBNOT INCLUDED IN BID ITEM-t lir(1N)R• -\I\ L . it CURB SEES flIt�I K I , 2.0%MAX. lr_' SEE SFk3Etf@A;w6 PLAN F-10.82 ~- / r �a� �gyp S S*� �e�, VERTICAL WALL^ " j`l '• 1"(IN)A. • ' a • ,u . •./ ISOMETRIC VIE .4 -...�- 3/8 (IRE,PREMOLE» ,� F.s3 ctt%, i ' .SEE Da„7r�ld, s_ JOINT FILLER ) . _ JOINT AND F ISIIii ,4q .7 .'yd.".Y ADJACENTT CURE A RAILING OR WALL •� a oa $� ". . 3-0°A�IIti. EXTEND SIDEWAU(TRANSVERSE FOR SIDE TREATMENT,.I SIDEWALK BUFFER'-0° STRIP JOINTS TO INCLUDE RAISED EDGE ,; -•, �� Darcy,Ed SEE 0TE•3ER SIDEWALK J (SEE CONTRACT) " MEE CONTRACT) �,t ➢viay fi 2439 J 3:;7 t't�t SECTIONS -, i+} -a; Ile TO 1l4" CZENEEZIT COaigEnTE f � c� '• 102"(lay!)R. CURB NOT INCLUDED IN E3lD ITEM- i ... ONDOMACcIg • 2 0 MA ram,,) SEE STANDARD FLAN F-10.12 e • /.j4 � / r.�� j�* ° ' D :D T P D F �_'.d s r U ° 8 3SYES PLAN v��_0 23 'lipLn tT a 6 . 3 n r. �� « FINISHED GRADE i"(IN)BELOWTOP OF CONCRETE • D ' s D O �, SHEET I OF 4 SHEET SURFACE FOR PLANTING-,FLUSH IF PAVED 7 • + ' _ r A: - I APPROVED I O PUBLICATION IEA�OL Rnku•Jch,PArm JP01adY a-ILl.E;a' �� .. �G'� r tun l E zolA t z�r� ADJACENT TO BISFPER aTRIP sca'eoexerl r 0 EXPANSION JOINT CONTRACTION JOINT r7 weetieafte Stwa Dopenlenonl osamnotztato>mt FACE OF CURB VARIES 12'TO 24'. ..---• FACE OF CURE _� FACE OF CURB FACE or-.CURE VARIES �^"--'� ,�8 if2 B 1f2" VARIES PROM`a'(IN)TO 0"(IN)••• " a MAINTAIN 1H:EV SLOPE �-m (SEE CTONTRAGT) Imo— " VARIES 1'(IN) ON SIDE OF CURB \--e-----.. ' a if b R. 61/2" 1 ��) � MATCH t1AUi> Y 1!2' I()R. 1'(II)R. MATCH ROADWAY 1 R. 0eE ROADWAY MATCH ROADWAY SLOPE o f SLOPE .-_ -.,..!'r SLOPE 1/a"(IN)R. , s `, P . . / � )R. .A' il,?"(ICI) /- ROADWAY °(1114) ROADWAY ROADl1V!►S' »(I a • `a a ` ROADWAY ' R. f re rrs ,'2.0%. 1° . ' '' '''' i • .' D. • "� ^• ' •_;.,, D r b' • 'a °' b ... ? .`a • ' ffi i_ .• • ..o � > / .�-_ a • v ll' F13 ENTRANCE--#P2"(IN)VERTICAL 1�_ UP AT DRIVEWAY ENTRANCE k 11 lir _.1 I ii lir 4 . le • DUAL-FACED CEMENT CONCRETE GEdEAIT CONCRETE DEPRESSED D CURE SECTION TRAFFIC FIC CUM. AND+ GUTTER R T AF nC CURB AND GUTTER 1 AT CURE RAMPS AND DRIVEWAY ENTRANCES q" 1 "(IN)R. �_ ' I,� .-�1"(IM)R. a CEMENT CONCR� livO E CEMENT CONCRETE OR 1/2" R -" CURS RAMP,LANDING, ." • Q' �,' ASP$ I.T CONCRETE 9"(I / ENI DRIVEWAY AY 1. See Standard Ryan it.30.110 for Curb ez anion sr ? SIDEWALK OR FAT�OContraction Joint spacing and S Stan dart • VARIES((N) 0"( 3 ', ' - Son Section i 0i and;y01 for (A! TO (IN) ' MEM additional requirements. ° •• Ib. o 318"ON)PREMOLDED JOINT FILLER ) ''-•- (OMEN ADJACENT TO CEMENT r Sir(IN)PREMOLDED CONCP.ETE somaug JOINT FILLER CEMENT CONCRETE PEDESTRIAN CL CEISEN!T CONCRETE PEDESTRIAN CURE AT CADRE RAMPS, LANDINGS. AND DRIVEWAY ENTRANCES e •FACE OF CURE PACE OF CURB .r... FACE OF CURB f � F /^ . r' 'dam` .` VARIES D2°TO 2$'1 ` FACE OF CURE " a � SI g - . VARIES �1 ""� 71/4 > � 1' s f 9(3'3O S2 1" i --fl. (SEE CONTRACT) .3" 4" 1 1I2"(IN)R. 3Q3&3 v� �a"v 1:.(9R1)R. i 1'ON)R. 1C2'ON)R, 1"(EIS R. 9?2° 1L R. //f' 494 ,s63 tir ROADWAY _ � i ' . D . s • ip ROADWAY . 1..--i, 4QE�DUt7A9' r a I OAGL"#p+`?, > a r b 9 . • a v : i'�,,,.,;.1..• May G 2014 3:31 PP S kr 1i1 a y a t, # q, / ammo 'a•' • b o q'•1 • 4 ra. ,. a• I3' C` t;, ?�`P a13LSf3e1i • . • ° \ 8. • r a r ' 3 • 4 • . 'y y i•..u�r D D g LI ak o praam n1 a i-224 y'7 ° e SHEET I OF'I SHEET �_- 3 'fs APPROVED FOR PUBL8Cda7iE3ir! ���qf 1likutich,Paton Am II 41.1ItiPM L ^' :.oe DUAL-FACED CENENT ©E E1 T CONCRETE MOUIETA ELF, CEMENT gla ,Lill=Stzft ism ts2*V Transportedien CONCRETE TMFFIC CURB TRAFFOC CURB CONCRETE TRAFFIC CURB , c, NOTES ce 4. 1. Size the Below Inlet Grate Device(MD)for the storm water structure it o will service. co 2. The BIOD shall have a built-in high-flow relief system(overflow bypass). m 1 3. The retrieval system must allow removal of the BIGD without spilling the Ecollected material 4. Perform maintenance in accordance with Standard Specification 8-01.3(15). 5'MAX. DRAINAGE GRATE .f TRIM / GRATE FRAME pa`LIWIM►._tea`, ! I t 'yo ��._._._._.� 1 DRAINAGE GRATE - .° , iii RECTANGULAR GP.ATE SHOWN \ `Y —RETRIEVAL SYSTEM(I YP.) SEDIMEFIT AND DEBRIS ? ems. 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Uktt frt% ... t ,row irk Ca 1� \/� �if'T+ :. f t `d %� ter, fv ct�'�r �J-� \ �. Jb"» fil itk.,* Ng., N Aaa •;;:. :•01,0,0. ; rtj,k, It CMS % tglei•Aftisli raft 4y1 , • .I 8 n , - . VQk:..'k2:e a/ z a 5+ .? � + fib\ 4 ;o si`.C:: CO CDiM:f IIIM + ,~+\` La... L.< ,::::::::::r".--,-. :,..it.,-,4i (MI) .' 2.• c . tz r r� :c ( C j,/�) (i<• Mail ti.' AS i� eW, an t � r l `� ' �.Z�i > 11.1 Lm$.. . nuo IOa I } ! I r gum i ! .1 . ._. __ _ _ I. . - . ._ _ _.__. _. . _1 _ _ __........._..._ 4—,.... . 1_. . 41/44) `3/44,3/440. (: 24 e? t4 -S.T Y O . City of Anacortes Invoice/Permit#: BLD-2017-0549 904 6th Street .,,;1" Applied date: 10/19/2017 P.O.Box 547 Issue date: 04/25/2018 .>• ; Anacortes, WA 98221-0547 Expire date: 10/22/2019 '1 , (360) 293-1901 Job Address: 3402 W 2ND ST Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: P58535 Remarks: New single family residence constructed per approved plans. Owner: ED&CHERI ADDICKS Contractor: IRVING CONSTRUCTION CORP Address: 401 WEST MAIN ST Address: 819 COMMERCIAL AVE G BRENHAM TX 77833 ANACORTES WA 9822 1-4 1 30 Phone: Phone: (360)293-6354 License#: IRVINCC044KG General Information: Fees: Occupancy Group it-1 Plan Review Deposit 200.00 Use Zone R2 Building Permit Fee 2,472.15 Basement Square Footage 713 Plan Review Fee 1,406.90 Lot Area 7500 Mechanical Permit Fees 129.15 1st Floor Square Footage 1321 Plumbing Permit Fee 174.00 2nd Floor Square Footage 877 State Building Code Fee 4.50 Garage Square Footage 518 Sewer Inspection Fee 50.00 Building Valuation 363500 Storm Drain GFC-Residential 1,550.93 # Forced Air Furnace<=1,000 1 Sewer GFC-Residential 9,206.33 #of Bathtubs 3 Park Impact Fee 615.00 #of Clothes Dryers 1 Traffic Impact Fee 900.00 #of Clothes Washers 1 Fire Impact Fee 877.00 #of Dishwashers 1 Total Calculated: 17,585.96 #_of_Gas Outlets 1 Deposits/Receipts: 200.00 #of Gas Fireplace 1 #of Gas Piping 1 Total Due: 17,385.96 #of Gas Water Heaters 1 #of Water Piping 1 a= "•: r- IA 1-• it, r-, ;�, i r_n , #of Hose Bibbs 2 Lei it. r Y, • . �; #of Kitchen Sinks 2 a ,u _, cz, I cc, .i- #of Lavatories 5 4) _"}' --J ''-. C. #of Range Hoods 1 ,� �, Ln IM CO c #of Showers 3 L #of Ventilation Fans 6 r, :d ,y-, I-1 -' ,: #of Water Closets 4 "" -• - "� ,-I- 'Cle i __ . . •1 m 1 a, :43 -n i-} I- .h. --I ,--I 'Y, a ,'-" .4 1. I-.. Cry I. ,-+ a� I'•_ Imo, . ,:.n ,-- 1-, - -_1 xi Imo, I'•.l 1 III T_7 1-4- f,n I—'• ,.+ F^• (1) .r.. --1 -..1 cI. ,i7 IL. �q, f O CO ,`1 f.n IA rt. .4. h•• 1 _+d C, 0,. 1:1. AZ. .tea. U..' W• -I- ` Y � Co PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTME► ��A fi RESIDENTIAL BUILDING PERMIT APPLICATIO ► A� Mailing Address:P.O. Box 547,Anacortes, WA 98221 40 Os 10 4, w Office Location: 904 6th Street,Anacortes WA 9882 c r ; Phone: (360) 293-1901, Fax: (360) 293-1938 v ®�� , ♦ 1 v -' PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL ' 6 .AILMENTS PROJECT ADDRESS(Street,Suite,#): Parcel(s)#: Subdivision/Lot#: iz, - �1 oject Valuation: $< a6" '. t�'� A�PjLIC T: Phone: z Fax: / 4 4241 / 5 '119- 67-Cl�k° Address (Street,City,State,Zip): E-Mail Mail Address:PROPER ' 4i `t 3/Z 9 1 7, Y tx'.�7. j .Pel Lt•% Pei-, C. _'1"l/ /ele-- 7 1/1iff%U 1, Ctc�;�y! pRT Phone: Fax: Address(Street,City,State,Zip): E-Mail Address: CONTACT PERSON: Phone: Fax: Address(Street,City,Stdte,Zip): E-Mail Ad'ress: LENDING AGENCY: Phone: 7 Fax: Address(Street,City,State,Zip): E-Mail Address: CONTRACTOR:* Phone: Fax: 4ik."l,�f C�%� li�M Address(Street,City,State,Zip): E-Mail Address: ge, * Professional License#: Exp.Date: All Contractors&Subcontractors must have a valid City of Anacortes business license prior to doing work in the City. Contact the CiWs Z12 u t�'�� � Finance Department at(360)299-1968. Business License#: Exp.Date: PROPOSED WORK: AI 2 . -t PROPOSED NEIN SQUARE FOOTAGE: Basement SQ': ,..4444. 7i '' Finished Basement: X Unfinished Basement 0 Pt Floor SQ': 7-y' 13 2/ Garage/Carport SQ': �/ 8 2nd Floor SQ': ,i,1‘,5., g 7 �J Deck/Covered Porch/Patio SQ': , 7 ( Fire Sprinkler: Yes 0 No e-/ Lot Area SQ': I declare under penalty 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: �/ - �'�11�G� Owner ❑ Agent (specify): / • dam' Signature: C/G (( Date: /A.-,R';ge / l7 60 .______;,,g,"--be----,=-7-7--/-6-- Page 1 of 3 it/e II/ ,� �o77 — 0 7 p'eohi GAT Y o� PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT . s RESIDENTIAL BUILDING PERMIT CHECKLIST tl�, Mailing Address: P.O. Box 547,Anacortes, WA 98221 iPw Office Location: 904 6th Street,Anacortes WA 98821 Phone: (360) 293-1901, Fax: (360) 293-1938 PROJECT ADDRESS: ' 9-0.."— G(' . E 5` Asyf ^p14 Plans shall be of sufficient clarity to indicate the location,nature,and extent of the work proposed,and conform to the provisions of the adopted International Codes and City Ordinances. PERIVIIT TYPE: ,� f A f c AD t n` SUBMITTAL REQUIREMENTS: ° s` A7 = o o DI' \ .r. PO The number indicates the number of ; arc ° b r) ar°a °n•, copies for submittal(if applicable). 41 c p ro Al o ® . eD O Residential Building Permit Application 1 1 1 1 1 18"X 24" Site Plan(Surveyed) 2 2 0 2 2 18"X 24" Construction Drawings 2 2 2 2 2 / Reduced Site Plan(11"X 17") 2 2 0 1 1 Reduced Floor Plan(11"X 17") 2 2 2 2 1 Structural Drawings and Calculations 2 2 2 2 2 IEnergy Code Compliance(shown on plans) // Drainage Plan/Small Parcel Stormwater 2 2 2 V, Plan / Landscape Plan(18" X 24") 2 2 2 / Grading Plan/Cut/Fill 2 2 2 Critical Areas Report(if applicable) 1 1 1 1 Geotechnical Report(if applicable) 1 1 1 1 / Washington State Contractors License Contractor's City of Anacortes Business r License Plan Review Deposit(due upon submittal) 1. Handouts and Standard Details may be found on the City's website at www.cityofanacortes.org or can be obtained at City Hall during normal business hours. 2. Plans/calculation/reports prepared by state licensed architects or professional engineers must be stamped and signed by the design professional. Page 3 of 3 Cricchio, Kevin From: Cricchio, Kevin Sent: Thursday, October 19, 2017 9:18 AM To: Fyrrce, Groc Cc: Ingalls, Paul Subject: BLD-2017-0549, 3402 West 2nd Groc,this permit is no longer BLD-2016-1716. It is now BLD-2017-0549. Kevin Cricchio, AICP, WPIT (Associate Planner I Planning, Community& Economic Development Dept. City of Anacortes I P.O. Box 547 1904 6th Street I Anacortes, WA 98221 360.293.1937 (work) I kevinc@cityofanacortes.olg I www.cityofanacortes.org My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. From: Cricchio, Kevin Sent:Thursday, October 19, 2017 9:13 AM To: Fyrrce, Groc<gfyrrce@cityofanacortes.org> Cc: Ingalls, Paul <pauli@cityofanacortes.org> Subject: BLD-2016-1716, 3402 West 2nd 10-19-17 RE: BLD-2016-1716 3402 West 2nd Groc, I have completed my review of the revision to the building permit application to construct at 3402 West 2"d. The following revisions are needed: • Per AMC Chapter 16.50, one tree is required per 1,000 square feet of lot area.Therefore, since the property is 7,500, eight(8)trees are required. Please revise your landscape plan and show the location of the 8 trees on your property.Specify either the common name or species. Native vegetation is preferred. This needs to be shown on the property, not the right-of-way • Please confirm that property corners are in from a recent survey. • Please show topographical contours on your site plan. • Show your average original grade on your elevations and how you meet the maximum permitted height of 35'. Kevin Cricchio, AICP, WPIT I Associate Planner I Planning, Community & Economic Development Dept. City of Anacortes I P.O. Box 547 1904 6th Street I Anacortes, WA 98221 360.293.1937 (work) I kevinc@cityofanacortes.orq I www.cityofanacortes.orq My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 1 c):)\--, — BUILDING PERMIT APPLICATION REVIEW: z.... n____ _Th 6 _ 40\ DATE: V---_0 --- \A-- PER IT#: 0 -e SITE ADDRESS: 3k.A.k.. 2... Q -- -2.4\0 PARCEL#: SURVEYED SITE PLAN: yes ❑ o • Does site plan & dimensions match survey yes ❑ no e,,,e, 01 ZONING DISTRICT: IR.., a CO C)a( t (• J • Is the land use permitted in zone jiyes 0 no CRITICAL AREAS: • Is any critical areas located either on the subject property or within 300 feet 0 yes no SHORELINE JURISDICTIO : • ❑ yes no • Shoreline Environment: Setback from OHWM: • Is the land use permitted in environment 0 yes 0 no S\C)()\N/ IMPERVIOUS SURFACE MAXIMUM: 0 h `' e. 4.�• 'W _ - MINIMUM SETBACKS: (Z2 0,c),(1-;) Q__ MINIMUM LANDSCAPING: ac,c� S ,c)(,_c e MINIMUM # OF TREES: (6 -)--c �' S cc4 )cec MAX LOT COVERAGE: d Una /� 4 MAX PERMITTED HEIGHT: 0 o 7 6€7 i OFF-STREET PARKING: .L._ �\ A Y_,P. V EASEMENTS: , k Print Window Page 1 of 1 Details for Parcel: P58535 Jurisdiction: ANACORTES Zoning Designation: Please contact the city of ANACORTES for ANACORTES zoning information. Recorded Documents Excise Affidavits Documents scanned and recorded by the Auditor's office Document scans of excise affidavits Parcel Number XreflD Quarter Section Township Range P58535 3809-903-003-0000 23 35 01 Owner Information Site Address(es) Map Links ADDICKS EDWARD W 2ND Sr Open in iMap ADDICKS CHERI Anacortes, WA (Jurisdiction, State) Assessor's Parcel Map: 401 WEST MAIN STREET Zip Code Lookup I Site Address Information PDF I DWF BRENHAM, TX 77833 Current Legal Description Abbreviation Definitions TRACT A OF SAID BLOCK 903 OF REVISED SURVEY RECORDED IN VOLUME 16 OF SURVEYS, PAGES 4 THROUGH 6, UNDER AF#9406230072. AKA ALL OF LOTS 1 AND 2 AND THE EAST HALF OF LOT 3 ALL IN BLOCK 903 OF THE PLAT OF NORTHERN PACIFIC ADDITION TO ANANCORTES AS RECORDED IN VOLUME 2 OF PLATS, PAGE 9, RECORDS OF SKAGIT COUNTY, WASHINGTON. 2017 Values for 2018 Taxes* Sale Information 2018 Property Tax Summary Building Market Value $.00 Deed Type WARRANTY DEED 2018 Taxes will be available after 2/15/2018 Land Market Value +$151,300.00 Sale Date 2016-08-10 Total Market Value $151,300.00 Sale Price $145,000.00 Use the Taxes link above for 2017 taxes Assessed Value $151,300.00 Taxable Value $151,300.00 * Effective date of value is January 1 of the assessment year(2017) Legal Description at time of Assessment *Land Use WAC 458-53-030 Neighborhood (21AVIEW) ANACORTES VIEW RESIDENTIAL Levy Code 0900 Fire District School District SD103 Exemptions Utilities *PWR, WTR-P Acres 0.17 Improvement 1 Attributes Summary Building Style SINGLE FAMILY RESIDENCE Year Built Foundation Above Grade Living Area Exterior Walls Finished Basement Roof Covering *Total Living Area Heat/Air Conditioning Unfinished Basement Fireplace *Total Garage Area Bedrooms Bathrooms For additional information on individual segments see Improvements tab * Land Use codes are for assessment administration purposes and do not represent jurisdictional zoning. Please contact the appropriate planning department in your jurisdiction for land use questions. *Total living area includes above grade living area and finished basement area. * Garage square footage includes all garage areas; basement garages, attached garages, detached garages, etc. Assessment data for improvements is based on exterior inspections. Please contact the Assessor's office if the information does not accurately reflect the interior characteristics. https://www.skagitcounty.net/Search/Property/ 10/19/2017 DEFINITIONS duration of a single supply operation and on the average time less than 20 pounds per cubic foot (320 kg/m3) unless it is between successive operations. used as interior trim. [RB] FLAME SPREAD. The propagation of flame over a [RB]FOAM PLASTIC INTERIOR TRIM.Exposed foam surface. plastic used as picture molds, chair rails, crown moldings, [RB] FLAME SPREAD INDEX. A comparative measure, baseboards, handrails, ceiling beams, door trim and window trim and similar decorative or protective materials used in expressed as a dimensionless number, derived from visual measurements of the spread of flame versus time for a mate- fixed applications. rial tested in accordance with ASTM E 84 or UL 723. FUEL-PIPING SYSTEM.All piping,tubing,valves and fit- FLEXIBLE AIR CONNECTOR.A conduit for transferringI tings used to connect fuel utilization equipment to the point of air between an air duct or plenum and an air terminal unit,an fuel delivery. air inlet or an air outlet. Such conduit is limited in its use, FULLWAY VALVE.A valve that in the full open position length and location. has an opening cross-sectional area that is not less than 85 [RB] FLIGHT. A continuous run of rectangular treads or percent of the cross sectional area of the connecting pipe. winders or combination thereof from one landing to another. FURNACE. A vented heating appliance designed or FLOOD-LEVEL RIM. The edge of the receptor or fixture arranged to discharge heated air into a conditioned space or from which water overflows. through a duct or ducts. FLOOR DRAIN. A plumbing fixture for recess in the floor [RB] GLAZING AREA. The interior surface area of all having a floor-level strainer intended for the purpose of the glazed fenestration, including the area of sash, curbing or collection and disposal of waste water used in cleaning the other framing elements, that enclose conditioned space. floor and for the collection and disposal of accidental spillage Includes the area of glazed fenestration assemblies in walls to the floor. bounding conditioned basements. FLOOR FURNACE. A self-contained furnace suspended [RB] GRADE. The finished ground level adjoining the from the floor of the space being heated, taking air for com- building at all exterior walls. bustion from outside such space,and with means for lighting [RB] GRADE FLOOR OPENING. A window or other the appliance from such space. opening located such that the sill height of the opening is not FLOW PRESSURE. The static pressure reading in the more than 44 inches (1118 mm) above or below the finished water-supply pipe near the faucet or water outlet while the ground level adjacent to the opening. faucet or water outlet is open and flowing at capacity. GRADE,PIPING.See"Slope." FLUE.See"Vent." [RB] GRADE PLANE. A reference plane representing the FLUE, APPLIANCE. The passages within an appliance average of the finished ground level adjoining the building at through which combustion products pass from the combus- all exterior walls. Where the finished ground level slopes tion chamber to the flue collar. away from the exterior walls, the reference plane shall be established by the lowest points within the area between the FLUE COLLAR. The portion of a fuel-burning appliance building and the lot line or, where the lot line is more than 6 designed for the attachment of a draft hood,vent connector or feet(1829 min)from the building between the structure and a venting system. point 6 feet(1829 mm)from the building. FLUE GASES. Products of combustion plus excess air in GRAY WATER.Waste discharged from lavatories,bathtubs, appliance flues or heat exchangers. showers,clothes washers and laundry trays. FLUSH VALVE. A device located at the bottom of a flush GRIDDED WATER DISTRIBUTION SYSTEM.A water tank that is operated to flush water closets. distribution system where every water distribution pipe is FLUSHOMETER TANK.A device integrated within an air interconnected so as to provide two or more paths to each fix- accumulator vessel that is designed to discharge a predeter- ture supply pipe. mined quantity of water to fixtures for flushing purposes. [RB] GROSS AREA OF EXTERIOR WALLS. The nor- FLUSHOMETER VALVE.A flushometer valve is a device mal projection of all exterior walls, including the area of all that discharges a predetermined quantity of water to fixtures windows and doors installed therein. for flushing purposes and is actuated by direct water pressure. GROUND-SOURCE HEAT PUMP LOOP SYSTEM. [RB] FOAM BACKER BOARD. Foam plastic used in sid- Piping buried in horizontal or vertical excavations or placed ing applications where the foam plastic is a component of the in a body of water for the purpose of transporting heat trans- siding. fer liquid to and from a heat pump.Included in this definition are closed loop systems in which the liquid is recirculated and [RB] FOAM PLASTIC INSULATION. A plastic that is open loop systems in which the liquid is drawn from a well or intentionally expanded by the use of a foaming agent to pro- duce a reduced-density plastic containing voids consisting of other source. open or closed cells distributed throughout the plastic for [RB] GUARD. A building component or a system of build- thermal insulating or acoustic purposes and that has a density ing components located near the open sides of elevated walk- 2015 INTERNATIONAL RESIDENTIAL CODE® 17 y I DEC 2 9 2016 WW1 ' cf75 Hydrant Flow Test Report "���- - Test Date 12/21/2016 Test Time 9:00am Location Tested by 3412 W. 2nd Ave. Roger Sigmen Anacortes WA 98221 Commercaial Fire Protection Inc. Hydrant #418 17199 Bennett Rd. Mount Vernon WA 98273 360-848-9093 Notes Read Hydrant Static =108 108 psi static pressure Residual = 59 59 psi residual pressure 4" hose monster P=27 0 ft hydrant elevation Flow Hydrant(s) Pitot Outlet Elev Size C Pressure Flow #1 0 3.5 .93 27 1766 gpm Flow Graph 125 2423.5 gpm at 20 psi 100 75 psi _- 50 25 0 1 1 1 1 1 I I I 1 1 1 1 1 1 1 I 1 I I I I I 1 I 1 1 I I 0 500 1000 1500 2000 2500 gpm Created with the free hydrant flow test program from wwwigneusinc.com • • ..•..�.,-.,,. -s-..._..,.._.. .` .. _ -..-. . - ., . •.. r. �; .. _ The:...... 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'.aa ,. ,t , t 'L' '1 - 1 !` '1 r,r.+" : •: a . y ',i par •' . • - . = 5 . . 1 ik " '' y .(q. r: t. '''t 1 PLANNING, COMMUNITY,&ECONOMIC DEVELOPMENT DEPARTME► RESIDENTIAL BUILDING PERMIT APPLICATIO ► �'' " __ Mailing Address:P.O. Box 547, Anacortes, WA 98221 „eV �� �� � \'o Office Location: 904 6thStreet,Anacortes WA 9882 °3 M t" � ` Phone: (360) 293-1901, Fax: (360) 293-1938 ��� � �,.-"� vv PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL • diEMENTS PROJECT ADDRESS(Street,Suite#): Parcels)#: ��_ _ -3(1>, Ill 2 - '5/-- a- r ,,yf Subdivision/Lot#: r,yoject Valuation: $ APP CA N`Y': Phone: / I Fax: - Address(Street,City,State,Zip): E-Mail Address:/ PROPERTY 0 Phone: Fax: Address(Street,City,State,Zip): E-Mail Address: CONTACT P RSON: Phone: Fax: Address(Street,City,State,Zip): E-Mail Adc`Iress: • I/ l ii,?/02 17j' fie 4 -/A4!' ke -?.f'/i ) /VI"; C7/11 ��/ - �& G-�,, LENDING AGENCY: Phone: Fax: Address(Street,City,State,Zip): E-Mail Address: CONTRACTOR:*; Phone: Fax: Address(Street,City,State,Zip) E-Mail Address: C1 �r -'1 / G�� ' 74J/7r %,j Professional License#: Exp.Date: *All Contractors&Subcontractors must have a valid City of Anacortes business license prior to doing work in the City. Contact the City's ``�' � j � Finance Department at(360)299-1968. Business License#: Exp.Date: PROPOSED WORK: Ai ZO - , PROPOSED NEW SQUARE FOOTAGE: 1 Basement SQ': 64 Finished Basement: ,.® Unfinished Basement ❑ It Floor SQ': / "'j-5' Garage/Carport SQ': 5--1.3 2nd Floor SQ': j Deck/Covered Porch/Patio SQ': 6 ,„ Fire Sprinkler: Yes ❑ No 4 Lot Area SQ': `i•5 I declare under penalty 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: /V- f 'J/ - ,, Owner ❑ Agent (specify): C )"1>e-c'.C= d-' Date: ,&-,12'7 Signature: / /� - 0 7 , Pagelof3 6t o _ .2_0( c _ , 7 /C I lI 1 �--_ - ----_`-- 44' 0" 22' 0" 7" 9„ 14' 3" - - --- - -► - 7.--"---1 11laummumm __E I o 0 , ii, Il J I q u - _., } 10�4 o E, N d- ot- i":7) - . _ . N i ire ✓— -- I ! . r- I 'n 1 o ' 0 } ® co ,_ , H . , 4IV- - Ia O ,_ `L-- GY L f � .�»1SSS II ! Q 1oIt ti r I/: 0CT172017 1 7 201 ' 1 . 5 __, ,,,,, .,, • 1 CITY OF NAC ES 15' 0" 10' 0" 10' 0 1/2" 8' 11 1/2" ----b--a ►-4 ► Note: - The wall heights of main and upper floor are done with 9-1-2 - ridge is 6-2-10 above second floor wall plate BB1 x62 - size of the attic room width shrunk down 2-0-0 on the right side for truss to run at 24" 0/C - SK1"S INCLUDED - Z7 & Z15 designed with 2x8 tail bearing 12 5 - SK2's INCLUDED Job Number: K5792 Design Loads Quote Number: Ss: psf Sr: psf Customer: IrvingConstruction Corp. TC LL: 25psf Job Name: TC DL: 7psf i f LIRNce l Address: 3402 West 2nd Street BC LL: psfpit_ 7 City: Anacortes, B.C. BC DL: 0psf TRUS Salesman: DW General afliancetruss.com ' 1.604.574.3525 Drawn By: PA Spacing: 24"oc U.N.O Date: Aug 29, 2017 O/H Length: 24" Rev 1: 0/A Heel: 3-15/16" Rev 2: ALL REACTIONS ARE UNFACTORED. WOOD TRUSSES WALL PANELS Slope: 10/12 & 4112 REACTIONS LESS THAN 2000# NOT NOTED. Rev 3. Roof Material: Comp DO NOT USE LAYOUT FOR FINAL TRUSS Architecural Plan Date: Roof Area: 2688 sq ft INSTALLATION. Structural Plan Date: Scale: NTS z Y ' ' N°N OMMUNITY &ECONOMIC DEVELOPMENT DEPARTMENT PLAN R ISION /ADDITIONAL INFORMATION COVER SHEET k74 1 OCT 1 7 2011 ailing Address: P.O. Box 547, Anacortes, WA 98221 R `C ace Location: 904 6th Street, Anacortes WA 98821 CITY OF ANACORTES Phone: (360) 299-1984, Fax: (360) 293-1938 It eas tie is d m iUli;1 4 x;s or additional mfolt' on t o �e• 14110itii Permit/Project#: (216. I lb Date: (O y •/q. Project Name: , Qz.tG4. Project Address: c�� Project Contact: /e - �J/1 t Company Name:bigipf Contact Phone:yao Contact Email:�jdgGG" Has the permit been issued yet? ❑ Yes o e�l14 All revisions must be either clouded or highlighted &wet stamped by an architect/engineer (if applicable). Has this been done?, Yes ❑ No Is the plan revision or additional information, in response to a plan review letter? ❑ Yes. A copy of the plan review letter with itemized responses to each item is required. o,the revision or additional information is initiated by the applicant,designer,or builder. If not in response to a Plan Review Letter, please explain the nature of the revisions and/or additional information: (.1 na- &aa-iiti/V-EL 4oLL-5,a Are you submitting a full replacement Yes ( No If not,what page#or title is being replaced: Two full sized copies of all revised/additional information is required. Has this been done? .! Yes ❑ No Check the box next to the type of plan, report, or calculation where revisions or additional information can be found. .� Site Plan Building Plans ,J2' Structural Plan Landscape Plan ❑ Parking Plan ❑ Tree Preservation Plan ❑ Arborist Report ❑ SEPA checklist ❑ Wetland Report ❑ Geotechnical Report ❑ Storm Drainage Analysis ❑ TESC Plan ❑ Civil Plan Lot Coverage Calculations ❑ Impervious Surface Calculations ❑ FAR Calculations Er Grading Plan ❑ Survey (Boundary/Topographic) ❑ Mechanical Plan 0 Plumbing Plan 0 Other: Ing alls, Paul From: Ingalls, Paul Sent: Thursday, March 09, 2017 10:38 AM To: 'Ed Addicks' Subject: RE: 3402 West 2nd Residential Permit Ed, The Building Department has approved the building plans. Scott Irving has supplied revisions. The Public Works review is not yet verified as complete. We have not issued the permit and will not until you request it and all reviews are complete &approved. We can delay the issuance of this permit for up to six months. Longer than that would mean it would no longer be vested in 2016 fees and storm water regulations. The 2015 International Residential Code states that a permit shall be abandoned at 180 days from the application date unless it has been issued.Your permit was applied for 12/29/2016. An extension of this period can be made for another 180 days with written application to the Building Official. I suggest that you do not apply for that yet since it would be only good for 180 days from the date of that application. When the permit is issued, it is valid for one and 1/2 years.That permit can be renewed with the payment of 1/2 of the permit fee if you then need more time. There should be plenty of time. I am noting on the permit submittal that we are not to issue it until you give the Ok. Please keep us informed of your intentions. Paul Ingalls Plans Examiner City of Anacortes (360)293-1908 Original Message From: Ed Addicks [mailto:edward.addicks@gmail.com] Sent:Thursday, March 09,2017 9:27 AM To: Ingalls, Paul<pauli@cityofanacortes.org> Subject: 3402 West 2nd Residential Permit Paul, I just left a voicemail on your phone.What do I need to get to you in the way of a request for an extension for getting my home started and finished? I had mentioned this to you at one time, and I think you said I needed to put the request in writing. How much time can I request and to whom should I address the request? Thanks, Ed Addicks 1 Anacortes Planning& Community Development Dept. .*; Permit Center P.O.Box 547,Anacortes,WA 98221-0547 PH(360)293-1901 Don Measamer,Building Official,Planning Director FAX(360)293-1938 February 13, 2017 Scott Irving 819 Commercial Ave. Suite#6 Anacortes, WA 98221 • RE: Plan Review notes for the proposed home at 3402 West 2nd Street Please address the following items so I can complete the plan review. e71 oic 1. Please indicate on the foundation plan where Mike Schemmer's engineered foundation detail is to be used. It might be where John Cauley's detail I on sheet 14 is referenced. There is a problem with using either of these details where the stairwell interrupts the floor system which makes that part of the foundation un-restrained at the top. (i),, 0 /•< 2. Also indicate on the foundation plan where each non-engineered foundation detail is to be used. (zQ ©tie. 3. There is a foundation wall shown on sheet 15 Section K that does not go up to the floor , framing, thus is an unrestrained retaining wall exceeding 4 feet in unbalanced backfill. This requires engineered design. 641 4. Please provide an energy code worksheet complying with the 2015 Washington State Energy Code. Please contact me if you have any questions about these notes. There is a separate review for Public Works by Steve Lange. Sincerely, Paul Ingalls Plans Examiner City of Anacortes 360-293-1908 y Anacortes Planning& Community Development Dept. `- Permit Center P.O.Box 547,Anacortes,WA 98221-0547 PH(360)293-1901 g� Don Measamer,Building Official,Planning Director FAX(360)293-1938 February 13, 2017 Scott Irving 819 Commercial Ave. Suite#6 Anacortes, WA 98221 RE: Plan Review notes for the proposed home at 3402 West 2nd Street Please address the following items so I can complete the plan review. 1. Please indicate on the foundation plan where Mike Schemmer's engineered foundation detail is to be used. It might be where John Cauley's detail I on sheet 14 is referenced. There is a problem with using either of these details where the stairwell interrupts the floor system which makes that part of the foundation un-restrained at the top. 2. Also indicate on the foundation plan where each non-engineered foundation detail is to be used. 3. There is a foundation wall shown on sheet 15 Section K that does not go up to the floor framing,thus is an unrestrained retaining wall exceeding 4 feet in unbalanced backfill. This requires engineered design. 4. Please provide an energy code worksheet complying with the 2015 Washington State Energy Code. Please contact me if you have any questions about these notes. There is a separate review for Public Works by Steve Lange. Sincerely, Paul Ingalls Plans Examiner City of Anacortes 360-293-1908 C3 City of Anacortes Invoice/Permit#: BLD-2016-1716 904 6th Street Applied date: 12/29/2016 - _ P.O.Box 547 Issue date: 0 Anacortes, WA 98221-0547 Expire date: 06/27/2018 (360) 293-1901 Job Address: 3402 W 2ND ST Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: P58535 Remarks: sfr Owner: ED&CHERI ADDICKS Contractor: IRVING CONSTRUCTION CORP Address: 401 WEST MAIN ST Address: 819 COMMERCIAL AVE G BRENHAM TX 77833 ANACORTES WA 98221-4130 Phone: Phone: (360) 293-6354 License#: IRVINCC044KG General Information: Fees: Plan Review Deposit 200.00 State Building Code Fee 4.50 Sewer Inspection Fee 50.00 Storm Drain GFC-Residential 1,408.06 Sewer GFC-Residential 8,987.40 Park Impact Fee 615.00 Traffic Impact Fee 900.00 Total Calculated: 12,164.96 Deposits/Receipts: 0.00 Total Due: 12,164.96 I , --I -Qcn coo -o y-- rf �-• , mn u rdO••• r,-ti 01 a% 7:. I.el ft. IQ C. N.. IT. hY I-•'1 1 t t.? -1 0 -.J r-. Q.C. u. �. y Z.• i _t .. 0 C) `• li. ti It } a :O 7. _ 7T7 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DA!?SrOR YID CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMME.N O5 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVJSI©t OF LAWS AND ORDINANCES GOVERNING THISTYPE OF WORK ORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT,•SHE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER ST I-E.d LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. -. F- SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY Prescriptive Energy Code Compliance for All Climate Zones in Washiggton Project Information Contact Information Addicks SFR Scottlrving Irving Construction Corp 3402 W. 2nd St. Anacortes, WA scottiirvingconstructioncorp.com 3,128 sq. ft. heated living space 360-293-6354 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition,based on the size of the structure,the appropriate number of additional credits are checked as chosen by the permit applicant. ii Authorized Representative C"" 7 _Date 6-,;/ 7 All Climate Zones _ R-Valuea U-Factora _ Fenestration U-Factorb n/a 0.30 _ .,. rg Skylight U-Factor n/a 0.50 ` !t t Glazed Fenestration SHGC" n/a n/a Iii Ceilingk 491 0.026 FEB 16 2011 Wood Frame Wall9Jm" 21 int 0.056 Mass Wall R-Value' 21/21h 0.056 CITY OF ANACORTES Floor 30g 0.029 Below Grade Wall°"' 10/15/21 int+TB 0.042 Slabd R-Value&Depth 10,2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1.Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. S12. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in#1 or#3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. 03. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. 04. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s)_ la Efficient Building Envelope la 0.5 IY lb Efficient Building Envelope 1 b 1.0 ❑ 1c Efficient Building Envelope 1c 2.0 El 1d Efficient Building Envelope ld 0.5 ❑ 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 - ❑ 2c Air Leakage Control and Efficient Ventilation 2c 1.5 - ❑ 3a High Efficiency HVAC 3a 1.0 - 3b High Efficiency HVAC 3b 1.0 ❑ 3c High Efficiency HVAC 3c 1.5 [11 3d High Efficiency HVAC 3d 1.0 ❑ 4 High Efficiency HVAC Distribution System - 1.0 1-_] 5a Efficient Water Heating 5a - 0.5 kr 5b Efficient Water Heating 5b - 1.0 - El 5c Efficient Water Heating 5c 1.5 R • 5d Efficient Water Heating 5d 0.5 _ ❑ 6 Renewable Electric Energy _*1200 kwh 40 it,,,J Total Credits 0.00 *Please refer to Table R406.2 for complete option descriptions Table R402.1.1 Footnotes For SI: 1 foot .=304.8 mm,ci .=continuous insulation,int.=intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation,the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights.The SHGC column applies to all glazed fenestration. `"10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall,or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. a R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Reserved. g Reserved. h Reserved. The second R-value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38. Reserved. m Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information Addicks SFR Scott Irving Irving Construction Corp 3402 W. 2nd St. Anacortes, WA scott@irvingconstructioncorp.com 3,128 sq. ft. heated living space 360-293-6354 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure,the appropriate number of additional credits are checked as osen by the permit applicant. Authorized Representative Lip Date %, All Climate Zones R-Valuea U-Factora Fenestration U-Factors n/a 0.30 Skylight U-Factor n/a 0.50 ; , Glazed Fenestration SHGC" n/a n/a k 1 6 2011 Ceilingk 49i 0.026'" i FEB Luj Wood Frame Wall9'" 21 int 0.056 1.� Mass Wall R-Value' 21/21h 0.056 CITY OF ANACORTES Floor 30g 0.029 Below Grade Wall`•"' 10/15/21 int+TB 0.042 Slabd R-Value&Depth 10,2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1.Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. ❑2.Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in#1 or#3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. 03. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. ❑4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s) la Efficient Building Envelope 1a 0.5 0 1 b Efficient Building Envelope lb 1.0 ❑ lc Efficient Building Envelope lc 2.0 ❑ ld Efficient Building Envelope 1d 0.5 ❑ 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 ❑ 2c Air Leakage Control and Efficient Ventilation 2c 1.5 ❑ 3a High Efficiency HVAC 3a 1.0 [ 3b High Efficiency HVAC 3b 1.0 ❑ 3c High Efficiency HVAC 3c 1.5 ❑ 3d High Efficiency HVAC 3d 1.0 ❑ 4 High Efficiency HVAC Distribution System 1.0 ❑ 5a Efficient Water Heating 5a 0.5 PT 5b Efficient Water Heating 5b 1.0 ❑ 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 ❑ 6 Renewable Electric Energy 0.5 *1200 kwh .,9.$ 0 Total Credits 0.00 *Please refer to Table R406.2 for complete option descriptions Table R402.1.1 Footnotes For SI: 1 foot.=304.8 mm,ci .=continuous insulation, int.= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums.When insulation is installed in a cavity which is less than the label or design thickness of the insulation,the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights.The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall,or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. a R-10 continuous insulation is required under heated slab on grade floors.See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Reserved. g Reserved. h Reserved. The second R-value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38. Reserved. "'Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Fyrrce, Groc From: Kennedy,Jack Sent: Wednesday, December 06, 2017 10:25 AM To: Fyrrce, Groc • LI® Z P 1 � Subject: FW: BLD-2017-0549 J 1. Minimum required fire flow= 1750 gpm. 2. Must provide residential sprinkler system per NFPA 13D or provide proof of adequate fire flow. 3. Upper level subject to Fire Department impact fee. 1 DEFINITIONS tems for generating useful electrical energy and recoverable SUMP PUMP. A pump installed to empty a sump. These thermal energy that is permanently connected and fixed in pumps are used for removing storm water only. The pump is place. selected for the specific head and volume of the load and is STORM SEWER,DRAIN.A pipe used for conveying rain usually operated by level controllers. water, surface water, subsurface water and similar liquid [RB]SUNROOM.A one-story structure attached to a dwell- waste. ing with a glazing area in excess of 40 percent of the gross [RB] STORY. That portion of a building included between area of the structure's exterior walls and roof. the upper surface of a floor and the upper surface of the floor For definition applicable in Chapter 11, see Section or roof next above. N1101.6. [RB]STORY ABOVE GRADE PLANE.Any story having- SUPPLY AIR.Air delivered to a conditioned space through its finished floor surface entirely above grade plane, or in ducts or plenums from the heat exchanger of a heating, cool- which the finished surface of the floor next above is either of ing or ventilating system. the following: SUPPORTS. Devices for supporting, hanging and securing 1. More than 6 feet(1829 mm)above grade plane. pipes,fixtures and equipment. 2. More than 12 feet (3658 mm) above the finished SWEEP. A drainage fitting designed to provide a change in ground level at any point. direction of a drain pipe of less than the angle specified by the amount necessary to establish the desired slope of the line. [RB]STRUCTURAL COMPOSITE LUMBER.Structural Sweeps provide a longer turning radius than bends and a less members manufactured using wood elements bonded turbulent flow pattern(see"Bend"and"Elbow"). together with exterior adhesives. TEMPERATURE- AND PRESSURE-RELIEF (T AND Examples of structural composite lumber are: P)VALVE.A combination relief valve designed to function Laminated veneer lumber(LVL).A composite of wood as both a temperature-relief and pressure-relief valve. veneer elements with wood fibers primarily oriented along TEMPERATURE-RELIEF VALVE. A temperature-actu- the length of the member,where the veneer element thick- ated valve designed to discharge automatically at the temper- nesses are 0.25 inches(6.4 mm)or less. ature at which it is set. Parallel strand lumber (PSL). A composite of wood [RB]TERMITE-RESISTANT MATERIAL.Pressure-pre- strand elements with wood fibers primarily oriented along servative treated wood in accordance with the AWPA stan- the length of the member,where the least dimension of the dards in Section R318.1, naturally durable termite-resistant wood strand elements is 0.25 inch (6.4 mm) or less and wood,steel,concrete,masonry or other approved material. their average lengths are not less than 300 times the least dimension of the wood strand elements. [RB] THERMAL ISOLATION. Physical and space condi- tioning separation from conditioned space(s) consisting of Laminated strand lumber (LSL).A composite of wood existing or new walls, doors or windows. The conditioned strand elements with wood fibers primarily oriented along space(s) shall be controlled as separate zones for heating and the length of the member,where the least dimension of the cooling or conditioned by separate equipment. wood strand elements is 0.10 inch (2.54 mm) or less and their average lengths are not less than 150 times the least For definition applicable in Chapter 11, see Section dimension of the wood strand elements. N1101.6. Oriented strand lumber (OSL). A composite of wood [RE] THERMAL RESISTANCE,R-VALUE.The inverse strand elements with wood fibers primarily oriented along of the time rate of heat flow through a body from one of its the length of the member,where the least dimension of the bounding surfaces to the other for a unit temperature differ- wood strand elements is 0.10 inch (2.54 mm) or less and ence between the two surfaces,under steady state conditions, their average lengths are not less than 75 times and less per unit area(h•ft2 °FBtu)(m2•K)/W. than 150 times the least dimension of the wood strand ele- [RE] THERMAL TRANSMITTANCE, U-FACTOR.The means. coefficient of heat transmission(air to air)through a building [RB] STRUCTURAL INSULATED PANEL (SIP). A envelope component or assembly, equal to the time rate of structural sandwich panel that consists of a light-weight foam heat flow per unit area and unit temperature diffe2 ence plastic core securely laminated between two thin,rigid wood between the warm side and cold side air films(Btu/h•ft F) structural panel facings. W/(m K). [RB]STRUCTURE.That which is built or constructed. [RB] THIRD-PARTY CERTIFICATION AGENCY. An approved agency operating a product or material certification [RB] SUBSOIL DRAIN. A drain that collects subsurface system that incorporates initial product testing, assessment water or seepage water and conveys such water to a place of and surveillance of a manufacturer's quality control system. disposal. [RB] THIRD PARTY CERTIFIED. Certification obtained SUMP.A tank or pit that receives sewage or waste, located by the manufacturer indicating that the function and perfor- below the normal grade of the gravity system and that must mance characteristics of a product or material have been be emptied by mechanical means. determined by testing and ongoing surveillance by an 24 2015 INTERNATIONAL RESIDENTIAL CODE® T Y, C Ci �f Anacortes tY Invoice/Permit#: BLD-2016-1716 904 6th Street Applied date: 12/29/2016 P.O.Box 547 Issue date: "'' CO Anacortes, WA 98221-0547 Expire date: 06/27/2018 Th (360) 293-1901 Job Address: 3402 W 2ND ST Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: P58535 X / 1n / r ( / Remarks: sfr ' 1 Owner: ED&CHERI ADDICKS Contractor: IRVING CONSTRUCTION CORP Address: 401 WEST MAIN ST Address: 819 COMMERCIAL AVE G BRENHAM TX 77833 ANACORTES WA 98221-4130 Phone: Phone: (360)293-6354 License#: IRVINCC044KG General Information: Fees: Occupancy Group it-1 Amendments/modifications 55.00 Use Zone R-2 Plan Review Deposit 200.00 Basement Square Footage 644 Building Permit Fee 2,606.55 Lot Area 7500 Plan Review Fee 1,494.26 1st Floor Square Footage 1279 Mechanical Permit Fees 136.40 2nd Floor Square Footage 1205 Plumbing Permit Fee 174.00 Garage Square Footage 543 State Building Code Fee 4.50 Deck Square Footage 664 Sewer Inspection Fee 50.00 Building Valuation 388000 Storm Drain GFC-Residential 1,408.06 # Forced Air Furnace<=1,000 1 Sewer GFC-Residential 8,987.40 #of Bathtubs 1 Park Impact Fee 615.00 #of Clothes Dryers 1 Traffic Impact Fee 900.00 #of Clothes Washers 1 Total Calculated: 16,63 7 #of Dishwashers 1 Deposits/Receipts: 200.01 #_of_Gas Outlets 3 % Du e:ue: #of Gas Fireplace 1 Total " 16,431.17 #of Gas Piping 3 #of Gas Water Heaters 1 #of Water Piping 1#of Hose Bibbs 2 P1/ .4'_. e ---�7� YG141--re` #of Kitchen Sinks 1 So #of Lavatories 7 #of Range Hoods 1 nII9- �/')(7_, �'j c /-r #of Showers 3 (J (/ #of Ventilation Fans 7 #of Water Closets 5 S. C. City of Anacortes Invoice/Permit#: BLD-2017-0549 904 6th Street s Applied date: 10/19/2017 P.O.Box 547 Issue date: O Anacortes, WA 98221-0547 , 7.-` (360) 293-1901 Expire date: 04/17/2019 Job Address: 3402 W 2ND ST Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: P58535 Remarks: sfr Owner: ED&CHERI ADDICKS Contractor: IRVING CONSTRUCTION CORP Address: 401 WEST MAIN ST Address: 819 COMMERCIAL AVE G BRENHAM TX 77833 ANACORTES WA 9822 1-41 30 Phone: Phone: (360)293-6354 License#: IRVINCC044KG General Information: Fees: Plan Review Deposit 200.00 State Building Code Fee 4.50 Sewer Inspection Fee 50.00 Storm Drain GFC-Residential 1,550.93 Sewer GFC-Residential 9,206.33 Park Impact Fee 615.00 Traffic Impact Fee 900.00 Total Calculated: 12,526.76 Deposits/Receipts: 0.00 Total Due: 12,526.76 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY HERRIGSTAD ENGINEERING & SURVEYING Civil Engineering&Surveying 4320 Whistle Lake Road Dale Herrigstad,P.E.,P.L.S. Anacortes,WA 98221 (360)299-8804 May 11,2018 „11 Groc Fyrrce City Building Inspector City of Anacortes PO Box 547 Anacortes, WA 98221 Subject: 3402 W 2nd Street,House foundation survey layout. This letter is to inform the building department that I staked out the foundation of the above referenced lot after excavation and prior to concrete foundation footings have been poured on May 7, 2018. House corners were set with hub and tack at the corners of the house foundation. See attached drawing for approved site layout. If you have any questions or need more information please let me know. Sincerely, Dale Herrigstad P.E., P.L.S. dale@herrigstad.com I. I DURING CONSTRUCTION,THE RUNOFF WILL BE CONTROLLED WiTH SILT FENCES PROJECT INFORMATION Revix;erta/Atte AND SHALLOW SOLES TO PROTECT THE ADJACENT AND DOWNSTREAM PROPERTIES, 1) February 15, 2017 ANY OR AU.OF THE FOLLOWING ADDITIONAL METHODS WILL BE USED AS NEEDED:CATCH BASIN INSERTS,STRAW WATTLES,DIVERSION2)March 4, 2D17 SWALES, COVERING EXPOSED PROJECT INFO: This project consists of a new wood frame, SOIL WITH PLASTIC. one and a half-sto 3)Sept 12,2017 ry,single-family residence with a rear STREETS AND DITCHES WILL BE CLEANED DAILY OF EROSION RUNOFF,IF ANY. walk-out basement including an attached private garage, exterior porches,and decks. REVGK?N 3f4/17; \ ADDITIONAL NOTES OWNER: Edward and Cheri Addicks UNDERGROUND FRANCHISED UTILITIES SHOULD USE THE TRENCHLESS METHOD. Brenham,TX 77833 ND OPEN CURING OF THE STREET. 401 West Main Street \ \ EROSION CONTROL NOTES FOR RESIDENTIAL CONSTRUCTION CITY OF ANAGORTE$ CONTRACTOR: Irving Construction Corporation \ A. EROSION CONTROL BEST MANAGEMENT PRACTICES SMALL BE IN PLACE PER THE 819 Commercial Avenue,-Suite"G" - v ACCEPTED SiTE PLAN PRIOR TO ANY CONSTRUCTION START. Anacortes,WA'98221 B. THE EROSION CONTROL SHALL BE INSPECTED ONCE A DAY AND MODIFIED TO MEET 360-293-6354 Phone c� THE SURROUNDING CONDITIONS AS NEEDED. i c� C� (�I 360-293-2979 Fax a) CV 02065 Cl�• C. E STORM DRAIN SYSTEM SHALL BE CLEANED DAILY(SECTION 7-07.3).ALL a�F1,,cR�g \ DRAINAGE SYSTEMS SHALL BE CLEANED TO THE ACCEPTANCE OF THE CITY OF 1 1CN f1�5t" ANACORTES PRIOR TO ACCEPTANCE OF THE PROJECT. PROJECT ADDRESS: 3402 • West 2nd Street >, Ti CA qR� D. STABILIZED CONSTRUCTION ENTRANCES AND ROADS SHALL BE INSTALLED AT THE (V � + AR!SI2ND• OR BEGINNING OF CONSTRUCTION AND MAINTAINED DURING THE DURATION OF THE Anacortes, WA 9K221 / ' m `VF.N` ' ( F DE C \•i FJ LIPROJRE TH AAL ADDITIONAL. AVED AREAS ARYE KEPT CLEAN. NO MUD 15 D SUCH AS �AUDWE0H 5 TO T0 ENTER LEGAL DESCRIPTION: Tract A,Lots 1,2,and East Half of 3,Block 903 lC• "t *� _,� r``rA 1t �\� c P�r2a'1 iN NtO p°pD ONTO CITY STREETS. Plat of Northern Pacific Addition to Anacortes, ' 'c1 \ ��`i SU w Nept55`t,W 7 ,� \ E ANY SOILS EXPOSED THAT WILL NOT BE DISNRBED FOR 1W0 (2) DAYS DURING Skagit County,Washington O `/ CJ pFg ' (N TEIE WET SEASON OR SEVEN(7) DAYS IN THE DRY SEASON SHALL BE IMMEDWIELY oo"` Ly ce \ �g OPr N uN STABICQED WiTH THE APPROVER ESC MEhLOOs(SEEDING, MULCHING, PLASTIC ��` 01iDN F tDAX / j OVERING, ETC.) PARCEL 1f: P 58535 rn M DRN ...--- • / i�' 5D rD F. TAD (2)WEEKS PRIOR TO:E BEGINNING OF 1HE WET SEASON(OCTDBER 1),ALL - t! DISTURBED ARtIS SHALL REVIEWER TD IDEMiFY WHICH ONES CAN BE SEEDED 510 g AgriIS �L' -i ASSESSOR'S # (XrcfLD): 3809-903-003-0000 Z NiD o5• I �, ' ± 1N PREPARATION FOR THE WINTER RAINS. DISTURBED AREAS SHALL BE SEEDED D `‘101+T A3 c.IE� / tJF PT` • ENT. *• , \ WITHIN ONE(I)WEIX OF THE BEGINNING OF THE WET SEASON.A SKETCH MAP OF CODES: 2015 International Residential Code(ARC) Qs2�NgRI � n 4W'�pj{Sr^- N• � h/ppROYJIMTEG •S ECT f'R �: N'b+ • THOSE AREAS TO BE SUBMrrTED TO THE P OJECT MEDANNAGER.THE PROJECTD THOSE AREAS TO REMIT MANAGER UNCOVEREDAN UIRE BE ae Q �� ash ' SON ti/ ENGII IH / g9 \ --• •. o SEEDING IN ADDITIONAL AREAS IN ORDER TO PROTECT SURFACE WATERS,AD.NCENT _act 00 qN�� cri,*OOE p}gal-- // ?,5U1L/ Ito• • i - ••.' : PROPERTIES OR DRAINAGE FACILiTlES. OCCUPANCY TYPES: {R-3) Single-family dwellrng w Sv-44- .C1 •o PCB Ow i / ,• / ; • 'p0( `�`,is G. PENALTIES FOR AN EROSION CONTROL VIOLATION ARE SUBJECT TO A$300 TO (U-1) Private Attached Garages) �'i .--cJF3/ N° r, ,••• \ '• .st • 5�0,CAN U�N� {AM. • '.,�-j \ CONSIDERED A DIFFERENT VIOLATION. CONSTRUCTION TYPE: Type V. non-rated Jg•F w oS ICI � Pi:\8 j1 .• .-' 6D 13 / ,,,.� r� v fc,RF'1•5 e► DW �'" ` 4p�,a5 S' k' ,U 1L / ___. c.; � �\ , •4 ,,,,_ NY`�' y� SUBMITTED 'S 1 PAR�q crORM WATQ{� (LPTi iN / �1 1, or '\ + t 1 •'> .\•:t D eP A BUILDING HEIGHT: Two-Story (t 26'40") 1%. it ,�' /--• ' Lo `•% •.1' •' ), % •' ••r • 4 ,8 + `� \AR) IN AMMON TO'MIS SiTE PLAN,REFER TO THE SUBMITTED 'SHALL PARCEL STORM See Elevations on sheets# 3 tltrou It 6. CO • --• -"' µ ,•,........,`-- -`'• I 1•1••*L � • •.. •i" j SAW VOA_1 °c,S� • ✓• dA WATER PLAN" (SPSWP). g k..k • '_�- .,_-_'` .• . 4, ' �Ow. } ., ., • •. ' W`�$p 10' pCA �: ,p5,�D+N C O VERIFY i}tAT THE REVIEWED SPWSP IS FOR THIS PROJECT P �- DT sil PUN C I LOT SALE/COVERAGE: t 7,500 sf Lot qp 8' � citN < < ' YOw1PROJECT IS SUBJECT TO MRi1-MRI5 UNDER 1HE DOE(2005) MANUAL ��1 ' `�\'� �-�•' `.�e '� g �gP p1!?t. ' sue`• � \rC �DOFkst UN dgpy Esy5t�► 2,009 sf Building Footprint = 26.8% of Lot VW+ oa��aa� ,�,d ®.: •• k F�c +pF-y�~'� {x �.•. t,c,\ Q vL� .01 * '. FOR .. ' ' *zit,`t + �*�•; t1 ,•, A 06.�+�•'� x ;. .•'. ` D '. V. 10 Wt.' 00 IMPERVIOUS AREA: Roof Outline (plan view) 2,174 sf p4tti�`'D0 Pus,D2 •,eta ,.'•,.,.. \ 1 � F ,' pi �t REViSKIH BI17/17: Remaining Uncovered Side Deck (1st F1r) 106 sf 511.1k Y'0.4e0'3, ----,, +�. ; Lt co Up�►1 1D D Remaining Upper Drive and Walk 1,000 sf DEN „- U+�"'•• + , 4 E ;� \ PER OWNER'S REQUEST, ENTIRE PLAN WAS MODIFIED TO CUT TOTAL SQUARE(DOTAGE AND COST, Remaining Lower Drives + 543 sf -.--' \ - + % .••• , i'' WHILE ALSO MAKING SOME ROOMS LARGER,AMONG SEVERAL OTHER STRUCTURAL REVISIONS v \ r, 1+• N��� y''-,li- ++ y :•� \•\ �, .�0 TASTED BELOW. Total Impervious = 3,823 sf ` ,:, D0 oB►D�`' , , • t2o .o INO '2 TO ACCOMPLISH THIS TO START(SEE SiTE PLAN FOR OLD vs. NEW FOOTPRINT); '�� INFO + y ' i i'� �a ui • DELETED SOME OF THE NORTH AND SOUTH CANTILEVERS. \ $r�� D L+ rfi" /`) \ \ w • 4RDBETEDD THE NEW RECTANGULAR DIE EAST SIDE BUMP T SECTIONS INf 4' TO 1ST FIR EASLMNG AREA AND DECKS. ° ,4 V,/ 'la\ 41 `SO°. \ ; 71 L 154 �zis •1. ` tn. aQ1, • LENGTHENED THE NEW RECTANGULAR FDOTPRINi 1•TO THE SOUTH. • ptRD SICIP‘ND 'NE 00 \ it i+° D � vV. utP �I!3 0 \ o'� 0 OTHER CHANGES: ,c��P • C ` �p54 x; ‘ \ $ \, $ '' f • ENTIRE 2ND FLOOR (KITCHEN,DINING, LMNG AREA WAS MOVED DOWN TO THE 1ST FiR '0 Vj""Zp SO PR ,,k- NS _ AND REVISED WITHIN THE LARGER RECTANGULAR FUutI WNi ECTANGULAR FOOTPRINT. ��F gtS+� 1NF��5L ca� pFs D gWYi1 - 1 t \ \ • GUEST BEDROOMS WERE MOVED DOWN 10 THE BASEMENT FLOOR,AU.REVISED FOR THE DRAWING INDEX ETw- `'� N'CAW'''. �pALON Rg - •,vs ���N E�•ry~ �.'�S/ ` \S 01,0C- ,ND\• • FULL 2NEW ND FIRWAS DELETED LAYOUT AND ANDRREVISED FOR MORE OF A STORY AND A HALF TYPE • OOP►N° ,, p vie. �-*'`�''' `' fE14,C•tYotrolk S ttrtt PITCH ROOF RE PLAN WITH JUST THE MASTER SOFEAMC TRUSSES FROM ME 1ST FIR AND ATTIC STORAGE UP AT THE WALL TOP PLATES. SHEET # DRAWING DESCRIPTION St b ,' \\ vie, ,..---_,......,....\ gORC \ (, \ E Pt• I., .0 DIRECT VIEW OF NEW 1ST FLR LMNG• REAR PORCH POST COUNT REVISED AREA EA DOORS(AT ANDHWINDOWS GET POSTS OUT OF N \ ,r� " �� \ / A ►A Y \ At"" ` • INTERIOR STAIRS ENLARGED SLIGHTLY FOR SINGLE LANDINGS INSTEAD OF SPLIT LANDINGS. 1 SITE PLAN 1 .I / �"�' PROJECT INFORMATION ---.\ \•" ` 1.--- lot. l�' t� '•:-.'''' r/ �, \ SEE PLANS FOR EACH REVISED FLOOR,ALONG WiTH NEW STRUCTURAL ENGINEERING. \.\ \ NX / „ - ` \.\ 2 LANDSCAPING PLAN \ .. �\; g \• 3 SITE SECTION A \ u! 5 !y'° 7. . \ \ EXERIOR ELEVATION- FRONT (SOUTH) •\ t% • .,.. • 15 ti 9. \ s2�g' \ • • • N p SITE SECTION B \ �\ „ �.. .; (Yt \, \, \_,,ixalBt`A D1tNN EXERIOR ELEVATION- RIGHT SIDE (EAST) ✓` '. \\a, \ •}�•.. •xyp4�R • ' y •,t.. ` 9�s ��``' iVi \ `7 'PP :00 Sip 9p 5 SITE SECTION C \ \ \ 17•• .v• ,�s v •• \ `a. o VIS:41 `l,ro2 EXERIOR ELEVATION- LEFT SIDE (WEST) 0 \ . �• ' •• • &off 6 tr; SITE SECTION D \\\ \ ,• .� :�;� : pro .�{ \ * B PQFg EXERIOR ELEVATION- REAR (NORTH) M • + 2 N RAp CC \ °� .- TAg9 • yJ, Gu P NUN pY►1'� \ \ 4 �l 3SI 1F Of 7 FOUNDATION PLAN Rom " \ \ N� pS •:' ..4. ' ' : yy�,0p3' PH50�`� 'OP Z q � \ 6 CON N fit, 0,,N 2 EtEboi 8 FOUNDATION WALL HEIGHTS DETAIL �y,2x 'irt •\ , 7. . j , ��`Q,aN ,51 y FAN 1w taN FOUNDATION DETAILS U yLR $c DE NStt� 11d pR�� PR ` W ix wal00-ok \\ /' 4 W f9 D ZN 9 WALL FRAMING PLAN (BASEMENT) 0 ND1D � � \ RN? ...„..\ WILA '4 t . 10 WALL FRAMING PLAN (IST FLR) CL �ji�"'' SCHEDULES (DOORS, WINDOWS) 01, ►5 DER �� `)�` t1n• DETAIL(s) al t� UN t; WN�S F' 'NpfiN ti�d : FIRE F1�N P MAD Z YpU•:��'C�106 p2101 fit,LSD N„a% • ' ' ISilWr. Pv �51�0•�N . �' h-ER d A`, Q • PpFI OW, U 2 .•.' ' zd F5 0��`'�'y� fi D, 1011 WALL FRAMING PLAN (2ND FLR) 50ta WES1 . V1xg8.20,F a�0, pk50 / ' 110N NFp0. 1`l, AREA DESCRIPTION FOOTAGE INDEX l z UNVw. �swF yKR' C """e�0 0155 5+ tl DETAIL(s) �' TIPF•t N41 R�o1SvL' ea11 ,Fi> LMNG AREA- BASEMENT 713 SF 12 FLOOR FRAMING PLAN (1ST FLR) b• pF ppv►R°�reW► �`�{' LMNG AREA - (1ST FLR) 1321 SF FLOOR FRAMING PLAN (2ND FLR) W Wes„ GR SIN _�R VI 4 ,,,.. S-c\C- 1 LIVING AREA- (2ND FIR) 877 SF LOWER ROOF FRAMING b0 ) vEN 2 /0,0 • c�`5� 2N� t51TE PLAN 0 5 10 tMNG AREA-TOTAL 2911 SF 13 U$7ARUsOOF FRAMING � 515 SF Drawnhy; 'J�� ~0—�— SHOP 14 TYPICAL WALL SECTIONS JMC /- Salo:t=10'-0' COVERED REAR PATIO/DRWE(BASEMENT) 665 SF Date. 15 BUILDING CROSS SECTIONS COVERED FRONT PORCH (1ST FIR) 80 SF Dec.29,2016 /' FULL SCALE, COMPLETE SURVEY NOT PROVIDED. COVERED REAR PORCH (TSi FIR) 483 SF ' Scale ..-----•-- THiS SiTE PLAN WAS CREATED FROM INFORMATION PROVIDED BY THE COVERED REAR PORCH (2ND FLR) 171 SF S1-S2 STRUCTURAL ENGINEERING I"=IO'-0"o.n.o. OWNER, WITH BOUNDARY, TDPO, CURB INFORMATION etc.,ALL SCALED LATERAL PLANS. DETAILS, SIiEAIZWALL CALLOUTS, SPECS, etc. FROM REDUCED COPIES OF A 2014 SURVEY AND SKETCHES. VERIFY AU- ADDED BY- sl�"p` UNCOVERED SIDE DECKS (1ST FLR) 137 SF REVISIONS 3/4/17: Tim K.Garrison,P.E. EASEMENTS OF RECORD NOT SURVEYED;ASSUMED HERE FROM A UNFINISHED ATTIC STORAGE MD 1500 E.College Way. #515 REDUCED COPY OF CRY MAPPING AERIAL VIEW,PROVIDED BY OWNER. Mount Vernon,WA 98273 360-708-1865 Phone of Sheets • • . .. I L ________1 _____ .. _ :. . N (04' -43' off" E •iii t :44km, moNe.�mirwr tbumr, m NUMtoWr _ �►. 6i anrct.+c O A K E S AV E hJ U E .. ur�.Iey. �.'>i. I of h u� uts IN CAW 4t lr r!i rjia 1401 II, ION, 1' _-_ •4.41#4.fle1,: ;; __ 311.e41o' - _ _ . . .-. . - 3711.Clip' - . . .......... r. • - 37q.04�' '.. 150.016.. T r ,—` - (PLl,T leo.o•) +, W __ .-*lcrc, -. -4a' `a+►o'' n_•,..-. - ..;k,; ItA..l e- = I • - GT 1 •4.1 4 9eI' - -- - . . . 2.4cl.14.' - - - -- -- —.1 t: - - =3 , - - �- - _ . . 1f�. •" ` 4. ' �. 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S. -0,9-iE, f?E ( �'a4�5A„o g ..� pv4"aY: ,{ OATILAA/E/99¢ LEONARD, BOUDINOT a ODJE, INC. six r I - ire O S ' , Cor'flc.to Mo. /9G4.S Dr1e l�-Zz- r S,9 - ! or y F� CIVIL E INEE*$ APO LAID VEYORS �: t y •- Couwr/. WAS>a,►idrt:304 its.caul doc 44'I401A pS II. 4M$Irw1,You*Vernon,wsaldn$sn >l5-i'1i1 4a'IO~ 84 22 ail . la-4.t- /!r e5.14,0 (;)•i A/. 4.1Ice r i or' 0 • : 11 • 0 - DO .:.: 3 Alsommenv _ - �: . _- K1 !o c1 ° 43' 05 ' e- 1 L_ .._._ _ ___ _ _ __ OA K L S A'/E N U E. 1 tita�t,�tt r•1T .�►.Iv �,, , �kx NJ CAGE 4 y119 3'1G1.o18 ZZ4os.84' 1 _ .:r.': F .>;.. _ a NT ( P.Ar 3eo.o' ) Ili GI- 111 - I I 1 1 SAS I or 5A 2 1LJ,11 - : 1� . -1-- - LE- ^ r---- �c. —�' t . ' - 1� '7 U 1 of fc s1's , AT P 2A��S 1 �I Y4 4O' ''+:. 46,s,:- :1$5' l- I I 40 W qo' I � 9a. cwer �/ �1T cCtNT ,S I ,a►r, L11 E.ME ALOITt7!'S FI 4 13 • ] I up. 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I x.,t.„Ll4E�'/.t/G /,V BLOc f.:S- - :4 _ - /,f/ BOO,e• /S OF�Y/.2- YS 1 ,� 0 free-P.Sf,,,,,v 77O�t/. 1aV'GTION 23, r= .: ._.• _ w•,e- W4ASN;ti^O -rc rn 15NI1� 95 14oen.1. 1216,1401E,r1 1�.oG-r, ,.-_ I :� • o = ; , G Pao.�,w , r REVISED WECAOIZ I2 o1= �ut2�/ /` aN�����o u.�'. BANK of W S4-f I i•10-T 0 N - Ex�,aEs l�l i Iat.OG_K4 102, 462 , 40,, 1002 -r4ee.U�n1DO'S, FLAT OF "NORTHL 121J 1'AG11t IG ,ZZ-! A D171 I 0 N o A r`114C.a , W,�1}�I7!J derO 1J , AI W /4 CIF GECT IOSJ ?3,T 35 ►.tt 12 1 r, x/yt. own er:S °ATE:j ,, -,qqg LEONARD, BOUDINOT B SKODJE , INC. gym: I. = 50' FIELD pjK c1 CIVIL ENGINEERS MO LAND SURVEYORS ...I. 603 5. 1st Street, Mount Vernon, Wushtnplon 9�6-575i q 2 2 2 8 LA-x.e. /t'r cI.0 02, s s 14-r 2 CP 3 = Block 1003-Tract A Al of Lots i end 2 and the East Half of Lot 3 all in Block 1003 of the Plel of Northern Pekafic Addition to Anacortes as recorded in Volume 2 of Plata page 9, records ofSSkagit- - � . 5 L.,-, ` c .sc I ION 5 County, Washington. .:I:• Block 1003-Tract B AI of Lots ¢ ands and the West fralt of Lot•0 ail in Block 1003 o the Piet of Northern lIS"of Lof�_3' rtd:r1"s'd the E 2 N of Lot S all in Bock 702 of the Plat of Northern Pacific Addition to Anacortes as recorded in Vokurne 2 of Piste, page 9, records of Skagit Pacific Addition to Anacortes as'r_sanded in Volume 2 of Plats, page 9, records of Skagit County Wee ngton. = Washington. Waslon. Block 702-Tf t _ - -- Block 1003-Tract C : :- NI of Lots & and 7 and the East huff of Lot a all in Block 1003 of the Plat of Northern All d Loa a and 7 end.11lriill ...'-. 4,, .'• d L 7il al the East 10.Oo feet d Lot a all Patdic Addition b Ar►ecortee M receded in Volume 2 of Plats, page 9, recards of in Mock 702 of the Meet tktftif sin Pu c-kddilion kJ"Mpcoi ss es recorded in VolumeSkagit 2 of Mats, peps 9, records of Skagit County,-Wasl ton. County, Washington Bieck t10a»Tract A = = Block 1003-0 M All d Lots 1 end 2 end the East hail of`Lot 3 all in Block''902 d.;,ll►k'Pf B:.of Northern Al of Loa 9 and/o and the West half o Lot B all in Block 1003 of the Plat of Northam Pscillc Addition to Paci c Addition to Anacortes as recorded in Volume 2 of Plats, page 9, records of Skagit County, Arhacontes as recorded in Volume 2 of Pletff ;page, rscords of Skagit County asfMrpl W on. Block 902-Tract B _ 'F ; ---::: :-- Block 1004-Loi 5 f=: Northern? >: AN of Lots 1 and 2 and the East half o Lot 3 al in block 1004 d the Plato Northern All of lots 4 and 5 and the West half d Lot 3 all in Bock 9•.„ Of the Plat d Nor T r Pacificto Mecortes as recorded in Volume 2 of Plats, page 9, records of Skagit Pacific Addition to Anacortes as recorded in Volume 2 of Plats;`pege9;=.records of Skagit - County, Washington. - County, Washington. Block 902-Tract C <= Block 1004- Lot 6 AM of Lots 6 and 7 and the East half of Lot 8 all in Block 902 of the Plat of Natihar <: = AN of Lots 4 and 5 and the West half of Lot 3 all in Block 1004 of the Plat of Northern Pacific Addition to Anacortes as recorded in Volume 2 of Plats, page 9, records of Skagit = - = Pacific Addition la Anacortes as recorded in Volume 2 of Plats, page 9, records of Skagit County, Washington. _ _ ,_._County, Washington. Block 902-Tract 0 - Block 1004- Lai 7 All of Lots 9 and 10 and the West half of Lot 8 all in Block 902 of the Plat cf Northern All of Lots 6 and 7 and the East half of Lot 8 all in Block 1004 of the Plat of Northern Pacific Addition to Anacortes as recorded in Volume 2 of Plats, page 9, records of Skagit ;_ Pacific Addition to Anacortes as recorded in Volume 2 of Plats, page 9, records of Skagit - ' County, Washington. --= County Washington. Block 903-Tract A Block'100!l -:ot It ''• All of Lots i and 2 and the East half of Lot 3 all in block 903 of the Plat of Northern - t,. Alt of Lots 9 and 11a.:and the West half of Lot 8 all in Block 1004 of the Plat of Northern Pacific Addition to Anacortes as recorded in Volume 2 of Plats, page 9, records of Skagit -Pacifro,Addition-to'Anecortes as recorded in Volume 2 of Plats, page 9, records of Skagit County. County, Washington. Washington __ Block 1005- Lot- I - Block 903-Tract B = AN of Lots / and z'and the East_!off`ol Ltit 3 et in Block 1005 of the Plat of Northern M of4 A Lots and 5 and the West haN of Lot 3 all in Block 903 of the Plat of NorthernPacific Addition to Anaci itreslss'recorded in Volur:re:2:of Plats, page 9, records of Skagit Pacific Addition to Anacortes as recorded in Volume 2 of Plats, page 9, records of Skagit Cunty, Wahigton. -- - .: County, Washington. = Block 903-Tract C Block 1005-Lit 2 AN of Lots 6. and 7 and the East half of Lot B ell in Block 903 of the Plat of Northern AM of Lots 4 and 5 and the West h.lf of'Lot=�'=M in Block 1LI 'ol t =PW of Northern Pacific Addition to Anacortes as recorded in Volume 2 of Plats, page 9, records of Skagit Pacific Addition to Anacortes as recorded in°Volumi 2 o1;_JMrds, 9, records of Skagit C County, Washington. county, Washington, Block 1005-Lai 3 `4, Block 903-Tract 0 AM of Lots 9 and /0 and the West half of Lot 8 all in Block 903 of the Plat of Northern AM of Lots 6 and 7 and the East half of Lot . all in Block.4005'of the.Plat of Not ern�" Pacific Addition to Anacortes as recorded in Volume 2 of Plats, page 9 ecprds o1 Skagit '����' Pacific Addition to Anacortes es recorded in Volume 2 of Plats, page 9, records of Skagit County, Washington. - ,;:,„,._ `=:°-:;.rfsis sthE'V v /.s A County, Washington, _- t ' _. O,E',E'ECT/O.V /, 'V V .0'°' .: -`c=?*.: „.:_:.,,,f.:_4:,''-* ...„,,,7e7 CV,C.E'ECT GOT Block 1002-Tract A Block 1005--Loy _ - 9 �3�Nn�o s� All of Lois 1 and 2 and the East half of Lot 3 all in Block 1002 of the Plat of Northern All of Lots 9 and /o and the West half of Lot 8 all in Block 1005 of the Plat ofNorthern " __ : A s's -s¢ �coeo� Pacific Addition to Anacortes as recorded in Volume 2 of Plats, page 9, records of Skagit''' :-. S' , �"-c6�rc/rv, Pacific Addition to Anacortes as recorded in Volume 2 of Plats, page 9, records of SR3git Q L,. ASH/ � N County, Washington. County, Washington. =, :=� ''} Block 1002-Tract B • All of Lots 4 and 5 and the West half of Lot 3 all in Block 1002 of the Plat of Northern Ply A.sir • •�;,;:_::'� _- _- _Pacific Addition to Anacortes as recorded in Volume 2 of Plats �� dFw "c;'� page 9, records of Skagit ! r�-,� �. c -���°° - __ •_: .-: .___ County, Washington. / "' .G�"'' _ -.. ► R E V 1 SED r CAM12 Or' SUZ✓M " Block 1002-Lor 10 , ff,' o ` yw -�'orw FJ" IsT0`.. ,.4' / U.%• T ,N OF WA :--- .- - in All of Lot 10 in Block 1002 of the Plat of Northern Pacific Addition to Anacortes as 13LGY.l4' 4 702, CI02, ciao, 1002 rig faVI� 1=t•Ar or"1Jblzi -le14 -.174kei sric- recorded in Volume 2 of Plats, page 9, records of Skagit County, Washington. o - � ADDITIO►.I '1'2, .4?4 ,, 1t -re /A51.41W4.nr44 ", NW ff. LN 1,.4 oIO 2 :'' 1�•J fi`�!ar , lG I E,\,LI. • 4- -Z2-71 f D1A^"UY: +5DATE:✓4/4/-79.94 LEONARD. BOUDINOT ElSKODJE INC. r�E� �+a: N/A I CIVIL ENGINEERS AND LANDANDSURVEYORS'` `�I h 103 3. 1st Street, Mount Vo Washington 336-5751 JDe ND d 2 2 2 S non, I- /0 r c at fr Gobi 3 0f 1500 E.College Way#515 Tim K. Garrison, P.E. Mount Vernon,WA 98273 Phone: (360)708-1865 Consulting Engineer timg@BuildersEngineer.com Structural Analysis: New Home at 3402 W. 2" St., Anacortes, WA Client: Ed Addicks CCI Job Number: T17051 Building Design:John Cawley Date: September 8, 2017 0 Ei C i,-, ti W El-n ,. itp , ,„ 0,wiks,„ , . , ,j , . ,. --cs 1/4.- OCT 172011 ,I CITY OF ANACORTES .4„, ,,itstrstio S4IONAL4 0)ittt7 wow 3 INDEX: Design Drawings, Callouts and Specifications. Sl, S2(24"x36") Calculations. Cl —C21 Total No. of pages excluding cover sheet: 2, 24x36+21, 8.5x11 Notes,Disclaimers: ConstructionCalc,Inc. (CCI)takes responsibility only for items specifically addressed within this report set. This report is valid only for the specific project shown above and herein.Further,this report is valid only if it is stapled or otherwise bound as it originally left this office, and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendums). t - - - — — IVA "may ` ill) ) • V .... . ... ... �A . Q51 .. ..... . .. ... . ...... . . .... . . . 3 .: 10R\1 .. ‘ 4 ‘ ‘C..„•*i„cV 371 . ,fi-- T -. - — - — t / mil lGl -, - =?,Bch{ it\ S 1 ? e :70 -4;,.. . .) I ' , ,<- _ 111 1 . k't CP • ti I Q\ I, . c ,4. - .rite ,---,- i .•. c... .ram ..r..3 R : ., r ) al ., , II III ��... , „, 11 0 jtv—ier L--------1 1. MrTr--1.••=1...=-air • • . • : isaf • ••� 1 V 1/1 III i ' ,' . . . (i ate '. p i 1 t jl /11I III • • V� •' . I VI3 E • 'C.N.. �'` rT-i ''. -I-- I ! / III �' i gets t ! •ixi 1 ' Qn I 1 •:.i , p III �� ,,, ` ' N ... . .. ... .. 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NI t' r-I ,� I ; I i r, i e t* • , ..... /% _�_ Ti— -I- ,r,, I 1— , _ II 111' a • , 3 0 i i I O7, . r ^ is - ai 1-.1 n i.... l .�II z.. 1 . `LfJ =- O a 3_1In G'� =, , :^' i ,_ . a'.x�a♦♦vt:♦vav♦vs;rr.♦_♦L�ti' :errs:^ . op Lti :---. Iti .....• r < 4„ it I I ,6 ' 1 _ t! I m • • , I I I 4. 1 \ / . .. ... .............. i V 1 t c4/ I 't L tm / \ II 1 / \ %.N3 actCO CD • . ,/, „<„ j11 X � I • I -----, I —� t0 'C II ; / X \ I I • N Oo t 1 III / \ . t2 O r 1 / \ 1 I / \ 00 N 1" . . I• V�i W UUi r • / • L_J .. 1 xs, I__--_� t--- • , . Structural Design Loads - IBC 2015 & ASCE 7-10 Seismic Calculations - Per ASCE 7-10 Project Addicks home Job No t17051 Date 8/31/17 Location 3402 West 2nd St., Anacortes, WA USGS 0.2 Second Response Ss = 1.094 % of gravity USGS 1 .0 Second Response Si = 0.434 % of gravity No. of stories above ground lev. Two Stories Site Class Stiff Soil Profile, D(Typ.) V Risk Factor Comm'l, Industrial,Residential - Med Hazard, l! 'r'' Equiv Lateral Force Method ..... .... Seis importance, IE = 1.00 Structural System Bearing wall wood or light steel shear wall ♦ .2 sec response, Ss = 1.094 Ss use for Cs = 1.094 Is structure regular and 5 stories or less? Yes • Use Ss=1.5 max for Cs calc 1 sec response, Si = 0.434 Site coef, Fa = 1.062 Redundancy factor, p= 1 Site coef, F„ = 1.566 Period, long-period (Map, ASCE7-10, p. 224, fig 22-12), TL = 16 Response mod coef, R = 6.50 Height of top of building, hn = 37 ft O - Str factor, flo= 3.00 Defl Amplf, Cd= 4.00 EQUIVALENT FORCE METHOD, ASCE7-10, 12.8 I Ht Limit 65.0 ft Required Seismic Design Category D Spectral accel parameter, SMS = 1.162 Height Limit (feet) 65 Spectral accel parameter, SMI = 0.680 Max. Allowable Story Drift 0.015 hsx or L / 67 Design spectral parameter, Sos = 0.775 0 - Str factor, no 3.00 Design spectral parameter, SDI = 0.453 Seismic Base Shear, V 0.119 * w I Building period coef, CTs = 0.020 Horizontal Seismic Load Effect, Eh 0.119 * W Approx fundamental period, Ta = 0.300 Vertical Seismic Load Effect, Ev 0.155 * W Upper limit period coef, Cu = 1.400 Seismic Load Effect E = Eh + - Ev 0.274D & -0.036D Building period, use, T = 0.420 LRFD Comb 5 1.355D + Eh + .5L + .2S Csmax = 0.232 LRFD Comb 7 0.745D + Eh Csmin = 0.010 ASD Comb 5 1.108D + .7Eh Seis response coef, Cs = 0.119 ASD Comb 6b 1.077D + .525Eh + .75L + .75S Min diaphragm force, Fpx min = 0.155D ASD Comb 8 0.492D + .7Eh Max diaphragm force, Fpx max = 0.31 D Wind Loads Per ASCE 7-10 - Analytical Procedure Wind Loads On Buildings - MWFRS, Directional Procedure - All Heights ASCE7-10, Chapter 27 Project Addicks home Job No t17051 Date 8/31/17 Building Wind Exposure Exp D -Up to 600' of B or C + flat, unobstructed or water. V Enclosure Classification Enclosed Building(Typical) 3-Sec Gust, Basic 120 mph 'r'' ASCE7-10 maps, Fig 26.5, p247 ASD, Basic Combos.Stress increases allowed for wood only. Method Load Comb Factor 0.6 Roof Pitch 1 10.00 /12 Slope 1 0 = 39.8 deg Roof Pitch 2 4.00 /12 Slope 2 9 = 18.4 deg A Mstr - 2012 IBC Loads Calcr 6-6-17 8/31/17 ConstructionCalc, Inc cif Lateral Load Calculator Job No.: t17051 Job Name: Addicks By: tkg Architect/Designer: Date: 8/31/2017 Building: house SEISMIC LOAD CALCULATOR Seismic Factor: 0.119 Roof Snow 25 psf Fir Storage LL Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: main lev main e-w dn n-s dn e-w n-s _ Dim 1 2172.00 N Dim 2 1.00 o Mul factor 1.30 1.30 1.30 1.30 1.30 1.30 1.30 . 1.30 Trib Area 2827.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o Dead weight, psf.; 15.0 ' 15.0 ' 15.0 f 15.0 I 15.0 r 15.0 1 15.0 1 15.0 Seismicfactor.; 0.119 i 0.119 , 0.119 0.119 , 0.119 , 0.119 , 0.119 , 0.119 Calc'd seis load 5046.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 768.50 _ Dim 2 1.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Trib Area 768.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 w Dead weight, psf.[ 10.0 + 10.0 + 10.0 F 10.0 1 10.0 F 10.0 1 10.0 + 10.0 Seismic factor.[ 0.119 1 0.119 1 0.119 i 0.119 J I 0.119 1 y 0.119 I 0.119 i 0.119 J 1 Calc'd seis load 914.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 20.00 Dim 2 14.00 _ Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 Trib Area 280.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dead weight,psf.; 15.0 ; 15.0 ; 15.0 I 15.0 15.0 15.0 ; 15.0 ; 15.0 41 Seismicfactor.1 0.119 l 0.119 i 0.119 I 0.119 l 0.119 I 0.119 j 0.119 0.119 I Calc'd seis load 499.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Other GLs 6461.1 Seismic Applied V 6461.1 6461.1 0.0 0.0 0.0 0.0 0.0 0.0 WIND LOAD CALCULATOR Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: main lev main e-w dn n-s dn e-w 0 0 0 0 n-s Dim 1 511.00 103.50 Dim 2 1.00 1.00 o Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 Trib Area 511.0 103.5 0.0 0.0 0.0 0.0 0.0 0.0 ct Wind psf load; 10.7 , 10.7 , 10.7 , 10.7 , 10.7 , 10.7 , 10.7 , 10.7 Calc'd wind load 5467.7 1107.5 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 462.00 614.00 [n Dim 2 1.00 1.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 X Trib Area 462.0 614.0 0.0 0.0 0.0 0.0 0.0 0.0 w Wind psf load!. 23.8 A 23.8 i 23.8 23.8 1 23.8 i 23.8 j 23.8 1 23.8 Calc'd wind load 10995.6 14613.2 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 44.00 29.00 Er) Dim 2 11.00 11.00 v Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 X Trib Area 0.0 0.0 484.0 319.0 0.0 0.0 0.0 0.0 w Wind psf load! 22.6 , 22.6 , 22.6 , 22.6 , 22.6 , 22.6 , 22.6 , 22.6 , Calc'd wind load 0.0 0.0 10938.4 7209.4 0.0 0.0 0.0 0.0 Other GLs 16463.3 15720.7 Wind Applied V 16463.3 15720.7 27401.7 22930.1 0.0 0.0 0.0 0.0 Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: main lev main e-w dn n-s dn e-w 0 0 0 0 n-s Controlling V 16,463 lb 15,721 lb 27,402 lb 22,930 lb 0 lb 0 lb 0 lb 0 lb Controlling Force Type wind wind wind wind - - - - ConstructionCalc, Inc c5 Description: main ley n-s Distribution of Lateral Loads Total V, unfactored 15,45'3 lb Building: house Wind or Seis control? (w or e) wind Total V, factored 9,878 lb Grids 21 22 Percentage V 50% 50% 0% Leftover V/ grid 4,939 lb 4,939 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 9,878 lb Sum check OK Min. Min. Grid Pnl 1 PnI 2 PnI 3 Pnl 4 PnI 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use 14.6 If 8.2 If 22.8 If 217 plf 2PW 6GW 12.6 If 4.7 If 17.3 If 285 plf 2PW 8GW Description: main e-w Total V, unfactored 15,721 lb Wind or Seis control? (w or e) wind Total V, factored 9,432 lb Grids 2b 2c Percentage V 60% 40% 0% 0% Leftover V I grid 5,659 lb 3,773 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 9,432 lb Sum check OK Min. Min. Grid PnI 1 Pnl 2 PnI 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use 4.0 If 4.6 If 2.0 If 10.6 If 534 plf 3PW 8GW 5.0 If 6.0 If 15.1 If 4.0 If 30.1 If 125 plf 1PW 6GW Description: dn n-s Total V, unfactored 27,E-02 lb Wind or Seis control? (w or e) wind Total V, factored 16,441 lb Grids 1 2 3 Percentage V 33% 34% 33% 0% Leftover V/ grid 5,426 lb 5,590 lb 5,426 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 16,441 lb Sum check OK Min. Min. Grid PnI 1 Pnl 2 PnI 3 PnI 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use 25.0 If 25.0 If 217 plf 2PW 6GW 20.5 If 20.5 If 273 plf 2PW 8GW 0.0 If #DIV/01 #DIV/0! #DIV/0! Description: dn e-w Total V, unfactored 22,930 lb Wind or Seis control? (w or e) wind Total V, factored 13,758 lb Grids b c Percentage V 60% 40% 0% Leftover V/ grid 8,255 lb 5,503 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 13,758 lb Sum check OK Min. Min. Grid PnI 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 PnI 8 Pnl 9 Pnl 10 Sum Eh PW use GW use 3.2 If 4.5 If 3.1 If 17.9 If 28.7 If 288 plf 2PW 8GW 0.0 If #DIV/0! #DIV/O! #DIV/0! Uplift Calculator Panel I.D. 2b Unit lateral load, factored, Eh, plf 534 plf UpliftRange Panel horiz. length, ft. 4.0 ft Panel ht. (mom-arm), ft. 9.0 ft Add'I uplift from upper story, Lt. end, lb Add'I uplift from upper story, Rt. end, lb Dead point load at Lt. end, lbs. 500 lb Dead point load at Rt. end, lbs. 500 lb No. AB's to help keep Lt. end down 2.0 ea. No. AB's to help keep Rt. end down 2.0 ea. Dead weight UDL, plf 630 plf Uplift Lt. end, ASD comb 7, 8 2,750 lb #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! Uplift Rt. end, ASD, comb 7, 8 2,750 lb #DIV/0! #DIV/0! #DIV/0! #DIV/0! #D!V/0! #DIV/0! #DIV/0! #DIV/0! CS v ;r, Pro Beam Tim Garrison, P.E. 0 s R`L(CTfo ALC We'Ent•ower--The.sir 1d}n Xnduoti:s v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17051 Spans and Supports pports(Note,pitch and fixity,if any,not shown) Member I.D. 21h Other Info. 9/5/17 4 1 2 3 4 5 Type? Simple span.fully braced ♦; Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.00 ft 6.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&f/240 • 360 = 0.20 in Total, L/ 240 = 0.30 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 6.00 ft Add Self Weight? Yes-Self weight will be added to applied DL IP Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No qvIncrease Roof DL for pitch? _YS f, , '„,.._.,_ ' Roof Pitch I 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 10 psf 25 psf 11.00 ft - 111.5 lb/ft 275.0 lb/ft Tot Unif Load - 111.5 lb/ft 275.0 lb/ft Loads Point loads are 1/10 scale 600 400 200 1 2 3 4 5 -200 4x And Smaller(Lumber) Calc'd Member Results For 2 x 12 ....................................... .... Solutions Using Self Weight of Sawn 2 x 12, 4.3 plf 2 x 12 a►`: Load Duration Snow:1,1S ♦ %Overdesign 2 x 10 (4)2 x 5 Moisture Medium Dry-18% W Douglas Fir-Larch '►i Repetitive Use? No Y Pos Bending 55.0% (2)2 x 8 3 x 8 Press Treated? No,Not P.E. v No.2 r Flat Use? No • Neg Bending NA (3)2 x 5 4 x 6 Temp Cond. i, tog deg F&less v Fb Pos 1,034 psi Fv 207 psi Shear 98.6% Fb Neg 855 psi Fcp 625 psi Span(s) Defl'n 2429.3% Allow Pos Mom 2,726 ft-lb 1177.98 in"4 Cantilever(s) Defl'n NA Allow Neg Mom -2,255 ft-lb E 1,600 ksi Calc'd member OK by: 55.0% Allow Shear 2,329 lb El 284,766 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 4.31 plf For 2 x 12 Cond's Of Use: Load Duration:1.15-Snow 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,172 lb 1,172 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 347 lb 347 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr 1 - Max Up Defl - 0.000 in - - - Allowed 0.300 in 0.300 in 0.300 in Max Dn Defl - -0.012 in - - - Allowed 0.300 in 0.300 in 0.300 in ProBeam_v7_0_WC c.7 �S,RUCTION CALL ProBeam Tim Garrison, P.E. We=Fm•'oyes.The:Eiulictlis. Indust :i v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17051 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 21 h case 2 Other Info. 9/5/17 4 0.5 1 1.5 2 2.5 3 3.5 4 5 Type? Simple span,fully braced 'U' Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 4.00 ft 4.00 ft Allowable Deflection, Main Spans Live Only, LI Code Minimum_Normal:L/360&Ly240 4r 360 = 0.13 in Total, L/ 240 = 0.20 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 4.00 ft Add Self Weight? !Yes-Self weight will be added to applied DL "I Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No --' Increase Roof DL for pitch? Yes �''_s Roof Pitch I 4.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 3 40 psf 15 psf 16.00 ft 640.0 lb/ft 240.0 lb/ft Tot Unif Load 640.0 lb/ft 240.0 lb/ft - Loads Point loads are 1/10 scale ' 1000 - 500 - 0 `O 0.5 1 1.5 2 2.5 3 3.5 ` ' 4 5 -500 - 4x And Smaller(Lumber) Calc'd Member Results For 2 x 12 Solutions Using Self Weight of Sawn 2 x 12, 4.3 plf 2 x 12 •i Load Duration Live;1.00 ♦ %Overdesign 2 x 12 (4)2 x 5 Moisture Medium Dry-t5% r► Douglas Fir-Larch '1►'i Repetitive Use? No r i Pos Bending 34.1% (2)2 x 8 3 x 8 Press Treated? i No,Not P.T. V No.2 w Flat Use'? No 'V` Neg Bending NA (3) 2 x 6 4 x 8 Temp Cond. 100 deg F&fess ♦ Fb Pos 899 psi Fv 180 psi Shear 14.5% Fb Neg 851 psi Fcp 625 psi Span(s) Defl'n 930.0% Allow Pos Mom 2,371 ft-lb 1177.98 inA4 Cantilever(s)Defl'n NA Allow Neg Mom -2,244 ft-lb E 1,600 ksi Calc'd member OK by: 14.5% Allow Shear 2,025 lb El 284,766 ksi Controlling criteria is: Shear Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 4.31 plf Cond's Of Use: Load Duration:1.0-Live For 2 x 12 1.89 in 1.89 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,769 lb 1,769 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 489 lb 489 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.200 in 0.200 in 0.200 in Max Dn Defl - -0.018 in - - - Allowed 0.200 in 0.200 in 0.200 in ProBeam_v7_0_WC Ce Tim Garrison P.E. A-- G NS `RUCTION CAL( ProBeam altralt=tbrattrnarnartntrf v6.0 Gi Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015 - 2003 IBC. All designs should be checked by a competent professional. Job t17051 Spans and Supports(Note, pitch and fixity, if any,not shown) Member I.D. 22h Other Info. 9/5/17 4 1 2 3 4 5 A Type? Simple span,fully braced _V + Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.00 ft 6.00 ft Allowable Deflection, Main Spans Live Only, U Code Minimum Normal!U360 et 3,/240 360 = 0.20 in Total, U 240 = 0.30 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 6.00 ft Add Self Weight? Yes -Selfweight will be added to applied Df. Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? .No 141 i Increase Roof DL for pitch? -Yeq....`.._::"'.1 Roof Pitch i 4.0 :12 i Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 3 40 psf 15 psf 16.00 ft 640.0 lb/ft 240.0 lb/ft Uniform Ld. 5 10 psf 8.00 ft - 80.0 lb/ft Tot Unif Load 640.0 lb/ft 320.0 lb/ft - Loads Point loads are 1/10 scale 1500 - 1000m 500 - 0 1 2 3 4 5 'Q f -500 4x And Smaller(Lumber) Calc'd Member Results For 4 x 10 Solutions Using Self Weight of Sawn 4 x 10, 8.3 plf 4 x to ♦ Load Duration live:too ♦ i % Overdesign - (4) 2 x 8 Moisture Medium oty 18�b V Douglas Fir-Larch ♦ Repetitive Use? No V Pos Bending 3.1% (2) 2 x 12 3 x 14 Press Treated? No.Not P.T. V- No.2 '4v Flat Use? No V Neg Bending NA (3) 2 x 10 4 x 10 Temp Cond. too deg F&lest ♦ Fb Pos 1,080 psi Fv 180 psi Shear 33.7% Fb Neg 1,070 psi Fcp 625 psi Span(s) Defl'n 292.4% Allow Pos Mom 4,491 ft-lb 1230.84 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -4,452 ft-lb E 1,600 ksi Calc'd member OK by: 3.1% Allow Shear 3,885 lb El 369,345 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support4 Self Wt 8.28 plf For 4 x 10 Cones Of Use: Load Duration:1.0-Live 1.50 in 1.50 in - - 6x And Larger(Timber) Calc'd Member Results For 6 x 12 Solutions Using Self Weight of Sawn 4 x 10, 8.3 Of 6 x i2 ._ . ♦ Load Duration Live:1.00 ♦ ` % Overdesign s 6 x 10 12 x 12 Moisture tiediun Ory- i6% yr 1 Douglas rir,Lard! ♦ : Repetitive Use? No.... _._ ♦ Pos Bending 94.1% 8 x 8 14 x 14 Press Treated? .No.Not P.1. ♦ WCIA-No.2 ♦ Flat Use? No ♦ Neg Bending NA 10 x 10 16 x 16 Temp Cond. _100«leg F&less ♦i Fb Pos 875 psi Fv 170 psi Shear 141.4% Fb Neg 871 psi Fcp 600 psi Span(s) Defl'n 801.4% Allow Pos Mom 8,459 ft-lb 1652.59 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -8,425 ft-lb E 1,300 ksi Calc'd member OK by: 94.1% Allow Shear 7,013 lb El 848,364 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.82 plf For 6 x 12 Cond's Of Use: Load Duration:1.0-Live 1.5 0 in 1.5 0 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,905 lb 2,905 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 985 lb 985 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.300 in 0.300 in 0.300 in Max Dn Defl - -0.076 in - - - Allowed 0.300 in 0.300 in 0.300 in ProBeam_v7_0_W C C �= ��'" ProBeam Tim Garrison, P.E. S RUCTtowCALc arnartuaarsamtunomman 3 v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17051 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 23h Other Info. 9/5/17 4' 4 1 2 3 4 5 Type? Simple span,fully braced `V Left Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.00 ft 6.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L,1360&L/240 rr 360 = 0,20 in Total, L/ 240 = 0.30 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 6.00 ft r Add Self Weight? 1 Yes-Self weight will be added to applied DL • Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No 'r Increase Roof DL for pitch? .Yes.__.-_._.'IP I Roof Pitch I 4.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 3 40 psf 15 psf 15.00 ft 600.0 lb/ft 225.0 lb/ft Tot Unif Load 600.0 lb/ft 225.0 lb/ft - Loads Point loads are 1/10 scale 1000 - 500 - 0 `t? 1 2 3 4 5 4 -500 - 4x And Smaller(Lumber) Calc'd Member Results For 4 x 10 Solutions Using Self Weight of Sawn 4 x 10, 8.3 plf 4 x 10 , Load Duration Live:1.00 V %Overdesign - (4)2 x 8 Moisture 1 Medium Dry- 18% wW Douglas Fir-Larclt Repetitive Use? No V Pos Bending 19.8% (2) 2 x 12 3 x 12 Press Treated? No,Not P.T. +w No.2 V I Flat Use? No IP Neg Bending NA • (3) 2 x 10 4 x 10 Temp Cond. 100 deg f&less w Fb Pos 1,080 psi Fv 180 psi Shear 55.4% Fb Neg 1,070 psi Fcp 625 psi Span(s) Defl'n 322.2% Allow Pos Mom 4,491 ft-lb 1230.84 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -4,452 ft-lb E 1,600 ksi Calc'd member OK by: 19.8% Allow Shear 3,885 lb El 369,345 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 8.28 plf Cond's Of Use: Load Duration:1.0-Live For4x10 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,500 lb 2,500 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 700 lb 700 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.300 in 0.300 in 0.300 in Max Dn Defl - -0.066 in - - - Allowed 0.300 in 0.300 in 0.300 in ProBeam_v7_0_W C C /0 .,, Tim ��o�eam NS RUCTIONCAL Garrison, P.E.PE v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015 -2003 IBC. All designs should be checked by a competent professional. --- --- -- - -- Job t17051 - Spans and Supports(Note, pitch and fixity, if any, not shown) Member I.D. 24h Other Info. 9/5/17 4 2 4 6 8 10 12 14 16 `t8 Type? i Simple span,fully braced V - - - - - -_ - - - - Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 18.00 ft 18.00 ft Allowable Deflection, Main Spans Live Only, U Code Minimum-Normal:L136 t 84[J240 :�..... .. ...® 360 = 0.60 in Total, U 240 = 0.90 in N/A = 0.00 in Total, U N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 18.00 ft Add Self Weight? Yes-Self-weight will be added to applied DE, liP Loads: Uniform Loads Over Full Length of Member Y ................: ..1 i 1 Loads From Continuous Member? .No . "P i Increase Roof DL for pitch? Yes IP 1 Roof Pitch 4.0 :12 ; Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 3 40 psf 15 psf 2.00 ft 80.0 lb/ft 30.0 lb/ft Uniform Ld. 5 10 psf 18.00 ft - 180.0 lb/ft Tot Unif Load 80.0 lb/ft 210.0 Ib/ft - Partial Distributed Loads (Uniform or Trapezoidal) Measured from left end of member. Member Total Length = 18 ft. Start Start End End Live Dead Snow Trib.Width Location Trib. Width Location Roof 20 psf 15 psf 25 psf 12.50 ft 0.00 ft 12.50 ft 5.00 ft Floor 1 25 psf 15 psf 3.00 ft 5.20 ft 3.00 ft 18.00 ft Point Loads Measured from left end of member. Member Total Length = 18 ft. Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 4 1,200 lb 2,500 lb 5.10 ft Loads Point loads are 1/10 scale 400 1 300 -.....:.....:...:, n sM 100 =? __ s o.c+a.a:a>eeaexxaeea<.-ax:.::ov_>uac._s.aa..eoa.:zo_,Z at_..,o»_-I7.1,0>.,..,,,,C 2 ...`.....xa.,_x-o>.r,,,G-,,,.wvnc 0 -100 47. ..".7. 7" 4 6 8 1Q 12 14 16 4 20 Glu Lam Calc'd Member Results For 5.125 x 12 Solutions Using Self Weight of Glulam 5.125 x 12, 15.7 plf Mist.rnanufa tuners me Load Duration % Overdesign 2.5 x 18 I 5 x 13.5 I 8.75 x 10.5 J Moisture medium Dry f8 5.125 x12 'V Snow: 1.1S V Pos Bending 4.8% 3 x 16.5 5.125 x 13.5 Press Treated? No,Not P.T. '® 44F V4,DF/O* Iii Neg Bending NA 3.125 x 16.5 6.75 x 12 Temp Cond. ;too deg F&lesx Fb Pos 2,760 psi Fv 305 psi Shear 77.2% Fb Neg 2,052 psi Fcp 650 psi Span(s) Defl'n -2.1% Allow Pos Mom 28,286 ft-lb 1738.00 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -21,033 ft-lb E 1,800 ksi Calc'd member FAILS by: -2.1 Allow Shear 12,495 lb El 1,328,400 ksi Controlling criteria is: Defl - Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.72 plf For 5.125 x 12 Cond's Of Use: Load Duration:1.15-Snow 2.12 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 7,052 lb 4,571 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 3,904 lb 2,873 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.900 in 0.900 in 0.900 in Max Dn Defl - -0.919 in - - - Allowed 0.900 in 0.900 in 0.900 in ProBeam v7 0 WC Tim Garrison, P.E. i% RUCTION ALC ProBeam Wei;0m.owes.';7he Bulidin•':`Y`itdliittr V6.0 J Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17051 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 30j Other Info. 9/5/174 5 10 15 2V 215 Type? Simple span.fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 20.30 ft 20.30 ft Allowable Deflection, Main Spans Live Only, L/ Extra Stift t./600&L/480 v : r 600 = 0.41 in Total, L/ 480 = 0.51 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 20.30 ft Add Self Weight? Yes-Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? •�?a,..,.., '"_, Increase Roof DL for pitch? Yes 'r'J Roof Pitch I 4.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 3 40 psf 15 psf 1.30 ft 52.0 lb/ft 19.5 lb/ft Tot Unif Load 52.0 Ib/ft 19.5 lb/ft - Loads Point loads are 1/10 scale 100 . 50 0 5 10 15 2t 25 -50 I-Joist Calc'd Brand 8C1•Boise Cascade rr Results For 11-7/8" BCI 90 2.0 Calc'd Member 1 11.7/8"BCI 90 2.0 rr %Overdesign Solutions Using Self Weight of I-Joist 11-7/8" BCI 90 2.0, 3.9 plf Load Duration Live:too V Pos Bending 145.9% - 11-7/8" BCI 90 2.0 Brng @ Ends: Min 1.75',w/o web stiffner i► Neg Bending NA 16" BCI 6000 1.8 - Brng @ Mid-Supports: (No Mid Support) V Shear 180.9% 16" BCI 6500 1.8 - Allow Pos Mom. 9,550 ft-lb Allow Shear 2,150 lb Span(s) Defl'n 13.6% 14" BCI 60 2.0 Allow Neg Mom. 110 ft-lb El 645,000 ksi Cantivr(s) Defl'n NA Allow End Rxn 1,425 lb Bearing 86.2% Allow Mid Rxn 3,375 lb Calc'd member OK by: 13.6% Self Wt 3.90 plf Controlling criteria is: Defl -Span Cond's Of Use: Load Duration:1.0-Live Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 765 lb 765 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 238 lb 238 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.508 in 0.508 in 0.508 in Max Dn Defl - -0.447 in - - - Allowed 0.508 in 0.508 in 0.508 in ProBeam_v7_0_WC '- ProBeam Tim Garrison, P.E. des RUCTION AL *Iry m-:oAr s rkett,•utu41i+:•`: 04s'sW:if v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015 - 2003 IBC. All designs should be checked by a competent professional. Job tl 7051 j Spans and Supports(Note, pitch and fixity, if any, not shown) Member I.D. 31 b Other Info. 9/5/17 4 2 4 6 8 10 12 14 Type? Simple span,fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 11.50 ft 11.50 ft Allowable Deflection, Main Spans Live Only, U :Code Minimum --Normal:1/360&t/240 IP : 360 = 0.38 in Total, U 240 = 0.58 in N/A = 0.00 in Total, U N/A = 0.00 in • Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 11.50 ft Add Self Weight? Yes . Self weight will he added to applied DI IF Loads: Uniform Loads Over Full Length of Member r 1 Loads From Continuous Member? 9... ... . 7... Increase Roof DL for pitch? ;YS.,.•....''.'. Roof Pitch i 4.0 :12 l Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 10 psf 25 psf 9.00 ft - 94.9 lb/ft 225.0 lb/ft Tot Unif Load - 94.9 lb/ft 225.0 Ib/ft Loads Point loads are 1/10 scale 400 300 200 - 100 0 . -100 2 4 6 8 10 12 1,4 I 4x And Smaller(Lumber) Calc'd Member Results For 4 x 12 Solutions Using Self Weight of Sawn 4 x 12, 10.1 plf 4 x*2 V ; Load Duration :Show.1.# 411,►. % Overdesign 7 - (4) 2 x 10 Moisture Medium Dry - 1S% d' i Douglas fir-Larch IP Repetitive Use? No • Pos Bending 28.4% (2)2 x 12 3 x 14 Press Treated? No.Not PI. •` !No.2 'r► Flat Use? I No IV Neg Bending NA (3)2 x 10 4 x 12 Temp Cond. 14(1 deg F&less ' Fb Pos 1,138 psi Fv 207 psi Shear 186.4% Fb Neg 1,106 psi Fcp 625 psi Span(s) Defl'n 825.2% Allow Pos Morn 7,003 ft-lb € 415.28 InA4 Cantilever(s) Defl'n NA Allow Neg Mom -6,806 ft-lb E 1.600 ksi Calc`d member OK by: 28.4% Allow Shear 5,434 lb El 664,453 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 10.07 plf For 4 x 12 Cord's Of Use: Load Duration:1.15-Snow 1.50 in 1.50 in - - 6x And Larger (Timber) Calc'd Member Results For 6 x 10 Solutions Using Self Weight of Sawn 4 x 12, 10.1 plf 6 x 10 • Load Duration 'Snow: 1,15 V % Overdesign 6 x 10 12 x 12 Moisture Medium Dry - 18% a 1 'Douglas fir- larch V Repetitive Use? No 'w Pos Bending 20.6% 8 x 10 14 x 14 Press Treated? No,Not PI. sir WCt?6 , No.2 V Flat Use? No V Neg Bending NA . 10 x 10 16 x 16 Temp Cond. MO decj F 84 fess 4110 . Fb Pos 1,006 psi Fv 196 psi Shear 249.5% Fb Neg 998 psi Fcp 600 psi Span(s) Defl'n 556.6% Allow Pos Mom 6,576 ft-lb 1362.75 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -6,526 ft-lb E 1,300 ksi Calc'd member OK by: 20.6% Allow Shear 6,631 lb El 471,574 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.01 plf Cond's Of Use: Load Duration:1.15-Snow For 6 x 10 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,897 lb 1,897 lb - - O ft-lb 0 ft-lb 0 ft-lb O ft-lb Min Total 603 lb 603 lb - - 0 ft-lb O ft-lb O ft-lb O ft-lb Min Load Case , Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - u Allowed 0.575 in 0.575 in 0.575 in Max Dn Defl - -0.062 in - - - Allowed 0.575 in 0.575 in 0.575 in ProBeam_v7_0_W C 6 i 5 Tim Garrison, P.E. df S I r UCT[ON AL ittimmetVaracetuarricartaz e6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered.Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17051 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 32b Other Info. 9/5/17 Q 1 2 3 4 6 6 A , Type? Sin}pie span.fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.50 ft 6.50 ft Allowable Deflection,Main Spans Live Only,U Code Minimum-Normal:1/160&L/240 'r' 360 = 0.22 in Total,U 240 = 0.33 in N/A = 0.00 in Total, U N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 6.50 ft Add Self Weight? yes-Self weight will be added to applied DL II Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No 'ri Increase Roof DL for pitch? y r 1es ' Roof Pitch I 4.0:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 10 psf 25 psf 3.00 ft - 31.6 lb/ft 75.0 lb/ft Uniform Ld.4 40 psf 10 psf 6.00 ft 240.0 lb/ft 60.0 lb/ft Tot Unif Load 240.0 Iblft 91.6 Iblft 75.0 Iblft Loads Point loads are t/10 scale 600 400 200 - 0 -200 1 2 3 4 5 6 b 7 4x And Smaller(Lumber) Calc'd Member Results For 4 x 8 Solutions Using Self Weight of Sawn 4 x 8,6.5 plf 4x a V Load Duration ;Snow:1.7S rri %Overdesign 2 x 12 (4)2 x 5 Moisture 'Medium Dry•113% '►# Douglas Fir-Lasth 4 Repetitive Use? No • Pos Bending 54.0% (2)2 x 8 3 x 8 Press Treated? Yes,O.T. + No.2 V Flat Use? No V Neg Bending NA (3)2 x 6 4 x 8 Temp Cond. t04 deg P 8i less `V Fb Pos 1,076 psi Fv 166 psi Shear 154.9% Fb Neg 1,068 psi Fcp 625 psi Span(s)Defl'n 279.7% Mow Pos Mom 2,750 ft-b 1111.15 in"4 Cantilever(s)Defl'n NA Allow Neg Morn -2,730 ft-lb E 1,520 ksi Calc'd member OK by: 54.0% Allow Shear 2,801 lb El 168,945 ksl Controlling criteria is: Pos Bending Req'd Bearing Support upport 1 Support 2 Si. port 3 Su000rt 4 Self Wt 6.49 plf For 4 x 8 Cond's Of Use:Load Duratlon:1.15-Snow 1.50 in 1.50 in - - 6x And Larger(Timber) Calo'd Member Results For 6 x 10 Solutions Using Self Weight of Sawn 4 x 8,6.5 plf 6 x 70 V} Load Duration Snow:1,15 •r %Overdesign 6 x 8 12 x 12 Moisture Medium Dry- 18% ♦l Douglas Fir-Larch V Repetitive Use? !No V` Pos Bending 194.6% 8 x 8 14 x 14 Press Treated?;Yes.P.T. V WCLIS-No.z 'r'i Flat Use? Na V, Neg Bending NA 10 x 10 16 x 16 Temp Cond.:too deg r;Si less I►',I Fb Pos 805 psi Fv 156 psi Shear 382.7% Fb Neg 802 psi Fcp 600 psi Span(s)Defl'n 907.0% Allow Pos Mom 5,261 ft-lb 1362.75 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -5,244 ft-lb E 1,235 ksi Calc'd member OK by: 194.6% Allow Shear 5,305 lb El 447,995 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.01 plf Cond's Of Use:Load Duration:1.15-Snow For 6 x 10 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,099 lb 1,099 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 319 lb 319 lb - - 0 ft-lb Oft-lb Oft-lb Oft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.325 in 0.325 in 0.325 in - Max Dn Defl - -0.080 in - - - Allowed 0.325 in 0.325 in 0.325 in ProBeam_v7_0_WC Tim Garrison, P.E. COWS RUCTION C ALc ProBeam v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015 -2003 IBC.All designs should be checked by a competent professional. Job tl 7051 Spans and Supports(Note,pitch and fixity,tf any,not shown) Member I.D. 33b -- .. _ 1 Other Info. 9/5/17 1 2 3 4 5 d Type? SimpBe span,fully braced IF Left Cantilever Span 1 Span 2 Span 3 Right Cantilev r Tot Member Length Lenth of Spans: 7.50 ft 7.50 ft Allowable Deflection, Main Spans Live Only, U Code MirsirrWum-•:Normal:1./1160&L124O qr 360 = 0.25 in Total, U 240 = 0.38 in N/A = 0.00 In Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 7.50 ft Add Self Weight? Yes _Self weight will be added to applied Dt. Loads: Uniform Loads Over Full Length of Member • Loads From Continuous Member? No •i Increase Roof DL for pitch? Yes 'Pi Roof Pitch L40 :12 ] Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 3 40 psf 15 psf 12.00 ft 480.0 lb/ft 180.0 Ib/ft Uniform Ld. 5 10 psf 8.00 ft - 80.0 ib/ft Tot Unif Load 480.0 lb/ft 260.0 lb/ft - Loads Point loads are 1/10 scale 1000 - _ __ _ -_____. ..___.�� .._ . .... ....- 500 - 0 � - 1 2 3 4 5 6 7 -500 I 6x And Larder(Timber) Calc'd Member Results For 6 x 10 i Solutions Using Self Weight of Sawn 4 x 12, 10.1 plf .6x10 rr I Load Duration 'Live:1.00 _ rr ' % Overdesign • 6 x 12 12 x 12 Moisture Medium Ory 18% T i Douglas Fir-Larch V 1 Repetitive Use? ;No 'V` Pos Bending -15.3% 8 x 10 14 x 14 Press Treated? Yes,A7 IF J WCLIB -No.2 -v Flat Use? :No •1 Neg Bending NA 10 x 10 16 x 16 Temp Cond. ' 100 deg F&less r► Fb Pos 700 psi Fv 136 psi Shear 64.0% Fb Neg 698 psi Fcp 600 psi Span(s) Defl'n 214.6% Allow Pos Mom 4,575 ft-lb 1362.75 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -4,560 ft-lb E 1,235 ksi Calc'd member FAILS by: -15.3% Allow Shear 4,613 lb El 447,995 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.01 plf Cond's Of Use: Load Duration:1.0-Live For 6 x 10 1.50 in 1.50 in - - Glu Lam Calc'd Member Results For 5 x 9 Solutions Using Self Weight of Sawn 4 x 12, 10.1 plf roust manufacturers • Load Duration % Overdesign 2.5 x 9 5 x 6 8.75 x 9 I Moisture i Medium Dry- UM . S x 9 Live!1.00 V Pos Bending 156.0% 3 x 7.5 5.125 x 6 Press Treated? :Yes,P.T. r' 24E-V4.DE/OF 'r' Neg Bending NA 3.125 x 7.5 6.75 x 7.5 Temp Cond. .100deg F&less V Fb Pos 2,400 psi Fv 265 psi Shear 182.6% Fb Neg 1,837 psi Fcp 650 psi Span(s) Defl'n 284.0% Allow Pos Mom 13,499 ft-lb 1303.75 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -10,333 ft-lb E 1,800 ksi Calc'd member OK by: 156.0% Allow Shear 7,950 lb El 546,750 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 11.51 plf For 5 x 9 Cond's Of Use: Load Duration:1.0-Live 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,813 lb 2,813 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 1,013 lb 1,013 lb - - 0 ft-lb 0 ft-lb 0 ft-lb Oft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.375 in 0.375 in 0.375 in - Max Dn Defl - -0.085 in - - - Allowed 0.375 in 0.375 in 0.375 in ProBeam_v7_0_WC C `Av ProBeam Tim Garrison, P.E. C�i_15 ; ____3l\l 1LC v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17051 Spans and Supports(Note,pitch and fixity, pp if any,not shown) Member I.D. 34b Other Info. 915/17 i 1 2 3 4 54 Type? Simple span.fully braced 'r Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.00 ft 6.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal_1/360&U240 •j 360 = 0.20 in Total, L/ 240 = 0.30 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 6.00 ft r Add Self Weight? 1 Yes-Self weight will be added to applied DL V I. Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No .-....I.: Increase Roof DL for pitch? Yes "i Roof Pitch 1 4.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 2 40 psf 15 psf 14.00 ft 560.0 lb/ft 210.0 lb/ft Uniform Ld.5 10 psf 8.00 ft - 80.0 lb/ft Tot Unif Load 560.0 lb/ft 290.0 lb/ft - Loads Point loads are 1/10 scale 1000 500 • 1 2 3 4 5 -500 4x And Smaller(Lumber) "Calc'd Member Results For 4 x 10 Solutions Using Self Weight of Sawn 4 x 10, 8.3 plf 4 x 10 r► Load Duration Snow:1.15 ♦ %Overdesign - (4)2 x 8 Moisture l Medium Dry-18% AP Douglas Fir-larch r►I Repetitive Use? No vPos Bending 33.7% (2) 2 x 10 3 x 12 Press Treated? [No,Not P.T. ♦ No.2 • Flat Use? No v Neg Bending NA (3)2 x 8 4 x 10 Temp Cond. 100 deg F&less V Fb Pos 1,242 psi Fv 207 psi Shear 73.5% Fb Neg 1,229 psi Fcp 625 psi Span(s)Defl'n 342.7% Allow Pos Mom 5,165 ft-lb 1230.84 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -5,112 ft-lb E 1,600 ksi Calc'd member OK by: 33.7% Allow Shear 4,468 lb El 369,345 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 8.28 plf Cond's Of Use: Load Duration:1.15-Snow For 4 x 10 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,575 lb 2,575 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 895 lb 895 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.300 in 0.300 in 0.300 in Max Dn Defl - -0.068 in - - - Allowed 0.300 in 0.300 in 0.300 in ProBeam_v7_0_WC CP 1 i Tim Garrison, P.E. CS';RUCTION C AI."". ProBeam v6.0 4 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17051 Spans and Supports(Note,pitch and fixity,if any, not shown) Member I.D. 36b Other Info. 9/5/17 2 4 6 8 10 12 14 16 Type? Simple span,fully braced V: Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 15.00 ft 15.00 ft • Allowable Deflection, Main Spans Live Only, L/ Cale fvlinimum Normal:U360&Lim lir r 360 = 0.50 in Total, L/ 240 = 0.75 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 15.00 ft Add Self Weight? Yes-Self Weight will be added to applied Pl `Y Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No..,..... . Increase Roof DL for pitch? Yes •,. .:Y. Roof Pitch 1 4.0 :12 Live Dead Snow Trib. Width Live Dead Snow • Uniform Ld. 1 - Roof 20 psf 10 psf 25 psf 20.00 ft - 210.8 lb/ft 500.0 lb/ft Uniform Ld. 2 20 psf 5 psf 13.00 ft 260.0 lb/ft 65.0 lb/ft Uniform Ld. 5 10 psf 4.00 ft - 40.0 lb/ft • Tot Unif Load 260.0 lb/ft 315.8 lb/ft 500.0 lb/ft Loads Point loads are 1/10 scale 1500 1000 500 - 0 -500 2 4 6 8 10 12 14 16 • Glu Lam Calc'd Member Results For 5 x 12 Solutions Using Self Weight of Glulam 5 x 12, 15.3 plf Mist manufacturers •> Load Duration % Overdesign 2.5 x 16.5 5 x 12 8.75 x 9 I Moisture Medium Dry- 18% ♦] .S x 12 V Snow 1.1h VP Pos Bending 8.9% 3 x 15 5.125 x 12 Press Treated? [No,Not P.T. V'• 24F-V4,OF/OF ♦ Neg Bending NA 3.125 x 15 6.75 x 10.5 Temp Cond. .tor}deg F&less ♦. Fb Pos 2,760 psi Fv 305 psi Shear 80.4% Fb Neg 2,066 psi Fcp 650 psi Span(s) Defl'n 44.3% Allow Pos Mom 27,596 ft-lb 1720.00 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -20,659 ft-lb E 1,800 ksi Calc'd member OK by: 8.9% Allow Shear 12,190 lb El 1,296,000 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.34 plf For 5 x 12 Cond's Of Use: Load Duration:1.15-Snow 2.08 in 2.08 in - - Engineered Lumber Calc'd Brand Boise Cascade . ' Results For 5.25 x 11.875 2.0E Solutions Using Self Weight of Glulam 5 x 12, 15.3 plf Calc'd Member 5.25 x 11.87S 2.0E 3100 uersat ♦ 3100 VersaLam - - Load Duration snow:3.15 ♦ % Overdesign - - Repetitive Use? I No V' Pos Bending 44.6% 2.625 x 16 2.0E 2800 VersaLam - Fb Pos 3,565 psi Fv 328 psi Neg Bending NA 3.5 x 14 2.0E 3100 VersaLam - Fb Neg 3,514 psi Fcp 750 psi Shear 101.5% 5.25 x 11.25 2.0E 3100 VersaLam - Allow Pos Mom. 36,654 ft-lb E 2,000 ksi Span(s) Defl'n 63.2% - - Allow Neg Mom. -36,130 ft-lb El 1,465,240 ksi Cant(s) Defl'n NA - - Allow Shear 13,622 lb Calc'd member OK by: 44.6% - - 1732.62 in^4 Controlling criteria is: Pos Bending - - Self Wt 15.94 plf Cond's Of Use: Load Duration:1.15-Snow - - Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 5.25 x 11.875 2.0E 3100 VersaLam 1.72 in 1.72 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 6,759 lb 6,759 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 2,484 lb 2,484 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.750 in 0.750 in 0.750 in Max Dn Defl - -0.520 in - - - Allowed 0.750 in 0.750 in 0.750 in ProBeam_v7_0_WC f RUCT(ON ALE ProBeam Tim Garrison, P.E. w:e Brimiaowcr-t•ta:aunna ri•<s;iauoitr v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17051 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 41b Other Info. 9/5/17 4 1 2 3 4 5 6 7 8 9 10 Type? Simple span.fully braced r► Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 9.50 ft 9.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L/240 rr 360 = 0.32 in Total, L/ 240 = 0.48 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 9.50 ft Add Self Weight? Yes-Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No • Increase Roof DL for pitch? .Yes !. Roof Pitch { 4.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 4 40 psf 10 psf 6.00 ft 240.0 lb/ft 60.0 lb/ft Tot Unif Load 240.0 lb/ft 60.0 lb/ft - Loads Point loads are 1/10 scale 400 1 300 t 200 - 100 - 0 i -10011 1 2 3 4 5 6 7 8 9 10 4x And Smaller(Lumber) Calc'd Member Results For 4 x 10 Solutions Using Self Weight of Sawn 4 x 10, 8.3 plf 4 x 10 r Load Duration . Live;1.00 ♦ %Overdesign (4)2 x 8 Moisture Medium Dry-18% IP Douglas Fir-Larch 'r' Repetitive Use? No ♦` Pos Bending 3.9% (2)2 x 12 3 x 14 Press Treated? s Yes. P.T. APNo.2 .r Flat Use? No wr Neg Bending NA (3)2 x 10 4 x 10 Temp Cond. 1100 deg F&less • Fb Pos 864 psi Fv 144 psi Shear 113.5% Fb Neg 854 psi Fcp 625 psi Span(s) Defl'n 21.6% Allow Pos Mom 3,593 ft-lb 1230.84 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -3,551 ft-lb E 1,520 ksi Calc'd member OK by: 3.9% Allow Shear 3,108 lb El 350,878 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 8.28 plf For 4 x 10 Cond's Of Use: Load Duration:1.0-Live 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,456 lb 1,456 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 316 lb 316 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.475 in 0.475 in 0.475 in Max Dn Defl - -0.332 in - - - Allowed 0.475 in 0.475 in 0.475 in • ProBeam_v7_0_WC C17 Tim Garrison P.E. A?Li ProBeam We-a •'arise=' h.v.Solidus•1,ndustr t v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015 -2003 IBC. All designs should be checked by a competent professional. Job t17051 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 42b Other Info. 9/5/1741 2 4 6 8 10 4 14 Type? Simple span,fully braced • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 12.00 ft 12.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum Normal:L/360&L/240 360 = 0.40 in Total, L/ 240 = 0.60 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 12.00 ft Add Self Weight? .Yes-Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? _! .,_ .7 Increase Roof DL for pitch? :e5 '" Roof Pitch i 4.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 4 40 psf 10 psf 1.00 ft 40.0 lb/ft 10.0 lb/ft Tot Unif Load 40.0 lb/ft 10.0 lb/ft - Point Loads Measured from left end of member. Member Total Length= 12 ft. Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 2 10 psf 8.00 ft 9.00 ft - 720 lb - 4.00 ft Point Load 3 40 psf 10 psf 8.00 ft 6.00 ft 1,920 lb 480 lb - 4.00 ft Loads Point loads are 1/10 scale 300 - 200 - 100 - 0 6 2 4 6 8 10 4 14 -100 Glu Lam Calc'd Member Results For 5 x 9 Solutions Using Self Weight of Glulam 5 x 9, 9.9 plf Misc manufacturers w Load Duration % Overdesign 2.5 x 12 5 x 9 8.75 x 9 Moisture Medium Dry- 18% rr 5 x 9 w ,Live:too w► Pos Bending 46.7% 3 x 10.5 5.125 x 9 Press Treated? i Yes,P.T. ♦ 24F-El1.HF/HF rr Neg Bending NA 3.125 x 10.5 6.75 x 7.5 Temp Cond. H 100 deg F&less V Fb Pos 2,400 psi Fv 215 psi Shear 164.4% Fb Neg 2,371 psi Fcp 500 psi Span(s) Defl'n 68.5% Allow Pos Mom 13,499 ft-lb 1303.75 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -13,335 ft-lb E 1,800 ksi Calc'd member OK by: 46.7% Allow Shear 6,450 lb El 546,750 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 9.89 plf Cond's Of Use: Load Duration:1.0-Live For 5 x 9 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,439 lb 1,399 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 919 lb 519 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.600 in 0.600 in 0.600 in Max Dn Defl - -0.356 in - - - Allowed 0.600 in 0.600 in 0.600 in ProBeam_v7_0_WC CC Tim Garrison, P.E. S i RUCTION ALC ProBeam We'Ernaewer:.The au11d1rt•;:Industr, v6.0 S Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17051 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 43b Other Info. 9/5/17 4 0.5 1 1.5 2 2.5 3 3.5 4 5 Type? Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 4.00 ft 4.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:11360&1/240 v 360 = 0.13 in Total, L/ 240 = 0.20 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 4.00 ft Add Self Weight? Yes-Self weight will be added to applied Di V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No '� Increase Roof DL for pitch? Yes I` Roof Pitch 1 4.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 3 40 psf 15 psf 14.00 ft 560.0 lb/ft 210.0 lb/ft Tot Unif Load 560.0 lb/ft 210.0 lb/ft - Loads Point loads are 1/10 scale 1000 - 500 - 0J� `(p 0.5 1 1.5 2 2.5 3 3.5 4 5 -500 J 4x And Smaller(Lumber) Calc'd Member Results For 4 x 8 Solutions Using Self Weight of Sawn 4 x 8, 6.5 plf 4 x 8 V_ Load Duration live:1.00 ♦' %Overdesign 2 x 12 (4)2 x 5 Moisture Medium Dry-18% 'i►` Douglas Fir-Larch 19'1 Repetitive Use? No V Pos Bending 54.0% ONegBending 2 2 x 8 3 x 8 Press Treated? Yes,P.T. ♦ No,2 V Flat Use? No V NA (3)2 x 6 4 x 8 Temp Cond. 100 deg F&less • Fb Pos 936 psi Fv 144 psi Shear 56.9% Fb Neg 933 psi Fcp 625 psi Span(s) Defl'n 598.3% Allow Pos Mom 2,391 ft-lb 1111.15 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -2,383 ft-lb E 1,520 ksi Calc'd member OK by: 54.0% Allow Shear 2,436 lb El 168,945 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 6.49 plf Cond's Of Use: Load Duration:1.0•Live For4x8 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,553 lb 1,553 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 433 lb 433 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.200 in 0.200 in 0.200 in Max Dn Defl - -0.026 in - - - Allowed 0.200 in 0.200 in 0.200 in ProBeam_v7_0_WC 621 Tim Garrison, P.E. _, E e v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17051 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 44b Other Info. 9/5/17 4 ' A Type? Simple span,fully braced v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 8.50 ft ' 8.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&1/240 fv 360 = 0.28 in Total, L/ 240 = 0.43 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 8.50 ft Add Self Weight? 1 yes-Self weight will be added to applied DL ' P t Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No w Increase Roof DL for pitch? Yes a!!1 Roof Pitch 4.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 10 psf 25 psf 11.00 ft - 116.0 lb/ft 275.0 lb/ft Uniform Ld. 2 40 psf 15 psf 10.00 ft 400.0 lb/ft 150.0 lb/ft Uniform Ld. 3 40 psf 15 psf 14.00 ft 560.0 lb/ft 210.0 lb/ft Uniform Ld. 5 10 psf 18.00 ft - 180.0 lb/ft Tot Unif Load 960.0 lb/ft 656.0 lb/ft 275.0 lb/ft Loads Point loads are 1/10 scale 2000 1000 - fl' 1 2 3 4 5 6 7 8 9 -1000 Glu Lam Calc'd Member Results For 5.125 x 9 Solutions Using Self Weight of Glulam 5.125 x 9, 11.8 plf Misc manufacturers ♦ Load Duration %Overdesign 2.5 x 15 5 x 9 8.75 x 9 Moisture Medium Dty• 18% ♦i 5.125 x 9 V Snow:1.15 r 1 Pos Bending 8.2% 3 x 12 5.125 x 9 Press Treated? No,Not P.T. V 24f v4,DF/oF v W w Neg Bending NA 3.125 x 12 6.75 x 9 Temp Cond. 100 deg F&less r Fb Pos 2,760 psi Fv 305 psi Shear 35.5% Fb Neg 2,108 psi Fcp 650 psi Span(s) Defl'n 24.6% Allow Pos Mom 15,911 ft-lb 1311.34 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -12,155 ft-lb E 1,800 ksi Calc'd member OK by: 8.2% Allow Shear 9,371 lb El 560,419 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 11.79 plf Cond's Of Use: Load Duration:1.15-Snow For 5.125 x 9 2.Q8 in 2.08 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 6,918 lb 6,918 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 2,838 lb 2,838 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.425 in 0.425 in 0.425 in Max Dn Defl - -0.341 in - - - Allowed 0.425 in 0.425 in 0.425 in ProBeam_v7_0_WC i • ' ` W Fir Revisions/Date ANDI SHALLLOWST SWALEOS TO PROTECT THELADJACENTNTANDLLDOWNSTREAMT PROPES RTIES. PROJECT INFORMAr�' MAR 0 7 2011 r ION 2) March 4, 2017 ANY OR ALL OF THE FOLLOWING ADDITIONAL METHODS WILL BE USED AS NEEDED: CATCH BASIN INSERTS, STRAW WATTLES, DIVERSION SWALES, COVERING EXPOSED PROJECT INFO : This SIT AIVACORTES SOIL WITH PLASTIC. Ploject consists of a new wood-frame, two-story, single-family residence with a walk-out LI \ STREETS AND DITCHES WILL BE CLEANED DAILY OF EROSION RUNOFF, IF ANY. basem ant including an attached private garage, \ \ exteric porches, and decks. O � N REVISION L NOTE: OWNER : Edward. and Cheri Addicks `�"' v N ADDITIONAL NOTES: 401 West Main Street 00 \ \ UNDERGROUND FRANCHISED UTILITIES SHOULD USE THE TRENCHLESS METHOD. Brenham, TX 77833 Q 'O co, \ NO OPEN CUTTING OF THE STREET. EROSION CONTROL NOTES FOR RESIDENTIAL CONSTRUCTION - CITY OF ANACORTES CONTRACTOR: Irving Construction Corporation N 819 Commercial Avenue, Suite "G" A. EROSION CONTROL BEST MANAGEMENT PRACTICES SHALL BE IN PLACE PER THE .• 6' ACCEPTED SITE PLAN PRIOR TO ANY CONSTRUCTION START. Anaco tes, WA 98221 -(-, Es.o C\�' B. THE EROSION CONTROL SHALL DE INSPECTED ONCE A DAY AND MODIFIED TO MEET 360-293-6354 Phone I N gp.5\NS ER PAR \ THE SURROUNDING CONDITIONS AS NEEDED. 360-293-2979 Fax `�Z O CPZ5�2 O S\RE�' N C. THE STORM DRAIN SYSTEM SHALL BE CLEANED DAL.Y (SECTION 7-07.3). ALL " DRAINAGE SYSTEMS SHALL BE CLEANED TO THE ACCEPTANCE OF THE CITY OF N / \N c\ i FOM \Of;M ORpER ANACORTES PRIOR TO ACCEPTANCE OF THE PROJEICT. PROJECT 1,1DDRESS : 3402 Test 2nd Street'\\ NI\\ MEND; OE 5 C-\\ON \AN • D. STABILIZED CONSTRUCTION ENTRANCES AND RQADS SWILL BE INSTALLED AT THE Anaco MPPVE oF,2Pcav Q0)\NpPRpo Ptes, WA98221\ BEGINNING OF CONSTRUCTION AND MAINTAINED DUIWIG THE DURATION OF THE VV \�E�l o, E� \w5 01SAP . PROJECT. ADDITIONAL MEASURES MAY BE REQUIRED SUCH AS WASH PADS TO °"\��PER 50 �4� p�p�\.\'�o. • \ ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN. NO MUD IS ALI. ED TO ENTERLEGAL DFtiSCRIP'IION : Tract t�� Lots1, 2, andEast Half of 3, Block 903• ONTO CITY STREETS. Platof\ \6S \p,NE - \ $NorthernPacific Addition to Anacortes, �0 P �I\�1 �F E. ANY SOILS EXPOSED THAT WILL NOT BE DISTUI D FOR TWO (2) DAYS DURINGSkagit\ ��vER\F'I\N FORlOP\k / CPS\5V . THE WET SEASON OR SEVEN (7) DAYS IN THE DRY SEASON SHALL BE IMMEDIATELY tynoun , Washin on6 STABILIZED WITH THE APPROVED ESC METHODS , MULCHING. PLASTIC\.00PRM SRp,\N + / / • 'i 4 1 ,� ' '' PARCFd, #: P 5853 ,O 5�0 9g \2 - COVERING, ETC.) �Ai \� i ' \ F. TWO (2) WEEKS PRIOR TO THE =INNING OF THE MET SEASON (OCIOLER 1), ALL i cu \IER\ ',AO PNO ,A.eOS„ E EMEND / Of PAVEMENT' • ° /'' - - EDGE DISTURBED AREAS SHALL BE REVIEWED TO IDENIIIFY /FrCH ONES CAN BE SEEDED ASS S # fID 3809 _ bA PNp voci FOR Eft 6g ES / TE\ PF �a- ° 00o IN PREPARATION FOR THE WINTER MIS. DISTURBED AREAS SHALL BE SEEDED )• �03 003 0000 •E ;,e 9' NE 1 EP�N .I 5 N CC S APPROXNG iSUgJECT P 9 ' e 209 \A 0 \APR , P ENCROA / 4 \ �o WITHIN ONE (1) WEEK OF THE G OF THE T SEASON. A SKETCH MAP OF �_ bA M \�, E\-' esl `I\ N, CE\,' ©� SPN UMEO b` / it ay129 ° ° ° ° ° ° Rom( , �� -� THOSE AREAS TO BE SEEDED AND THOSE AREAS-TO REMAIN UNCOVERED SHALL BE CODES : �1S rnational Residential Code `l ct' 014 of 0r� C0 P 6 P / P55 • \/ • ° TEMPO o, SUBMITTED TO THE PROJECT MANS THE PROJECT IMAGER CAN REQUIRE (IRC) O bAb SeWER c,C,A\PI N0- c, Q�R CORNER i / • N( / ,0 ° ° ° \° \REp OCR E �2 ��� TYPES ME QV 5\R R \H SEEDING IN ADDITIONAL AREAS IN TO PROTECT SURFACE WATERS. ADJACENT OCCUP (R_3) \N C,kSON ERCCE R\ liF51 �, FASE / \2 d \pE RVE� CONE �\.\OE P,I 2 \ PROPERTIES OR DRAINAGE FACILI �ingle-family dwelling .� �P S NO ,cc ., 0, ° ° ° ° °\ `S ,AIGRP Ns i pRN G. PENALTIES FOR AN EROSION C01 • VIBRATION ARE SUBJECT TO A $300 TO �- ) 't'n to Attached Garage(s) N ER (0 �20�„' + \3' / % ° RO NCE OWER P\-� . 1 va � .1115 STENOS �, E\' \9 E II p -- , via ° P p \. ,I SP o J, o.53 13 $1000 FINE UNDER CHAPTER 1�/ ALTIES FOR VIOLATION. EACH DAY IS .� ' PP�EMEN5�a0� Ps r ��x \4, \ EN0 o5E QpPRR Q�N `�' Z CONSIDERED A DIFFERENT VIOLAS ON TYPE : TypeV. O 0 \N RS /� �\ ° yr �a ¢\ ° PR a p0 \1\OEO \ \ 0 , non-rated �, o NP\\' R g \ • / , ,-.% - : __" ' , A� ° ° S�PN , PR0 (E5 ° ° I� ' PRG` R SUBMITTED "SMALL PARCEL STORM - N" (SPSWP): v, CORNtO / `� 40 58 ° °��r6�(, �,'� ; ° \ •\ a° ° 10 o\0'0 PNPCORENS' ° 5, p\SCN 0 0 RC\EO BUIIDIN HEIGHT: Tw `� O °? / ilic.; • =' E O,i 'eEvoW °v °\ °° ° ° o� ° ° ° ° ° ° ° PERP\\,\\'8 of PPRAM SwP\-� Q\AN� CoNN ory ( ± 27-6 ) s~e 5\ - CRC \ �' d\ ° d ° 0� E C\� 5p� 0W \�G M, IN ADDITION TO THIS SITE PLAN, REFS SUBMITTED .'' BALL PARCEL STORM SeCo %� o' 8• ' ==-.mr� .e ° CON .,14* �,\ , , ° �( .\\� \WORK 5\AN\\' N'DSCPP \ 55 ENS• WATER PLAN" (SPSWP). g ations on sheets# 3 through 6. �-' O .�'\ _ �. 2 ° ° poWER �R P� P\A\'� a ' °` ,' °° a \°° a ° `(, 8 V8L\C °° of E 0� �E S( VERIFY THAT THE REVIEWED SPWSP IS Fes! IS PROJECT. 't� c� \ ° "Q R ECK ; ° sl��,n \ O� �EWP P e CH ENOE�� �SEGN�uN vE,�PN - LOT �� VAGE . ±7,SOa �► �\ ° pR\ �O ° a P� FA OR W �\ CON PROJECT IS SUBJECT TO MR#1-MR UI THE DOE (2006) MiA�LIAL. sf Lot O 0 o\1\OE .A4.07 �� \o'�0 ';° ,a��.'' Fp )k. ° C,PN\\\,���' t i• a te° °CRF �.I N\, ° ° OC\� �0 pFtP\N 1,975 „� ,,, c PR E 0 ONW p•,.. • ° W``_ a ° \\' CON \.\GN EME °\ ° ° ° R NC/ RM f Budding Foo tint = 26.3 �1 v �., FENC �RUC�\ 3 x --- ° ° • • • • \k oWER uP 5 0P5 8 ° P\PE \\.t .�0 :print % of Lot o CONS SpO� ts�o• ° ° \- PEp 5\pe ° < ° ° a° 10C ,p IMPERVI� '' AREA : Roofn, o 4-,PE WO0 3\ '02 1\ .`°�\° ° ° �` -- - .ea ; ° \` G\IOGX' ° • ° • ,� , © \ Rem ;?t�tline (plan view) 2 0 +4 = '-s \� p� \' s` �\ ° ° ° 'y ° `° ° G ° ° ° � P Remg Uncovered (1st ) �154 sf • •~ o ;� PNP \ Np Side Deck Flr sf " �` °\\� y �'�(t- a° ° °� ° e • oN5 0N5 V� 11 U \ _ . \\° ` °`, ° \ �`SEc`\ �\ Rem g Pper Drive and Walk o \ \a \cP�Es �� ES :A� �Y;; \�99 A s \o� �� g Lower Drives + 562 sff '- `''' \ t2�s• PPP NG G \�f0 \ )\ \ \ ,� .,' „'� I \�- 1, = z O O \S�p oN �� \, ,y, M 'A - \ ,�\ Q -7� a\ Total Impervious 3,463 sf � tki sltpDES ,� e�o,�oEo JER\�)' ":� k°, - ,— �.f\ ►- o g. Q 4 (P , " i �,. OAA \.. \ \ V P WNER ` *215' ; 1 = GAF°�y\ ,sts- .- �jo p of ocK o p�o� N \, o s� ±214X\ 3 so ti\ two% cn ui 2 -lw'" 0• o `r-' Z f�,GNGN\\i\�°\NG P ANE o CORM \ o, ., ��\ La �\\ k A ri '� In s / P CNPR SCPP r Z`viGv\-clocc,V4,. _o "o �� ° APR\N ='' � �� \ \ z -:OSEE gP N�C� S So\ s ` p\IF---- \' _ \ 0 5\LNG,' ,. NG INDEX- 4 P\PE EM, co. PNcE MP�E ` \ �','r OURS 06 \0� U p O pRp\N PPS\GNBo p \_c wPI - / \ So\\.\ "� �'' WS1g500 P\AN s • tz,s• ' R y` ?CikN ,\` PO PRE ' _� QFR20 �pPf�O��15,0 • ,�' SHfiET # DRAWING DB IZfJN O \ 'CRP\ - �\' \ w4 t� - ' RFAR `.c \. \ X, ��r , - *217X �� \ �(0 \ S bAV (/� w' ' 0 \ Co /---; r ---- \ \, 0,00 , ° _ \ \ \ �,2\9 INFORMATJON z \ /t‘t ° ,i . ° °a \ �,pT� otki �`� 2 LANDSCAPING Pi,AIv Q ° a� • \ \ s e^ = i • °° a 4• ..\ CPP, \ oNpEp• N Q\pN o o : \ /SHALLOW a • 55a• \ i �, ° ° < . . •'� a a REB 2 0��; •\ \ ?N� Ok 3 SITE SECTION A Z a� \ NA e j ° . e 4 .\\ ° ° . c4�,2�� W5�(�� -'►o EXERIOR ELE VATI�t_ FRONT �.o \ \ \ _, fR� _e �• ° .- d a ° \ p� - (SOUTH) (� ' \ �. \.0 • ° • • ° . , • e, I . - ° \ 4 SITE SEC a o • TIONB W � � °a • OR\ e a 61 4 \ �(PE gP pER EXERIOR ELEVATION- f= U o \ 0 • ° ° aP ° w \ E Ne Re 0 , RIG SIDE (EAST) V) ©A SITE \ a • . V P ° a . i e 'Ps,pi a o ,� itt pt '"sIN\A \I 05' - OF 5 S SECTION C \• \ o° ° • . ` a 4 . A ° �A &o" ees N\- 1E�\'��� EXERIOR ELEVATION- LEFT SIDE (WEST \ e �J~ SC G� N �N�"'� o \ •.� °a a`/' ASH\�5\pNPL 6 SITE SECTION D C7 N \ \ e - 0',o \`� w �� PROF E �RIOR ELEVATION- M a+ 9g' ° - ? , �- >. Lle \ REAR (NORTH) 4 N \• \ • iE ° ° ° �, 7 :OALLUNDFRAmiNGATION P o `� o '") E0 2 06�` ,NR `' \•N �69 �6� • ,Q ° ° ° ° e e j ,�` d ° ° a e .• »C�M� ���5����\N�ER. 8 OUNDATION WALL, .� > cNy G�� O. O +.� wo U ���,226 5 VI'' \ 21'' g.k a a a a ; -,- SPNpPRa FE55\ O:An: ATION DETA HEIGHTS DETAII, o '� U Ro \ - ° 0,rA SEoo M DER No,-P,\\AN \ 3 3t, o �"< ° e i%� ` `_ \ . @ R gl REG\5 . 9 �°wR\f( \-0 \ 40Q. ,? a \% SIPs Eof (BASEMENT) o i c„- (::$ c.) i--4 NO\�SEp W ,6 ° VF � 5�F \NAER ONG -:46 SQUARE E INDEX 00 10 WA PLAN I1 ST WINDOWS)FLR C U ° Ro0N0 (PNO COPN`�N�' `, ° �E C\r(, P\' ..�.' ,:." �-y SCHJj,BS (]D ) .� M G `\ : ° .\\. \\, • ,�0 PFg CE iga PER AREA DESCRPIRMI HOER FACN' P 5 PO\-EN01,1 . \ 2° \P\- \Rp,N 0� REE(. Ja;iiuF AREA DEs) ' �: o a W ►� OBE' \\��\�5 DNS OF pIOR W GONG SR� a ° , RCS\05 5(PN � .1 ONB,( SC , � 1. g\S< LIVI rBASEMENT 644 SF N \.x OCP� OS \S1\N vNFS TO) -° F'l 20 1\ E �'" IMPS oNP\' 0� SORv��O\30' LIVI :` ' ;y. 11 W L vER\F'l �R\�EWP EP R �F Q ° R\ MP2 20 CON �p4,5�.,,�ESS\ ` ! Z ORE 1 ST FLR A ( ) ti \P v vE a, CR Pam''- ) 127s SF RAMING PLAN 2ND FLR � 11 vNpER S\0� a SCR F�BG\ / RIw� \�oE8W�0\NG LIVI 2ND FLR) 1205 SF DEIOAIL(s) . , �' / / ° NEW �lPp ,1, G�oN ik "50- R� / QRO� SIG AREA- TC 128 SF 12 OOR FRAMING OESlPNOP- / , ,'".- .` .-' " ,`� ORPLAN (1ST FLR) / oY 0\ 5PI DER V �� GAS: PLAN (2ND FLR) �ER, /S�\\ ,� 543 SF ROOF FRAMING Drawn by: EN CV C NO 4SITE PLAN CO , John M. Cawley CI-5•\\N�EMF 13 ER ROOF X\MP0E of PP \g- . \ PPRo EpGE PATIO/DRNE T) 584 SF CO 2k-,.. " . PORCH (1ST FLR) 80 SF AII�s) G T�l� �vJ� o, P PNp �Q` 10 0 5 1 o CO i , ►*,.. Date: ,PORCH (1ST RR) 411 SF 14 ICAL �TA,I,I, ti 1 b' ,1 ,11 Dec. 29, 2016 // M� Y'Scale: 1"=10r-Or CO RCH (2ND FM) 411 SF �.r.ts', NM ET ING CRMSTOINS Scale: ,/ FULL SCALE, ( LETE SURVEY NOT PROVED. UNC _E DECKS (1ST FLR) 190 SF 16 1"=1 '- " R S STRUCTURAL PLANS 0 0 u.n.o. THIS SITE PLAN WAS CREATED FROM INFO MATION PROVIDED BY THE PIED FROM STRUC OWNER, WITH BOUNDARY, TOPO, CURB IN RMATION etc., ALL SCALED T2AL CALLS Sheet#: FROM REDUCED COPIES OF A 2Q14 SURVEY AND SKETCHES. VERIFY ALL REVISIONS 3/4/17: EASEMENTS OF RECORD NOT SURVEYED; ASSUMED HERE FROM A REDUCED COPY OF CITY MAPPING AERIAL VIEW, PROVIDED BY OWNER. .71, 0. of sItr.ate Revisions/Date 2) March 4, 2017 / ASSUMED 5'-0" 10'-0" ° � S Wr W Na vb.- - E` �R" C'-\'� PPS\ E � G R \ RE 11��� C ]I N, N\ B a -Y-`, o o O-hOPCSON s 'i -0m � �5 ?P62 a o 0P� P q 12 2N0 2 ZQPC) N �_1m FRo ^,w o � fX L OF PAVER , CI)O RME EDGE BJECT ° 0o PPHGN AAC a a ENCRO w ;- l a ° ° a ° d ° a da cl OU (/) w0 •Y 4, a a 11 • 04 0- azt a ;..•IN (nZ v v v v v 4, v� U Q > ON / 4, 4, W 4, . 4, W a a d ° ° V°d aI a-I CO W Ore) w v, 4, w v, 4, v- 4 a , ° adN J �� � J d a a °j Z � . � ,V � , * v a - ° aa a a d a a a� ted \ a ° a °/20 � a, .L 4, ,V � 4, / ° 4 a °N, '1 • • W �• W �� �� A ° ° ad ° ° a° a d iM ' � ` ao o AT EACH END OF SHALLOW SWALES, E \ . `•• . 4, 4, 4, W 4, W : ° ad a�' CC/ X N�MaO� ° a ° ° °= DISCHARGE INTO ROCK DRY WELL „A ()IN, S � WWW / \ ° 7O9d ° ° ° a ° a , a dd wo n N � j!� a \ d ° a v O NPR � �\ WUWW � d d \ ° d ° a a ° aaw (SEE LANDSCAPING PLAN) AND/OR ° ° a � o N y WW 4, a d\ a° \ a°da 4Z PIPE BACK TO 4 TIGHTLINE DRAIN C �&a°\ � °d P �Q 4 e cp Z o o SYSTEM, CONNECTED TO CITY STORM - OO�� , v ` \ a ° a VI u) DRAIN CONVEYANCE SYSTEM. 0- WW W *" / 0° ( � � ' \ \� ° a dad an � Q- ` ` a ° , a .% �SP , d ° CCNQRY`/ \\• °\ \ ° a a ° d ° 4a •w c � � ° aOR %CRy � ° 4a d ° a ,� .,,a9O`1 >7 r, // \, �R \(\ Q . -' \ati a WP d a ° - aNP�� RW OR . , ° / �d add R N�p C ° �'�m ° Cd CA d y \\ ° R ad a . LS O p (F OCR O� I 9� . ° dadPORc a X a _\\ �� \O o aA- NEND _ 4' 4' S'f18" f18" NEN - 'it.., �kw, ,k _ rv' ' * F a d a \ V CO1. V\G • EM a a � j ° o d S g aSOD SIDP ERYALARDNDASNCDAPSINHGALPLLAOWN SWALE C c \N\pGP,K \ E p -0 k � _ ° , ', � \ W uP P fc)WSIIP\- v5, / -w -_, `ap, P PRG p,0 G �L S ° a d a \\ . ^<0M S�8 a d ` ° SN OR N 'a < P\LOE ,UC S „ \ \� ., a‘\f210, a _ _ ° / ° a OC \AO � 1OM \ _ / \a RP` ° � _( - , W W WWW 0F � PNei ooASSUMED NEIGHBORING SLOPE ALL FINISHED GRADE AWAY SE � * 0 �E SiE /"` ` °�\ adr �\ d ° \ \ in a a r _ _`.- _ W W .y W . CNpOCN�FROM FOUNDATION OF NEW RESIDENCE LS gPC N C S( � �� \� GPP d 4 - � W L Y- 1Y 14 O\\ da P EP( NRGE \Nl0LAGP�\L\NE SNOM PROPERTY ALSO SLOPED GRADE FOR P\PCOC �/ W W W \ a�\ °a \� a d - W W W W,,L ,. ~FINISH GRADE AWAY TO SHALLOW SWALE SLOPE AWAY IN ALL DIRECTIONS, S ' I P SiCO \\ \ a a - ' CLAP �SCI\ �r1\G �0 G\\\O5 \AN cdADJACENT PROPERTY LINE. ALONG ADJACENT SLOPE A MINIMUM 0 -6, OF FALL IN AR \N -- °- a .4., ‘4, 4' \� '\ \ ° a ° G f }W W 4, 4. W a. lP8PC`� NCES(S EM• bq VERIFY. I NEIGHBORING 10'-0" (OR MORE), TYPICAL \\ \ a\ \ „a da __,V. - W W W 4, W W W J• y ,, Alo ,r ,--d , _ 4f 'r " y P\PE CON LAEW W W W ` W OP1 PROPERTY LINE \ sv * - x ±212' . EM,SN1 I., f.y J 4. \` \ \\ \ a / 1 itly W �� W W 4, -4. W IA OR \ 0i[ SWALE SECTION DETAIL - 4, \ W ' u , 4, W\ � w w Ft,\ 4,'`4. 4, W X \\ \\\�_ t215, ___ *S\ - \ / \ \i \�� �\ `\\ \^��\ ; +r �� 4, 4, fa X vW 4.4, V < 4, 4, y vy WW - W W W W � 4, W 4, �, �. y r 4,y. 4, y U iI 04-r OQ�C '1OADJACENT TO NEIGHBORING PROPERTY / W 4, 4, . C.)\ \ \ Cil 0 C. W W\ P ` W W V, W W W W V' 4, .Y ,Y ) NO Scale lO J y ` \ 4. O rs W * .y 4, .y W 4, W .y .y i1 W \ / ��� \N.. W W W W `W V. 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W 4, 4 1 1 W W W a ° - - a W 4-* W W 4,SHALLOW, .4, . � •'a e ed e a a .y 4' 4, W Q I ,- 4. f Oa Y W .h W 4, 4, •�� �, _ 9d d ae YW W ‘4, 4, 4, Y W .♦ ' � ° aJ, `� � r ?l. .^ tf , ad a ° a d A 4 pW14 W4 uVa at � e a .Y .Y . W 4, 4, 4, Y Y 4, 4, . 4, 4, rV^ W^ O V/� e d a ° LI w y4, 4' _ . a r yUa a d d rW * * 4, • Y * w° L4, 4, 4' •, I, . W •, 4, e < a a- d a •, * OO =dvI 'tYY Y 4, Vi Y W .Y Wd e " 4 a C"V E`. •, . V' . y V. W 4 a e ° d4Y 4, J, r. 4. r (�-�\ ° ° o WWYWW ►• WYV•L�\WTi�2O�pC'- . WW �. Y.Y � W .� YY �. W .� YL .4, YY � WI- Z O W . •, 4, aa ° a d a ° a 4. 41 wa a . , V. , , W V. W O E a a U ►A/..a a O W ~ -1 W a° d ° aad ` / � Na a NI, 4-I Q -J 0 4, W 4, a al d °a a4, W BS\N' (/) C.) UQ Q a a - a 0 \/\ f d V• 4, 4, V r rY . . 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NI, 4, .y \QCA 0 M W W Y W Y ♦ , a f aa ° . - O0� _ 4. _CD AT EACH END OF SHALLOW SWALES, DISCHARGE INTO ROCK DRY WELLa a •Y W * * W W 4, f 4 d d 4 * ♦ ♦ W W ♦ 4, 4, O H CN c� (SEE LANDSCAPING PLAN) AND/OR "" �" "' �" W W / W - • ` • a 4 , , W ♦ w •♦ •♦ W a� �, CU L Pp' W •Y 'P W W 'i - W `�- Q a _ f- `l' `Y ,r ♦ W W ° d a, D O ff ` .y W w W * ♦ . a °d a - - - a \ * ♦ W W ♦ v '° - d a J z_ i PIPE BACK TO 4 TIGHTLINE DRAIN �, Ca o SYSTEM, CONNECTED TO CITY STORM 0 .061 ♦ $ ° a ° U .may Cr) = 7,, f d 1 W W ♦ ♦ .y W ♦ • d ^I M rl V DRAIN CONVEYANCE SYSTEM. 2 r!�' W W W ♦ ° a ° % " W ♦ W W e a °.I N w s°n O LS 2/�6 J Y Y W W \ a a •- - wJ U ME C I W W Y /� ♦ a ° a ,-\- 0 * 4. 4, 4, l'i5 .4, 4 ° \ a /v P TO Exlst / W •, W 4, 4, W \ ♦ a a \\ d O 2 SOD AND PLANTING BED AREAS d d N •� 4 PER SITE E�T�RADE, " " 4, 4, 4, 4, ♦ a al e - 1 1,-)t I ONS t18 t18 AT FRONT YARD i PER LANDSCAPING PLAN W W W W W W W ♦ ° °� �, pU 0 �o ~ v) X W W W W W W ♦ W a, ♦ ♦ ♦ - _f_ 4------- a y • _�, w w w w v •♦ • a d j � ,, x f 0 ---- --_--_; } OBE. �N�J 0* ¢' a w ►_ - ..,,,,-.,. ,' SLOPE ALL FINISHED GRADE AWAY �\\�\� C G N W W V� . FROM FOUNDATION OF NEW RESIDENCE, LNG S Ix\-- S�R��W Y a a •-_ �'/ � l' GRADE FOR SHALLOW SLOPE AWAY IN ALL DIRECTIONS, �5 L\N 2N W ° EV\IPf � SLOPE A MINIMUM 0'-6" OF FALL IN FRONT SWALE, MINIMUM f Se' , CON pPR� S „ � 1--I4 PE OF y W CR � c=�o' 36"(w)x6" DEEP, LINED 10 -0 (OR MORE), TYPICAL. d EW S° `,� �S- e ��Q WITH WEED/FILTER P�-R �\ \nS� it FABRIC AND FILLED `' ' Drawn by: WITH DRAIN ROCK. - e�O2 John M. Cawley � � C�RgS1 �� ���SQpG�M0 Date: SWALE SECTION DETAIL - PPROX\�\O- OF LAMBS CAPE DESIGNER TO CHOOSE SMALLER VARIETIES �OF ALL Tf E S AND SHRUBS Dec. 29, 2016 IN HEIGHT. FRONT YARD P PNO PR(N�E (8) TOTAL TREES OF THAT WU NOT V MINIMU MORE THAN CALIPER. WHER5 SHOWN. Scale: 1/8"=1'-0" u.n.o. NO Scale LANDSCAPING PLAN Sheet#: Aalik 0 5 10 20 2 Scale:1M 1'-Or of Sheets DURING CONSTRUCTION, THE RUNOFF WILL BE CONTROLLED WITH SILT FENCES PROJECT INFORMATION Revisions/Date AND SHALLOW SWALES TO PROTECT THE ADJACENT AND DOWNSTREAM PROPERTIES. 1) February 15, 2017 ANY OR ALL OF TILE FOLLOWING ADDITIONAL METHODS WILL BE USED AS NEEDED: r� :C1 2) N+a+'�„ , CATCH BASIN INSERTS, STRAW WATTLES, DIVERSION SWALES, COVERING EXPOSED PROJECT INFO : This project consists of a new wood-frame, 3 Set 12, 2017 SOIL WITH PLASTIC. one and a half-story, single-family residence with a rear STREETS AND DITCHES WILL BE CLEANED DAILY OF EROSION RUNOFF, IF ANY. walk-out basement including an attached private garage, _- —_.._ exterior porches, and decks. \ REVISION 3/4/17: OWNER : Edward and Cheri Addicks ADDITIONAL NOTES: 401 West Main Street Brenham, TX 77833 \ UNDERGROUND FRANCHISED UTILITIES SHOULD USE THE TRENCHLESS METHOD. NO OPEN CUTTING OF THE STREET. 0 \ EROSION CONTROL NOTES FOR RESIDENTIAL CONSTRUCTION - CITY OF ANACORTES CONTRACTS..R : Irving Construction Corporation \ 819 Commercial Avenue, Suite "G" v A. EROSION CONTROL BEST MANAGEMENT PRACTICES SHALL BE IN PLACE PER THE ACCEPTED SITE PLAN PRIOR TO ANY CONSTRUCTION START. Anacortes, WA 98221 _ U, -, B. THE EROSION CONTROL SHALL BE INSPECTED ONCE A DAY AND MODIFIED TO MEET 360-293-6354 Phone ``v , ' .. I u ° ' :. y N I F s a ' •,-� �;,,,+-' ONO THE SURROUNDING CONDITIONS AS NEEDED. , , v , 360-293-2979 Fax 6 C. THE STORM DRAIN SYSTEM SHALL BE CLEANED DAILY (SECTION 7-07.3). ALL i }_ T.3 C4 ON, 20 ER C\� DRAINAGE SYSTEMS SHALL BE CLEANED TO THE ACCEPTANCE OF THE CITY OF Ii'Ll iQ .�..\--' \ PROJECT ADDRESS : 3402 West 2nd Street ..iI OPSsh ,oP ANACORTES PRIOR TO ACCEPTANCE OF THE PROJECT. CP�GN \f` S PEC. D. STABILIZED CONSTRUCTION ENTRANCES AND ROADS SHALL BE INSTALLED AT THE Anacortes, WA 98221 CITY o ,,1 N/At. uk I E;. ""� v� N / „ S�°R® S-sR BEGINNING OF CONSTRUCTION AND MAINTAINED DURING THE DURATION OF THE $"' \ I N2 0� 2' ORP\� PROJECT. ADDITIONAL MEASURES MAY BE REQUIRED SUCH AS WASH PADS TO \' NP\L \N \ FR 5�°RM N PER LEGAL DESCRIPTION : Tract A, Lots 1, 2, and East Half of 3, Block 903 4.' a4 "' MEN , \0 N ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN. NO MUD IS ALLOWED TO ENTER , �N \� \rn„ pP�C�6 2 1 pRO PROP OPp,O®o\A / i ONTO CITY STREETS. Y Plat of Northern Pacific Addition to Anacortes, 'y 7 \^� -\\�1 o E� I \�1\ 0� S - E. ANY SOILS EXPOSED THAT WILL NOT BE DISTURBED FOR TWO (2) DAYS DURING Skagit County, Washington by cy U V`t �R\1O1 ©� *Is \� \_�0 0 . \ THE WET SEASON OR SEVEN (7) DAYS IN THE DRY SEASON SHALL BE IMMEDIATELY � p ct \ �\� R S \` �P STABILIZED WITH THE APPROVED ESC METHODS (SEEDING, MULCHING, PLASTIC •,-4 ;"' d' _ S NF- PARCEL # . P 58535 cn \\�/ p \ J SHOO O'C\�\C-* , ,/ . ®F COVERING, ETC.) ��,,0 N FOR `OP / I / — 't,• \qN V r F. TWO (2) WEEKS PRIOR TO THE BEGINNING OF THE WET SEASON (OCTOBER 1), ALL °c ,\0 Rp,\N / 0� \, �P S° , . 6 DISTURBED AREAS SHALL BE REVIEWED TO IDENTIFY WHICH ONES CAN BE SEEDED ASSESSOR'S :� (XreflD): 3809 - 903 - 003 - 0000 0 \ \\°RM ® 9 / ° / • I\ ,\2' GP �� IN PREPARATION FOR THE WINTER RAINS. DISTURBED AREAS SHALL BE SEEDED Z y, S-\Ug 1�,'' i \, �. WITHIN ONE (1) WEEK OF THE BEGINNING OF THE WET SEASON. A SKETCH MAP OF R\F Nr, °® VEMENI, -�` \ CODES : 2015 International Residential Code (IRC) /vE N 05 N� PA O - o THOSE AREAS TO BE SEEDED AND THOSE AREAS TO REMAIN UNCOVERED SHALL BE g' �\E P�0 �p�(N F�SEwOR N���SS E}S�MjROX1101 G jgJEGT FO.Et o T SUBMITTED TO THE PROJECT MANAGER. THE PROJECT MANAGER CAN REQUIRE ��� ct 20 1 \i\�1 \� C�� 4�1 0 N\APR 1\OC / °pCNW , `-'o o SEEDING IN ADDITIONAL AREAS IN ORDER TO PROTECT SURFACE WATERS, ADJACENT OCCUPANCY TYPES : (R-3) Single-family dwelling SP 0 / ENCR r� / NO.-g \ �� PROPERTIES OR DRAINAGE FACILITIES. g y a NN°� °P�`' ?Q`' PPR �/ SSOM% • / R'� c^o G. PENALTIES FOR AN EROSION CONTROL VIOLATION ARE SUBJECT TO A $300 TO (U-1) Private Attached Garage(s) 0 9ORP o c^ ...-- SO-�S�G\O�R�\�F•\N� PER c R ER °F P $1000 FINE UNDER CHAPTER 17.66 - PENALTIES FOR VIOLATION. EACH DAY IS \N�� °N P\I\C� L N��SC / SFMENj �� 1°�0 �_ ROQU\R ONS(Rv��R N� \ CONSIDERED A DIFFERENT VIOLATION. CONSTRUCTION TYPE : Type V, non-rated G R N °® i \�( �j \0\\OE DEL C SO UN wP`f �o o ' ,: . JP wOR SE\o OR 2°� �\� \ '' p� a o BUILDINGiEIGHT : Two-Story ( _ 26-10 O r PR CRP gP RNE }, c^ KENOS �EMFN��a� ,�g'E .e \ MEO 1� / .3•- \ ° \�I E PS F-R 0 \-S• SUBMITTED "SMALL PARCEL STORM WATER PLAN" (SPSWP); = PSSU / '! !� '1'` 7o�\\ s \ �N P' V \-RR� SP �� Z + ) t.... . NP\\ 0� \ 0 ..� P ° a RO P NEO \NSUBMITTED "SMALL PARCEL STORM See Elevations on sheets# 3 through 6. \NpP RSS \ „ R0� q UP \p c^ (0 IN ADDITION TO THIS SITE PLAN, REFER TO THE w� v 4 (P P 0 S �'i C\\PR oR WATER PLAN" (SPSWP). G �--� = ®® -. "� ,„, S 0_02' tr°R��,� �� °\ �� PN°NNEc' - VERIFY THAT THE REVIEWED SPWSP IS FOR THIS PROJECT. LOT SIZE/COVERAGE�F, : ± 7,500 sf Lot v , \ GPI ,� k_ ik o '" pP�\0'x Ow a 3 bG', Fy5 R�,0`,``e .� PL V� G0 PROJECT IS SUBJECT TOM -M UNDER THE DOE ANUAL', A. / 0 S�' -' �' RHO G 0�' a \ 0 ?ER O''\ 0• OF 'DO* \°w Sw PO G s'ti�`' R#1 R#5 (2005) M 2,009 sf Building Footprint = 26.8 % of Lot om 20 ®' C°�C p PRE\N�\ ° ` 0 A\' \�0R5 °F S`c\ , �N°S�Rp,\ S�,(5~eEM° r- �� OWER \\FR R P \ ' ' 0 \C \‘0 SFE E \0`� S\LNG \----- rq„ \ -'' �gR�RP°�G� P� �P� PCB ,A V\C\ \0'\'. '' -S\C"\\(\Q��PN IMPERVIOUS AREA : Roof Outline ( plan view ) 2,174 sf ?R0 OUR a 1.---„' -=- RC x` \ ,,,,,,. '' R\y NG C�\oC, p° \\�, t21, 0 �° 1 R°C,� °PG °M ORP\N RemainingUncovered Side Deck (1st Flr) 106 sf F� NS�RU °� x �1GR ��\� r� C. \pO 6 \OR REVISION 9/12/17: Remaining Upper Drive and Walk 1,000 sf CO �S0 p\p,N 2 'J \l l t21o° FR CO L\G OPc�E\�+ P C\�( i 1 l I ' p .rt, '" O o,\b�0 1� , \\ ,--- -"` \ :\0`14 p Up P,'C t° P \ Remaining Lower Drives + 543 sf SCP \� r®� �� RPM F0 S\F'0 i© PER OWNERS REQUEST, ENTIRE PLAN WAS MODIFIED TO CUT TOTAL SQUARE FOOTAGE AND COST, p\\- J.-r� -. \\ - / \ CF- _.' WHILE ALSO MAKING SOME ROOMS LARGER, AMONG SEVERAL OTHER STRUCTURAL REVISIONS Total Impervious = 3,823 sf � , RP 44 \\ / \ �p LISTED BELOW. p ® ° �,.QNS P OS ® ` �4 ,' �1 p�FS -CF g9' \ {SFG�\ � '�\ `� TO ACCOMPLISH THIS TO START (SEE SITE PLAN FOR OLD vs. NEW FOOTPRINT); x--* \N°FROX\�'ARP°F�' \ 2° -Q \ S\��F,R\0R �i ,,,1 • DELETED SOME OF THE NORTH AND SOUTH CANTILEVERS. t212 Pp\S�\\�G \NFO \. -_.. _,., ' 'r 4 '9,c�' E' ? • DELETED THE EAST SIDE BUMP OUT SECTIONS OF 1ST FLR LIVING AREA AND DECKS. \ ��500 0� �-\ - . w a �� �\ • WIDENED THE NEW RECTANGULAR FOOTPRINT 4' TO THE EAST. S., 14 pR y\0 OcL \ ( • WPLF +�' 0 R r- '�.f\ r r • LENGTHENED THE NEW RECTANGULAR FOOTPRINT 1' TO THE SOUTH. S .n > ER x as c' \ , \'�P\-L°w �ItiLL s>>j OWN �'c,Q -co-Li C� v cl OF SCR OR NOD \ > tzle' t:- `o �'0�'9�\° a OTHER CHANGES: CH Fk (0 R°pi pN� E OP`P\qR\t` \ oc`�'i�° F0 R��\Q0� f214x \'' �' 0 `r6�\ oai N ENTIRE 2ND FLOOR (KITCHEN, DINING, LIVING AREA) WAS MOVED DOWN TO THE 1ST FLR P� RG� p\NG N��\� S� 0905 , c - off, 0 u., AND REVISED WITHIN THE LARGER RECTANGULAR FOOTPRINT. CAP SCP " `\G C\ _ FR 0.� -` \ • GUEST BEDROOMS WERE MOVED DOWN TO THE BASEMENT FLOOR, ALL REVISED FOR THE °15�F � °�N��G�ti® ,°��EM° ®�� gq�pR`;�` �' ,� ;, ���� \ DRAWING INDEX c,� o NEW ROOM LAYOUT AND LARGER RECTANGULAR FOOTPRINT, ,.. , pow 0 F CPF., . : o. \ op-EM, O PACF \MACO ® - Q�R4\, w F0q R � GS oo \0 ,\1NC FULL 2ND FLR WAS DELETED AND REVISED FOR MORE OF A STORY AND A HALF TYPE S 0\\A C FPpR°� R`' „.1 • G� p0p05�° °�� /y pRNCO °UC\q� \' PLAN STEEPERH PITCHT THE MASTER ROOF REVISION OFEATTID TRUIC SSESOFROM THEAGE UP T 1 STHE FLRND WALLRTOPITHIN A PLATES. SHEET # I�12AWING DESCRIPTION 0 ,�g0 p \ FF �RU \ F\G P�1® \O \ 0„ w� / \ q\\-� "� C0N5 S00� �1 REAR PORCH POST COUNT REVISED FROM 4 TO 7 (AT HOUSE), TO GET POSTS OUT OF °UR O�C� 1°l \ ±219' ORC 0 R ' �`s's, pF..9s 0 p 5JQ2 DIRECT VIEW OF NEW 1ST FLR LIVING AREA DOORS AND WINDOWS. 1 Sill.R� \ p \ C�Mp p\ti S(P \'3 '�0 • INTERIOR STAIRS ENLARGED SLIGHTLY FOR SINGLE LANDINGS INSTEAD OF SPLIT LANDINGS. 1 E FLAN o, \ x \ ±217'x \ S.00C1 / ,-•- • co ry \ �0 \ PROJECT INFORMATION ., � „��' f 1 �. SEE PLANS FOR EACH REVISED FLOOR, ALONG WITH NEW STRUCTURAL ENGINEERING. \ 1\ , \ ; �v+' O -''f •\ 2 LANDSCAPING PLAN \ \ 50�wP�� 'r- __,...,.#,.\ \• \ 3 SITE SECTION A \ SHALLOW ''� C ' ' \ EXERIOR ELEVATION - FRONT (SOUTH) SWALE R�gPR(11• \ \ , °�• �'%'/ i ;: ' ° .- �,--,.- \ ,2���` 4 SITE SE \ \CC!0 ° 2 . ° I B r; :;�1FP.IOR ELEVATION - RIGHT SIDE (EAST) Alk \ F, OR\�E CP�G STORM 0, p�R \\\ EWlC�` _ P'0\Opo-\E DPR° Po\�N 5 SITE SECTION C • u s o Q /041 \ **so6\ S. \ 20'0 EXERIOR ELEVATION - LEFT SIDE (WEST) ` \\ \ �Ao o z CD °�P\� 6 SITE SECTION D I--- ',"--- \ \ \ .. ..k. Q`" W �pF 0 pFR EXERIOR ELEVATION - REAR (NORTH) \ \ \ r EW RPMp O . 1 \tk ' ' �\ \ lip pR°\\o�NGUR�R° p\.A\AMpO0 7 FOUNDATION PLAN L� GPp' \ ::,--1:,\ACsik----76\:_,,,1-;;;Ibc. ,??,\QI(I'o'0- GRECE s\0�o�oONs 'o ws°�\\, F'�iE���R' sER�° 8 FOUNDATION WALL HEIGHTS DETAIL ,,REOPa06�; \\ „ / GON P\� F' OF E . OE( °- RG\S ECR' 1— \ U LS 2 5 \ ,6 „GEM�N\�N ° S�P� �NG\NE ®� SH\NG�®�p,L �NG\N FOUNDATION DETAILS (J° ° 226 21 W W 5 PROP gPpR SS\q\'\P WP° --D L>� ��'-- ER j� o �/ pR°\1\oEoo S� PP�R\ pR0F0 pR 9 WALL FRAMING PLAN (BASEMENT) O DER M-'-\0\A / \ W c� pOR WS g`( F G\S�E '° , 7„ (Y 0 E 0 U'k\� �° ct-o i� S,PSNNGi°N R ,---' c0 o' N ,� 10 WALL FRAMING PLAN (1ST FLR) n -, �' wP oU�N RSEG 0U� HEDULES DOORS, WINDOWS °SSE. \\ w BIER\� q\a S \N�� NG s ( ) �. 0 -\0 G0N E°.0. \� OU .1°1 / °UN PNO S NE 0 / ORPS� SO- OF \� P\0 DETAIL(s) i UN ,RGR v,CN,wP\y,2 P p0\E. °R�p p' pER S CE' p R F\R� ? G UM0O \ES S 0 OR \L\� G N EC 2� °0\��\P��\OPR° �\��RPSGO� DER. / SERE tiR M aF>FR�� F30 PS RON� 11 WALL FRAMING PLAN (2ND FLR) 0 O�\L�OGP�\ON S P�\O I \\�G U�S P\0 SERE � ROS\ S SAP �WP�( g�( NG\N / w F 21 0°' o �0 SQUARE FOOTAGE INDEX �. I , �Op\F'� aR\�IEwP� E��R\PL L\Nw S� 2N R\F� 2° 0�1 �° E °R\J�PMp�° NP\ \0� 0 SUR ,_'� DETAIL(s) \ N°OR P\0� °F r vF S R�28 2 GONpR e0p PSROFESS\� /� S O0-,c\ON .�,��R-ov0\NG. AREA DESCRIPTION AREA 4 \ / % „G0M�NpJ\ F'aG\S"ER� \ °� I' II °�,EO , r LIVING AREA - BASEMENT 713 SF 12 FLOOR FRAMING PLAN (1ST FLR) �. -' n \ / W �p0p\AN N�0N �� ,�' OF pR°p r LIVING AREA - (1ST FLR) 1321 SF FLOOR FRAMING PLAN (2ND FLR) I + I >\.),---- , ------- R0`I\OES P" 10 Iv f LOWER ROOF FRAMING i— o_ / pNSO°� S-PEE CER ,\\�� ��� LIVING AREA (2ND FLR) 877 SF C _) CURgS, 1��LE ' GEN 5� \ ' LIVING AREA- TOTAL 2911 SF 13 UPPER ROOF FRAMING ��\S-\��M�N� 2�`\O SITE PLAN I)ETAIL(s) \c osi,MPS OF pP J� 10 0 5 10 GARAGE, SHOP 518 SF Drawn by PRO G \�o Pp PN EO / —5by0 14 `',YPICAL WALL SECTIONS JMC \ / Scale: 1"=10' 0" Date: COVERED REAR PATIO/DRIVE (BASEMENT) 665 SF 15 3UILDING CROSS SECTIONS Dec. 29 2016 / NOTE: COVERED FRONT PORCH (1ST FLR) 80 SF \ FULL SCALE, COMPLETE SURVEY NOT PROVIDED. COVERED REAR PORCH (1ST FLR) 483 SF Scala: \ THIS SITE PLAN WAS CREATED FROM INFORMATION PROVIDED BY THE COVERED REAR PORCH (2ND FLR) 171 SF S l-S2 ;'I'R.UCTURAL ENGINEERING 1"=10` u.n.o. \ / OWNER, WITH BOUNDARY, TOPO, CURB INFORMATION etc., ALL SCALED `-ATERAL PLANS, DETAILS, SHEARWALL CALLOUTS, SPECS, etc. Sheet#: \ ,- FROM REDUCED COPIES OF A 2014 SURVEY AND SKETCHES. ADDED BY \ / VERIFY ALL. - REVISIONS 3/4/17. UNCOVERED SIDE DECKS (1ST FLR) 137 SF Tim K. Garrison, P.E. -- EASEMENTS OF RECORD NOT SURVEYED; ASSUMED HERE FROM A 1500 E. College Way. # 515• ' REDUCED COPY OF CITY MAPPING AERIAL VIEW, PROVIDED BY OWNER. UNFINISHED ATTIC STORAGE TBD Mount Vernon, WA 98273 of 360-708-1865 Phone _ Sheets Revisions I Date 1) February 15, 2017 2) March 4, 2017 3) Sept. 12, 2017 NP\\�ME\A-, ASSUMED 5'-0" 10'-0" � P P �2�6 2 / X �� I / \,P \�,206 6 G\�' \ I\F� E PER v / RCN gP� 5�� 00 , ;_, O W \l ecj1 CP„ S-�0R S-�FZE m 0zaL r 12 2N0 v w ; _1 o m � �P q FROM 0 ...... Z w cn OF pAVEMEN o o i o z ROXIMATE ED g3ECT PROPER aA . N - N APP SO .�% v ' . oNo w �' z cn I- - ENCROACHING d a a 4 ° ° O (I) U (/) Z 'I * * * * 4, 4, 4, ° ° d a ° 4 Cl 27 = ✓ ° dJ ,� ° ° ° W W O v r 1 v v t ° Q d a ° a : " l NF � \.\� 4.4 VIis Q \/ ' ° Q d C/s '^ J LL_ � 0 J , d� n ., ° ` ` \ . _ Q a/ l (X � \ ? W W Vi4, 4 mi V / / \ �fi a / 0 AT EACH END OF SHALLOW SWALES, �MEN0k ` �� a � d ° a N/ - OP � Sa � O ° ° a ° 4 a a = DISCHARGE INTO ROCK DRY WELL .... . CI a \ \ ° . ,R - a , \� �` ' W / a ° VI Cr) SEE LANDSCAPING PLANANDOR NO- 8 -- d ad °� d a U° .y yJ' WW /�� • � d �CI_ CC CL. R a PIPE BACK TO 4 TIGHTLINE DRAIN C S\ \ \ �- 3 PdO \ O \ a° Wa dQ �W \ ° a � d a dz o SYSTEM, CONNECTED TO CITY STORM / a R� DW � \ a d� U'(1) DRAIN CONVEYANCE SYSTEM. Q 4. 4, 4, 4, W,�- `v ° °° X I- ,\'�5 / dOOPg � ` a d ?T= O/ °W WP SJ ''�/ ° / U a ° de a °a ° it w CO W��� s ° d WE � P a,A °° d ° °a a : { ex- \,O RP ? 'Q ad 4 a a d\�F\-\'S 0OFC S P � ' firW W ,-- �; a FRN� C ° • G a � x � a aEP a a ' W a f18" f1s„ \ RO �Nl ONM �� a / ' a aPORsr/d fZ��� \ ,, R�\I a a ° a a Yn S' CO ° �5, '� '� SODSIDPEERYARADNDASCAPSINHGALPLLAOJ�WJN� SWALE �C�\ \N\0GP R ° ° a ° ° 1Q t'' SIA ° ° \ - \ ` W ��° °G \ N- \ S a \ X X A \ CO\AC\ GN\\ �MNd ,uy� V 0`N P CNR SGPP \G C� t \ oa a a a 4 \ S\- 0\S � d rf - W w W P. ' *a a\ d\a ° a ::, ,= S\'� R�0S \ NO 0M ; ,�s \ d aa a d °d \ 0 & 0 O\ d \ \ a a .ASSUMED NEIGHBORING r SLOPE ALL FINISHED GRADE AWAY • 0 E E \ \ \ MPEO `g .. - 4, 4, 4, W OCYPN IOR EO 0 RO\ \ \ R GE S� ° Q e 0WV\RE A PROPERTY ALSO SLOPED GRADE FOR FROM FOUNDATION OF NEW RESIDENCE, LSPEgpC`( ONNCBS(S // �\ 44: 4, 4, 4, \\ ‘\ d ° \ \ \ PR a dd `�f,A�- r Vr Vr Y W 4, 4, 4 1 F V\C G P ORM N . SCFINISH GRADE AWAY, TO SHALLOW SWALE SLOPE AWAY IN ALL DIRECTIONS, P\ MC �PN / \ � a °i / \ \ \ G ° a Y ' :' W W Wa .r., RPGEPPGNP �( ADJACENT PROPERTY LINE. ALONG ADJACENT SLOPE A MINIMUM 0 -6 OF FALL IN S`(S�� ,CON ORPN %\ °�� 4a / �- d \ a aa d y ,=".- 4, 4, 4, 4, , N 0S \A0SC \\ C\ � O 0 10 0i - VERIFY. NEIGHBORING 10'-0" (OR MORE), TYPICAL. \\ d \ as = "< T 4, 4, 4, 4, 4, 4, 4, 4, PR gPON G SS 4, \ \ \ P\P M EP\`PROPERTY LINE \ x t212 \ ' W ..' V, J' ., V \ . -I1 , �' -' ' \ 4, l‘k ) 4, 4, 4, 4, 4, • SWALE SECTION DETAIL - � y ADJACENT TO NEIGHBORING PROPERTY LL/ \Y \ \ y �K`- ` �„ , 'W' NO Scale '� � �' `\ P \\J // �; W ,\ v \ W W `\ VO 0°: ^ \�� // -- W T� -. u _ �Y W W W \�L J, .b �✓ W Vs J, �4 .Y \/l♦ `\\ /0 `\ W Sr-= J, ' W W . W .1, �Y V' W •Y 4, 4, 4, 4, 4, 4, 4.y/ .0 4 04\\ c*1 ' // 4Y CO4, • .,i,. Y 4' Y W W 4, Y W W W Y '4 P-�� /O \ P ' `` V l '1 J J 4'`-;-',---- r 4 X W W 4, Y 4 �V Y Y V W W W W W l � N PPP^0X\ S W \-• W PROP° /// ' / 0% '----,;,-;-,;"2 1. V Y Y Y W Y Y W W W W Y J \\\3° 10 K // \ / Y J W Y r , I 4, W 4, W 4, V. W 4, 4, W W W W 4, rY 4Y 4, �Y y 4, \ - V, 4, 4, 4, 4, 4, :. S J' J' \\ �/ \ \\ 4, J, 4. W 4, ,4_ / �Y �Y W •Y 4, d, J, .L V' W V, V, .L •Y �, .1' 4, .L V, OG / \ W W W W W 0� V0 �Y �4 \\ // \jN `'\ \ 'y " W * V, 4, W W W W 4, V, W 4' * W * 4, * N y R rtzyl R`' � V V \ 1X�9'/ i / ; PO ` Y W ..r, ..i. 4, W 4, 4, * * 4, .1, V, 4, W 4, W 4, \ \,//- \ f217'X // x;', \ r, r,,,r v r ZR y ' W \ \J`\���� \\ / /' W V' mil, 4' ` 4, ., '1 ♦ a d '1 W W W l ' - V' 4' .Y 'U 'Lr*, ,k .l' -- ? 05 \\ .\.% a ° // 'Y ', 4, J, -,' `_ i `Y .Y a °d 4' W `Y W ` • V, V, `Y W W l.=,n� 4, W 4, R \ 4, •, `1' W 4, +. rr'4- W a 4 a W •Y * * .y W u, 4, 4, 4, W tV ,?''-. ' a a yT �'... 4, /I a d Q° a. 4, 4, 4, W 4, 4, /la � :, - . : - -4 t; .4, a W 4 \` ` J J a `J.,,-,/-__ .�rk ° ° .y . Y 4,„:}^,'! 4, 4, 4, Y V, 4, . . 4, 4, d a ° aa a 4, 0, 4' ° e ', V, WV 4,T * 4, 4, 4, * 4, 4, Y mi, 4, a d}' - 1 SHALLOW a r- � °; ° d d ° a a a W 4,° ° . , 1 Vm ` �, ..K r 1 ♦ "i," �. , a °W W - .0 •y`y - d a aQ Qa W W4, 4, WW4, s. �' W . .4, J J ` E.. 'Y ' 'I a 49 ° a ° . V, 4, ., J, J, a c-s C '' ' � w ° 4, W 4, W ° ° d ° e 4, 4, . 4, .V 4, V, ° a 4, 4, •, Y 4, ` 4, •, Y, 4, ° d a d a W 4, W 4, * 4, * aQ a 4 a a d Q 4 Z 7 ° - le - ' 4, . 4,d W Qo vt, &+ Ve + 4, 4, 4, J, 4, 4, 4, Z �` ` 4, 4, J, 4, V, 4, 4, 4, aa ° Q a a ° a ° Q OU W W W W Y W a ° ° ° \ ad a ° 4a ° a d aNGVa W W W W W Y l �y' O61; Y V Y W Y W W * Z ' 4, 4, 4 * a a W 8 W °° d a vd a * W W S •, NI, * .Y 4, .1, .Y V, -I C * W • •Y 4 °ad aO� 0a d ea n V, W W W .4 . E /29 PS \ , Q0 n ° d°° a d W W .y 4, ' 4, 4, Y V' '� * W Y W V, '' W ., 4, / CP "N Z ° a daa a �RCOCR ° a C943(I) D Q V, J, 4, 4, 4, a ° da a W W W * * W '' * '' .4, W * .4, W /---------- 0 Z ° ° 4 .5 .4 PP d a ° ° ° ° �� 2\ D M L.i I- N \: : : : : * : : •V * W d ° a 4 d W 4, 4, so- 4, 4, W 4, V W W W W � QO aadae ° d•, * J, 4, a a a ° . 4, W •, 4, * 4, 1, 4, .4, W .4, 0 >- 0 nN 4, 4, . 4, 4, nad ° ma ° a a d° a ° d ° J Q O o Q ° ° s 6 °a (L IL a- V `• 4, 4, 1, ° 4 a aI s a a a W 1 4. * 4- 4, 4, 4, * W V, . y ` Q 4, 4, y J, 4, 4, 4, ° i� ° d ° 4, V 4, 4, 4, 4 4.. 4, 4, 4, .4, W , \\Qa /LL a d a a a, 4, 4, 4, W V,CI AT EACH END OF SHALLOW SWALES, W W W .Y . 4, 4, 4, ` 4, a ° a d ad \/°N- 4, * 4, .4, I, •, 4, e ad 4, 4. 4, * 4, 4, 4, W DISCHARGE INTO ROCK DRY WELL . mi, � J, . 4, J, . a a ° ° a ° ° ,5 .4. ' 4. Wl, 4, 4, 4, a /C / a °(SEE LANDSCAPING PLAN) AND/OR \4' 4- * 4' * 'V * '. 105' WdWW * W4,0� ' NI, ad eYy N ° d ` °z PIPE BACK TO 4 TIGHTLINE DRAIN R1 WW 4, W 4, W 4, 4, ` d e a SYSTEM, CONNECTED TO CITY STORM Rg206E $ I 5O W ° n ° ° / aW 4, 4, ,\a 4, 4, a ° a ° e DRAIN CONVEYANCE SYSTEM. \526 as a e e \ 4, 4, d a a ��, iR \,----- ° n MPE?SE T a e d \ aaUP / a aXQO / •, •, 4, •, / g PER WC �Rgp W •Y W W V Y W a TDNSE, f1s" f18" / 4, 4, 4, W 4, 4, 4, W4. ° a , ea e / SOD ANDP PER LANDSCAPING P Z LANTING W W W W W W W W W W W W \ a � (.01, 1 1 +1,t 4, 4, 4, 4, a ,-3 a_ SLOPE ALL FINISHED GRADE AWAY v-�\L\� LNG I9 y W W 4- W W •W �' \='-' CD ,, FROM FOUNDATION OF NEW RESIDENCE, \S(\NG \NHS P ZNO S� P\-`�°a \,'` 00 Z GRADE FOR SHALLOW SLOPE AWAY IN ALL DIRECTIONS, EX R\p.L WEST a S\� p�\LS ' �� FRONT SWALE, MINIMUM CL SLOPE A MINIMUM 0'-6" OF FALL IN r' OF 4, ° 0,\CR'°RO' 0 cj� Q 36"(w)x6" DEEP • , LINED 10'-0" (OR MORE), TYPICAL. S\ d NEVI 5°\.� �PNOP2 (U WITH WEED FILTER a P�R * "...5...\ - Q FABRIC AND FILLED z WITH DRAIN ROCK. ��0 CURBS, �� if\Q�M,\A� Drawn by: SWALE SECTION DETAIL - PPPR0\ pGE OF LANDSCAPE DESIGNER TO CHOOSE SMALLER VARIETIES oF ALL TREES AND SHRUBS JMC THAT WILL NOT GROW MORE THAN 12, IN HEIGHT. Date: FRONT YARD PROVIDE (8) TOTAL TREES OF MINIMUM 2" CALIPER, WHERE SHOWN. Dec. 29, 2016 Scale: NO Scale LANDSCAPING PLAN 1/8"=1'-0" u•n.o. 4 Sheet#: 0 5 10 20 Scale: 1/8"=1'-0" 2 of Sheets Revisions/Date 1) February 15, 2017 2) March 4, 2017 3) Sept. 12, 2017 w z z LUO CC CC Li = w c=a N `� (.,1 1 •,_, •g N P- 250 250 ROOF PITCH AT MAIN ROOF PITCH AT ROOF FROM 1ST FIR 12 12 FRONT SHED PLATE HEIGHT, TYPICAL 10I / 3 ROOF DORMER ' a.) OTHERT WHERE NOTED V O APPROXIMATE TOP OF TRUSS FRAMING AT UPPER ROOF �t2a7.12' OTHERWISE 'Hi I tit)IIII •0 O cd - �-I x 1 - IIII ---- -------- ----- M 245 ---I- !II _=_ - - - -- - - 245 -- __-- _---------___-_ ---III I I , N IIII co _= -- __ _ _ - - _ __ IIII =_. -._ - - i _ _ - ___=- L �i T - ---E IITh I - TOP OF PLATE (2ND FLR) I ------ -- —�a -- ---- --_- ___ 1- -- -------- I- --- III! 240 - 1 ! I -! �� - 1 240 G¢ -------I-- _- -_--- - --- ___- _- _-------_-- - ===12" I' / / '� /// '12"--- / L.L.I :4 t > c-D 1 / in �Jm . 1 m 1 ..,./ / Z In 235I ROOF PITCH AT I / - 235 - --- - ------- � --I - - - - - ------- FRONT PORCH I _ � I CC I 12 --I - I I I w __-_ L--._ _ _ - _- 4 I a I LI o TOP OF SUBFLOOR (2ND F' - e_ __ _ __ -. _ -- -- . __ - _-.._-- 0o FLR LIVING AREA) ----- _ ---J J A o TOP OF PLATE (1ST FLR) _ _ -I 230 ! -i I --1 �L 1 230 18" / ,, ,=,, / -�` 18" , . N , , - 0 _ ` __' I STAIR LAND NI G �/ -o o — �_ _ _-; BEYOND + -o x Z / -T::: / _Z 12 ROOF PITCH AT , _ 4_--I - 24•AWNING xo / 144 _ �I _` 4==a ' ! 6 GARARI"GE DOOR 1 , In 225 - _': 6 ii' LI _ `;T 4==' ! -CO 225 mil= 4==3 i' �\- I c' _ —=T ,' DECK - _= f BEYOND �ul� TOP OF SUBFLOOR (1ST FLR LIVING AREA) ` _ _ _ SILL PUTS p TOP OF PLATE (BASEMENT) 220.3' - _�� - __ - _ n• 220.a'_ T'r i 220 - •.: _ �; Cl. I A s � I 220 TOP OF CONCRETE �� �..s . '" _p' - - [ r _ �Tr ._ � ir(7)x1 •�L) 12 O.C.j ? e D I WALLS •A• -_�- -� _ ? .. G .6 d d a S SLOPE GRADE ... .�.., , (3 ree' i " EXISTING --- ' ' ' ` • • '`• EMBED 1 1/2 (w) WOOD NAILING 1 STRIPS AWAY TYPICAL �'� AT THIS GRADE STAIR LANDING i 2" 2"' 2" AS DIMENSIONED, INTO THE FACE OF __� OSED .... ,... G SITE SECTI ONLY E \__ BEYOND ONLY qOP FINISH GRAp THESE CONCRETE FOUNDATIONS WALLS "A", PAD_ OWN 4 THIS SITE E' TO ATTACH SIDING DOWN CLOSER TO E VARIES) __ 4Y'_-?T (GRADE VARI S�ION LINE PROPOSED FINISH GRADE AS SHOWN. 0 215 "TOP OF CONCRETE" (NOT SILL PLATE) �-_; �I% -_ 215 z AT TALLEST FOUNDATION WALLS LABELED "A" 4= -� � _ F 0 PER FOUNDATION PLANS AND DETAILS. s= �- I 4'(h) MAXIMUM LANDSCAPE \ I— EL=220.3' 4--�= I RETAINING WALL BEYOND, EDGE OF PAVEMENT Q (13' ABOVE THE 207.3' NAIL IN PAVEMENT _ 1-- ;' I ADJACENT TO DRIVEWAY LOCATION VARIES w TOP OF CONCRETE SLAB (BASEMENT) _ AT NW PROPERTY CORNER; SEE SITE PLAN) 4 I �- ' 4==' BASEMENT SLAB BEYOND J J L I 210 , I 210 I CL 0 CC LI I-- . X L_t_J 205 205 I F- D Cr) V I— SITE SECTION & z CC A FRONT (SOUTH) ELEVATION L� 3 0 1 2 3 5 10MimpliimilliM Z Scale: 1/4"=1'-V F LEI (I) LU l— (i) Drawn by: JMC Date: Dec. 29, 2016 Scale: 1/4"=l'-0" u.n.o. Sheet#: ' . 3 . . . • . . .• . . . . . of Sheets Revisions/Date 1) February 15, 2017 2) March 4, 2017 3) Sept. 12, 2017 HI o CI ' '-' N 0 N 5/4x4 MINIMUM TRIM BOARDS o 'i r/1 c ° AROUND ALL WALL OPENINGS TYPICAL z (ALSO SEE TYPICAL WALL SECTIONS) 71 i 5 vA CI 250 CONTINUOUS RIDGE VENTS TYPICAL. zso V ROOF AT PROVIDE ROOF SHINGLE COVER. REAR GABLEPITCH DORMER a cues 1 ROOF PITCH AT AWN 12 ROOF FROM 1ST 12 t247.12' 12 a 4 APPROXIMATE TOP OF TRUSS FRAMING AT UPPER ROOF U Ezc w� NOTED 1o7 110 36"(h) ALUMINUM GUARDRAILS W/ .0 0 Cad oTHERwISE STAINLESS STEEL CABLE RAIL. M CONSTRUCT RAILS SO THAT A ao 245 A SPHERE 4" IN DIAMETER CAN NOT 245 ROOF PITCH 3 v ARCHITECTURAL COMPOSITION , FIT THROUGH AT ANY LOCATION. - ROOF DORMER ' --_ -SHINGLE ROOFING TYPICAL. `Z o -- - - 50 YEAR MINIMUM. c�III 5/4x8 FASCIA WITH 5" OGEE STYLE m„i 7� -CONTINUOUS ALUMINUM GUTTERS TYPICAL— TOP OF PLATE (2ND FLR) a FirliM77.718°. a0 zaoCEMENT FIBER BOARD SIDING. 18" III ' JAI;r1 ''''' '' ' _"HARDI"or EQUIVALENT TYPICAL. 17 REAR PORCH (2ND FLR): iimip • • • • • HORIZONTAL LAP SIDING WHERE SHOWN. _ , />1547P a6x6 MINIMUM PT SUPPORT POST, xrl _ T BOXED TO 10"x10". d" 5/4x4 TRIM BOARDS AT CORNERS o TYPICAL _ I 'n SIMPSON POST ANCHORS. li _ oo /I i I 235 I I I A / / 235 12 ROOF PITCH AT Q 4 d ■ FRONT PORCH \_ :1==■ilk= �► :•_ 11 I 12 i:I iiiM Milli I'.: i Q4 VI - - - iI��IIMM MYI� I I y TOP OF SUBFLOOR (2ND FLR LIVING AREA) BELLY BANDS ALIGNED WITH DECKS "' L — ZA _ ` TOP OF PLATE (1ST FLR) o .mistsissr, All 1 230 FRONT PORCH: n V S I 230 6x6 PT POSTS BOXED TO 10"x10" COLUMNS 18 I 18 I 11 o ABOVE, WITH SIMPSON A666 POST ANCHORS. j z REAR PORCH (1ST FLR): 12"x12" PT FRAMING FOR COLUMN BASES FINISH II 11 m I 8x8 PT SUPPORT POSTS TO f16"x16" WITH CULTURED STONE VENEER i = i , 1 , 1m I TYPICAL, BOXED TOAND t18"x18" CULTURED STONE COLUMN CAPS. _;_ �n� ' / 10 x10 EACH.��, , I PIP 1 SIMPSON PAST ANCHORS. i 225 FRONT PORCH: ��r � � ' / � � � I zzs CANTILEVER SLAB f3" TO COVER CULTURED STONE VENEER _ 1 / _ i. ON PORCH FOUNDATION. STEP DOWN MAX. 1 1/2 FROM ■, TOP OF ENTRY DOOR THRESHOLD TO PORCH LANDING. I� �- EMI APPROXIMATE CURB AT --- ----1-............ ONLY AOTPTHISDSFlEISS G�DE' SLOPE PORCH SLAB AND STEPS AWAY AT 1/8" PER FOOT. -- ��_ �_ TOP OF SUBFLOOR (1ST FLR LIVING AREA) THIS SITE SECTION LINE ECTION LINE DOWN • MAXIMUM `--- _ _ _ , (ELEVATION VARIES) (GRADE VARIES) (3) RISERS = =-'! 11- _',- -_-. A�, zzo.3' _ _ TOP OF PLATE (BASEMENT) o 4 0 220 SWALE EMBED 1 1 2" w WOOD NAILING STRIPS — r REAR PORCH/DECKS (BASEMENT): AT=TING AS DIMENSIONED INTO THE FACE OF +' \ / 8x8 PT SUPPORT POSTS TYPICAL Sq. sE RADE' ONLY THESE CONCRETE FOUNDATIONS WALLS "A", :2 2 • 2� .. ''; •: ' ;-.-• ;, : V 7/y,r�� /� �� / •e BLUSH(AT)THIS BOXED TO 10"x10" EACH. NE TO ATTACH SIDING DOWN CLOSER TO .� -// _ - (GRADE VARIES_ PROPOSED FINISH GRADE AS SHOWN. •• III -/ AEND OF DECK, SIMPSON POST ANCHORS. �— r :f.. :;'. •�.;- FOR CLEARANCE SEE FOUNDATION PLAN FOR z ' I II I AT TRAILER CONCRETE PIERS AND FOOTINGS. 0 215 �►.'� ■i PARKING BELOW. T 215 I-- � ___ BEAMS (DOWu) Q iilI JJ ELSEWHRE.■'�■,RETAININGWALL ■ s • ' J ADJACENT TO DRIVEWAY I r 1 LLJ BASEMENT SLAB BEYOND Ull n (' TOP OF CONCRETE SLAB (BASEMENT) CC 210 SEE SITE PLAN FOR CONCRETE DRIVEWAYS St WALKS 1_ CC (SLOPE AWAY FROM GARAGE) ILLJ -- OAK VIEW LANE SEE SITE PLAN4. W AO- 205 205 (f) Li CATCH BASIN NAIL IN PAVEMENT AT EL=206.6' NE PROPERTY CORNER L LI SEE SITE PLAN EL=206.2' p SEE SITE PLAN I— SITE SECTION, & RIGHT SIDE EAST ELEVATION OD c � 0 1 2 3 5 10 m z Scale: 1/4"=11-0' 0 I— LiJ (.!) Lii I— U) Drawn by: JMC Date: Dec. 29, 2016 Scale: 1/4"=1'-0" u.n.o. Sheet#: • 4 . . . . . . . . of Sheets Revisions/Date 1) February 15, 2017-- 2) March 4, 2017 3) Sept. 12, 2017 Li ; ww z ! zL z zz J J g J ; J F- c 3 d 1Z O O_ LL Li_N 4-I o O Q_ O O 2 W I) Z I „ v i Lt- z ' : 1Lcc . -----M-: _ ' �-+ 72 v i.�r�,k_ Ca► 't• _.. t c. Lc --ry cn F- T x�a"- c)-t7'Et" r >, < ••1z) 250 ?C,-L F l4--1V , `� Ir7 1- -' i� 2 \ - -� 250 g r/] N ROOF PITCH AT ` i CAV] REAR GABLE DORMER \/L Q L . ..1 C�i S ��li '((. . G.) {U� 12 12 ROOF PITCH AT MAIN ✓ O APPROXIMATE TOP OF TRUSS FRAMING AT UPPER ROOF 4 12 ±247. 2' ROOF FROM 1ST FLR , 44 • 10V /r \10 PLATE HEIGHT, TYPICALEXCEPT (V U ' OTHERWISE WHERE NOTED C.) 245 1 Tin- co 245 _____ -- — _ __ ` Q 3 ROOF PITCH AT ,Aigalli FRONT SHED 11--a�.) ROOF DORMER rG 1 i - TOP OF PLATE (2ND FLR) - -��-� - --zs -: _�=M- co __ a 18 , �/ 18" I Pra rW" , ROOF PITCH AT A 111.11 \ MAINOROOFROM 1ST , I I i FLR PLATEOFF HEIGHT. in I TONLY HE REAR PORCH OF ; TEMPEREDillir „ rc, 1 P° / 1 2 12 235 78.2A5,SF 1 235 1 4 12 ; -- , 4 p ROOF PITCH AT • _ FRONT PORCH -- ------------- �� TOP OF SUBFLOOR (2ND FLR LIVING AREA) ----- --------- --1-- - L O TOP OF PLATE (1ST FLR) — \ --- 1 I - a 230 230 1$" A 18" T? 1 18" APPROXIMATE CURB AT zPill // 1 f21"(h) BETWEEN . THIS SITE SECTION LINE 1 M aKITCHEN BASEAND `Dj I z --_ - (ELEVATION VARIES) r 1 3 UPPER CABINETS 'r \ CO / _ Wg 15"(h) WINDOW PER PLANS, , -_ �-- •TEM _1 N�' ' IN KITCHEN BACKSPLASH — 225 225 ' II IF /7 in g , ONLY miiii !'.��� —iiIIIIIIIIIII II "( ) ,4- _ EXIST GRA TION E N E ■---- t36 h KITCHEN COUNTERTOPS ING DE LIN GO- N I I __ SITE SEC \N\S �,1\G\`\ ll IIi °° "' = AT= Ni lES) pQOSE� 5E 5� 0o G AREA .I 1111 (GRADE PR P� �\�\S \1 PR\E5) TOP OF SUBFLOOR (1ST FLR LIVING ) _ s = ON\-� '0 • a TOP OF PLATE (BASEMENT) - I BELLY BANDS AND APPROVED FLASHING AT DECK LEVEL 220.3' '= r,- -T — G�` 220 ; ,.: •` �_ r� _r , 220 `_ `' "TOP OF CONCRETE" (NOT SILL PLATE) SWALE 1 "_•ram;::.. ... I .;;�� .... r..�:.� .;. . � AT TALLEST FOUNDATION WALLS LABELED A" j I , . ••• -- - PER FOUNDATION PLANS AND DETAILS. t4- EL=220.3' = • .. (13' ABOVE THE 207.3' NAIL IN PAVEMENT . `. . AT NW PROPERTY CORNER; SEE SITE PLAN) Z 215' Q 215 I 215 _ CONCRETE FOUNDATION WALLS STEPPED DOWN TO FIT PROPOSED I— • `' '``` `� FINISH-GRADE. VERIFY STEP HEIGHTS AND LOCATIONS ON-SITE. ▪ .';' : P.T. SILL PLATES MINIMUM 6" ABOVE FINISHED GRADE. W _ I• �� :,. _ w • OF CONCRETE SLAB (BASEMENT) I III +.-...} - ' : ' - BASEMENT SLAB BEYOND TOP _!, 210 \ /- MEE 210 O APPROXIMATE AVERAGE EXISTING GRADE, AT - EDGE OF _� MIDDLE OF PROPOSED HOUSE FOOTPRINTLi • PAVEMENT �_ (SEE SITE PLAN)V. X 205 z05 U) L1J NAIL IN PAVEMENT AT W NW PROPERTY CORNER EL=207.3' L_J SEE SITE PLAN C2i (/) SITE SECTION , & L W LEFT SIDE (WEST) ELEVATION (----) k3 0 1 2 3 5 10 U z Scale: 1/4"=1'-0" O F— LL_J C ) LiJ F— (i) Drawn by: JMC Date: Dec. 29, 2016 Scale: 1/4"=1'-0" u.n.o. Sheet#: . 5 .. . • . . of Sheets Revisions/Date 1) February 15, 2017 2) March 4, 2017 3) Sept. 12, 2017 w w z ,1 1 z J i I J Cc w 0 wi 0 , , w . ) N 00 n ! w , ; g v� Nr� 250 250 ROOF PITCH AT AWN r-- • ,2 ROOF FROM 1ST FLR N C/] \ I10 PLATE HEIGHT, TYPICAL �1 EXCEPT WHERE NOTED OTHERWISE ±247.12' APPROXIMATE TO OF TRUSS FRAMING AT UPPER ROOF 0 ==_-- ------- ---- ROOF PITCH AT --Tilt _ - " --_-- _ - = -==__-._._-- -- _= ____ I _ M 245 J REAR GABLE DORMER--I I I I _ ----------- - ------ --- --- -� 245 00 �N riNN - _ t 2 ---- I IIl 1`=yp -- __ = I in QU NY - Q 4 lei ltt=_=_-__ —= IL_=_ _ _- - --------1--------- IZ fi/ 211 { it r _ _ - : TOP OF PLATE (2ND FLR) g • — 240 240 _ _ _ 18" // / // / — V / ' 18 --- I n TEMPERED TEMPERED//i/ ,TEMPERED — / / 1 / - r - =CD ROOF PITCH AT A PORTION OF THE zt a = / RR PLATE FROM 1ST .. +• F / ���• — / / I_—_-- r. — TEMPERED/ /TEMPERED ONLY OVER PART OF y4 _ THE REAR PORCH I 235 II II I;I . / / III fJ 235 n // I — _ - - __ _- —- 12 -- i/ / 4..11. 11r' 1 1 — I �• 4 p I • ' / ' / - ' , 7----- I r ---- —T —C`' TOP OF SUBFLOOR (2ND FLR LIVING AREA) Ill_ J TOP OF PLATE (1ST FLR) O ' _ 230 // 230 C - f7/! CI / I / • (0 _ d /jFi1 / / i0 a?3cn 225 0 ) I / / ,\\ J/// , p 225 I - ` / 1 1 .Y // fiy ( 1 I- - �F c0 I CO �i� ���_ . - I pO / _ t ,` \/ -- - ' _ � � �� ` TOP,I OF SUBFLOOR (1ST FLR LIVING AREA) 00 _ _ TOP OF PLATE (BASEMENT) o 220 220 t -r -- r 1 . I i I I ' 1 _ /TEMPERED TEMPERED /1 MPEPED TEMPERED \ // / /i I/ / 1 Z \ 215 d001R/ DODF / �/ 215 I ) / MPS/ - CGR S� I I p z 1 1 / 0 CD ,4.0 /I 1 ��24.Qbf p /1 1 j / 0 4'(h) MAXIMUM LANDSCAPE = ! / // : _ 1 ! o I— • RETAINING WALL BEYOND, ! _ / I Q I � F - 1/ / ao ADJACENT TO DRIVEWAY ® i - LI 210 ., +ra ---��_' --" I - i' =�,_.-7.—�°� --- - ---� TOP OF CONCRETE SLAB (BASEMENT) W 210 EDGE OF PAVEMENT SLOPE DRIVES AWAY FROM GARAGE LOCATION VARIES O_ t-- ± 27'-8" OF CC TRAILER PARKING Lil SPACE BELOW DECK ie X 205 / .\_ 205 W CATCH BASIN EL=206.6' CD SEE SITE PLAN O _ z SITE SECTION & W CID REAR (NORTH) ELEVATION CC 0 1 2 3 5 10 I=1 Z Scale: 1/4"=1'-0" O F— LLI Cl) LL_I I— C!) Drawn by: JMC Date: Dec. 29, 2016 Scale: 1/4"=1'-0" u.n.o. Sheet#: • . . 6 . . . . . . . _ of Sheets Revisions/Date 1) February 15, 2017 REAR PORCH/PATIO (BASEMENT): 2) March 4, 2017 18"0 CONCRETE DECK PIERS TYPICAL, UP TO ±6" ABOVE PROPOSED PATIO SLAB. 3) Sept. 12, 2017 SEE ELEVATIONS AND FOUNDATION WALL HEIGHT DETAIL TO VERIFY PIER HEIGHTS. "93FP" PAD FOOTINGS (SEE ENGINEERING) AT POST/PIER LOCATIONS. PROVIDE PLUMBING CLEAN OUT NORTH OF COVERED PATIO/DRIVEWAY. VERIFY LOCATION WITH OWNERS. t.0 / 44'-0" HOUSE AND REAR PATIO/PORCH / 10'-0" DECK / U / 22'-0" / 22'-0" / w=i n7'-4" n r n14'-3" u/ ,�.,) r ( 7 -10 6 -10 7 -9 � � � REAR PORCH/DECKS (BASEMENT): / / / / j 7'-1 1/2" / 7'-1 1/2" CI 8x8 PT SUPPORT POSTS TYPICAL, ,. CT TO 10"x10" EACH. SIMPSON POST ANCHORS. 3 3/4" 7'-6 1/4" 0. PIERS 7'-4" O.C. PIERS 7'-1 3/4" O.C. PIERS 7'-1 1/2" O.C. PIERS 7'-1 1/2" O.C. PIERS 7'-1 1/2" O.C. PIERS 1O'-O" O.C. PIERS 3 3/4" 3 4 '>� SEE FOUNDATION PLAN FOR // / / // _ CONCRETE PIERS AND FOOTINGS. 3 3/4""/ f3 3/4" �,j3 3/4" �3 3/4" EDGES OF PATIO AND DRIVES. 4 CI SEE SITE PLAN. od w re) cii M EDGES OF PATIO M I "c) \ \ \ �\ ir54� -4':- "-' - _ _ — � ' _ __ — i - - _ = iX� - _  — � [— _—_ ': ';-'. \ \ \ \ b N O I4 THICKENED SLAB' MONOLITHIC ° ' ° ° 00 M � °J.' ( cn �3 1 CONCRETE PATIO(FOOTINGS , i : ° ° . °9 ° °. w_ N -',j,) . ° ` PER ENGINEERING m °- N :p l, ; °�° Q W ct o Co '� i . 0 4 N o o - o t I COVERED PATIO [. .'. ,'1 o i. 7'-10" 7'-4" 6'-10" W ' . Y ; I o vo—i o y �r TRAILER PARKING UNDER DECK - �1 �.}:. ¢ g iz `� 3• '-10" 4'—O" "I I' 4'-0" 2'-10" O ? ,�� o z w' f o o \ a a of \ o '1 "X"=48" BAY ABOVE I : ' o • . ci ,n oIN f " i n \ n » z ° ' I a N z \ ,. 6 -3 TO DOOR i 10�6�DO C. \ 7 -9 DOORS p.C° 19'-6" TO DOOR w o o , 5'-3" - \ 5'-3" S\ 5'-3" I 2'-6" '� ° i GENERAL FOUNDATION NOTES: oo / / \ \ . I '{ `r THICKENED SLAB MONOLITHIC i <; W /, 1 ' 1 Q \\ ® © - HB CONCRETE PATIO FOOTINGS FASTENERS FOR PRESSURE-TREATED WOOD SHALL BE OF HOT-DIPPED ZINC-COATED - _ _ _ ____ T :.,; = PER ENGINEERING �� GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR COPPER (EXCEPT 1/2" or \ \ \ \ 1 \ r \ 4 ---•, '- \ \ GREATER ANCHOR BOLTS). THE COATING WEIGHTS FOR ZINC-COATED FASTENERS HB II • a I. I \ \ SHALL BE IN ACCORDANCE WITH ASTM A 153. FASTENERS OTHER THAN NAILS AND STEP II .I } I STEP PROVIDE 30 AMP ELECTRICAL --‘-,1 M TIMBER RIVETS CAN BE OF MECHANICALLY DEPOSITED ZINC-COATED STEEL WITH I DOWN F„ 1.1 D CONNECTION OUTSIDE, FOR TRAILER L EDGE OF PATIO. i rr, COATING WEIGHTS IN ACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM. A. f6" •! 'I ±6" EDGE OF DECK ABOVE.e e... , I..I, BUCK OUT FOUNDATION WALL FOR TOP-OF-PLATE FOR CONCRETE FOUNDATION STEMWALLS CAN STEP DOWN WITH • �yM ; » » PROPOSED FINISH-GRADE AS NEEDED, WITH WOOD CRIPPLE WALLS UP TO FLOOR N 36" SIDE GARAGE DOOR WITH 36" 9SW (SEE ENGINEERING). 1 MINIMUM EXTERIOR LANDING SIMPSON STRONGWALL SB SIFEARWALL PANEL SWSB12x8, SYSTEM, OF STUDS NOT LESS IN SIZE THAN STUDS OF WALLS AT STORY ABOVE. o _q I o l VERIFY DEPTH OF I o 12"— /T�L 10'-6" 10'-6" (. ° ( BUCK-OUT) INSTALLED PER STRUCTURAL ENGINEERING CALLOUTS, DETAILS, • INDICATES DOWNSPOUT LOCATIONS FOR ALUMINUM GUTTERS AT ROOF. DOWNSPOUTS N E- " tt I n AND MANUFACTURER'S I HEREILATIRN SPECS. LOCATED AS SHOWN TO RUN DOWN CORNER TRIM SIDING BOARDS UNLESS NOTED 22 -0 F. `� 22 -0 -, c� / VERIFY FOOTING DEPTH HERq DURING EXCAVATION, FOR OTHERWISE. VERIFY DOWNSPOUT LOCATIONS WITH ROOF FRAMING PLAN. VERIFY F / 8'-6" 2'-O"12'-O" 8'-6" 7::: a �, Z PROPER ANCHOR EMBEDMEN1t PER SIMPSON SPECS. / / el / I I GARAGE SHOP 3 z� W WHEN POURING GARAGE SLAT, SLOPED TO DRAIN DOWNSPOUT SPACINGS FROM FOUNDATION AT PORCHES, DECKS, PATIOS, AND BRICK o - i II �,� z ,? o _ o ALL ANGLED WALLS SHOWN SLOPE GARAGE SLAB o a o W "H CURB" HEIGHT IS CRITICALHERE, FROM TOP bF STEMWALLS -ID VENEER OR CULTURED STONE VENEER LOCATIONS. I I .1:. 2" c� I I ARE IN 45' INCREMENTS kk TOWARD OVERHEAD a o o o TO FINISHED SLAB HEIGHT AT GARAGE DOOR OP NING. SEE SHEET # 8 FOR VARIOUS FOUNDATION DETAILS AND ALSO FOR "FOUNDATION °O i o—. = I;: DOORS FORDRAINAGE z o? o o O (SEE DETAIL ON SHEET #8). o WALL HEIGHTS DETAIL" AND LEGEND. SOME OF FOUNDATION WALLS LABELED "A", AND » i , » , » o 90' co ALL OF FOUNDATION WALLS LABELED "J", WILL REQUIRE ANCHOR BOLTS EXTENDED r` _ 2 -9 — 4_9 -- 12 - I 12" -- 4=9- 2 -9 I. `1'� INDICATES 18"(w)x8"(deep) i_ o M 1 g c:, HIGHER THAN NORMAL ABOVE TOP OF CONCRETE WALL IN ORDER TO CONNECT BASEMENT WALLS: \ \ \ ^; _ �� \ `s' 'may': THICKENED SLAB CONCRETE Q Z N LOWER DRIVEWAYS _ o MULTIPLE SILL PLATES AND/OR SUBFLOOR. LONGER ANCHOR BOLTS MAY BE 2x4 INSULATED WALLS or N \ _ \ _, -- `� �� i - - \ PAD FOOTINGS WITH (2) #4 a o 21' )) --�� __2i }.. Y �,6 , SEE SITE PLAN FURRED OUT INSIDE \ Wil I 6" rr ::I REBAR CONTINUOUS (TYPICAL = " REQUIRED. VERIFY LOCATIONS PRIOR TO CONSTRUCTION. WALL/SHELF, z \� X o I I UNLESS NOTED OTHERWISE cc o SLOPE CAR DRIVEWAY OF CONCRETE FOUNDATION WALLS o `° i » » I I I I n " fi. m 3 o i i N CoI �t32 x60 0 t32 x60 I N ON PLAN OR ENGINEERING) MINIMUM 1/8" PER FOOT 1 (WHERE ABOVE SLAB, INSIDE o� o N. I I I I I :' i , ° ° in N TUB/SHOWER ;: TUB/SHOWER -I.. AWAY FOR DRAINAGE (NI `- >--- - THIS HATCHING INDICATES ------� 7 HEATED SPACES ONLY) WITH i \ \ -� r=___ - - \ MINIMUM 1/2" AIR SPACE BETWEEN C° N 41 r- I I rI INTERIOR LOAD-BEARING WALLS I 1 • 2x4 WALL AND CONCRETE WALL. • I I I I I . " I I I ° I I , /-141' I I -5 1/2 10' 1 1/2" STAIRWELLS " 1 VERIFY AFTER EXCAVATION: VAPOR BARRIER OVER INSULATION "-) I I — _ . _ I--� — ,j:.: ,L I .4' n / 9 -5 / 6x6 POST PER SIMPSON ' . TO MEET CODE. 2 6 -1 4'-6 / ° �` �� ..� ' Q �: ' '� , 3 1 2 1 STRONGWALL SB GARAGE FOR CONCRETE FOUNDATION WALLS UP TO MAXIMUM 8 HIGH, UNBALANCED BACKFILL (SEE SECTIONS). \ \ \ ,. \�.:._ ':,:'_ -'-;\ - _.,1 r::.., .. . 1 ; ,_., PORTAL DETAILS. , HEIGHT RECOMMENDED NOT TO EXCEED 4'-0" HIGH TO MINIMIZE ADDITIONAL REQUIRED T2" 5'-0" 2'-6" N I ;L---�; 1 I N �. 3 \ X , ° VERTICAL REINFORCEMENT. UNBALANCED BACKFILL HEIGHT IS DEFINED AS THE DIFFERENCE ,r ,r / / I I I IISINKII I "'"r° 1 -I -; , "-., ,. , , , .--... s ° TYPICAL EACH BATH I IL, —_J , 1!i fc "'. WHERE THERE IS AN I Iv LJ —L-= 1REFG' N _ �. >. -- -- _ - I.* _ . EDGE OF DRNE BETWEEN THE INTERIOR AND EXTERIOR FINISH-GRADE LEVELS. I ,.,;',," ,L�.. IA . INTERIOR CONCRETE SLAB, THE UNBALANCED BACKFILL HEIGHT SHALL BE MEASUREDI \ \ �` ° �€tOVN \ � a 12" I 8 -6 4-0 8'-6" ai '. c> N I• —� FROM THE EXTERIOR FINISH GRADE TO THE TOP OF THE INTERIOR CONCRETE SLAB. / I / °'{./ '�� a W X BACKFILL CRAWL SPACES AS NEEDED TO ACHIEVE DESIRED HEIGHTS. ' CO `' �‘ Ise I 41t4o i -\�� .� �y I',. ram, _ GRADE ABOVE N BASEMENT SLAB /'�S ���' }" W " l MAXIMUM 4-0 HIGH VERTICAL REINFORCEMENT: o o LIVING AREA, AND GARAGE/SHOP. ` • c-, r.1 ' N LANDSCAPING RETAINING WAI4(s) 4" CONCRETE SLAB ON COMPACTED '- �. :" � . ' L: I- FOUNDATION SIU'S. " o MINIMUM- NOT LESS THAN #4 VERTICAL BARS AT A SPACING NOT EXCEEDING 48" O.C. FILL PER PLANS AND ENGINEERING. t ` l rY ►L OFF TALL L` '- I'' I SEE SITE PLAN, FOUNDATION' �i SHALL BE PROVIDED. CONCRETE FOUNDATION WALLS SUPPORTING MORE THAN 4'-O" OF / o\ _ . PLAN, & ELEVATIONS. A. UNBALANCED BACKFILL OR EXCEEDING 8'-O" IN HEIGHT SHALL BE CONSTRUCTED WITH (1210 SF SLAB) 7 fa�,y.,. o • ADDITIONAL REINFORCEMENT TO MEET CODE. ?' HARD TROWEL FINISH. tT: o -� V it L I . , FROM FOOTINGS, PROVIDE (1) VERTICAL REBAR >; \ \ FOR STEMWALL POURED SEPARATELY `- ►o '99Rerdc "D99-1 { ENGIN. •—�'saRecz & 'D9r SEE ENGIN°) 's9Re�� os9• ) :' FROM FOOTINGS AT NO MORE THAN 48" O.C. WITH A STANDARD HOOK 3" CLEAR OF \ \ \`Z • .:....1 I--' e \ ° • I \-- \ \ \ BOTTOM-OF-FOOTING AND EXTEND UP INTO THE STEMWALL THE LESSER OF 2" CLEAR N _ ° :.t `v 4'-6 _ OF THE TOP OF THE WALL AND 14" UP INTO THE STEMWALL. `'I W�� j 4-6 I Zg 4 5'-7" LANDING VERTICAL REINFORCEMENT GRADE 60 MINIMUM. v 23'-5 1/2" n g5 '/' 1O'-1 1/2" STAI WELLS ABOVE / v (WHEN ADDITIONAL VERTICAL REINFORCEMENT IS REQUIRED IN THE STEMWALLS, MATCH w / 4./: / o SEE NEXT SHEET (#8) AND » » » SEE NEXT SHEET (#8) AND ' 0 THE O.C. SPACING OF REBAR FROM FOOTINGS WITH THE ADDED VERTICAL REBAR. ENGINEERING FOR VARIOUS /12/ 33 -7 / 9 -5 / ENGINEERING FOR VARIOUS VERIFY.) • b FOOTING DIMENSIONS AND '-::'.I PORCH SLAB ABOVE I)::: THICKENED SLAB FOOTING DIMENSIONS AND r o I LOCATIONS AT BOTH • 4" CONC. SLAB ON COMP. FILL.;'''.: MONOLITHIC CONCRETE LOCATIONS AT BOTH ' 1 VERTICAL STEMWALL REINFORCEMENT THAT IS INTERRUPTED BY WALL OPENINGS (DOORS, BRACED AND CANTILEVERED -'-• (80 SF CONCRETE SLAB) t: i' PORCH FOOTINGS PER ( BRACED AND CANTILEVERED °O WINDOWS, ACCESS PANELS, etc.) MUST HAVE ADDITIONAL VERTICAL REINFORCEMENT OF RETAINING WALLS. r' HARD TROWEL FINISH. ENGINEERING I RETAINING WALLS. THE SAME SIZE PLACED WITHIN 12" OF EACH SIDE OF THE WALL OPENING. rl - `•"• F' •`' _ 1 I DOWN MAX (3) RISERSI 44DL .� z 15'-0" / 10'-0" PORCH / 19'-0" / a_ MINIMUMSIZE AND SPACINGS OF VERTICAL REINFORCEMENT 44'-0" HOUSE 10'-0" DECK / z MAXIMUM MAXIMUM FOR 8 INCH CONCRETE WALL THICKNESS FRONT PORCH: 0 WALL HEIGHT UNBALANCED SOIL CLASSES (refer to table R405.1) CANTILEVER SLAB ±3" TO COVER CULTURED STONE VENEER 0 BACKFILL HEIGHT GW, GP, SW, GM, GC, SM, SC, MH, ML-CL, ON PORCH FOUNDATION. STEP DOWN MAX. 1 1/2" FROM Q .- - , a , . . . and SP sons . SM-SC, and ML, and inorganic CL - TOP OF ENTRY DOOR THRESHOLD TO PORCH LANDING. p j 5' #4 48" O.C. #4 (� 48" O.C. #4 ® 48" O.C. SLOPE-PORCH SLAB AND STEPS AWAY AT 1/8" PER FOOT. Z UP TO 6' 6' #4 48" O.C. #4 0 40" 0.C. #5 ® 48" O.C. 0 4' #4 ® 48" O.C. #4 © 48" O.C. #4 © 48" 0.C. Li 5' #4 CO 48" O.C. #4 ® 48" 0.C. #4 c' 40" O.C. FOUNDATION PLAN 7, 6' #4 ® 48" 0.C. #5 © 48" O.C. #5 ® 40" O.C. Drawn by: 7' #4 CO 40" O.C. #5 ® 40" O.C. #6 ® 48" O.C. iiiidi0 1 2 3 5 10 JMC 5' #4 © 48" O.C. #4 ® 48" O.C. #4 ® 40" O.C. Date: 6' #4 © 48" O.C. #5 ® 48" 0.C. #5 CO 40" O.C. Scale: 1/4"=1'-0" Dec. 29, 2016 8' 7' #5 ® 48" O.C. #6 ® 48" 0.C. #6 © 40" O.C. Scale: 8' #5 ® 40" O.C. #6 ® 40" O.C. #6 © 24" O.C. /4"=1'-0" u.n.o. SEE STRUCTURAL ENGINEERING, STARTING ON SHEET # Si.S1 5' #4 I, 48" O.C. #4 0 48" O.C. #5 c, 48" O.C. CONSTRUCT CANTILEVER RETAINING WALLS PER ENGINEERING "98RC" & "D98" DETAIL CONSTRUCT BRACED RETAINING WALLS PER ENGINEERING "99RB" & "D99" DETAIL Sheet#: 6' #4 ® 48" 0.C. #5 0 48" O.C, #6 1 48" O.C. SEE PLANS AND ENGINEERING FOR LOCATIONS. 9' 7' #5 48" O.C. #6 48" O.C. #6 32" O.C. REFER TO ENGINEERING FOR ALL STRUCTURAL REQUIREMENTS, 7 SOME OF WHICH ARE NOT SHOWN IN THE ARCHITECTURAL PLANS. 8'• #5 ®'.40" O.C. - #6 c' 32" Q.C. #6 CO 24" O.C. - VERIFY ALL INFO WITH ACTUAL ENGINEER'S STRUCTURAL SHEETS AND CALCS, PRIOR TO CONSTRUCTION. of Sheets Revisions/Date 1) February 15, 2017 TOP OF CONCRETE ELEVATIONS 2) March 4, 2017 I FOR FOUNDATION WALLS 3) Sept. 12, 2017 TOP OF CONCRETE (T.O.C.), NOT INCLUDING SILL PLATES, PROPOSED ELEVATIONS LISTED FOR ALL FOUNDATION WALLS. ( A ) HIGHEST ELEVATION FOUNDATION WALLS ARE LABELED "A". *WALLS "A" ARE PROPOSED AT ELEVATION = 220.3' PER PLANS. (13' ABOVE THE 207.3' NAIL IN PAVEMENT AT NW PROPERTY CORNER SEE SITE PLAN. ELEVATION CHANGE ELEVATION CHANGE (STEP HEIGHT) WALL BELOW WALLS "A" BELOW ADJACENT WALL, PER PLAN U rJ ir-i N co .--1 1 I ( B ) OMIT OMIT '� U (NIBA8 IT -/ N ;15ib pop -1.— 2x6 PC) C4 oN 2x6 INTERIOR BEARING WALL (U.N.O. ON PLANS) ( C`) OMIT OMIT Q' 'C) ....gel i 18'(.)x8"(d«P) THICKENED '74 4 N SLAB CONCRETE PAD FOOTINGS �.., PER FOUNDATION PLAN TYPICAL /-.\ / `\ /-•\ /-•\ /-•\ /-•\ /-•\ /-• 4" CONCRETE SLAB UNLESS NOTED OTHERWISE ON ( D ) OMIT OMIT ( K ) ( K ) ( K ) ( K ) ( K ) ( K ) ( K �) ( K \) CI ON COMPACTED FILL PLAN OR ENGINEERING. ` -/ ,-' •_/ •_�' .-' ._/ ._/ ,_,/ I „� r� .. G I •<e . .. —\ ° • 6 y 7 •••• �':°te +� .:ti..'. • ^4 /� j _ �� • , E ) —114 STEP DOWN 114 A-E — <�' - - - - 1' - - - - ` - - - - _ —..• I�1: a . o.1=° • ' - L- _I I _I I 1 �• I � . e° I • -III-111—III—III—III—III 11 III—III_III—III—III—I M -I I—I I 1—I I I—I I—I I 1 I I— II 11 —1 I I— 1(—I I I—I I I—I I I \ n =N ' a• • •a °aa 1=1I1-1I1-111—IIH I FI ll II I I—I 11=1111111 11= ( F ) -18 STEP DOWN 18" A-F o r • ' -11 i-11 1-11111 111 I I1 1-1 1 11=1 1=111=11 111 ..%. i J Z ° . • ' m `' =LLI 111 J LL B LL_LI L J.-I L_III— —11-L J LL—I TCH._(2) 14 REBAR CONTINUOUS _ 'I.J o O • ' a Z EQUAL EQUAL TYPICAL UNI FCQ NOTED ;" n n '"1 M. • c , 4 r' / / OTHERWISE ON PLAN OR ( G ) -42 STEP DOWN 24 F-G .�:: m o z m •. 18" WIDE / ENGINEERING —/ . ' g a ��, a 4# f W - �, COVERED PATIO W 1' . . N.T.S. N W o �' TRAILER PARKING UNDER DECK I I o .�oWZ Z I oZ � t ° ( H ) -66" STEP DOWN 24" G-H '.:• Z L z I ' ' " �I t,.,:° p Alli DETAIL '' w fx "X"=48" BAY ABOVE C ° 8 1:.imo� /� - \ I ( 'I ; -90" STEP DOWN 24" H-I I.:I ®1 /// / \ \�\ 41::° 21'-6 1/2" TO STEP E-J i '.:' /-'\ 4 / \ / / E:1 ( K ) . :' / / \ THICKENED SLAB MONOLITHIC " `-/ • "* * 31.25" i J / / , J \ ( J , ( E ) ( E ' , CONCRETE PATIO FOOTINGS J , -121.25 STEP DOWN I-J �- �- \�- —T \ _ PER ENGINEERING .�-= STEP DOWN 7.25" E-J `� I y` I , T — _ r � /'`\ SEE ENGINEERING "91 FC". (41') r-4--I ( K ) CONCRETE PIERS; TOP OF CONCRETE ELEVATION TO MATCH WALLS "J". OMINIU - STEP ':I'';}:; S ' E,)I "9SW" (SEE ENGINEERING . \ FOOTING DIMENSIONS T.O.C. STEP DOWN DOWN } (' D ) o S n T.O.C. STEP DOWN " SIMPSON STRONGWALL SB SHEARWALL PANEL SWSB12x8 g 3 BASEMENT I 31.25" I-J ±6 n >> ±6CRAWL SPACE _ , 7.25 E-J .'1;=4: INSTALLED PER STRUCTURAL ENGINEERING CALLOUTS, DETAILS, x0..... to.. --- AND MANUFACTURER'S INSTALLATION SPECS. • l�i EXTEND BOLTS UP ABOVE TOP II ; `, T.O.C. STEP DOWN k I OF CONCRETE WAIL, ENOUGHVERIFY FOOTING DEPTH HERE DURING EXCAVATION, FOR FOR (2) PLATES f9 1/2" R-10 RIGID INSULATION TYPICAL SEE ENGINEERING "D98". �`. : 24" H-1 1 PROPER ANCHOR EMBEDMENT PER SIMPSON SPECS. ONLY WHERE REQUIRED AROUND " • n n - '.+11 : = PERIMETER OF LMNG AREA SLAB * WALLS "A" AND "J" TOP OF CONCRETE (T.O.C.) ELEVATIONS; SEE B and C FOR \ — WHEN POURING GARAGE SLAB SLOPED TO DRAIN, cV 2x10 PT PLATE WHEREVER TOP FOOTING DIMENSIONS FOR `` \ OF CONCRETE SLAB WILL BE THE DIFFERENCE STEP HEIGHT IS MOST CRITICAL BETWEEN THESE WALL HEIGHTS " " • , ' '• .:�" "H CURB" HEIGHT IS CRITICAL HERE, FROM TOP OF STEMWALLS FLUSH WITH TOP OF SILL PLATE 1 4" COMPACTED ETE SLAB FORFLUSH CONCRETE BASEMENT SLAB HEIGHT AT LIVING AREA, AND ALSO FOR A =4.1 -6 (h) HERE. ( H ) r:I'L TO FINISHED SLAB HEIGHT AT GARAGE DOOR OPENING. VERIFY LOCATIONS ON SITE. -- ON A _ �� �h► 1O'-1 1/4" HIGH TOTAL BASEMENT WALL FRAMING. 1 1. -:: (SEE DETAIL ON THIS SHEET). I z ' �..���� � �� �•— I I I - III—i I-1 NOTEs: 10 0 '4.; (/) •`�'• III=1I11I1=1I1=III—III-III_III- T.O.C. STEP DOWN -:0::: GARAGE SHOP LOWER DRIVEWAYS I1=I II=111E-11I=1I1=111=111E-1I I=1 ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE-TREATED. ."--• „ I11 I11 I1 1 1=1II-1I1=1 I H 24 G-H .::.� -'1 I=1 I II 11=1 11=1 11=1 11=1 I I III=1 11=1 11=1 11=1 11=1 11=1 11=1 11= .�., , 111-1 I 1-1 11=1 I I-1 I 11= I= I -IIIIII- 11 I = I =1 FRAME 2x6 SILL PLATES AT ALL WALLS EXCEPT WHERE NOTED OTHERWISE. \ - L--- - `i: _ r -III-III=1 =1 I =III= I I= I = n n --� _c_ - , A 911__1., .,, ' SLOPE GARAGE SLAB SLOPE CAR DRIVEWAY W —III=1 I I—III—I b _ _ - FRAME 2x8 SILL PLATES ONLY AT WALL E CONTAINING OVERHEAD GARAGE DOOR. „ n ` _ " n n III=IIIIII=III II IIIIII=IIIIII=III=111v�/� SEE ENGINEERING D98 I 2 TOWARD OVERHEAD MINIMUM 1 8 PER FOOT -III=III=III—III . -III=111=1I1—IIIIIIIII /\\ � FRAME 2x10 SILL PLATES AT WALLS J PER FOUNDATION DETAIL F-8. SEE B and C FOR `-' ,j:') DOORS FOR DRAINAGE AWAY FOR DRAINAGE I I—I 1 1=1 I I—I 1 1=1 1 1=1 11=1�jj W I I I 1 I r ''... ----- ----- z III=1I1III I" �II1=1II=1I1=1I1=1I1=1I1 ' 'K n FOOTING DIMENSIONS, FOR �j 1le 0I I I 1 1I—I11—III—III . .I FOUNDATION WALLS J' WILL REQUIRE ANCHOR BOLTS EXTENDED HIGHER THAN NORMAL A =6.1 -8 (h) HERE. I I I I I �' k:l O -1 11=1 11=1 I I la: I I� 111=1 11=1 I I—III—III I \ . a 1III-111=1 1=III-111 \\ ABOVE TOP OF CONCRETE WALL IN ORDER TO CONNECT MULTIPLE SILL PLATES PER � I- -----� 1 I -_ -.:,.� .: 6x6 POST PER —1 I I-III ' 11 'I I=1 I I=1 I I=1 I I=1 I I= //�//` FOUNDATION DETAILS. LONGER ANCHOR BOLTS MAY BE REQUIRED. VERIFY LOCATIONS 4' I- -- -- .I SIMPSON •I 1=1 I I \ \ I 1 I Q I��, -III=1 I 1=1 I 1=1 I 1=1 / // - Q __ __ STRONGWALL SB -111—III—III :`!,,..e. III1111111- I11 1111 --14/�\\�, PRIOR TO CONSTRUCTION. - ,1 I I 1 11 1. p G , o '�., GARAGE PORTAL ', , . .4 \ . • = I _ II — — ill. I:) DETAILS. ° �� 14 SEE ENGINEERING D98 . F , •:'•. ,' . . �� _._ . —� —,—•. _ :- 1 T.O.C. STEP DOWN ° .• gilk DETAIL SEE B and "C" FOR }- T.O.C. STEP DOWN t T _ ,_- 114" A-E _ qE ° .FOOTING DIMENSIONS, FOR �j " 1 II II I I I -- '— T- a - 4 I 10 h HERE. o I I k, .:fi• � s; J ,r�';c` �4\,`: �� . I 8 "A"-8.1' 1( ) 24 F�G I L -. L,/ \ I �4 ____________1____ ' ` Q -!' ,,, DRIVE BELOW U U \ BASEMENT SLAB < N. / / .:. Z •;A}— _ CL �'.: 52 --� T.O.C. STEP DOWN \ / l ��,_ � ,� 1-1-1 GRADE ABOVE „ n ( 18 A-F r � � SEE ENGINEERING D99 . ` :' T'-= - j MAXIMUM 4'-O" HIGH n ,. I...:..: �.�. . cn -- L L SEE B and "C" FOR \ �—== — L �k ) o LANDSCAPING RETAINING WALL(s) FOOTING DIMENSIONS, FOR , / \ ` I I- OFF TALL FOUNDATION STEP. "A"=8.1'-10' h HERE. a `. A_ °'' AT ALL WALLS "A"; fa h0 _j • ( ) o I / N. 1 o PLAN, ELEVATIONSNDATION Q r�1�, I ;s, ANCHOR BOLTS AT 24" O.C. FOR / \ -+ - EXTERIOR BASEMENT I- BASEMENT RETAINING WALLS. ` Y,.�• ,- I— °' ( A ) LLJ T ,T7T/.o' T7-T �T T R 9', SE ENO : ,/ :�09$.'(SSE' & ,' `'h--- 0 2x6 EXTERIOR BEARING WALLS - I I - , \ co 1 wy.A (i) 2x4 WALLS FURRED OUT INSIDE OF CONCRETE FOUNDATION WALLS (WHERE ABOVE SLAB, INSIDE HEATED SPACES ONLY) WITH I f` SEE ENGINEERING D98 . F - 2x6 SILL PLATES MINIMUM. ININUM 1/2•AR SPACE BETWEEN 2x4 WALL AND CONCRETE WALL. VAPOR BARRIER OVER INSULATION TO MEET CODE. " " -' SEE "B" and "C" FOR " " 2 (ALL WOOD IN CONTACT WITH SEE ENGINEERING D99 • SEE ENGINEERING D99 . CONCRETE TO BE PRESSURE-TREATED) VERIFY WALL/SHELF HEIGHTS (vs. FULL HEIGHT INNER WALLS) WITH WALL FRAMING PLANS AND/OR FINISH DETAILS ON-SITE SEE "B" and "C" FOR -: 1, •• FOOTING DIMENSIONS, FOR SEE "Bg and 'C" FOR C_ N A ROOM NTH MULTIPLE CONCRETE WALL STEPS, SET WALL/SHELF HEIGHT TO HIGHEST CONCRETE WALL ELEVATION FOR . ■ , . EACH WALL TO BEST FINISH OFF ROOM INTERIOR. FOOTING DIMENSIONS, FOR ,• PORCH SLAB ABOVE A =8.1 -10 (h) HERE. FOOTING DIMENSIONS, FOR L U Vie' --- " \ "A"=8.1'-10'(h) HERE. • '• "A"=8.1'-10'(h) HERE. _ z TOP OF CONCRETE/BOTTOM OF SILL PLATE/SIDING II ' 8"(v) CONCRETE STEMWALLS TYPICAL 5/8"x10'ANCHOR BOLTS 0 48" O.C. TYPICAL (UNLESS NOTED OTHERWISE ON II; PROVIDE MINIMUM (2) #4 HORIZONTAL REBAR IN TOP 12" OF FOUNDATION WALLS _ THICKENED SLAB MONOLITHIC v PLANS, OR PER ENGINEER'S SHEARWALL SCHEDULE). THERE SHALL BE A MINIMUM `° FINISH-GRADE AGAINST FOUNDATON z1 I UNLESS NOTED OTHERWISE ON FOUIQ$.TION PLAN AND/OR ENGINEERING. I CONCRETE PORCH FOOTINGSOF (2) ANCHOR BOLTS PER PLATE SECTION, WITH (1) BOLT LOCATED NOT MORE N `-i 1 J THAN 12'AND NOT LESS THAN (7) BOLT DIAMETERS FROM ENDS OF EACH PLATE ` ` .FO.....; 101�\/\\ Ili R-10 RIGID INSULATION TYPICAL ONLY WHERE REQUIRED PER ENGINEERING Q SECTION. BOLTS EMBEDDED MINIMUM 7' INTO CONCRETE. \//SL/E ,AWA�Fr/s//\,/\�/\// 5, AROUND PE1n11ETER OF LMNG AREA SLAB - -- , \ \ \ \ I t._: ._- .:. .:: ':f:_`=- ::.- -: ":::, ..:;. WALLS 24" OR LESS IN LENGTH CONNECTING OFFSET BRACED WALL PANELS SHALL s/ // // // // I I 4'CONCRETE SLAB ON COMPACTED ALL �I } 1 • HAVE (1) ANCHOR BOLT LOCATED IN THE CENTER THIRD OF THE SILL PLATE, WITH �+ \\/ \\ \\ \\/\\ \\ \\ \\ .11' e-� >< TOP OF CONCRETE BASEMENT SSA L_--1 i 1 -___- WALL CORNERS FRAMED TO ADJACENT BRACED WALL PANELS. v, Y/�// / / /\/� / / / / • I1 e .� "• ' a 6 ' „ • p ' WALLS 12" OR LESS IN LENGTH CONNECTING OFFSET BRACED WALL PANELS CAN o \\\ \ \ \ \ \ \ \ \ 11 '•-4 -- ---,_- -- : i i 111111111116 /1\\-‘ BE CONNECTED TO THE FOUNDATION WITHOUT ANCHOR BOLTS, WITH WAIL //�/ // // //// // // //° 11ae a***;•;*;•♦♦l♦c ��iVieeiii4/ / / / / / /• / / /• /• /! / /t / /• FRONT PORCH: i- j OCORNERS FRAMED TO ADJACENT BRACED WALL PANELS. \/�\�\%/\j/ j/` •{ jj/ j / \ CANTILEVER SLAB t3" TO COVER CULTURED STONE VENEER ALL ANCHOR BOLTS ALONG BRACED WALL LINES REQUIRE 1/4'x3'x3" SILEL PLATE x \> \ \ \ \ �.� . IL-o- / / //\/ / / / / / / / / / / / / / / / / / /\/ "WASHERS U.N.O. ON ENGINEERING. PROPERLY SIZED CUT WASHERS AIRE PERMITTED I /// / // / /;�� 11 \\ \\ \\// // // // // // / / / /////\//\//\//\//\//\//\// /; ON PORCH FOUNDATION. STEP DOWN MAX. 1 1/2 FROM ;v i ir, FOR ANCHOR BOLTS IN WALL LINES NOT CONTAINING BRACED WALL PANELS OR IN / p\/\/ =�%•= 'i' / / / / / / / / / TOP OF ENTRY DOOR THRESHOLD TO PORCH LANDING. BRACED WALL LINES. IR /\/\/\/ = �i' -•. I I \\ \\ \\� \ \ \ \ \ \ \�� I Ns /\/ :�• 11 a /\ CONTNUOUS PERIMETER FOOTINGS WITH (2) //\// // //\//\//\/ SLOPE PORCH SLAB AND STEPS AWAY AT 1/8" PER FOOT. � '.;:.,.. 1.!.. , re w yj\\/ 11' soy/ 14 REBAR CONTINUOUS (TYPICAL U.N.O. ON /\\/\\/\\/\\/\\/ " ;.1 I<i,`� Z .,,.\ �1� ��\/\\//,�":�`s-'� 1'- � � FOUNDATION PLAN AND/OR ENGINEERING) O •.1 \ •��i��i Imo, es:`°f ��1L�t, eo Q BOTTOM OF FOOTINGS LF =, i, O - ae. . h / I /\ i,�• /\ / �� FOR STEMW LL POURED SEPARATELY FROM FOOTINGS, PROVIDE (1)VERTICJAL 4" RIGID TIGHT-UNE DRAIN. �///\/ //\/ / / 2)'2' /././ REBAR FROM FOOTINGS AT NO MORE THAN 48" O.C. WITH A STANDARD HOOK \I 1 DAYLIGHT TO GRADE. \/\ \ \�� 3' CLEAR OF BOTTOM-OF-FOOTING, AM) EXTEND UP INTO THE SfDAWALL \\/\\/ ./�\ THE LESSER OF 14" UP INTO THE STEYWALL or 2" CLEAR OF TOP OF WALL. I ..1 0 ALTER FABRIC SURROUND. 8. 8. 8. VERTICAL STEMWALL REINFORCEMENT THAT IS INTERRUPTED BY WALL OPENINGS 4' RIGID PERF. FOOTING DRAIN WITH , (DOORS. WINDOWS, ACCESS PANELS, etc.) MUST HAVE ADDIITONAL VERTICAL H CURB' '=24'N.T.S. ORCEIENT OF THE SAME SU PLACED WITHIN 12" OF EACH SIDE OF 12' MINIMUM OF DRAIN ROCK COVER. DAYLIGHT TO GRADE. THE WIN-OPENING. (WHEN ADDITIONAL VERTICAL REINFORCEMENT IS REQUIRED FOUNDATION WALL HEIGHTS DETAIL TYPICK UNLESS NOTED N STEW/AILS, MATCH THE O.0 SPACING OF REBAR FROM FOOTINGS WITH OTHERWISE ON FOUNDATION THE ADDED VERTICAL REBAR ABOVE VERIFY.) 4I PLAN /OR VERTICAL REINFORCEMENT GRADE 60 MNNUM. .• FOOTNGS TO REST ON 0 1 2 3 5 10 WIC Drawn by UNDISTURBED SOIL "9SW" (SEE ). SIMPSON STRONGWALLENGINEERING SB SHEARWALL PANEL SWSB12x8, Date: © DETAIL Scale: 1/4"=1'-0" AND AMANU ACTURER'S PER T NSTALLATIONESP CS.RING ALLOUTS, DETAILS, Dec. 29, 2016 VERIFY FOOTING DEPTH HERE DURING EXCAVATION, FOR Scale: 8 TYPICAL PROPER ANCHOR EMBEDMENT PER SIMPSON SPECS. SEE STRUCTURAL ENGINEERING, STARTING ON SHEET # Si. WHEN POURING GARAGE SLAB SLOPED TO DRAIN, 1/4"=1'-0" u.n.o. CONSTRUCT CANTILEVER RETAINING WALLS PER ENGINEERING "(ARC' & "D98" DETAIL "H CURB" HEIGHT IS CRITICAL HERE, FROM TOP OF STEMWALLS Sheet#: CONSTRUCT BRACED RETAINING WALLS PER ENGINEERING "99RB" & "D99" DETAIL TO FINISHED SLAB HEIGHT AT GARAGE DOOR OPENING. FOUNDATION DETAILS SEE PLANS AND ERRING FOR LOCATIONS. REFER TO ENGINEERNG FOR ALL STRUCTURAL REQUIREMENTS, SOME OF WHICH ARE NOT SHOWN IN THE ARCHITECTURAL PLANS. - "H CURB„ DETAIL Scale: 3/4"=1'-0" VERIFY ALL INFO WITH ACTUAL ENGINEER'S STRUCTURAL SHEETS - AND CALCS, PRIOR TO CONSTRUCTION. NO Scale of Sheets Revisions/Date PROVIDE PLUMBING CLEAN OUT 1) February 15, 2017 NORTH OF COVERED PATIO/DRIVEWAY. VERIFY LOCATION WITH OWNERS. 2) March 4, 2017 / 44'-0" HOUSE AND REAR PATIO/PORCH / 10'-0" DECK / 3) Sept. 12, 2017 REAR PORCH/DECKS (BASEMENT): / 22'-0" 221-0" / 8x8 PT SUPPORT POSTS TYPICAL, / 7'-10" 7'-4" 6'-10" 7'-9" / 14'-3" / BOXED TO 10"x10" EACH. 7'-1 1/2" 7'-1 1/2" SIMPSON POST ANCHORS. / / / SEE FOUNDATION PLAN FOR `) CONCRETE PIERS AND FOOTINGS. 3 3/4" 7'-6 1/4" O.C. PIERS 7'-4" O.C. PIERS 7'-1 3/4" O.C. PIERS 7'-1 1/2" O.C. PIERS 7'-1 1/2" O.C. PIERS 7'-1 1/2" O.C. PIERS 10'-0" O.C. PIERS 3 3/4" EDGES OF DRIVES. // / A / // SEE SITE PLAN. 3 3/4" _/f3 3/4" _/f3 3/4" /3 3/4" 0 rn M N. \ \ \ alil - — da: - _ .� � - — I _-- _ — — _ ii _ - — — _ _ F Li.) . -.41 B" (SEE ENGINEERING 41 B" (SEE ENGINEERINGI44141 B" (SEE ENGINEERIN �"_ . . \ \ ii, y ° 1B" (SEE ENGINEERIN ��_i 1 B" (SEE ENGINEERIN ;4-y di, ° 1B" (SEE ENGINEERIN ��-" "41 B" (SEE ENGINEERING) - `-' . ° ''i� '--4 N .--1 w s DECK BEAM (DOWN) DECK BEAM (DOWN) ^ DECK BEAM (DOWN) DECK BEAM (DOWN) DECK BEAM (DOWN) DECK BEAM (DOWNL DECK BEAM (DOWNNNNj. .° ` °°z` ° ° - . • < 1 •c U N ci ' 11�. ° ° wlll Ilz \ :� c.m : 4° . ,I ,8 0No w �a w "C� 01 _ _ 0 -co . I I�� Z I I Z \ \(1) ; /\ �E PRK • rm-a Q �`' o N r� w o a_ w 3 ( I � I = g � i-w I cn ,,, a o I mp oII to � � \ "%ZaX . 1 �� N � o o cc 7'-10" 7'-4" �yo 6'-10" j, w��, COVERED PATIO / DRIVEWAY \ / X w��, N v,? a a 0 '� " '_ " �I » n I= '_ " " "' o Z �1 TRAILER PARKING UNDER DECK / �� o Z ct -z w 4 o N a_ ' z 3 10 4 0 cv 4 0 2 10 01 Lil �' �I I / _ 4BEAM (DOWN) ) J / y cJn a / \ Cl) a ``n <= /< a ~ 1 U _ _ / \ q I �,y • NC N \ / r — — — \ \ v(�m I o I N •e� C� 6'-3" TO DOOR // I 10'- " DO C. I �� 7'-9" DOORS C. 1 s 6" TO DOOR \ m w , o N O / / �5'-3" / \ 5'-3" 5'-3" 2'-6" 1; / \ I i M in oo III // © -1 "X"=48" BAY ABOVE` Q �\� I © - B DECK-BEAD- DOWN) Y N / •D " "23H" EAD ' '23. \ "41 B" (SEE ENGINEERING) k,o o Z \ \ \ T\ ��������r' �����/��������i ��i//��4,1MIMI& — j i����������i.'������////������������������/������/������������������������������������/ _- —f_ %f�i \ \ \ HB ±24.0 SF ±24.0 SF \ "21H" - • I �, j DOOR EGRESS DOOR EGRESS r- ` SEE DER GINE 1 I ING M N. co 18'-0"(w)x8'-0"(h) \ !EDGES OF DRIVES. I 1 T ,�, ,r, a - ---J QUEEN BED , r QUEEN BED -��\ rn PROVIDE 30 AMP O1VERHEAD GARAGE 1 1/DOOR.(h) R.O. I DECK ABOVE. ELECTRIC L (/)_, + o UTSIDE,AFOR TRAILER CONNECTION CEILING TYPICAL)BASEMENT o SIMPSONS STRONGW LEE RINL SB. I _ BEDROOM 2 o I BEDROOM-3 SHEARWALL PANEL IWSB12x8, of o 12" /�,4 10'-6" / 10'-6" I ` I INSTALLED PER STRUCTURAL `V 1- • I 22'-0" I 22'- " 1 ENGINEERING CALLO TS, Z DETAILS, AND MANUFACTURER'S I , » , n , » , n U, 8 -6 2 -0 2 -0 8 -6 I 3-PLY MIN. STUD PACK. z _ r° w W w INSTALLATION SPEC . I o _ i L J I • L 4-PLY MIN. STUD PACK o z o I 1 ID , ,--- 71 P (SEE ENGINEERING). w I CO �� ALL ANGLED WALLS #OWN ) 0 rr z a ;11- I ;O S.°. _ S A.O; ARE IN 45• INCREMENTS < o '-'-' c0 I = N r _ GARifGE ' o 1 LOWER CRIVEWAYS o o = 13 // ' " ci . I 90• c1 12"O 4'-9" N,2'-9" o I Q = w SEE SITE PLAN N r, / 2 -9 �, 4-9 , N / �, /. 1 -1 ce = I > I I \ \ \ _ \ I -> 11 I \ n --0 11 _ �� o� SLOPE GARAGE SLAB c:, N SLOPE CAR'DRIVEWAY BASEMENT WALLS: _ / �, _ \ _ „ 2x4 INSULATED WALLS or b BATH-2 --\ -- /�'• BATH-3 2 TOWARD OVERHEAD - o MINIMUM 1/8 PER FOOT WALL/SHELF, FURRED OUT INSIDE r, % L 6 E -- j i \ DOORS_FOR DRAINAGE 1 w CD AWAY FOR DRAINAGE O z AN HALL V FAN, ,_ z .\ —a- ;---�- o OF CONCRETE FOUNDATION WALLS N ;VTO g VTO L__ '`V 4-PLY MIN. '= I CD . o� (WHERE ABOVE SLAB, INSIDE N o /, 2� S.A. STUD PACKS. a N HEATED SPACES ONLY) WITH i \ \ \ --— --- -- -—- -- 4-PLY MIN. STUD PACK a MINIMUM 1/2" AIR SPACE BETWEEN `o % I I ±32"x60" z LU > z , I "70P" (SEE ENGINEERING). N J 2x4 WALL AND CONCRETE WALL. o 1 1f32"x60" " " I I ,�, © ©,,, I c* 2.-5 1/2 10 -1 1 2 STAIR ELLS I VAPOR BARRIER OVER INSULATION 1"' / I I TUB/SHOWER _ = J TUB/SHOWER} I f- / / 9 -5 1"° , TO MEET CODE. - . l `n lr M (DO �N 2'-6" / 3.-1" //4J_6 1/2 / • (SEE SECTIONS). \ \ \ �� : \.,. _ \ `�: :�: )-- ->�\:::\�`:\ n ° » » n "436" (SEE IN I C "'«� - I B WN .a . 2 5 0 / 2 6 / N � '��L J Nam\ "44B" ( E�ENG.) — j ° ` ` - • ''• •• • TYPICAL EACH BATH LLSIiJ_K_ii �,REFC - - - EDGE OF ERNE -ram -i— - -- -- - ``\�. - , \ 12" %. Z Z 8'-6" 4'-0" 8'-6" I D , I , i j U w N 1 m\ � /— / / X SEE ; I o °'�� o Q = N �' ow w 4-PLY MIN.0 ENTRY 14 aLOSET I 1 �`r�'/�F�c\' ` I,� ? a » N 1 , N N DEN0 "'/� �� cn 'l v 1 MAXIMUM 4-0 HIGH �. = STUD PACK. " I I \ / S'<P I 1 n o S.A. 36 (h) RAIL , I _ LANDSCAPING I:ETAINING WALL(s) o /° wI _I O \ I Vv SHOP o • OFF TALL FOUNDATION STEPS. o wI 3 UP (19)R I .. SEE SITE PLAN, FOUND TION �I I -N TO 1 T FL R__ / \ - _ 0PLAN, & ELEVATIONS. ' Co Y o /v I \ to o I m I / j % ` \ \ \� : I \ \ \ • ,11‘ cNi N 1 4'-6 1/21 5'-7" LANDING I I o 23'-5 1/2" 10'-1 1/2" STAIRWELLS ABOVE / a /12" 33'-7" / 9'-5" / I 0 1 0 1 FRONT PORCH SLAB ABOVE i 1 °O 00 (SEE 1ST FLR) 4® 1 I I I 1 I --.I 11� \ ---- -- -- I 1 -- -- -- - -- -- -- --- - ----- --- \ �----� I I ___1 F I I I L J LU / 15'-0" / 10'-0" PORCH / 19'-0" / 44'-0" HOUSE 10'-0" DECK / / / (w Q CO WALL FRAMING PLAN (BASEMENT) = 4 0 1 2 3 5 10 WALL FRAMING NOTES : CD SEE ENGINEERING LATERAL PLANS STARTING ON SHEET Si. Z Scale: 1/4"=1'-0" REFER TO ENGINEERING FOR ALL STRUCTURAL REQUIREMENTS, SOLE OF WHICH ARE NOT SHOWN IN THE ARCHITECTURAL PLANS. Q VERIFY ALL INFO WITH ACTUAL ENGINEER'S STRUCTURAL SHEETS < AM) CALCS, PRIOR TO CONSTRUCTION. Li_ • - - ALL EXTERIOR WALLS TO BE FRAMED WITH 2x6 STUDS MECHANICAL NOTES : PLATE HEIGHT KEY ® 16' ON CENTER. ALL INTERIOR WALLS TO BE 2x4 -I STUDS 0 " ONHVAC FURNACE(s) AND WATER HEATER(s); VERIFY WITH OWNERS. BASEMENT WALLS O1HERWI E1 ON WALLS NTER FRAMINGCPLLAN().PT NOTED MECHANICAL AND PLUMBING SUBCONTRACTORS TO VERIFY UNIT LAYOUTS AND LOCATIONS. VERIFY GAS TANK or TANKLESS WATER s) WITH OWNERS, AND LOCA HEATER s . v%///////%%///A 101-1 1/4" PLATE HEIGHT (TYPICAL) SLOPE FLOOR SURFACE OF ANY EXTERIOR CONCRETE OR ( 1 'K ) SOLID SURFACfE LANDINGS, PATIOS, STEPS, WALKS, DRIVE, etc. IF WATER HEATER IS A TANK IN DRIP PAN, IT CAN BE LOCATED IN SHOP AREA OF GARAGE, EXTERIOR WALLS, BEAIRNIG ON PERIMETER AWAY FROM HOUSE AT MIN. 1/8" PER FOOT FOR DRAINAGE. Drawn by OR IN UNFINISHED ATTIC STORAGE/MECHANICAL AREA (AS SHOWN). CONCRETE FOUNDATION STEMWALLS BELOW. SEE ELEVATIONS & DETAIL BELOW FOR TYPICAL WINDOW FRAMING HT. JMC ` FOR ONE AND A HALF STORIES PLUS BASEMENT, ,'110 1 1/4" PLATE HEIGHT (TYPICAL) - HVAC FURNACE UNITS ARE PROPOSED IN BOTH THE BASEMENT GARAGE/SHOP AREA, INTERIOR WALLS, BEARING ON CONTINUOUS ELECTRICAL SI1116-CONTRACTOR TO VERIFY LOCATIONS AND Date: AND IN THE UNFINISHED ATTIC STORAGE/MECHANICAL AREA (BOTH SHOWN). THICKENED SLAB CONCRETE PAD FOOTINGS. INSTALL STK KTE ALARMS WHERE REQUIRED BY CODE. Dec. 29, 2016 PROVIDE MINIMUM (1) RETURN-AIR TO EACH FLOOR. ® SA - INDICATES SMOKE ALARM SYSTEMS AND DUCT LAYOUTS ALL TO BE DESIGNED BY MECHANICAL SUBCONTRACTOR, 10'-1 1/4" PLATE HEIGHT. (TYPICAL) Scale: AND VERIFIED WITH OWNER. INTERIOR WALLS (NON-BEARING) 1 1/4"=11-0" u.n.o. DUCT AND BLOWER DOOR TESTING REQUIRED. SEE DOOR SCHEDULE ON SHEET # 10. PLATE HEIGHTS ARE ALL BASED ON DISTANCE Sheet#: TYPICAL, FOR GAS APPLIANCES: FROM TOP OF SLAB OR SUB-FLOORING, TO lJ SEE WINDOW SCHEDULE ON SHEET # 10. PLATFORM if REQUIRED 18"(h). TOP OF WALL FRAMING FOR EACH FLOOR. 9 R-10 PAD if REQUIRED. . SEISMIC STRAP. PLATE HEIGHTS ARE TYPICAL UNLESS NOTED (e; INDICATES TRANSOM WINDOW ABOVE, IF APPLICABLE. (SEE ELEVATIONS) P.R. TO OUTSIDE. OTHERWISE ON FRAMING PLANS. SEE WINDOW SCHEDULE ON SHEET # 10. of Sheets Revisions I Date FRAMERS VERIFY ALL DOOR SCHEDULE 1) February17 ROUGH OPENINGS I NUM. SIZE DESCRIPTION REMARKS 2) March 4, 2017 1 18'-O"(w)x8'-O"(h) STEEL OVERHEAD GARAGE DOOR WITH GLASS PANEL PER ELEVATIONS CARRIAGE HOUSE STYLE, INSULATED / 44'-O" HOUSE AND PORCHES / 10'-O" DECK / 3) Sept. 12, 2017 2 3'-0"x8'-0"xl 3/4" EXTERIOR, CODEL (VERIFY MODEL ii) INSULATED/SIDE DOOR AT GARAGE / 22'-0" ROOF ABOVE / 22'-0" / 7'-10" 7'-4" 6'-10" 7'-9" LIVING AREA ABOVE 14'-3" PORCH DECK ABOVE 3 3'-0"x8'-o"xl 3/4" EXTERIOR, CODEL (VERIF( MODEL I TO MATCH INTERIOR DOORS) INSULATED/20 MINUTE DOOR TO GARAGE / / / / / 7'-1 1/2" / 7'-1 1/2" / 4 72"(w)x96"(h) VINYL, CERTAINTEED "FRENCH RAIL" STYLE SUDING GLASS DOOR INSULATED/TEMPERED GLASS REAR PORCH (1ST FLR): 8x8 PT SUPPORT POSTS 5 72"(w)x96"(h) VINYL, CERTAINTEED "FRENCH RAIL" STYLE SUDING GLASS DOOR INSULATED/TEMPERED GLASS TYPICAL, BOXED TO 6 3'-0"x8'-0"x1 3/4" EXTERIOR/CODEL CRAFTSMAN FLS-200 WITH C-21 SHELF 0 ENTRY INSULATED/TEMPERED GLASS 10"X10" EACH. SIMPSON POST ANCHORS. ;-( O 7 6'-0"x8'-0"x1 3/4" EXTERIOR, CODEL, FULL GLASS PATIO DOOR, FRENCH; (2)-36"(w) DOORS NSULATED/TEMPERED GLASS 8 108"(w)x96"(h) VINYL, CERTAINTEED "FRENCH RAIL" STYLE SUDING GLASS DOOR NSULATED/TEM PERED GLASS "32B" »(SEE ENG.) 326» �(SEE ENG.) "32B" n(SEE ENG.) 32Bn (SEE ENG.) "32B" (SEE ENG.) "326" (SEE ENGINEERING) N • ROOF BEAM (DOWN) ROOF BEAM (DOWN) _ ROOF BEAM (DOWN) BEAM (DOWN) DECK BEAM (DOWN) DECK BEAM (DOWN) • ♦ �♦ �9 ♦ ♦ ♦ - - - - - - - - - - - - - _y �- m _, ��7I V/ �.4 eel 10 z :� ,:. G� I'I� m N / I L%� U (1.) 11 2'-6"x8'-0'x1 3/8" INTERIOR, HOLLOW-CORE, POCKET DOOR "MASONITE" - VERIFY STYLE AND FINISH I ! o \ '� — COVERED PORCH 11110 Et a LLI \ / COVERE PORCH o Iwil s v) ch 12 2'-0"x8'-0"x1 3/8" INTERIOR, HOLLOW-CORE "MASONITE" - VERIFY STYLE AND FINISH C)3 I VERIFY DECKING I I I I m= 9 Z W I I I VERIFY D KING / o m } a o IIII c� N � �I n �z w ,-� v Y � < �, 13 2'-8"x8'-O"xl 3/8" INTERIOR, HOLLOW-CORE "MASONITE" - VERIFY STYLE AND FINISH I 1z`10 3'-10" 15'-4" 24-10 ''' 0_ 1 �' ,--I U W M I d✓ , n , n III C7 , n / , » \ / , » \ / m W Z w' 0 = "� N 14 2'-6"x6'-8"x1 3/8" INTERIOR, HOLLOW-CORE '11ASONITE" - VERIFY STYLE AND FINISH O v0 / 4-D / 7 -4 /IIII 4 -D / 2 -10 I 22 -D N EA �I N w CC 15 a m m J / 3'-8" X 3'-8" I(Ill THIS (�X"= THI X"= o m `" a �+ o I ,N oo I r IIII LIVING ABOVE EXTERIOR PO CH DECK ABOVE M DECKfx N o ,� au 16 - `" x I Z Y �,'� "20H" (S E ENGIN.) III' 2\d>3 Z Y I ( / \ U i1 - VERIFY DECKING N ,� 5 ,� o 17 2'-6"x6'-8"x1 3/8" INTERIOR, HOLLOW-CORE "11ASONTIE" VERIFY STYLE AND FINISH / \ _ 18 2'-8'x6'-8'xl 3/8" INTERIOR, HOLLOW-CORE "MASONITE" - VERIFY STYLE AND FINISH \ I I o / \ - - //��; I , I » , , n Nato �G1 RADIUS ;Ss O J o y0" 7 -0 7 -0 \ 4 -0 ° LE3 „w ^' o cD T 0 /- « ♦ CENTER ` '� 3,—•" 3,-3'j w >o ") _co ` M 19 3'-o"x6'-8"xl 3/8" INTERIOR/HOLLOW-CORE/DOUBLE 18" DOORS WITH BULLET CATCH "MASONTTE" - VERIFY STYLE AND FINISH I HB m N 54 $; / \ INT Ills, cn / w Si 20 I — N / ` N Dp IIII FF�` I 0 ��/ N >o I = U 21 ♦ ♦ ♦ Z Cc'� /i//_r0�' _„ illl j /�//.LV�i% '� sr —@ I ..PIT: /";I iin �_/ A ,:r — — jvi���/�//�n — v / //y �� AN,,,,,it. %uipUi II p, 22 2'-8"xs'-8"xl 3/8" INTERIOR, HOLLOW-CORE, POCKET DOOR •MASONITE" - VERIFY STYLE AND FINISH j w _ "36B" BCA DOWN SEE G` &-11 .,, =w 3 "21 H" SEE ENGIN. "22H" SEE ENGIN. "21 H" SEE ENGIN. '' CC 23 2'-8"x6'-8"xl 3/8" INTERIOR, HOLLOW-CORE "MASONITE" - VERIFY STYLE AND FINISH it am Z LJ 19 rn o DIN I I E �' 6' / N wI I (NI4-PLY MIN. I / O I I APPROX. OVAL TABLE , //„ n w n� N STUD PACK. % - ol 24 3'-0'x6'-8'xl 3/8" INTERIOR/HOLLOW-CORE/DOUBLE 18" DOORS 'MASONITE' - VERIFY STYLE AND FINISH �,En -� Ir)n � �`\ `„ I '4'-1 2" 1 O2 N 5 1/2" a+ - 25 5'-0"xe-8'xl 3/8" INTERIOR/HOLLOW-CORE/DOUBLE 24" DOORS WITH BULLET CATCH •MASONITE' - VERIFY STYLE AND FINISH % 2 -8'' 4^1 O / / 26 2'-8"x?'-?'x1 3/8" (VERIFY HEIGHT) INTERIOR, HOLLOW-CORE, CUT DOWN HEIGHT TO FIT SHORTER KNEE WALL "MASONITE" - VERIFY STYLE AND FINISH _ -_ ! I. EIF 1$"(d) BENCH ��♦ / - - ♦ Y I HEIGHT '11 CURVED 2x6 2x6 ♦ ♦`D ' I / w 1II ISLAND WALL 27 - co_1 w N N • v 1;1 TO 42"(h) I < \�' o 28 F o o rn I /\ iiNKr/D�P�S It 2x4 ISLAND _ �� 3-PLY MIN. STUD PACK. VI' m o CO I I I 'OW ) PLUMBING WALL, o I I I I. 4-PLY MIN. STUD PACK CD I I o cO o CI ISLAND W/ PLUMBING III BELOW ±36"(h) _ o "71P" (SEE ENGINEERING). ca < 1 d Io COUNTERTOP ��w I - z FRAMERS VERIFY ALL 15"(h) WINDOW PER PLAN, z I , •�-, 7,-6„ 'CO & ELECTRICAL o 4'-5 1/2" zZ o I M x o N w cc ROUGH OPENINGS I WINDOW SCHEDULE ,,,�' Iw' / m ES)491; III �' Io iGREAT ROOM w o0IN KITCHEN BACKSPLASH. L- I ♦ I • z_ © ♦_I w5 o REMARKS SEE EXTERIOR ELEVATIONS ♦ ♦ ♦ ©;; I KITCHEN U III I �1 I CO o,z1, o N LTR. 4'-o•(wcs'-o"(n) SIZE = 48"(w)x72"(h) DESCRIPTION N o AND DETAIL, FOR WINDOW - `. I 1- I o n n w N w1I t I THIS X = 2-WAY SEE-THROUGH A 1'-o•(w)xs'-o"(n) = 12"(w)x72"(h) WHITE VINYL, FIXED PICTURE WINDOW SIDELITE INSULATED, TEMPERED GLASS WITHIN ±21 (h) SPACE N \ - =w C0 z BETWEEN KITCHEN BASE = I II ♦ ♦ ''' f42 (w) GAS FIREPLACE cn z °� 0 I COOKTOP I 11 x z I B 2'-0"(w)x5'-6"(h) = 24"(w)x66"(h) WHITE VINYL, FIXED PICTURE WINDOW INSULATED co N REFG. W/ AND UPPER CABINETS. o M I --� — —'HOOD' IWATER I A N - ♦ •♦ 6x6 (N.T.S.) STRUCTURAL POST, a I r C 2'-6"(w)x5'-6"(h) = 30"(w)x66"(h) WHITE VINYL FIXED PICTURE WINDOW INSULATED, TEMPERED GLASS CA�INETS ` T- a11Ts1Dg1 FTzu MGRECESS I N _ a o BOXED TO 10"x10" MINIMUM. of D 4'-O'(w)x6-0(h) = 48(w)x72(h) WHITE VINYL, FIXED PICTURE WINDOW INSULATED -COrn ♦ ^ 2x6 THIS SIDE, EXCEPT AT REFG. RECESS f 1�♦ C) I 'in I O N ♦ I N E 6'-0•(w)xl'-3•(h) = 72"(w)x15"(h) WHITE VINYL, FIXED PICTURE WINDOW INSULATED ♦ ♦ % W L GLAD BASE AND UPPERS I J �� — - STUD PACKS. " "34B" (SEE ENG.) F 6'-O'(w)x6'-0'(h) = 72"(w)x72"(h) WHITE VINYL, FIXED PICTURE WINDOW INSULATED DOORS 15 (d) DINING CABINETS \ \BEAM (DOWN) 22'-0" ,,, a G T-o"(w)x4'-s"(n) = 84"(w)x54"(h) WHITE VINYL, FIXED PICTURE WINDOW INSULTED 11'-7" / 3'-4" II 13' X'2r-5 1/2"* 10'-1 1/2" STAIRWELLS 9'-5" 0 Ilo / " -� 1 " I I In 5'-7" 4-6 1/2 '-7" 4'-8" 3'-2" H 7'-0"(w)x5'-6"(h) = 84"(w)x66"(h) WHITE VINYL, FIXED PICTURE WINDOW INSULATED 16 -0 ci I 6 -0 / �r / I 4-PLY MIN. STUD PACK. �; ! �p. / » LANDINGS "20H" I 17.1.?" BEARING FOR, GIRDER vo II - 36 (h) RAIL \\\\\\\\\\\`\\\ 20H (SEE ENG.) \ .-s IY I i o S.A. ..,. �♦ J % s �RIfSS-LINTY°3 6''E3EEAM. w o 1 1 w > "33B" BEAIIIL(� ) (SEE EN ) \- / r\�N 32"(w) C.O. w K 2'-o'(w)x4'-6•(h) = 24•(w)x54'(h) WHITE VINYL, OPERABLE, SINGLE-HUNG WINDOW Lluuu►Tfn ,n u DINING W 0_o' 1 3 NI FOYER io DOWN(19)R --! D, g/ j g I Y H L 1 v=i w L 2'-O'(w)x5'-6"(h) = 24•(w)x66•(h) WHITE VINYL, OPERABLE, SINGLE-HUNG WINDOW M6IAAITh T ` itl w O II o N W ;,, ,-I TO 6A MEN2 I - " m © OJ APPROX. TABLE a m I!I _I _I ,� / , o c� / - - SINGLE-HUNG WINDOW INSULATED / , 11 o W 6 ' ` I CY 4 0 I 1 g o M 2'-o'(ws' o"(n) - 24"(w)x72"(h)(h) WHITE VINYL, OPERABLE. @aaa�, @�ss @.aa�g U �a ► - - I , ♦� J�Y / o N 2'-6"(w)x5'-6"(n) = 30"(w)x66"(h) WHITE VINYL, OPERABLE, SINGLE-HUNG WINDOW INSULATED, TEMPERED GLASS \ 11 co UP I(17)R ��9' P �z\ice N 2,-"—POWDER - - ♦m A 3'-0"(w)x5'-6"(n) = 36•(w)x66"(h) WHITE VINYL, OPERABLE, SINGLE-HUNG WINDOW INSULATED PO -FI ICO I ;� i ,- 0 } TO 2ND -LR i d-- 2 �� ID FAN -- zP 3'-0"(w)x6'-0"(h) = 36"(w)x72"(h) WHITE VINYL, OPERABLE, SINGLE-HUNG WINDOW INSULATED r♦ �` i 41 / ^ \ VTO L- Q '� Q 4'-0"(w)x6'-0"(h) = 48'(w)x72"(h) WHITE VINYL, OPERABLE, SINGLE-HUNG WINDOW INSULATED - - 1111' / ♦�♦ \ --- j INK R • __ "2sH" (SEE EN N. 21H (S:E ENGIN. "20H" (S E ENGIN.) • I S HB O O 6'-4 1/2" I 14" 0 0\ 14" I 10'-1 1/2" STAIRWELLS I HB 4'-5" M T = 6'-4 1 2" n / 7'-6 1 2" m 111 / / Lo / /I m n / n = / / �, 3 -3 / / w / 5 -8 / w 16 -2 5 -0 / cc U a 4-PLY MIN. o Io V ID STUD PACK. ENTRY PORCH I o W tx -co o• I CONCRETE SLAB II o N I 4 IIN 4D -0. X x W�� - QZ�1 , I Y • ® yea • ' ♦ Z - DOWN MAX (3) RISERS V 15'-0" 10'-O" PORCH 19'-0" (2) 2x6 TOP PLATES / / „ / / ��() TYPICAL / 44-0 H USE / 10 -0 DECK / Li FRONT PORCH: FRONT PORCH: _I _1DF HEADERS TYPICAL U.N.O. CANTILEVER SLAB ±3" TO COVER CULTURED STONE VENEER 6x6 PT POSTS BOXED TO 10"x10" COLUMNS TYPICAL ON PORCH FOUNDATION. STEP DOWN MAX. 1 1/2" FROM ABOVE, WITH SIMPSON AB66 POST ANCHORS. I— LLJ TOP OF PLATE TOP OF ENTRY DOOR THRESHOLD TO PORCH LANDING. WALK 12"x12" PT FRAMING FOR COLUMN BASES FINISH _ • >: • �� SLOPE PORCH SLAB AND STEPS AWAY AT 1/8" PER FOOT. SEE SITE PLAN TO ±16"x16" WITH CULTURED STONE VENEER 'U nI- --—--—--—--—--—--—--—--—-- AND t18"x18" CULTURED STONE COLUMN CAPS. (/) TOP OF ROUGH OPENINGS (R.O.) FOR MOST WINDOWS (1) 2x6 PLATE r ARE FRAMED 14" BELOW TOP OF PLATE, EQUAL TO (3) z = a-J BELOW HEADERS 3 1 TOTAL 2x6 PLATES PLUS HEADER AS NOTED, TYPICAL _j 0 = z o : z a UNLESS NOTED OTHERWISE ON PLANS. CL ci o 3 w w NOTE: ADJUST TOP OF R.O. HEIGHT FOR SOME WINDOWS WALL FRAMING PLAN (1ST FUR) WALL FRAMING NOTES : TO MATCH AND ALIGN THE INTERIOR/EXTERIOR TRIM O z WITH ADJACENT EXTERIOR DOORS. PLATE HEIGHT KEY SEE ENGINEERING LATERAL PLANS STARTING ON SHEET Si. Z -1 z 0 - REFER TO ENGINEERING FOR ALL STRUCTURAL REQUIREMENTS, a I v N (SEE EXTERIOR ELEVATIONS). 0 1 2 3 5 10 1ST FLR WALLS °' - '� SOME OF WHICH ARE NOT SHOWN IN THE ARCHITECTURAL PLANS. 0 ♦ 2,_<------------------"- '---- VERIFY ALL INFO WITH ACTUAL ENGINEER'S STRUCTURAL SHEETS Q Z BOTTOM OF R.O. - WINDOW HEIGHTS VARY Scale: 1/4"=1'-0" r%%///%/ 9'-1 1/4" PLATE HEIGHT (TYPICAL) AND CALLS, PRIOR TO CONSTRUCTION. Q NE WITH • TOP OF SUBFLOOR ♦ _ CONCRRETE IOR FOUNDATIONLL_WALLS, NG WALLSINUBELOW. ALL EXTERIOR WALLS TO BE FRAMED WITH 2x6 STUDS -J o STUDS ®N16E rONR CENTERI EXCEPT WHERE NOTED WALLS TOE 2x4 J O FOR OPERABLE WINDOW LOCATIONS ONLY; � I \\\\\\\\\\\\ 9'-1 1/4" PLATE HEIGHT (TYPICAL) < O "v EXTERIOR WALLS BEARING ON CANTILEVERED OTHERWISE ON WALL FRAMING PLAN(s). p ONLY WHERE EXTERIOR FINISH GRADE OR LANDINGS ARE FOUND N GREATER THAN 6'-0" BELOW SILLS OF OPERABLE WINDOWS, THEN DISTANCE TO GRADE BELOW FLOOR(s) AND/OR BEAMS/GIRDERS BELOW. SEE FRAMING PLANS. SLOPE FLOOR SURFACE OF ANY EXTERIOR CONCRETE OR SHOWN FOR EXAMPLE FOUNDATION SOLD SURFACE LANDINGS, PATIOS, STEPS, WALKS, DRIVE, etc. WINDOW SILLS MUST BE 24" OR GREATER ABOVE THE INTERIOR FLOOR SLOPE AWAY FROM FOUNDATION. AWAY FROM HOJUSE AT MIN. 1/8" PER FOOT FOR DRAINAGE. TO AVOID REQUIRED FALL PROTECTION AT SUCH WINDOW, PER CODE. ;� � ;1 9'-1 1/4" PLATE HEIGHT (TYPICAL) Drawn by: THIS MAY REQUIRE THESE WINDOWS FRAMED HIGHER IN THE WALL, INTERIOR WALLS. BEARING IN LINE WITH SEE ELEVATIONS & DETAIL BELOW FOR TYPICAL WINDOW FRAMING HT. WIC BASEMENT INTERIOR BEARING WALLS BELOW ON THICKENED SLAB CONCRETE FOOTWGS. ELECTRICAL SUER-CONTRACTOR TO VERIFY LOCATIONS AND Date SHORTER WINDOW HEIGHTS (MUST MEET EGRESS WHERE NEEDED), OR MORE BACKFILL AND GRADING BELOW THESE WINDOWS AS SOLUTIONS. INSTALL SMOKE: ALARMS WHERE REQUIRED BY CODE. Dec. 29, 2016 PROPOSED OPERABLE WINDOW HEIGHTS ARE SHORTENED WHERE NEEDED I 9'-1 1/4" PLATE HEIGHT. (TYPICAL) ® SA - INDICATES SMOKE ALARM TO COMPLY WITH FINISHED GRADE PROPOSED AT 6' OR GREATER BELOW. 1ST AND 2 N D FLR. . INTERIOR WALLS (NON-BEARING) Scale; — " (FOR EXAMPLE; PER THIS DETAIL, 6'-O" HIGH WINDOWS WOULD LEAVE A 1/4 —1 0 u.n.o. FINISHED WINDOW SILL LESS THAN 24" ABOVE FINISHED FLOOR. WINDOWS AND HEADERS - � 1 SEE DOOR SCHEDULE ON THIS SHEET. WHERE NEEDED, SOME PROPOSED OPERABLE WINDOWS ARE SHORTENED PLATE HEIGHTS ARE ALL BASED ON DISTANCE Sheet#: TO 5'-6" HIGH OR LESS, TO LEAVE A FINISHED WINDOW SILL AT 24" OR FROM TOP OF SLAB OR SUB-FLOORING. TO SEE WINDOW SCHEDULE ON THIS SHEET. GREATER ABOVE FINISHED FLOOR). FRAMING DETAILS TOP OF WALL FRAMING FOR EACH FLOOR. 1 0 SEE PLANS, SCHEDULES, AND EXTERIOR ELEVATIONS. PLATE HEIGHTS ARE•TYPICAL UNLESS NOTED �B; INDICATES TRANSOM WINDOW ABOVE, IF APPLICABLE. (SEE ELEVATIONS) VERIFY EACH ON SITE. Scale: 1/4"=1'-0" OTHERWISE ON FRAMING PLANS. SEE WINDOW SCHEDULE ON THIS SHEET. of Sheets Revisions/Date 1) February 15, 2017 2) March 4, 2017 • / 44'-0" / 3) Sept. 12, 2017 / 22'-0" / 22'-0" / / 7'-9" 14'-3" / / 2'-6" / 2'-9" / 2'-6" MINIMUM 6x6 KING MINIMUM 6x6 KING REAR PORCH (2ND FLR): STUDS (KS) HERE ) STUDS (KS) HERE 6x6 MINIMUM PT SUPPORT POST, (SEE STRUCTURAL (SEE STRUCTURAL BOXED TO 10"x10" TO MATCH BELOW. ENGINEERING) ENGINEERING) SIMPSON POST ANCHORS. 4-4 I '" C C ROOF BEAM (DOWN)• BEARING AT 1ST FLR PORCH BEAMS BELOW i 1 I "20 SEE EN IN. "31 B" (SEE ENGINEERING) • U r .. - ..III = - - 2 - _ - - - a) r / e1 III III N �`' � _ f36"x66" ``' �`� I N II \ ©' '' CLAWFOOT TUB `.-© - ' Ili ' 1 C4 CN ROOF BELOW II = 4 /COVERED PORCH / Z^ SEE ROOF FRAMING PLANS I N -, N VERIFY DECKING w 3 "� Q' iI = / 2r _ _ I Zo •� N z = I i' = Z °' THIS "X -EXTERIOR/PORCH N Z'-' _ g N I SHED ROOF VALLEY I I �0 ;,w; >< q� !-.4 m = z � o w i illga j�-- wz \ < O !IL) "7 0 Lii Ix III �' BATH-1 ,2``' Q —\ �� — ��� 0 1 m� to cV c) w w ,/ / \IIN.\ --- =ci) / v.i aI \ . M r/� �, 11 -5/I'i1 6 -11 1y( \ \ 3 -7 ! •O 5 -7 2 -2%%; 6 -9 7 -6 w / / / III \ \ / '! •. / %$ / / \ j N - - - / / - - \ - - , P/i, 0 a) / / III \ \ '-"' Z w \ \ -� —� `z` T \ �, \� \ f', \ — /,... �.._ I \ \ \ CD m KNEE WALL (BEARING) III 1 of HEADER "21 H" • I''-- N SEE ENGINEERING '1 F f 1_ FAN FAN _ f24.0 SF o N , ; iVTOi © iVTOi DOOR EGRESS . _ SLOPED C IIN_ -- _ L__J L__� °' a' i 01 FLAT 0®LING "' '' FRAMELESS N O N \ ! ;�, `�'_" TEMPERED 4111 -I co o N CO` ILE O 'GLASS _ COi .----- N i J cn o I ,L CL0 6 I - \ HOWER - SHOWER N 0 m U oo�W o = �1,!IG.T. CHA C) DOOR IABINa = \o %' ©i \ -co r---- 0 L_--- G.T. z Z oz� N o' '- -� - A _ �3 5 -5 1 18 3 -7 5 -7 2 -11 1/2 r = o v N Z "' / oX / , iv KING BED = IDLL �, Ix w ®�o � !;; ,5- S.A.O 4-PLY MIN. STUD PACK. , �' o \ \ c" I zce w``'m °D '!!i VENT TO OUTSIDE. °O i a Lc?'"' o' NCD Lai z Z N c' M _L IIII "X"=FIREPLACE BELOW. '� N w 0 \ a I = \ o� Q \ \ » I I \ \ -IthASTOR—SUITE— --- G Z \_1 o w w c� ()O 7 -8 1/2 - I �® --�=s O w m o •rn I =w Q <— o� I I ATTIC ©X 1/ - V �W = N \ \ 0 N Q moo ,=IIACCESS - _'�' �O a=`i' ' ' oIIII 3'-11 4'-6 1/2" 6'-6 1 f�",,_ 13'75 1/2" gg.. "' I a N wm-0 \ III X / ---_/ L i-'d `r = NOTE: IU z Q Z 1 VENT r CABINETERY FOR EXAMPLE. z = I _ - CABINET DESIGNER TO N a w "\' o FURNACE I l LOERETO Ns= © \ N VERIFY ALL WITH OWNERS. - a ,-__- o z o 0 IDE I o W = # mlrFA4o I J „ \ \ 1 m _ 0+-- __� b� HALL CLOSET I _ FLAT GEEING — 0) = III I __; E CO 4 f I I r SLOPED CEILING z • 0o I S 13 5 S A. L J / 4'-0 1/2" / 9 5" - / 6 ACCESS DOOR W/ CUT g_ CO I o — \\ T \KNEE WALL _. Jt J :, i KNEE WALLI (BEARI © `` ' ' - �� — '=. \..L.' \,i\: �',_� `� � '. _ —-- -\ /' //, ,-.."// '%/'',/, / ', ,, . ,i,s%%„ \ , •\ �\ ,\,\ DOWN HEIGHT TO FIT __ 5 1 2 4-6 1 2 D.r% ` a = CD I "// " " SEE DERENG "2 H" \ \ UNDER SHORTER KNEE I-- _i - - - - - - - _ / \ 5 -7 / 1 WALL WITH HEADER. `I- KITCHEN I I -DOWN 2",1 r �� I I $: .-) )R �s F�� ATTIC STORAGE Z o R �t Y I N aB TO 15.3 Ftl, I /���p��tc)� SUBFLOOR ONLY Not _ i ROOF BELOW o( w BALCONY1 1 J SAP — 0 �¢ o In K, v Co SEE ROOF FRAMING PLANS m I OPPEN i TO '. ROOF BELOW I I co cc m \ \ o BEiLO1N� - z N SEE ROOF FRAMING PLANS - » z " - 104-1' 1 " ST' RWELLS » - 8 -11 /i/ , \ 9 -5 TO STAIRWELL 15 (h) WINDOW PER PLAN, z , IN KITCHEN BACKSPLASH. o � ,dam�;�, SEE EXTERIOR ELEVATIONS o \ \ \ LL I -`/,";/%.,�'_ �- . , , i( •/„ /;/,�: °_r i/�/u- � \ \ \ \ AND PLANS, FOR WINDOW = ♦ "20H SEE E GIN.1 "20H (SEE E GIN.) ♦ I WITHIN ±21"(h) SPACE INI- 0 B B I BETWEEN KITCHEN BASE ++ ( in I AND UPPER CABINETS. / 3�4" / 5'-0" / -//5 1/2" I 3'-4" 2'-3" 8'-4" 2'-3" 3' 4" / 15'-6 1/2" TO DORMER I I / / 19'_6» / / / 8'-11 1/2" TO DORMER / BACKSPLASH WINDOW DETAIL ( I ROOF BELOW NO Scale I I SEE ROOF FRAMING PLANS �® OPTIONAL WALL FRAMING RECESS BELOW IS FOR 2'-2" SOFFIT A CONTINUOUS WALL ABOVE UPPER „ » CABINETS AND A DEEPER SPACE 1 -2 1 -0 BELOW REFRIGERATOR UPPER, TO O 44'-a" SOFFIT SUDE STANDARD SIZE REFRIGERATORS / / _I OPTIONAL BEYOND BACK TO BE MORE FLUSH WITH I-1- STANDARD 24"(d) CABINETS TYPICAL. SEE PLAN FOR CI RECESS FRAMING Z OPTIONAL; VERIFY OPEN SPACE ABOVE UPPER N TOP OF PLATE CABINETS AND TALL CABINETS (OVENS), or \ \ - vi/77---_SOFFIT FRAMING ABOVE (IF ANY) AS SHOWN. WALL FRAMING PLAN (2ND FLR) NOTE: 1 ��11 SEE OWNERS AND CABINET DESIGNER. z CABINETERY FOR �� G SOFFIT FRAMING HEIGHT SHALL LEAVE ROOM 0 1 2 3 5 10 L EXAMPLE. CABINET x\\I(/ I)IUPPE \� FOR DRYWALL AND ACCENT MOULDING OVER 0_ 4I W DESIGNER TO VERIFY rCABINETRY, IF ANY. WALL FRAMING NOTES : > ALL WITH OWNERS.= REFER TO ENGINEERING FOR ALL STRUCTURAL REQUIREMENTS REFRIGERATOR RECESS FRAMING, WITH PLATE HEIGHT KEY SOME OF WHICH ARE NOT SHOWN IN THE ARCHITECTURAL PLANS.= RECESS FRAMING MASSUMED TOTAL 3/4"(h) FLOORING, ,2ND FLR WALLS VERIFY ALL INFO WITH ACTUAL ENGINEERS STRUCTURAL SHEETS Z TALL 15"(d) ENDR ` LEAVES 72"(h) CLEARANCE FOR AND CALCS, PRIOR TO CONSTRUCTION. LL OVER'IREFG. REFRIGERATORS BETWEEN FINISHED g oo CABINET BEYOND, r� 0 4- -1 WITH GLASS DOORS. % 8/ 12" 1' FLOOR AND UPPER REFRIGERATOR %; :;;';: 9'-1 1/4' PLATE HEIGHT (TYPICAL)�,- ., ., � . , ) ALL EXTERIOR WALLS TO BE FRAMED WITH 2x6 STUDS J SEE FLOOR PLAN. \ I jI c'../ W CABINET. MECHANICAL NOTES : EXTERIOR WALLS (BEARING). ® 16" ON CENTER. ALL INTERIOR WALLS TO BE 2x4 _1 N 15" c� 2ND FIR, PARTIALLY FRAMED WITH ENGINEERED STUDS c® 16 ON CENTER EXCEPT WHERE NOTED Q d ,,, ALL DINING ROOM o / ///1 W SAMPLE N Z mo VERIFY DIMENSIONS AND REQUIRED HVAC FURNACE(s) AND WATER HEATER(s); VERIFY WITH OWNERS. ATTIC ROOF TRUSSES 0 24' O.C. OTHERWISE OIN WALL FRAMING PLAN s ct > " I =_ / KITCHEN J CLEARANCES WITH REFRIGERATOR MECHANICAL AND PLUMBING SUBCONTRACTORS TO VERIFY UNIT LAYOUTS AND LOCATIONS. SOME EXTERIOR WALLS ARE NOT HATCHED- ( ) 0 o CABINETRY IS 15 (d). 2 CABINETS '-'-' g`` `` - ma CO `�' H o Z MANUFACTURER'S SPECIFICATIONS, VERIFY ALL BEARING WALL FRAMING HEIGHTS SLOPE FLOOD SURFACE OF ANY EXTERIOR CONCRETE OR VERIFY GAS TANK or TANKLESS WATER HEATER s WITH OWNERS AND LOCATION s BY LOCATION SOME MAY V WITH FINAL SOLID SURFACE LANDINGS, PATIOS, STEPS, WALKS, DRIVE, etc. z F m ; BEYOND a v w PRIOR TO FRAMING ! ( ) { ) ( VARY), II \I -¢, .N ADJUST RECESS FRAMING HEIGHT AND IF WATER HEATER IS A TANK IN DRIP PAN, IT CAN BE LOCATED IN SHOP AREA OF GARAGE, TRUSS ENGINEERING. AWAY FROM NOUSE AT MIN. 1/8" PER FOOT FOR DRAINAGE. a. _ \' 3 24" w ' '�'Z REFG. CABINET HEIGHT IF NEEDED ! OR IN UNFINISHED ATTIC STORAGE/MECHANICAL AREA (AS SHOWN). Drawn by rz w rill/ cj 1 '2w ` INTERIOR KNEE WALLS (BEARING) SEE ELEVATIONS & DETAIL BELOW FOR TYPICAL WINDOW FRAMING HT. JMC FOR ONE AND A HALF STORIES PLUS BASEMENT N Z i . oNOTE: VERIFY HEIGHTS OF EACH W/ TRUSS ENG.i a N m HVAC FURNACE UNITS ARE PROPOSED IN BOTH THE BASEMENT GARAGE/ AREA, ELECTRICAL STUB-CONTRACTOR TO VERIFY LOCATIONS AND Date: "co Ee_ M o x -13 44N a CABINETERY FOR AND IN THE UNFINISHED ATTIC STORAGE/MECHANICAL AREA (BOTH SHOWN). INSTALL SMOKE ALARMS WHERE REQUIRED BY CODE. EXAMPLE. CABINET PROVIDE MINIMUM (1) RETURN-AIR TO EACH FLOOR. 9 -1 1/4 PLATE HEIGHT Dec. 29, 2016 ® SA - INDICATES SMOKE ALARM Nct N N DESIGNER TO VERIFY SYSTEMS AND DUCT LAYOUTS ALL TO BE DESIGNED BY MECHANICAL SUBCONTRACTOR, INTERIOR WALLS (NON-BEARING) Scale: VERIFY HEIGHTS OF EACH W/ TRUSS ENG. LLI 0 ALL WITH OWNERS. AND VERIFIED WITH OWNER. „- „ �\ TOP OF SLAB or SUBFLOOR \ J-a I \_ DUCT AND BLOWER DOOR TESTING REQUIRED. 6i SEE DOOR SCHEDULE ON SHEET # 10. 1/4 —1 -0 u.n.o. PLATE HEIGHTS ARE ALL BASED ON DISTANCE Sheet# REFG. RECESS F RAM I N G DETAIL TYPICAL, FOR GAS APPLIANCES: PLATFORM if REQUIRED 18"(h). TOP OF MOWALL FRAMING FOR EACH F OO�RTO16 SEE WINDOW SCHEDULE ON SHEET # 10. R-10 PAD if REQUIRED. NO Scale SEISMIC STRAP. PLATE HEIGHTS ARE TYPICAL UNLESS NOTED (B) INDICATES TRANSOM WINDOW ABOVE, IF APPLICABLE. (SEE ELEVATIONS) P.R. TO OUTSIDE. OTHERWISE ON FRAMING PLANS. SEE WINDOW SCHEDULE ON SHEET # 10. of Sheets / 44'-0" / Revisions/Date / 22'-0" 22'-0" / 1) February 15, 2017 7'-9" LIVING AREA / 141-3" EXTERIOR PORCH DECK / 2) March 4, 2017 3) Sept. 12, 2017 APPROVED BEAM HANGERS 2x12 PT LEDGERS MINIMUM 11 7/8" HIGH BOISE BCI AT BEAM (DOWN) TYPICAL WITH APPROVED ENGINEERED WOOD I-JOISTS 0 16" SIMPSON JOIST HANGERS. O.C. TYPICAL. JOIST SIZE AND SERIES TO BE VERIFIED BY TRUSS ENGINEER. "41 B" (SEE ENGINEERING) "41 B" (S'E EN NEERING) "41 B" (SEE ENGINEERING) "41 B" (SEE ENGINEERING) "41 B" (SEE ENGINEERING) "41 B" (SEE ENGINEERING) "41 B" (SEE ENGINEERING) Ii IIII "32B" (SEE ENG.) "326" (SEE ENG.) "32B" (SEE ENGINEERING) • DEK BEAM (DOWN) DECK BEAM (�1OWN) ^_ � DECK BEAM (DOWN) DECK BEAM (DOWN) DECK BEAM (DOWN) (DOWN) • DECK BEAM (DOWN) • ♦ -1111 BEAM (DOWN) DECK BEAM (DOWN) DECK BEAM (DOWN) • ♦ ♦ - {_. DECK BEAM �; - III - - - - 01, II II II I i\y ___� _I ,, i I, \II 1,1 j\I I • \ \ \ F �I F-.1 F-�I A �, y p Et __1_ l 11- - I- I -! \II, - I� la- rl- ■ �t=Imo- 11- --r;;I I�''`' I`zr I- 11= ;•l -�I I III I III I II II II I 32B (SEE ENG.) 326 (SEE ENG.) II 32B (SEE ENG.) .; I I IIII .4 1 I' I III II II II II ''I M I I I II II I I II I I z ROOF BEAM (DOWN) ROOF BEAM (DOWN) II ROOF BEAM (DOWN) TUB ABOVE I I II I I' II I' I' Z l o l I I O W I I I I I� I I I WI II I I I II IWl I I I I II II I N I I m II \t /1„ II II 11 II I I I I W II I I II Li,I I I I I II II I II rr , I I IIIROOF FROM BELOW II N w _ - --- --_}}-JL __II II _ II II wl I I I 2x11 PTI,IDF I, I I I _ _ -- I I I I A� I I 1 1 1 I 1 1 Y(,7 i� x I I I I I 1 �!w DECK W r- .--I o z rn II 1 11 1 I I - -R 1F- - F- - - _ ___IL__— DEC JOISTS 16 O.C.I I II I =Q 3 SEE ROOF FRAMING PLANS II �c �- I 1 II 2x1 PT DF Ill I_I z BELOW x N Co w I� I 1 I, zl I I II III Izl � 1- -- ---�jj----h__ _-�—I�_ --�I -I` �- I ��w 1) Luz II �mc) �' w m •SEE 1 T F . •� tom) N w z o I II l 3 I II I' II III 3 I 1 I I, I - -1—tf- --fl- 1--1.N I--1 L`' v II '' -- I'DEC ITS 16"I O.C.I I o z S LR A Z I O I I I I I I I I I I Q Z _ _ _ —r 1 _ I wW `1"-eo z o Iw I I g �I I �I �II I o l yI I I I Q o o w II _-F,?Z --- ---- 1 I II II II " 11---tt- - - M L�I,� '�II II 1 I II I vl I I I I =�'z I N SHED ROOF VALLEY I I I Q TH3 X"� II II T1N1 = II r z m wW�� W = NUW `iIN -J I m I I 1�42B'II (SEM ENOI) IIII Im I I I I I z Q m =�,'` w 6 vtW ml N 1 III1IIIIIIII1II11IJQW = " » rm I II g (pl�yyN)II II LL<N N w m LIVING ,� .160V 1 ERI R P� CH DEC AB E HEADER 20H cn to II J L L_JIL J L_ J M SEE ENGINEERING II FRE OVER PORCH w c�I - CD L_I . �'�, 1IiIL 1 I I I I Lu O {�(l `` / I Q 2x12 PT LEDGERS r•->' y �� �CQ` F o , N� II I I r TYlf1'• I I 4����' I Fyc�'P ' Z r 0 0° II II I TYPICAL WITH APPROVED F=•1 o " L -11 7/4 RIM OARS �- x 2 2� N N SIMPSON JOIST HANGERS. I ,.AB WEI ��v \ I II I I I I I ,"�. II I ADJ CENT!'TO ECK LEDGERS I I ,�, 1 J / r ''DO :L 'IMJOI S YP I I I I I I I I , I I I I I m I I I I ����/3 I /�' I I I I I d , I I I I I I I I I I w I ��. _ IIII /.j, I I I I I I �I O J i ��� I 1 I1 11 II IIII II II o v _ » „ — — — I l>fi - I II I I II N V J,,._JIL " J L J'L _J.L Al L A L _AL_r_ill_�LI JUL _JBJL_11L A L_JJLL_JUL JI,IL_AIL_ J L J L I (d1 �� 366 BEAM (DOWNS (SEE ENGINEERING) AI L AL L_�L J,L AL AL AL O i� i 0,„ w • 31 �o - Sll�,,,,. ,., ,aC• .._________________________—�� � �irr ,.. .. ,;.ice _______..________,_., ......,...........;.....,.;....._..._ ______;_____ ,....._.......__.___.__________.____________.________ _..... _ �� — — \ \ ;y%iiiriiiiiiir�.�, — %%%/�✓%/. %/%/ � l ✓iiiiiiirr✓iiiN ,� r .. o✓iiii%Nr,✓i �✓iirromii��✓ ir-iiiiii�✓iir.✓iiII ai �t �I %/////�///%////„,,.,,. — r�— — �- — ,,,,,, C IF" __ HEADER 23H HEADER 23H ___ - H DECK BEAM (DOWN) / _ - 11 HEALER '"21H H DER 22H f�l DE" "21 r SEE NGIN�ERI SEE =NGIN�ERI r SEE GI "INDG - "41B" (SEE ENGINEERING) % \ 1' \\\ / II \ 5EE ENGINEERING SEE NGI EERI G SE ENG NEE' NG oLL / __ \ / II .\/i _ 4 PLUMBING �' -- n o % \ -----r S; EN INEE'ING - ,. --- ----'-- �� , • 2 0 2� DO DF3/4 LUSH BEAM (UP) o ° _ \ -- II /: N�.� \ ABOVE -, rillooll ISLANQ ..6VE W/ PLl SING AND - ?ICAL BY TRUSS MANUFACTURER 0 0 o I CO / - i1 I / I I --__-_ '- - - I `J p o N I \ ftl • 11 4_-_-- -1-''- �����, �� -- 1 I • :: 71 P BEL IW \ Q� i� I II A II L._ ___ - '71 P" BELOW IILLI II x' •• e 1I o •• > SE: ENG. �� <w c. x / \ I /\ I IrvI F II - 1 1 SEE ENC. tLLI I------ ---� ----J CO r -- --- W S/ =Z Q z 'X"=ATTIC ST QAGE//& MECHANICAL Oal H c 1 VEN- TO OUTSIDE. �� F Z I v _ o w o N w I - ENGINEERED ATTIC`TRIi�SSES ® 24" O.C. Rill I THIS X =GAS FIREP�4CE BELO ., ��' _ N w O � I Ct wMINIJVIUM11 8" IGH �. ��-� M = \ \ �\fRUSS-uIANUFAC�URER DETERMINE ROOM SIZE. 1 x T _� __ 1--)41 B�ISE ECI ENGINE ED WOOC ` ��i Q� w wz , UNFINISHED SPAjEE; �SUBFLOOR ONLY. w I P \ I " wz -- - -- — _� I-JIIISTS 16°' O.0 TYP CAL _ \` _ > m l-`' 3/4" T&G SUBFLQOR, GLUED & SCREWED. R III ill �I �� MI VIUM 11 /$ lGH w ---- - w O I I \ IIII B� ►E CI ENGINE; •ED C =w '�' W00 i1 , II_ el - - ► VE I SIB AhD SERIES i0 BE - —- ------- nl w _ - ------ -----------•_ I-J;ISTS 16" 0.1 TYP ,_ _ __ I zX Rl IED 3Y TPJSS ENGINEER ��1` /� =w I CC I \ I I 11 J01' SI --iL -- -1 ;-- z e J o m L- - — I I - , \ `J AND SE IES 0 BE © , - Ig �, I \ I I _____ ���.`Q' V IFIE BY TRUS', ENG�NEEf11, _1W O BELOW �� w= Z THIS "X"= KITCHEN HOOD BELOW. j1 i' i _II wvro VTo I z VENT TO OUTSIDE. �++ co r�—_--� r Elk- --''� Q w I 1 I I -<o 3-1-- (SEE EN I ., -- �, �, j I ATTIC FURNACE(s) AND _-- I < - 1 P BE w % m �EA,M (DOWN) I 1 \ o c� j WATER HEATER(s) ABOVE, Ti4 o__ \ wfr - J P. j / IN DRIP PANS CONNECTED \ o o /, �,, m I� j , TO PLUMBING DRAIN. / \\ w i_ o % SEE MECHANICAL NOTES Il w z- BEAU (DOWN) I __ ,. _ 1 ` HEADER 20H a I __ w / ON SHEET 11. 11 \/ ``' I " • ( ) EAD I• "23H" (SEE ) �� - SEE NG. _ / / cn> 33B SE. ENlG. °43B" ENG I— —11— o j �� �� Q---- O I i I I I q x _ - - - o BEAM (TOWN) SEE 3INEERING \\ -1_, w BEAM (DOWN) I (O MI� Y ,� � _iN i(1 )R ' x \ •, il w "446" (SEE ENG) • -,0 - - �h - - �- - - TeY X DOMt,� (17�R --,- o / I 1�I -1 THIS "X"= I T01 S l ENfi �/ `.' `y m J % L J r TO 1 ST�F\ I / �� N \ 11 i CHASE MECHANICAL �. --- --- I I - ; _ / 1 t - � tiF� 'I z \� - - 6.' ROO SEE F BELOWFFROM G LA ,�" Z °� ROOF FROM BELOW 40... !�`'��� - z -�\° - --;1 j �S F\. -r \ OHEADER E ROOF FRAMI_ rD Ne I � '' g HEADER "20H" ��Pa�� 1 "20H" F -1- = _ � � �_ /�_ Ja --�--.11 /�� - \ SEE �. 20H � w \ \ vro SEE ENGINEERING 1 _.- - -- . Ft J� �}. PLUMBING ABOVE. // - - of :. :_r✓ ::;::;;;:;;;; ;;;;;;;;;;;;;::;;;:;;;;r;:;s; ,,,., ;;;;;::;--- ENGINEERING n • SEE TRUSS/JOIST MANUFACTURER FOR �'urs��"=������ • 11 7/8 RIMBOARDS N ♦ �� HEAD 21 H N SOLUTIONS WHERE ANY PLUMBING I SE NG EERING I t 5'-7" 4'-6 1/2" LANDS ABOVE A FLOOR TRUSS. I -- 24'-5 1/2" 10'-1 1/2" STAIRWELLS / 9 -5 - - / / / , m III II m r5°_7" 4'-6 1/2'' 5" ALUMINUM GUTTERS TYPICAL AT 1ST FLR STAIRWELL: I o I /I o to'-1 1 2 STAIRWELLS 9'_5" 2-PLY 1 3/4"x11 7/8" VL "34B" (SEE ENGINEERING) ce PORCH SLAB 2.0 2800 DF FLUSH BEAM (UP) 3-PLY 1 3/4"x11 7/8" VL o III II o WRAP TYPICAL OVERHANG INDICATES ±18" ROOF OVERHANGS BY TRUSS MANUFACTURER ( ) I I ACROSS FRONT DORMER DOWNSPOUTS (16" FINISHED HARDI ABOVE 2.0 BY$TRUSS MANUFACTURERUP cq WALL TO CONNECT ROOFS. ?-- ;--l` ® SEE EXTERIOR (ELEVATIONS. -4- PANEL SOFFITS) TYPICAL •� I ;• AT 2ND FLR STAIRWELL: -♦ L'i ♦- UNLESS NOTED OTHERWISE L---s 1 r -L-- 2-PLY 1 3/4"x11 7/8" VL I I J 2.0 2800 DF FLUSH BEAM (UP) F----= BY TRUSS MANUFACTURER ' 4/) U_ _, FLOOR FRAMING PLAN (1ST FLR) FLOOR FRAMING PLAN (2ND FLR) 4 0 1 2 3 5 10 4 0 1 2 3 5 10 J Z CI Scale: 1/4"=1'-0" Scale: 1/4"=1'-O" ("NI CD CD zz /\/ VERIFY TYPE OF PROPOSED DECKING M SEE ELEVATIONS MATERIAL PRIOR TO INSTh UAT1ON FOR ( CC FOR SIDING. DISTANCE FROM TOP OF SUBFLOOR i DOWN TO TOP OF LEDGER LL_ Li g 3 CC O g USE APPROVED SIMPSON JCGT z HANGERS FOR P.T. DECK JOISIs O DC O _1N 6" APPROVED FLASHING 1.5 Z \ ONE BOLT WITHIN 6' OF EACH 3 �� END OF EACH LEDGER PIECE TOP OF SUBFLOOR w w r� r1 W C.� WAIIMIIIIIMBI N w II II Co ii 82 (p L 1: I — ENGINEERED WOOD I-JOISTS m 0 ri i CW9 ii 2x12 PT DECK LEDGERS 0 16" O.C.TYPICAl. w Q �� c) �� o �� = FLOOR FZtAMIIV(G NOTES : Drawn by o MECHANICAL CONTRACTOJR TO VERIFY FURNACE AND H.W.H. LOCATIONSC m :OLTS 16" O.C. AND LAYOUT, UNIT SIZE, GRILL SIZES, AND DUCT LAYOUT TO MEET z ENGINEERED TYPICALWOO to r LAG BOLTS WITH UNIT SPECIFICATIONS AhUD ALL APPLICABLE CODES. Date: E I-JOISTS BEYOND O 11: 16' O.C. WASHER 0 6' O.C. AND N STAGGERED AS SHOWN N Dec. 29, 2016 at 2x6 EXIE OR WALL, SEE FOUNDATION AND WIALL FRAMING PLANS TO VERIFY ALL DIMENSIONS. m caiwi PONY WALL. Scale: DECK LEDGER ELEVATION ION�E,E Fow�AT10N /N, Wau ENGINEERED FLOOR SYSTEM MANUFACTURER/SUPPLIER TO VERIFY LAYOUT 1/4"=1'-0" u.n.o. AND PROVIDE ENGINEERED FLOOR SYSTEM SHOP DRAWINGS TO MATCH. DECK LEDGER SECTION INSTALL PER MANUFACTURER'S SPECIFICATIONS. Sheet#: PROVIDE SOLID BLOCKING IN FLOOR SYSTEM UNDER ANY BEARING POINTS FROM ABOVE. 12 DECK LEDGER DETAIL (SUCH AS GIRDER TRUSSES, etc.) SEE PLANS AND VERIFY LOCATIONS. • - ' ADDITIONAL BLOCKING ONLY WHERE REQUIRED BY LOCAL CODES, AND/OR Scale:3/4"=1'-0" MANUFACTURER'S REQUIREMENTS FOR ENGINEERED FLOOR SYSTEMS. of Sheets Revisions/Date 1) February 15, 2017 2) March 4, 2017 3) Sept. 12, 2017 SEE PLANS TO VERIFY ROOF PITCH(es) 12 18. RAFTER TAILS VARIES I ON ENGINEERED GINEERED TRUSSES �j i 1111 FINISHED OVERHANGS i RING T 1ST ' LR PO'ICH B •J S BELoW IIII 4111- — ---- WILL BE TRIMMED FOR Ng ' II II'': ROOF BEAM (DOWN) cN O II "31 B" (SEE ENGINEERING) / I vd / � ''=- dr n n` \ II HEADER 20H �1'_ U E ENGINEERI - / / I I 11 I Ili _ P ,,A N TRIM AWAY HATCHED SECTION /\i I vi � N y '� N / w p I OF RAFTER TAILS AS NEEDED F� AI rVq in J N II ' Z p FOR SUB-FASCIA AND I Q� 3 0 OI II I 0 " Z X w VERIFY LENGTHS ON SITEL = "C3 O\ IN CD wLII Z N ''''' I —-- _ III $l ` Z / N v`` I I SHE SHEAELS THING AEED Do MT N WALL I (V y� SEE ELEVATIONS J cc / I -- I c w Z m FOR SIDING r--I 10 Lil cNi E \ / / ItAIN, Qa w I / wIIII \ \ N I w I I 4.1 IIII \ \ / n n N II J ,,, _ _ OHEADER 21 H(� (/rII I VERIFY PLUMB—CUT (y o �• I I I IIII IL SEE ENGINEERING FROM WALL11 E • p ix o ► w 1 l h I��I�." 111 El lei - -., %. % '° /M SHEATHING d- ~ -- o ,I WALL IBEARINI� IZ I ' FAN FAN `c, M r I BELOW BELOW �'o - - L— vro v' vra cam`'"� o / ' I� SLO' I .: �' =� 1JG; " ' -J RAFTER TAILS & OPTIONAL z T , �� o FINISHED SOFFITS DETAIL g " LIA I (t c� io w THIS "ri_ 1i I `Z .�O ? I N w I) I1\ n_ioN--,0 ----; SN w cn w n I I III Scale: 3/4 1-0 ,-, z N il _I v • o v, c '24 �9 ©-I I I ' Rlu 11 ,`I,. I�_ , p I U — OoJw / W l ` J IL Q- JI ---- go4 o z z o z Ir m s z----� --—- _ __- -_ ,,, GIRDER TRUSS BEARING ON HEADER, w = Q��oc� Q. ' II iIr �Ir ��r r i rr Ir I r�=-IL-- _67-_i _,-,, = N w �' ABSROM TOP 0 PLATE E'ND FL' I i II PER STRUCTURAL ENGINEERING. zN o w U Zoe, U . GIRDIR TRUSS, o w �- w �� I I 1I I N o o g 4-PL MIN. i UD PA!K BEL01 FOR z w w m``' P34N I ADDI IsNALBRING 'OINT Tu FOUN TION ` ::1 zix uiim ¢ o NONJw ,p 1. RII WZ¢ wzz z; / �' I" �I__��i�l HIGHESL RIDGE I I I. I wP �z ��O :_ CD IPzEt,lbj z W '1 rIgi,� , ;wSowC'=¢owca I■ wN < ..rtgQ ¢� m i w c� c� I-o= G w w Q ¢ 1- LI N VALL AT '.H: I ROO DORMS" • ? -- � <2- / C) 1 , \ Islir .0 �'O N W(n r ----- I �\ a_ce Q Q li I I I Q w w F- I/ �� ' o • II ''- -+F I FLAT OILING I ' l= € l I B`ENI I 440 ` SLIPPED CLING vro o I. o ---I H: DER "!OH" o KNEE WALL, �' 1p I SE�! ENGIN:' ING z is/i , ,,,�.I• �� 1 .,i _ _ `lily NON= /4,/:;/.I I II . , , ,�\I, i' I _ _ I I I I' KNEE ALL (NEARING III �� I � � A �C STluRAGE CO -00 -00 1 / ID \ Ili r FAGi _ I _`o 5irl ll ifp � H DER "21H" (/ ' `r' .II R 20H" 11 il :IL_ ___ Irremi11=1; SEE I NGINE ING ,I S E GI ERING _I 0 - '» % N ar er iris r rii;iiii y tri�m��p ' -- I--- I -- --- ( -- --- I --- _sii.e' ,��imr�%�i . '.=;:c=1-1 aos�ry :i _ - \ i II —Iiijilitil I -- --- -- I I I tl I rI I i 5" ALUMINUM GUTTERS TYPICAL , , II II II II 1ST FLR WALLS and/or BEAMS BELOW INDICATES DOWNSPOUTS ±18" ROOF OVERHANGS I L I I , THIS HATCHING INDICATES: (16" FINISHED HARDI 2ND FLR WALLS, ASSUMED BEARING AND FRAMED PANEL SOFFITS) TYPICAL I 11 UNLESSA NOTED OTHERWISE TO FULL WALL HEIGHT TYPICAL FOR 2ND FLR. -♦ I-f-- — — — — —h ♦- ALL OTHER WALLS SHOWN ARE ASSUMED TO BE ROOF FRAMING NOTES EITHER NON-BEARING, and/or SHORTER KNEE WALLS TO BE VERIFIED WITH TRUSS ENGINEERING. ENGINEERED TRUSSES 024" O.C. TYPICAL UNLESS NOTED OTHERWISE. LICENSED WASHINGTON STATE TRUSS MANUFACTURER TO VERIFY TRUSS LAYOUT AND FURNISH TRUSS DESIGN WITH ENGINEER'S SEAL. TRUSS MANUFACTURER MUST DESIGN TRUSSES TO MEET MINIMUM LIVE LOAD REQUIREMENTS PER CODE. SEE ELEVATIONS TO VERIFY ROOF PITCH(es) AND GIRDER TRUSSES ROOF FRAMING PLAN OVERHANG LENGTH(s). z ALL HEADERS ARE 4x10 DF TYPICAL EXCEPT 44 0 1 2 3 5 10 t6. WHERE NOTED OTHERWISE. SEE FOUNDATION PLAN AND WALL FRAMING PLANS CD Scale: 1/4"=V-0" TO VERIFY ALL DIMENSIONS. z ALL STACKS/VENTS TO REAR OF ROOF WHEN POSSIBLE. < MECHANICAL CONTRACTOR TO VERIFY MECHANICAL Li_ LOCATIONSAND LAYOUT, UNIT SIZE, GRILL SIZES, AND DUCT LAYOUT TO MANUFACTURER'S SPECIFICATIONS AND TO MEET CODE. 0 FINISHED OVERHANG SOFFITS TYPICAL 16" DEEP. ANY GABLE END FINISHED OVERHANG SOFFITS CC TYPICAL 16" DEEP. TRUSSES HAVE 18" RAFTER LLJ TAILS PER FINISHED SOFFIT DETAIL ON THIS SHEET. IZ ROOF VENTILATION WITH RIDGE VENTS AND VENTED SOFFITS TO MEET OR EXCEED CODE. SIMPSON U-BRACKETS USED TO HANG ALL TRUSSES TO GIRDER TRUSSES. BEAMS AND/OR Drawn by: LEDGER BOARDS (SIZED AND PROVIDED BY TRUSS MC MANUFACTURER) Date: ALL TRUSS BRACING PER WTMA GUIDELINES. Dec. 29, 2016 --♦ INDICATES DOWNSPOUT LOCATIONS FOR ALUMINUM Scale: GUTTERS AT ROOF. DOWNSPOUTS LOCATED AS SHOWN TO RUN DOWN CORNER TRIM SIDING 1/4"=1'-0" u.n.o. BOARDS UNLESS NOTED OTHERWISE. VERIFY LOCATIONS WITH FOUNDATION PLAN. Sheet#: �������� INDICATES LOAD-BEARING WALLS BELOW. 13 . . of Sheets IT ImIFI! Pal JI!i !r3 : 1 ;q 22g ARI2 _,2 rim : I ! 13o 111 111P0 1 AP MI101 11 i 1:0 g< 41*1 WI 4 IA:1 W.I.: VERIFY WALL HEIGHTS ON SITE " MIN. dh Igq Oi li , <, PIIFFl/i1l.)iF1 i - /111111 I"mlOi4!di1, I11151s"i/-:. I1l N*i4d i p11F01 gl yyaIiI i4gp ;gg pe,li:glo iP111 1 1111,"4.1k 1:iI elIn1iF _:,:,.,2,! \ / ce 1, g02 nc \ .1,„ 41e 10° co ;„„ : tv.44‘, / '''.. 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"' o Mr. and Mrs. Addicks N ' I 1 Illiih 0 = N I' 3402 West 2nd Street o N) 8 o Anacortes, WA 98221 J J 0 41'-O" / / 18'-6" TO ROOF RIDGE 22'-6" TO ROOF RIDGE (SEE EXTERIOR ELEVATIONS) Revisions/Date / / / 1) February 15, 2017 10'-6" 12'-0" / ROOF PITCH AT MAIN RROOF GPIITCH ADTBLEORMER 2) March 4, 2017 12 12 ROOF FROM 1ST FLR 3) Sept. 12, 2017 10 / N PLATE HEIGHT, TYPICAL 12 / EXCEPT WHERE NOTED OTHERWISE MI / RWI I MI N I nu iiii IIII VALLEY ABWE AT SHED ROOF DORMER ROOF PIT1111 FRONiCSHED 3 / .//- iii —^ ROOF DORMER /// ATTIC AT 12 iii -- ^ /// v,\ ' % •ial i APPROXIMATE GIRDEFTRUSS BEYOND, LEFT-9O-RIGHT !y� // . a \ 12 I a �� --- �„� ENGINEERED TRUSSES 24 0.C, TYPICAL UNLESS NOTED OTHERWISE. \\ �1 n Q -- — ` LICENSED WASHINGTSTATE TRUSS MANUFACTURER TO VERIFY TRUSS \\ Q 4 I �� gE( LAYOUT AND F,Uf�NISH TRUSS DESIGN WITH ENGINEER'S SEAL o \\ I ti ON — Q ii rz TOP OF PLATE (2ND FLR) SEE ELEW�A EIS`TO VERIFY ROOF PITCH(es) AND OVERHANG LENGTHS. \ \\\ TOP OF PLATE (2ND FLR) —— ii / - ` // \\ BEAMS (DOWN) TYPICAL PER Y� k� =iti a) ' /j/ \ \ FRAMING PLANS AND ENGINEERING j // \\ r DOOR BEYOND —I rill—N. BEYOND I §i 1 I I l -� /// N N I I & I ,.� CIO e-1 SEE PLANS AND 3 STAIRWELLS ///// MASTER TUITE \\\N COVEF21ED PIORCH = I rD00R BEYOND •� t�„i HEADERLEVA ELEVATIONS FOR _e BALCONY BEYOND,/j/ � .e I ATT C STORAGE I BALC9NY UPPER STAIRWELL ATTIC STORAGE F.y ' V) crN LOCATIONS, AND // \\c�} ROOK PITCH AT A I BEYOND MASTER SUITE BEND a-- FRAMING HEIGHTS. // o N\gyp PORTION OF THE .T i 36'(h) CENTER44'4 PC) �I I // \\N FLR RATE F HEIGHT.FROM I I GUARDRAIL/HANDRAIL NOTHANDRAIL 2x6 STUDS 0 16' O.C.J 36'(h) GUARDRAILS/�/ \\ o> I I r/) CV Y� OVERDO WALL TYPICAL EXTERIOR WALLS S AND HANDRAILS// x N \ \ THE EAR PORCH.] w.� 36'(h) ALUMINUM GUARDRAILS W/ I I ` TO CEILING I / w \\ STAINLESS STEEL CABLE RAIL I O� �T� //// == 2x12 PT LEDGERS W/\N N Q 4 CONSTRUCT RAILS SO THAT A I .` h�l CIO a) / APPROVED SIMPSONSPHERE 4' IN DIAMETER CAN NOT I 1 /// 3/4' T&G EDGEGOLD SUB-FLOOR JOIST HANGERS \ I\\ FIT THROUGH AT ANY LOCATION. z i ;\\\ a // J[GLUED AND NAILED TO EACH JOIST -' _ 0 TOP OF SUBFLOOR (2ND FLR LING AREA) / LVL7tIFY DECKING J _\ \ TOP OF SUBFLOOR (2ND FLR LING AREA) L—a——— _ I `�, _ __—-- - �� bA ��+ SEE FLOOR FRAMING PLAN l 2x12 PTO 16' O.C. 1 —— — �� l p TOP OF PLATE (1ST FLR) � Cl 0 � IIi ==7 p .� TOP OF PLATE (1ST FLR _ _ 7 • 3/4'T&G BEAMS DOWN TYPICAL PER A 1 I �__ EDGEGOLD a FRAMING PLANS AND ENGINEER' = I 1 SUB-FLOOR`�-7 TO Q S BEYOND, PER I I-7 GLUED AND iz� BEAMS (DOWN) �O,y� _� ��-1 EACNAIH JOIST. m r REAR PORCH (1ST FLR): FRAMING PLANS „% � ___� 8x8 PT SUPPORT POSTS TYPICAL, 1 AND ENGINEERING ,' `. :__� Z i i�aU `� GREAT ROOM 3 g COVERED PORCH BOXED TO 10'x10' EACH. � �� ,, A NICHE FOR o c SIMPSON POST ANCHORS. \ ,.�. '%rl 1' _ 2x6 STUDS 0 16" O,C. 7 CABINETS 9 _ DINING_ FOYER L POWDER -I TYPICAL EXTERIOR WALLS 2x10 O 12" 0.C. (NOT SHOWN) [ 1 " ` a I EACH LANDING. 1 BEYOND,BUILT-IN SHOWN HERE.w " '—I rn X SEE OWNERS. o s A-I N i� 36'h ALUMINUM GUARDRAILS WIc o SEE THROUGH 2-WAY GAS FIREPLACE. ( ) I w •' o N DIRECT VENT TO OUTSIDE STAINLESS STEEL CABLE RAIL I '9 `�, I 12 ROOF PITCH AT 24" VERIFY FIREPLACE, SURROUNDS, AND MANTLES WITH OWNER. _= 2x12 PT LEDGERS WITH CONSTRUCT RAILS SO THAT A c� +o i STAIRWELL x Q 6 AWNING ROOF BEYOND, I APPROVED SIMPSON SPHERE 4' IN DIAMETER ATI NOT I w OVER GARAGE DOOR m 3/4"T&G EDGEGOLD SUB-FLOOR JOIST HANGERS FIT THROUGH AT ANY LOCATION. i I � �J6� id if 61 la in Lo \ N GLUED AND NAIL TO EACH JOIST L J VERIFY DECKING TOP OF SUBFLOOR 1ST FLR LING AREA r �� \ TOP OF SUBFLOOR (1ST FLR LING AREA) \� __ _ I SEE FLOOR FRAMING PLAN 2x12 PTO 16'i).C. ( ) "' a I . I . —_ `\\\� "�. ___61 _ p TOP OF PLATE (BASEMENT) I 1I p TOP OF PLATE BASEMa I ., , _ _ . a In A. l In ELEV=220.3' O FOUNDATION WALLS A' ry'' 3/4' T&G r = EDGEGOLD i i 1 1 I `�41) ='II__ ,.• SLOPE GRADE AWAY �r '�.. SUB-FLOOR BEAMS DOWN TYPICAL PER FRAMING f ��? BEAM (DOWN) !X'" GARAGE DOOR cc) GLUM AND (DOWN) __ I ' // W. PLANS AND ENGINEERING, BUT BEAM BEAM (DOWN) OPENING TO —— O. 7 BEYOND, PER K-- HEADER BEYOND, w -.' NAILED (UP) ONLY AT NORTHEAST END OF BEYOND, PER HALL BEYOND rD0 RR BEYOND /%� c= � FRAMING PLANS t' PER FRAMING is ;:',s EACH JOIST. DECK FOR EXTRA CLEARANCE AT I I AND ENGINEERING ;it PLANS AND Q FRAMING PLANS �.. AND ENGINEERING -' sr ,,� ENTRANCE FOR TRAILER PARKING. I `__� ENGINEERINGi�'. a G ` l �, GARAGE/SHOP COVERED PATIO/DRIVE I BASEMENT ENIT-RY , '' L • I GARAGE/SHOP `cr. 1 �:� -.• lI i. SLOPE GRADE AWAY :� ' 2x10 0 12' O.C. �;tl t I EACH LANDING. CC r REAR PORCH/DECKS (BASEMENT): I / DEN BAR AREA BUILT-IN J/%/�y6 ..,r. CABINETRY BEYOND, NOT SHOWN HERE. �' '� I :�.r., I o I d _:_•• o 8x8 PT SUPPORT POSTS TYPICAL O / SEE OWNERS. f. I ft - 1 �� co CLOSET N �' BOXED TO 10'x10" EACH. I co N �� I 44. BASEMENT WALLS: LS — •'' ' 2x4 INSULATED WALLS or WALL/SHELF, FURRED x SEE FOUNDATION PLAN FOR I CLOSET •• I w_ SIMPSON POST ANCHORS. + =i y. N .:- OUT INSIDE OF CONCRETE FOUNDATION WALLS a r I O-' I Ar.��, CONCRETE PIERS AND FOOTINGS. 1 e• r _ (WHERE ABOVE SLAB, INSIDE HEATED SPACES I BELOW LOWER STAIR I I : ONLY) WITH MINIMUM 1/2'AIR SPACE BETWEEN ' .i . 'a I :� ;:' 2x4 WALL AND CONCRETE WALL ,I Si.: ;ri I �•. 4' CONCRETE BASEMENT �:. - ..- VAPOR BARRIER OVER INSULATION T') MEET CODE. IVE -- TOP OF CONCRETE SLAB (BASEMENT) 1 �._�ye., IM ANDS PER FOOT/ TOP OF CONCRETE SLAB BILSEM� I �a ^ I _ SLAB ON COMPACTED FILL STEP DOWNDR AWAY AT MINIMUM - 1 - �. � � . , � _,_ �•. ndl=a=u-n-1-1- "...:: •' - - 1 .. �- � � =n=u=n=u=n=1�n 1—li'�i=n=u=n"•'.t .a. ..,..;.-.. • :,. Y:.,- .4��.'i 1=1K I I i-inn-n-n_u_� - .��. I Ilan'—�i'a-u-n n Ir n-:� � [ 1=11.JI II 1 rivi= 11=.11 r • --� � — + - ,• ^. II Ir-IH11-J1=11=11=11ag- 1 II I II 11=11 11 n II II r f. II II=11. 11. 11.-ff..1 11 =u-.II It E=E-2n.-E-u _p=T SLOPE GRADE AWAY I 11 a II 11=n=u=n=�l=u= l�u =11=u=u=11=11=11 a -����_ 111 II II 11-11=Lfi =11 . 1111�1-II-1 11="1o1 =1 11=Ih11=11=11=11= IIMT=1H1=11=11= 11 4.r.1 eAi y. I :����I -.�11=11-11-16-I�II�I-11�1.=11=11-II. -J=�11=11=1I. I. 1�=11=11_II=11=11=11=11=11=A=11=11=11=11=i1=11=11=11 t'1-! " - `. =',.'n•- .Ii Liiii 11 1.=11=11=11-11=11=1 II=r�-11=11=11 ..11=11�1.=11=11=11= II�`I llyl ll ii 11=11=11=11=11=11=I1y1=IKII=11=11=11=11=II=11�. .I ��I+. L -- I II=11 III III II II=IKII= — _= n= 11=11=11=11=11 cl=u=n _ _..�.. I 1,111111�,11111 1111t11w 11111111- ii I— I ,�I„111,1��,, :t -1�,.., SEE FOUNDATION PLAN FOR - SEE FOUNDATION . ,.•, I VEPoFY EXCAVATION ON-BETE R-10 RIGID INSULATION TYPICAL ONLY 1r1 ly--1ivap n rfrr 1�' I Iran 1�~n. , ;•. :-' THICKENED SLAB PAD =uyl ————1———J PLAN FOR THICKENED :n=n p i �.%'c : !J SEE SHEET (#8) AND ENGINEERING FOOTINGS WHERE REQUIRED AROUND PERIMETER FOR VARIOUS FOOTING DIMENSIONS OF LIVING AREA SLAB BEYOND VERIFY EXCAVATION ON-SITE SLAT! PAD FOOTINGS VERIFY EXCAVATION ON-SITE AND LOCATIONS AT BOTH BRACED AND SEEVA CANTILEVERED RETAINING WALLS FOR VARIOUS ENGINEERING(#F) AND ENS FOOTING DIMENSIONS - AND LOCATIONS AT BOTH BRACED AND SEE STRUCTURAL ENGINEER'S DETAIL FOR CANTILEVERED RETAINING WALLS. BASEMENT RETAINING WALLS AND FOOTINGS, AND REINFORCEMENT AT EACH. r.,- SECTION . K SECTION 15SCALE) 14 ■ T-0' 15 BCALE V4' ■ 1-0' NOTES AT CROSS SECTION(S) ARE TYPICAL NOTES AT CROSS SECTIONS) ARE TYPICAL FOR ALL CROSS—SECTIONS AND DETAILS FOR ALL CROSS—SECTIONS AND DETAILS EXCEPT WHERE NOTED OTHERWISE. EXCEPT WHERE NOTED OTHERWISE. INTERIOR STAIRS: AS DRAWN (1O'-1 1/4" BASEMENT + 11 7/8"JOISTS + 3/4" SUBFLOOR): TREADS EQUAL 0 10' EACH (RISER to RISER). STAIRS (BASEMENT TO 1ST FIR): (19) TOTAL RISERS; EQUAL WITHIN EACH FUGHT TO MEET 133.875' FRAMING TOTAL RISE/19 EQUAL RISERS 7.046r (MAXIMUM 7 3/4' RISE). each. STAIRS (1ST TO 2ND FIR): (17) TOTAL RISERS; EQUAL WITHIN EACH FLIGHT TO MEET CODE (MAXIMUM 7 3/4' RISE). 121.875' FRAMING TOTAL RISE/17 EQUAL RISERS = 7.1691'each. BUT, VERIFY ALL FINISH FLOORING FOR STAIR TREADS AND LANDINGS AND ADJUST RISER HEIGHTS EACH FLIGHT AS NEEDED TO MEET CODE. (3) 2x12 STRINGERS TYPICAL 36' HIGH HANDRAILS TYPIJLL. MAINTAIN MINIMUM 6'-8' HEAD CLEARANCE. z O F CD Li Cl) (/) (/) O () CD Z_ 0 J_ m Drawn by: JMC Date: Dec. 29, 2016 Scale: 1/4"=1'-0" u.n.o. Sheet#: . 15• . .. • of Sheets FF,lki DATit>ti S= l oil CID NOV 15 sTe Ile:et. Pe. 1.1 -- u P P E - LEE - 1 I 2011 lit%. t ! - - - �- - _ �- ---�•-• — - �r-��1! f, .;; Zl H Header • _ _ __ 4x8. elp +'� Header:use min:2x10,tall dimension vertical' "L"configuration.Or use min. 2-2x8,or ' PT qT.r / ajzrr �:,- .4_k 4 For"L"configuration,connect vertical header member to flat 2x with'16d @ 4"OC. ~- i, �_ �� -�4,�5 y AR I ' TTyr• -.� .,:_, * Trimmer.(a.k.a.,Jack Stud)Use min., 1-2x,or concealed flange hanger,each end. ,a \ �„♦ 93 FP •..,? -- As alternate,may use FC4 for 2x4 wall,FC6 for 2x6 wall.(FC4 good for 865 lb.,FC6 good for 1010 lb.) X / - King Stud:.full height bottom plate to top plate: hI. I-) I 0 2.1t•) ft / N 1 / ♦♦♦ 1 - ;.� d o u \ ! - _ _ _ • i r 1 * - Openings wider than 5,use min.,2-2x,each end. �_____/„, � 0 \....„,..... a-'-F�---�- F-_ __ __ ! - - - - - �- !_`_'� - Openings 5'wide and less,use min., 1-2x,each end. =• 3✓z3 =_e . . , f+ € _ , k m I l i tt As umc _ 4 21 H Header . as R. sE Et r 3 I tf C i i ' * Header:use min:4x10. _ Jack Stud)use min., 1-2x,or concealed flange hanger,each end. �` k.1 - S V S MO Q Trimmer:(a.k.a., /� r(\+/��/1; (�. I I r ;I 1 F- * King stud:full height bottom plate to top plate: - I t L ---, - _ - Openings wider than 5',use min.,2-2x,each end. • Nx • ' I �- 6' I SIR..kitat- ; okLJv -s►M. 1 _ _ - !Openings 5'wide and less,use min., 1-2x,each end. 1 '— - ♦ i ' �----R0 - 1 f'" -- I /\ I - 0, 4_.- •.I Z3 H Header _, 1.-- C�1Q 1f I; �� a * Same as 22H except use 2,trimmers,each end. • .g 1_- -- -' 9St•� ITDOIII �__� -- ; �� • } 24 H Header l"JI �10 '� ; � 1' �r. - '1 : 3 1:: 'z;',� _-* Header:use min:5.125x12 glut - 1- __, :_::...��<• y•;. : am or PSL. - Chi , , r • -�t •;a_ -. : Trimmer:(a.k.a.,Jack Stud)use min., 1-2x,each end. • 0 I-1 I L J ll igiti • 1 * King stud:Use min.,3-2x,each end,full height bottom plate to top plate. --—---�----- c-cc IL / ,��__ i 2-.. -�1I I . • _ j 30 J Joist,LL=40,DL=15. 62 �++ I , T t 9)RS 49' ' ante 1 j 1 * Joist:(span is measured inside to inside of support.) I I I 1 I vi 4 _ - 1 - Forto 13.5' use min. 11-7/8"BCI 5000, 1.7 24"max spacing. . L - --_rJsr-T, I spans up f f @ Y"- O. 21:r-i' I- 1i�"l%7o- `\ - _ 1 -" - - - - -'" - - For spans up to 14.5',use min.,11-7/8"BCI 6000, 1.8 @ 24"max spacing. 92 FT Footing,' II�ed Slab 1 -- - - For spans up to 15,use min.,11-7/8 BCI 5000, 1.7 @ 16 max spacing. - * Foot$rg:Use a monolithically poured thickened slab• @1 g•_*L. - For spans up to 16',use min., 11-7/8"BCI 6000, 1.8 16"max s in - At inferior locations,Lootintin:toto bemin.,8"tallx18"wideatbottom.II e7.- II v� - For spans up to 17',use min., 11-7/8"BCI 6500,1.8,or 14"BCI 5000, 1.7 16"max - Ate�cteriorlocationsextendunder " @ 8• posts,min. 12 tall x 12 wide at bottom. I! I I x' _ - - - For spans up to 18.3',use min., 11-7/8"BCI 60,2.0 or 14"BCI 6000, 1.8 @ 16"max spacing. - P>Ila> s for posts where shown on plan shall have min.,2,#4 vertical extending to footing bottom rebar. I I I► ;------------- - - For spans up to 20.3',use min., 11-7/8"BCI 90,2.0,or 14"BCI 60,2.0 @ 16"max spacing. : * Lon. udinal Reber:Use 2,#4 continuous 3"from bottom. -.1, --- - Uade slab Insulation:May use XPS or EPS rigid foam with min.,25 psi compressive strength under thickened * Splices:Splice over intermediate supports per manufacturer. * slab testing.If used,provide and install per insulation manufacturer's recommendations. * Connections:Use per manufacturer. * Slab Reinforcement:Extend slab reinforcement(if any)through this footing. 31 B Beam 93 FP Footing,rad or Pam. 5Ttll CT L fLAO - MAI&I L.el. * Conn Use min., 6X10. F area,footing may be mono-poured with slab or below slab. � t * Connection b Post:Use PC,AC,CCQ,HUC,cleats,or similar. * - If in Use men',24"square x 10"tall. • lab l'ff F " UP h." L6v. =1 Structural Callouts®-Copyright ConstrveetionCalt;ler(CCD * Connection to Wall: Min bearing length on top plate,beam pocket,mud sill,etc.=3".At framed wall use * R ':Use 2,#4 each way,3"from bottom. min.,2 studs under beam ends. 95 S Slab 1. ry I 0 PA Per Architect 32 B Beam - - * Sub�•ade:Use structural fill or native material compacted to 95%relative compaction.It is stmnglY ry Structural Item:This item and related connectors shall be per architect/designer. Beam:Use min.,4x8 PT. • re merhded that all structural fill be checked by a g acte:hnimi consultant. Il \ / I I, 9 SW Simpson Strong Wall SB �� * Connection b Post:Use PC,AC,CCQ,HUC;cleats,or similar. * Undltelab In:uvdon:MaY use XPS or EPS rigid foam with min.,25 psi compressive strength under slab.If '', i2P © D6 vide and install X I Strong •Wall: Use SWSB12. Width= 12".Height,see below. Connection b Wall: Min bearing ten on beam =3 .At wall use * PPO P�insulation manufacturer's recommendations. * * g length top plate, pocket,mud sill,etc. " He t:Foundation to bottom of header beam.Okay to order SWSB long and cut to height as necessary. Slab Thickness:Use 4"min. i ( ' ' . .. \ 1 * _ min.,2 studs under beam girds. —- 1 3p W \ ill - Position to align with outside(exterior)face of studs.Furr-eat as necessary to flush up with remainder of wall. 33 B Beam ' Reintloreepnent:Use any ofeach the following: Zo ► .i \ I � vd * Top Connection:Header beam to extend over entire Strong Wall.Connect with portal straps SWSB-PS.Also - * Beam:Use min.,6x12 DF;or 5x6 glulam or LVL or PSL. - Min.,#3 rebar at 24"OC,each way,centered in slab. lit ' _ __- _ connect header beam to Strong Wall with SDS screws that oeare with the SWSB. - Welded wile fabric,min.,W2.9,6"x6"(6 Ga.),centered in slab. Splices overlap8"min. ili1 ; -. r b'' s' * Sheathing:Sheathe header,SWSB,and wall,from mud sill to roof similar to 2PW. * Connection to Post Use PC,AC,CCQ,HUC,cleats,or similar. - F'bermesh per manrxfacturet's nx:ommexrdation. v 4• gZ 2 t N " extended to footing bottom Heber and me * Connection to Wall: Min bearing length on top plate,beam pocket,mud sill,etc.=3".At framed wall use - Helix.micro rebar,min.,5 lbs.per cubic yard. ' )' Bottom Connection:Anchor bolts,use all-thread,7/8 diaaaeter, ili, a �```--�..-` + * double nut and 3"x.25"washer on embedded end.Suggest using Strong Wall SB Anchor Bolt template,SWSB- . min.,2 studs under beam aids. , * Control Joinb:Maximum recommended spacing=8'OC,each way.This is a non-structural item and may be '•'J _ _ I - � -�AE I I it.15 TY P• RT. 34 B Beam - changed or omitted by Owner or Architect. t3,1> p , ,T - ,< 31 1- it RD Roof Diaphragm * Beam:Use min.,4x10. * Vapor Barrier:Use a min.,6 mil.,plastic vapor barrier under interior slabs. • •, ('� ' `�45 2E (? b "[Y _. Shear Capacity: p seismic; p Connection is Wall: Min ten =3".At flamed wall use 98 l� Wail-Cantikver Detail i f P * Good for Eh=230 if- Fla=322 if-wind.Max aspect ratio=3:1. * beaming gth on top platef beam poc�oet,mud sill,etc. �1 _ ' mm.,2 studs under beam a nds. * Retaining Wall and Footing:See Cantilever Retaining Wall table and detail. ~ ! \/ 1 -ON [El * Framing:Trusses or rafters:2x at 24"OC,max. Detail• ♦s" � I 36 B Beam 99 RB RRdaining Wall-Braced I /\1 t� '�♦ —_� '�- ' - - rtaofi._�o1S?'S 14a tYP• * Framing Connection at Support: * Beam:Use min.,5x12*dam or 5.25x11.8 PSL or LVL. * (Retaining Wall and Footing:See Braced Retaining Wall table and detail. D99 a t.'-'- ,> ---- _ - Where connected to shear wall,connect per shear wall callout-top of wall. glength f pocket,mud sill,etc. " - I - Where trusses or rafters connect to beam,use 112.5,or A34 with screws,or similar,typ. * Connection to Wall: Mtn on = . I I 3 .At framed wall use CI) ®N - At ledger,connect per ledger callout. min-,2 studs ender beam ads. e�1se ¢• a I i I * Sheathloag:7/16"min.,OSB or CDX plywood. 41 B Beam A Mir• Beam:Use min.,4x10 PT. s Int+14 , �1, "` ` �` - y,•T•c * Sheathing-Layout:Case 1 per IBC 2306.2.(1) - * Connection to Post:Use PC,AC,CCQ,HUC,cleats,or slabs. +- IjI J /� VI 1el * N Use 8d at 6"edges, field. - _ " ' ;Ir V Al 1 * a g to shear walls below. * Connection to Wall: Min bearing length on top plate,beam pocloat,mud sill,de. 3 .At framed wall use -- Biocide':Not required except at supports and at osasechosyt ;men.,2 studs under beam ads_ �_ 12 FD Fiver Di■pirapr 42 It 1 `, r . � q • ts.1'`. _0_ `�'"irl * " 24 oc rated, APA •St ud-I-Floor,ether 3/4" • y + i Wilk joists at 24 err 19.2"OC,use min., siia BiOup * Use min.,Sx9 PT Ohm. I' • 4 • 1,err 7/8"apeciesBnwp 4.Maybe:OSB or plywood.Good for 130 ps4 TL @ L/360 deb. * Comnot ion to Post:Use FC,AC,CCQ,HUC,cleats,or guitar: r u! * Sheathing:With joists at 16"OC,use min.,16 oc rated, APA Stuid-I-Floor,min., 19/32"thick.Maybe OSB * Haig On Other Beams Ilwt HUCQ or HU. '' 8 III 6SeB or plywood.Good for 245 paf TL @ L/360 deft. - �' * Sheathing Layout Case 1 per IBC 2306.2.1(1) * n to Wall: htlnieering lengthen top plate,beaatpodoet,mud sill,ale.=3".At framed vellum I - Hems�. 2 studs under behsa s. f - Orient sheets continuous over two or more spans,with the long dimension across supports. 43 B Bea _ ' , * Nailing:Glue,and connect with l Od ring #9 Wows, shank nails or at 6"edges, 12"field. 1--"T 1 - * Blocking:not required except at:imports(beams)and eouaectioas to shear walls below. * >s..�Use min.,4x8. i 13 DS Drag Strap * Camasedon to 'f Walt hi tbaning lengthen tap plate,beam podont,mud sill,eft:.*3".At framed wad use * Min.,Capacity:Good for 1,705 lb tension min.,2 studs under booiiplis. - ,(}�n� L e -LP� LEV_ * Drag Strap:Use CS 16 x 30",centered over exterior wall. 44 B Beam OA rrt fi - * Baum Use min.,5x9! 1 t*irPSL. ,siadi • .Femt u...4 - tiW,n fe.a• 1.-4 V. lit%e• - Strap mast be flat,on top of floor diaphragm(tray be routeeed lab plywood if desired.) , 1 _ Allign floor joist or rim directly under strap on each side of exterior wall so that strap aai penetrate#lop of joist * Cation to W Ming length asap plate,bedott,mud sill,de. 3".At frames veer ergo ,.-_ . - ----•—_ --_- = . __ __== s. "`' '/riim. ruin.,2 girds under s. L :: It is - -�. S * holesfilled. - / J - �•�D 'tYi' !Naive Use lOd,all p �� .it 1 t3 �, 16 lPF �Flaor�?e-Flier Holdover _ Ledger Connections gar is caYlydSor below,ifef tre`rhg to rim arlr~ier,use DS,er !! ` > 1 41s I 0 !S ge I ''�'� 1 * Mi.,Capacity:Good for 4400 lb tension. - Let�ad 1 S at max : Ifealaaecting to sta wwwo;SDS or Le OK per stud. I nett D I f $ Use CMSTC 16 vertical applied _ t ` LEn�ef SD.S Or , fi., ll de�tBrehahoII intoi�R,arZS"min embedment into sohdllaatsas. p 4t6 i '- Strap: �p PP to outside of wad sheathing.Attach to Z Zez,Zit,or 4 lined __ * - Mier eiitlsace of c of ledger's-splice-2". eM�ltdistance to toperbemam s t d. II _ __ I I / <; op above sad below rim joist.Fill all nail holes with 16d. * Frail Cetw oral:Ussatlsof the folilittirl,w�hichever is slhpitwble. III \ i - - - - - 1 - - If strap bib on header or beam below,nail to header or beaten and wrap around boding if ' i ♦ ♦ _ - - * ,Bar Diatauee:24"min.to each and lower - R >tempen' . or LVL lerdgtt fin height tt►a1 llikafters.ApplyhM�er over well iesii� �---•- - —- ' upper studs.Almon total length=48"+de4 iOrfloor Meow. E.College Way#515 ,\- 18 IID uAit 1- -Embedded Strap Type. Use to tan *;'; .5 ';� e7.� i- - - - _ ParailMdler or �.S * ord:Ledglermsgbe top dandelions or last adorer similar. b be K. ' �• • Tim K Garrison P.E. 1500 e e a ,j,, 1Mount Vernon,WA 98273 1 ! 23 t{AIM --L ;` U ' f * _ Mi. :Good for 3815 lb.uplift,wet set application oily. placid a�wr wall sh ham i i I 'I - i • * - i r, - Ste! A2E- ajty P Hddswn:Use STHD14 for joist condition. * (Roof Diragm * diaphragm )�er with abaotc or screwaalla`OC. ulting Engineer Phone:;(360)708-1865 s. M 1 ' • - For ran joist condition use STIIDI4RJ. 66 L gar-Do#.iidsts to timg@BuildersEngineer.com ' - 1 I * Nails:Use 30,16d to full-height stud as follows. .__^�__ _- ,, _ , • Ledger:um min., - ,at least astdtltle joists. I . i d I ( * Stud:Use larger of king stud as speed elsewhere;or choice of 2-2x,3x,or 4x. : Ledger Csrrtecion: rim with arLedgerLO) ,at aM..12"OC and vtYiin 3"of deb and• © ! l" I � Structural An ' • nilN `-: N 1 _ Alt 2-HeWwn-lseit?ype _ es. S3 orheijerLOK necear btclsll penetreetdllttitainn. al sis: New Home at 340I tillir'‘ - * 1 Heliawax Use HDUS. • IN t -= ` • Joist(flan: t to ledger wed tt or LU harts � y 2 W. 2 St, w ■ ' : '4 * lbws:Use 14 SDS 1/4 x 2.5 to full-height stud per abo� . _ m, ' Anacortes,WA • ri ��• Anchor Delft Use 5/8 diameter SSTB24,of 5/8"all-thr ad No nut and 3"wadoccoar■bedded pd.boa .� t Post ,rII• �._•-:. .:�-_- * Ost:[Jsa�•> � r t load ammo -ti- 4•:,... .;.:M ! eurbedmeat=16". �p 2 � '.4--- - - - . - ; ----. - :Ed Addicks 111.\\„„,„\\„„] i ___ = I '• `- - ff too to fit in foe bad 90-de _ I \ ,.♦.\\\\...... .\\....\\.\ ..J.,: `; 1mg footing, 8 lit bottom of foati■p.zgaintain 3"cavarattioliem of faptilff,. 71 p Post CCI Job Number:T17051 1 438 ^ '1 1 I 1 l - If cripple wall below,use alll-thread and CN"j coupler nit at air'. ,Ifi , ,t load abe�eR t', g Design:John Cawley Date: September 8,2017 II / ♦ I * Post:Use 3 1 • I 1 1 4 i I . in 20 H Header 7$-)r8 King Stud 1111 1 • ,. 1 i * Hooter:woe min:2x6,tall dimension vertic in"L"configaadoo.Or use min.,2-2x4,o[4x6. * g king stud is trnuom balm plate to slap pule, At side of o '"r ' 1 to i \ - configuration, sr member to flat 2x with 16d @ 4"OG. - This to e o i : called o h�. x--I- - For"L" coneeet vertical head -4 I I * Trimmer:(aka.,JackUse:min. 1-2 e. -+Y n--:-r-•. . -• . L.....�..... >.:. ( Stud) f 1r,or concealed goer hanger,each cad. 91 14�C Footing, r 4,„ :a • .Y. - As alteastr,may use FC4 for 2x4 wall,FC4 for 2x6 wall.(FC4 good for 865 lb.,PC6 good for 1010 b.) ' Relatei* till` ''' ' ' 4't: ',girth . cod fi =!- I * King Sind:fall height bottom plate to top per; * Fromm.,1 tall. �/ ` I _ a'f - ._,... .:u ,sinuous,3r . 1 - Openings wider than 5',use min.,2-2x,each�• Lon > om' F _ i ;, ; - 5'wide and less,me men.,l-2x,esi end, * - 5temw� a . Vertical nabs use max,cehrtltri ire ball,wititlT�tlaerirg 6"bends atiaMom footing r+ebar. = a t..� y - _ - Horizontal tiler',#4 and at2,0Ca ax.,catbonsh ' ° •, /ter( t - At8 dim s Abe shortenedoromittd. wai * Drains:bar foo' ghd/or dowrlphtdmins panda= id as requedipoo I 51 of z` `. Shear wail top connection D2 Shea n alertop endicuconnection - _ _____._..._.___.._._.._ _____--_--- --___.._...___.._ ______.___-_ � D1 framingparallel. framing perpendicular. I, T � Beams and Posts.All sawn structural beams,headers,andposts shall be DougFir Larch No 2 or better, RxAr e» wau.+ op-Ra4A2.... Retaining Walls.Do not backfill against retaining walls until concrete has cured to at least 2,500 psi(okay -. - �° �`�,rL i 1� except where exposed to weather and specified as PT(Pressure Treated)may be Hem Fir No. 2 or better. i to use highearly strengthadmixtures or additional cement in the mix to achieve this). For retaining walls Cantilever retaining wall t hr i i P ur, spae maGlulams,PSLs, LVLs,etc. shall be per Prefabricated Wood Products section below. itLuS5 s� D98 (NTS) i2" , I i Y __ _ � � � y wltx -�'r. E that are to be connected at their top to horizontal floor diaphragms, do not backfill against the retaining wall �d�' � -- until such horizontal diaphragms are in place and properly connected to the retaining wall. Multiple Ply Members. Tttu54 02 z ga Fr ., op. J r 5" rtax i FOOTINGS,FOUNDATIONS,SLABS ON GRADE: Trimmers, King Studs, Headers. Where more than one 2x is placed against another and used as a multiple .,- f G= Z,Soo �aS c. �Y t q"rc", Ja isT . — — i z," GL R T [ plykingstud,trimmer,or header, connect all plies with 16d at 4"OC, staggered. .4e - ,. = GO Kst Ei"L.4t, !do Geotechnical Report: CCI is not aware of a geotechnical report for this project. CCI strongly recommends 5"t eit .. Co�z A H1 z' °� Lthat a geotechnical report be performed by a qualified geotechnical engineer for all construction projects. Beams, Columns. Where more than one 2x,or LVL,or LSL is placed against another and used as a multiple IRA to 3c-4 - ti,u sb«; $G.,..,+.r� E Y g engineering specialty dependsply beam or column, connect all plies with glue and 2, 16d at 4"spacing. #6 Act, s,t flA �.A,ti+ Zoo o 4- _ Soils analysis and eotechnical en ineerin are not a s cial of CCI. CCI on others for the G6iLIw 5pW4�S(o4b0 • - ' t,5eoo Ill �a�µ ,, �R*ieL provision of soils data,which includes but is not limited to: allowable bearing capacity, liquefaction ' me tuu Glue. Where specified,woodglue shall be commercial• a with minimum shear strengthof 450 psi at 28 Moo, *t of cl s '^� "^�� �� potential,slope stability, active and passive lateral pressures, internal friction angle, and cohesion. In the p Sut'vo¢.TTD 2 sr,c.e.- ill i absence of a geotechnical report CCI will make assumptions regarding soil parameters,however,CCI takes days. Use Liquid Nails LN-940 or equivalent.Prep and apply per manufacturer's recommendations. d � E t R.An.EU 7..8%42,6.1SAL ti�5 �` i �.rAtia E �/ .l�f 5 aw, �r K no responsibility or liability for future settlement, or damage or injury due to earth movement or failure of Window and Door Openings. MAx• I anymod' Header. Use header size shown on Structural Plans. May use lazger of same material. All headers shall be �Y �r"� "�"`' "' �� Structural Fill: "Structural Fill"shall be granular material conforming to local or state highway installed with their tall dimension vertical. If header is less than 3 inches wide(LE. a single 2x or single -I"1'u ss c+r+- s, TE:Q sPc.(c e. 2R" -muss Osz : n ku 4" specifications for imported road base or sub base;or use sand or other clean granular materials no larger LVL)use a flat 2x nailed to the bottom of header in an"L"configuration with 16d at 4"max spacing. If no ALI:, .,-O,rS� OTrt�2 rtiu. 44-r.L rr'4 i ou4 ,a,, n stA�, b. than pea gravel All structural fill must be compacted per the following section. . header is specified,the wall is assumed non-load bearing and wall top plate may serve as the header. ALT,, - - V w'De L I Compaction: Place all fill materials in lifts not exceeding 8-inches. Compact using mechanical(vibratory or 'Multiple Adjacent Openings. Where adjacent door or window openings occur in a wall,headers for each d''- A3 _ _ '- - - -sttntrnt6, �` ,'.., impact)methods. opening shall be individual members with full-height king studs between them. Each header shall use the 5f'Ltee .5froAn.iimet A--riiz. ) s",�, 3'' rigu-- ftpe o number of kingstudsspecified inStructuralCallouts. . s r°� # In paved areas and under structures, use structural backfill compacted to 95%relative compaction. ,CE�uriC� nR. HfiruE E, tva7 I a €__�.. A2Y� itT i orttEe• A,T I i ,Trimmers, aka Jack Studs. Use size(or larger)per Structural Callouts. Concealed flange hanger of similar ix+�AGIN�j i sowu4,bob I. -j .-) E. �- E In non-paved or non-footing areas use structural backfill or native backfill minus rocks, lumps, and organic t t ill+= i o bearing length and capacity may be substituted for trimmer. I c • = k matter,compacted to 92%relative compaction. otherwise-Ta€ HGE L ` J King Studs. Unless shownon Plans use thellowing. These must be full-height, bottom plate to � When roots,rocks,or other undesirable materials cause over-excavation, fill over-excavation and compact fo goof, r-.___._.._-_ ____________..____._____.._.1 top plate, lE diaphragm to diaphragm. ux,, "-----,1/4B d i - per the above. Braced retaining wall - D99 ` connected to floor i Foundations,Footings on Soil: All footings and foundations to bear on undisturbed existing soil or * Opening less than 6' wide-use min., one king stud each end of header. z A ra,-.r structural fill.All organic and deleterious material beneath footings and foundations to be removed and . ANri ark- ca, + o -- - - s Q e,�s Pea A�t � g g Opening 6.1 wide to 9' wide-use min., two king studs each end of header. © 4„ TALL. J ( �� wa`5 replaced with structural fill.Bottom of footings to be below locally prescribed frost zone,not less than 12". 1uS �'� a 3„o es.o _ �l * Opening 9.1 wide to 16 wide, use min.,three king studs each end of header. e s ; 7 4 Slabs on Grade. Subgrade below slabs shall be similar to the above. A layer of free draining material and a p t.4 t x T _ _ i•`' pi, suitable vapor barrier(designed by others)are recommended for all interior slabs. Discontinuous Top Plate. Where wall top plates are cut,omitted, or otherwise discontinuous at a header, the �r� '� x,.-ske, ,.,& C a A35 i „ end of the header shall be connected to the remaining top plate beyond with a horizontal CS 18 strap with Oi. ML26 Coin ,- s 5 .4ze, "'t`�a'4 }��sP .t� sds t,+x�yZ Footing Drains.Footing drains,with washed drain rock or,Mira Drain or equivalent extending to finished minimum 12"length on the header and 12" length on the top plate beyond. Strap may be on top, inside,or s-r-4 MI saws oo A`� Nz; ,c +:...-* grade,shall be provided at the base of all footings and retaining walls which will have earth placed against outside of wall. ALT ��'�� rOtSrs 1`5 "^'` 3a° them.Footing drains shall be 4"perforated pipe routed downgradient to daylight, unless otherwise F n,� jrtE.A� wAtL- MirSbvrcl5Gov PFA-'D�VD�GW.bSl:� ' wr± � 4 specified. .anchor Bolts. f�- �- c4,011,... .�¢,'2 b,a M i) STANDARD CONCRETE: Shear wall anchor bolts connecting mud sills,use 5/8"diameter x 8"min embedment at the spacing shown Q,K oe f l, �° �� r; � �„ ,, i in the Plans but never greater than 60"OC and within 12"of ends and corners,with 3"x 3"x .229"steel_ s, z- 7o, c Standard Concrete. Concrete for footings,slabs, and walls shall attain a minimum 28 daystrengthof fc= ** F . LAt`t. __ _ F r„� A teao �f , $ > washers, wrench tight. Wet set anchor bolts shall have a hook or head on the embedded end. -sup, 1...+As-2 Ras. 41,, 2,500 psi unless otherwise noted on Plans.Minimum cement content= 5 sacks per cubic yard.Maximum Rotohammered anchor bolts at the same spacing may be used in lieu of wet set-sees specifications in s. 5bk6ait ssissil t,44_ s-,..t€ h aloof w,/ ., X ----- n,�At'A-A,w 16' P g Y p 4 ��� woes oil o� �,ksuE� j water/cement ratio shall be 0.45.All materials shall be in accordance with ACI 318, latest edition. Mixing previous section. An alternate to wet-set anchor bolts and washers maybe Simpson MASA or MASAP at sYt teat, 25 ps{ AMU.Wit ..- s vEi-- oe..e,.,. D+2Ee.i Fc.vaa_ l� Heitz ---- r r drAP",,, co,,N�e,,�, and placing of all concrete to be in accordance with IBC and ACI 304, latest edition. the same spacing specified for wet set anchor bolts. A� Utz rhiu 4"Go�.c. sLAa R:= SPt cE sca&ws oy 0111 IWIN ,� A, ,, ,,o�. 8 =z+ w+ gab Admixtures.Industry recognized and approved admixtures affecting set time, tlowability,and/or Non-shear wall anchor bolts shall be spaced a maximum of 72-inches and within 12-inches of ends and l� ! cv. waterproofing may be used provided the strength and durability of the concrete is not adversely affected. corners and shall be fitted with 2"steel plate washers.Use either 1/2"diameter x 8"min embedment wet- s+ S Aar We+56 ao E- - o set,or 1/2"Titen HD with 4"min embedment. 'Y z �' Air Entrainment.Provide 5%air entraining in all concrete exposed to the earth or weather. , reoQt. RANI + -- -4,--,1.-" `a -..-- " - — ! Fly Ash.High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a Non-shear wall anchors may be 0.145"diameter powder-actuated pins with 1-1/2" min concrete -_ a s- G°''r. +u7+<< l = I corresponding reduction in cement content,Any such concrete shall obtain at least the strength and embedment,at 16"OC,unless otherwise shown. r fa Tor P durability characteristics as Standard Concrete listed above. PRE-FABRICATED FRAMING CONNECTORS: Toe h6Ei 11.7. ,� a L ____._______._..___ . __ .__ _ ..._. _______._________-.____-_ ..__. __. _ __._... CONCRETE REINFORCING: Manufacturer: Simpson brand is specified,however any other nationally recognized brand may be used 44E4114W6 IIIIIIII provided that they are equivalent in their ability to carry all applied loads in all orientations. To1ft' Cantilever Retaining Wall(top of wall is NOT connected to floor diaphrgam) Strength: Standard Footings,Stem walls, Slabs on Grade. Reinforcing bars(rebaz)for standard footings, A B c D E F G W x Y z stem walls,and slabs on grade shall be grade 60(Fy=60 ksi)or better, unless otherwise specified in the Installation:The Contractor shall install all prefabricated items in strict accordance with the manufacturer's Plans. recommendationsandprefabricated Retained Wall Footing Footing Wall Vertical Horiz. Footing Footing requirements The load carrying capacity ofthe item cannot be guaranteed ifthis provision is not adhered to.Nails and screws which will be exposed to weather shall be Ht. Position Width Height Thickness (N/A) (N/A) Rebar Rebar Transv. Cont. Strength:Retaining Walls and other Structural Elements. Reinforcing bars(rebar) for retaining walls o'-4' 10" 28" 9" 6" - - #4(4 24," #4 co 24" #4 CD 24" 3, retaining more than 4-feet of soil and their footings,and for structural beams,structural columns and the galvanized or stainless steel. If installation risks cracking of wood,contact engineer for alternate nailing and 4.1'-6' 12" 36"- 9" 6" - - #4 CD 18" #4 918" - #4 la 18" 3,#4 like shall be grade 60(Fy=60 ksi)unless otherwise specified in the Plans. /or alternate connector. 6.1'-8' 9" 45" 12" 8" - - #5 CD 18" #4 Q 18" #5 C*i 18" 4,#s Splicing,Bending.Ail reinforcing shall be spliced,detailed,bent,and supported in accordance with the PREFABRICA ED WOOD PRODUCTS: __ .... -___._.__-.--_....___- ._.---__.._, 8.1'-10' 12" 60"' . 12" 8" - - #6 t 12" #4©18" #5 t! "' 6,#s most recent ACI code adopted by the jurisdiction. Prefabricated Trusses.Where shown on the plans,all prefabricated structural roofing members shall be Welded Wire Fabric.Unless otherwise specified,welded wire fabric WWF shall be W2.9, 6"x6" 6 Ga.), designed by a certified professional engineer.The prefabricated structural roofing designer shall provide to Braced Retaining Wall(top of wall IS connected to floor diaphragm p ( ) ( _ _ ASTM1Spliceone mesh+2"all sides the Contractor stamped design drawings with appropriate notes showing member sizes, forces, installation • A B C D E F G W X Y Z Lower roof connection to ` Strong Wall SB, portal A 8S. by lapping procedures,blocking,bracing,etc. D6 Retained Wall Footing Footing Wall MASA Block Vertical Horiz. Footing Footing - Cover.Provide the following minimum cover: D-' shear wall. application. PositionHeight ThicknessSpacing Spacing Rebar Rebar Transv. Cont. 1 Engineered Wood-General.These products must be provided,stored,and installed in accordance with Ht Width Footings and other unformed surfaces,distance from the bar to earth face...3 -__._ ... ---...__.. .__.- _-..-_ 0'-4' 10"' 28" 9" 6"' 72" Not Regd #4 @ 24'" #4 u®24" #4®a 2,4" 3,#4 F manufacturers recommendations.Failure to do this may void the warranty and diminish load carrying 4.1'-6' 12" 34" 9" 6" 72" 72" #4®18" #4® 18" #4 4 18" 3,#4 Formed surfaces in direct contact with earth 2" .capacity. Any nationally-recognized brand that meets the below specifications is acceptable. 6.1'-8' 12" 42" 10" 8"' 42" 46" #4 18" #4 18" #4 18" 4,#4 i +^ Parallel i ' ' " " " +_ "' +' +� Surfaces exposed to weather 1-1/2" I-beam Composite Web/Flange Joist Products.The contractor shall install the I-Joist products complete 8.1 -30 21 60 12 8 26 29 #5 13 #5 i 8 #5 13 6,# with web stiffeners and other blocking/bracingas shown on the Plans and/or as recommended bythe ' .rl/ Condition sa«�o-re" fret taQxat+r Surfaces exposed to salt water 3"General Notes: manufacturer. wsw-Ps min .ie tt r s. i scrape *Columns C,D,E,W,X,Y,Z arc minimums.May use greater. For slabs on grade,center the reinforcement in the slab unless otherwise specified. PSL(Parallel Strand Lumber)and Versa-Lam.Where called for,use minimum 2.0E, 2,900 psi minimum y o imt. *Columns F,G are maximums.May use less. BOLTS AND DOWELS IN CURED CONCRETE- allowable bending stress. Sam oil_ treader ' G General.This section shall apply to bolts and dowels installed in cured concrete using rotohammer LVL(Laminated Veneer Lumber). Where called for,use minimum 1.9E,2,600 psi minimum allowable 11w* t4uK P6e Y techniques.Minimum concrete embedment=4-inches unless otherwise specified.Minimum distance to an bending stress. c+ai�air Standard Structural Specifications°— Copyright, Tim K. Garrison, P.E. g q ya led Y Glue-Laminated Timbers. Unless otherwise noted,all glulam beams shall be 24F-V4 DF/DF. Anythat span � � � ' '� �� edge or end of concrete=3 from hole centerline unless otherwise specified. P Lowe goer 2 ;Pr , r V } �{y; , . Existing Reinforcing.It is important that no existing rebars are drilled or cut during rotohammer operations. continuously over one or more interior supports or are cantilevered,use 24F-V8 DF/DF. Use industrial 41 A arrorvx wo .� shim - with t►etom +, ; kyr tight it. BASIS OF DESIGN APPLICABLE CODES: Location of existing reinforcing bars may be by non-destructive methods(pachometer,radar,or similar). appearance grade,unless visually exposed to interior living space use architectural appearance grade. 1 i ", Pressure Treated(PT)glulams shall be not less than 10%weaker than the above in bending, shear, and Code. The designs herein are prepared in accordance with the 2015 IBC. Construction shall conform with Washers.Use 3 x3 x.229 washers on all wood mud sill anchor bolts. Such washers may be slotted, with g> ��1. Lrx� the most recent building code adopted by the approving jurisdiction. plate washer under the nut as allowed by the IBC. At non-mud sill locations, smaller washers may be used. modulus of elasticity,using suitable wood species for pressure treating. t5 LA45 Use a steel plate or malleable iron washer under nuts and the heads of all bolts that connect wood. Allglulams shall be manufactured byan AITC approved fabricator. Store and install in accordance with �t,carr 1 LIMITED SCOPE OF CONSULTANT'S WORK: pp Non-Epoxy Systems. Use Simpson Titen HD where shown in the Plans.These anchors may be used to manufacturer's recommendations. RAft . o,L • w Consultant. The consultant in responsible charge of the work indicated herein is Tim K. Garrison, P.E., resist tension loads and shear loads. Installper manufacturer's recommendations. Plywood or OSB Shear Walls. All shear walls shall be positivelyconnected to horizontal diaphragms or sects$Top WSW-PSdoing business as ConstructionCalc, Inc., hereafter indicated as"CCI." Yu' CfloR-D oa. r ' -" from edge(4 tOtstl. Epoxy Systems.For bolts, use Simpson epoxy-tie bolt system with ET-HP or SET high strength epoxy, slabs at their tops and bottoms per the Plans and Callouts. Wall sheathing maybe either Oriented Strand E,:;nE; rz X Scope of Consultant's Work. The scope of work of CCI is limited to structural analysis of a new single with zinc plated,A307 'all-thread' bolts as shown in the sketches. For dowels, use ET-HP or SET high Board(OSB)or plywood approved for use as lateral-resisting sheathing by an APA-approved manufacturer. family home Store and install in accordance with the recommendations of APA an g d IBC for shear resisting vertical wall simnel'stranq-rte• strength epoxy and rebar as specified on the Plans and Callouts. Drilling of holes and installation shall be in WSW-PS straps CCI takes responsibility only for items specifically addressed in our drawings and calculations. Constructed strict accordance with epoxy manufacturer's recommendation. sheathing. I items not specifically addressed herein shall be built per minimum code. CONVENTIONAL WOOD FRAMING: • _- ____.. .. __ __ ' LOADS Material.All sawn framing lumber, not including beams,posts, and columns, shall be Spruce Pine Fir, Hem Perpendicular I Following are the loads used for the subject design/analysis: Fir,or Douglas Fir-Larch,Number 2 or better,unless otherwise shown. All sawn wood shall have Condition I moisture content less than 25%. F 1 O Roof live: 20 psf. O Deck dead: 10 psf. `• ' 0 Roof+ceiling dead: 15 psf 0 Exterior wall dead: 10 psf General Construction: Predrill all nail holes where required to avoid splitting. Connect all wood members P.E. 1500 E.College Way#515 0 Roof snow: 25 psf 0 Interior wall dead: 7 psf per the Plans and applicable building code. Where Structural Plans do not specifically address a structural Ti m K. Garrison, " E Mount Vernon,WA 98273 ` 0 Uninhabitable attics with storage live: 20 0 Seismic Factors: Ss= 1.094, S 1=0.434 element,construct said element per minimum building code. Phone: (360)708-1865 R. sKa"+1 sp'� t ,,' wrt genet psf. 0 Seismic Des Category: `D" ConsultingEngineer Ng' e+� r La tom Rough ate' pg,ry' Pressure Treated Lumber. Use pressure treated lumber in contact with concrete and/or soil,and when timg@BuildersEngineer.com P CAL --r opening °N M" O Floor live: 40 psf O Wind Exposure D , 3-sec gust: 120 mph. hoilrt, directly exposed to weather. Pressure treating chemicals shall be inert, or otherwise non-reactive with metal r`-` -.% II 4 octet ko. 0 Floor dead: 15 psf 0 Assumed allowable soil bearing pressure: �� $ aswcsti connectors(including nails,bolts, framing connectors,etc.)or structural steel members. .- i; qk boa ,,:. ,�the t►aee 0 Deck live: 40 psf 1,500 psf. • + lrt udur 't'°d In certain cases non-pressure treated lumber may butt against concrete. In these cases use a layer of heavy, �� I asphaltic-treated construction paper between wood and concrete. PLa� , ''i' SINGLE PROJECT: ` New Home at 3402 W 2°d St Structural Analysis I " 1 Blocking/Bridging. Provide continuous blocking at all bearing locations. Provide full depth bridging or ., r__543 r • `, r The calculations,drawings,notes, specifications, and/or tables prepared by CCI are valid only for the .. i • project indicated herein.These documents are not valid, are not applicable to, and shall not be used for any blocking at 8'OC max. in joist or rafters without continuous plywood diaphragm connection on the top . Anacortes WA other project at any other location. Framed floors which support posts shall be solidly blocked within the floor cavity to positively transfer COMPETENT CONSTRUCTION PERSONNEL/SAFETY: post,column,or other concentrated loads through the floor to the supports beneath. Client: Ed Addicks CCI Job Number: T 17051 Bolts. Unless otherwise specified: Use washers on all bolts;tighten all bolts to a very snug wrench tight Building Design:John Cawley Date: September 8, 2017 Only competent personnel familiar with construction and safety practices germane to the project shown condition;use standard A307 bolts; for bolts in wood,drill the same diameter hole as the bolt; for bolts in herein should be employed to assemble and construct the work. steel drill holes 1/16"larger than the bolt diameter.Provide the following minimum edge distances between Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. centerline of bolt and all edges of bolted wood, and between centerline of multiple bolts: Contractor assumes full responsibility as to construction methods used, safety provisions employed,and the - GARy finished as-built condition of the structure and related systems. 5/8 inch diameter bolts 3 inches , " rW -jay. • E 3/4 inch diameter bolts 3.75 inches ''"+-'t�' .A� MATERIALS AND METHODS: 1 inch diameter bolts 4.75 inches �'' Provide and install all materials in accordance with manufacturer's requirements and recommendations. It is ` ` the contractor's responsibility to ensure all field personnel understand and adhere to this. Minimum distance between edge of bolt and any edge of steel plate(angles, gussets, flanges, webs,etc.) '' TEMPORARY SUPPORT AND BRACING: shall be one inch. h• Mitt, Engineer shall specifically approve any bolted connection using less edge distance than shown above. a'Ipy �i ' 7iii(i General. Provide adequate temporary support to all walls, roofs, beams, columns, and floors during AI. construction. Design of same is not included herein. Contractor or owner should check all temporary- Lag Bolts. All lag bolts greater in diameter than 1/4"shall have pilot holes pre-drilled. Size of pilot hole in supporting devices with aqualifiedperson. Contractor shall be responsible for the adequacy of all threadedportion shall be 70%of the unthreaded shank diameter(or alternative) 90%of the root diameter WPM W:gV PP g P q Y Y. temporary and/or permanent support systems. of the threaded portion). Pilot hole diameter of unthreaded portion shall be the same diameter as the unthreaded shank. S 2 O