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HomeMy WebLinkAboutPermit File BLD-2019-0817 1317 16th Street (3) l'i?IllgV‘ii !N, �' ,et Storm Water Drainage Report 9 -DEC 2 0 "up -1 1,.. e-�_ee_._ee--_. _- : w� STY'O� 'r"I 1 •_• • • 7 - - • COg ENGINEERING DEPARTMENT FILE �� � COPY O�� 904 6th Street Anacortes, WA 98221 www.anacorteswa.gov Official Use Only: (Information to Inspectors) Required Storm Water Facility and other related requirements: Project Address: i3 h 1(6}\-, S}' Submittal Date: _ _2_0/1- Parcel Number: 5 c,SC) Revision Number: Permit Number: 6 LID .-2 017-d 7 Reviewer: Acceptance Date (COA): sqp FRONT OF REPORT: Submittal Checklist: (All items listed below are required for a complete submittal) o Cover Sheet (Preparer to Provide): Project title, Location, Revision dates, Engineer's Stamp r� TAR 1• AAinimum Roriuirement#1 Pr aration of�tormwat@ GbPla� a —_ o TAB 2: Minimum Requirement#2 — Construction Stormwater Pollution Prevention (SWPP) o TAB 3: Minimum Roquiromont# o TAB 'I: Minimum Requirement#4 Preservation of Natural Drainage Systems and Outfalls o TAB 5: Minimum Requirement#5 On sito Stormwator Managomonte . p TAB 7: Minimum Rcq'eFcr99cF1t#t—F1ew Control o TARS: Mir4114FIR Rement#8 Wetland Protection o TAB 9: Minim Requirement#9 Operation and Maintenance• o APPENDIX 1 - Survey performed by a Professional Land Surveyor d4IA o APPENDIX 2--Se4s Analy le-egieluFnc 1, Chapter,3.1.1) D / o APPENDIX 3 - Model Soil Management Plan for BMP T5.13 A !I^ o APPENDIX 4 - Determining Construction Site Sediment Damage Potential (Appendix 7) o APPENDIX 5 - Site Plan with all applicable information (Minimum Size 11x17— 30 scale) o APPENDIX 6 - Documented Site Photos (North, South, East and West) • , _• �-'IUt,1 Car4, 0\ Stormwater Management Requirements: o Refer to the 2012\14 Department of Ecology Manual, as amended in 2014 for further required information. o See also, City of Anacortes Municipal Code 19.76 for additional information o See also, current Engineering Development Standards, Chapter 2- Storm Drainage for additional information. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Project Description and Summary: Summar Table Existing _ Proposed Development Type Re.Sodl2nSt.0."( S'GO1e- Number of Lots 'Y Lot Acreage in SF N/A Soil Type(s) / Site Sediment Transport Score (HigliZow Depth to Ground Water Table (Feet and Inches) A//A (See completed Soils Analysis (Volume 1, Chapter 3.1.1) f/ '� Infiltration Rate during Rainy Season (Inch\Per Hour) Impervious Surface (on-site) • Impervious Surface (off-site) New and Replaced Hard Surface Total (SF) Lot Coverage (Percentage) BMP (Required Minimum Requirement 5) BMP T5.13 Post Construction Soils Water Quality Method (Minimum Requirement 6) Al/Pt Water Quantity Method (Minimum Requirement 7) Existing Site Conditions Summary: (Additionally, provide information on previous permits, if any, like Grade and Fill, Clear and Grade, topography, vegetation, drainage, Critical Areas adjacent to the site and how it may affect this project if soils are disturbed, Soils Type (Included in Soils Analysis Report), Erosion Problem Areas, Construction PhasinglSequence) Developed Conditions Summary: (Additionally, to be shown on the site plan. Identify cut and fill areas, proposed slopes of all hard surfaces , proposed contours) Drainage Basin (2007 Storm Comp Plan — City website\publicworks\engineering\comprehensive plans): What Drainage Basin are you in? Identify any downstream drainage issues (Storm Comp Plan: If so, describe: Complete the Applicability Requirements — Flow Chart (Figure I-2.4.1 Attached, Figure 1-2.4.2 Attached and Figure 1-2.5.1 Attached) - Highlight the path and attach Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Start Here i 2(.9 Does the site have 3596 Yes See Redevelopment Minimum or more of existing ► Requirements and Flow Chart impervious coverage? (Figure 1-2.4.2). Does the project convert a; T acres or more of vegetation to Does the project result in lawn or landscaped areas, or 5.000 square feet, or (N� convert 2.5 acres or more of greater. of new plus ► native vegetation to pasture? replaced hard surface area? Yes 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 • No vegetation areas_ Does the project have land Minimum Requirements #1 disturbing activities of 7.000 through #5 apply to the new Yes square feet or greater? and replaced hard surfaces and the land disturbed. NO Minimum Requirement#2 • applies. Figure I-2.4. -I Flow Chart for Determining Requirements for New Development DEPARTMENT OF Rev ISM.xine2131E ECOLOGY Please see nttp:1 w ecy.wa.gowtorlatgbtlifrnifor copyrtgnt notice Including permissions, estate o' Vdas't'igto1 rnitator of liability,and disclaPrer. version uate: uctooer i, Lu ra vrevious version vale: reoruary zu, zu ra TAB 2 (MINIMUM REQUIREMENT #2) • 1-2.5.2 Minimum Requirement#2 —Construction Stormwater Pollution Prevention Plan (SWPP) - All projects are required to complete Minimum Requirement 2. - Refer to the 13 Elements of the SWPP (See document below, complete and attach) - See attached Table 4.1.1, Table 4.2.1 and Table - Provide Engineering Calculations as an attachment for Sediment Ponds\Traps, Diversions, Waterways and Runoff/Stormwater Detention Calculations. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Table 4.1.1 Source Control BMP's by SWPPP Element Element #1 Element #2 Element #13 Element #5 Element#6 Element#9 Element#11 Element #12 BMP or Element Name Preserve Establish Protect Low Stabilize Protect Control Maintain Manage the Vegetation/Mark Construction Soils Slopes Pollutants Bf.1Ps Project Impact Clearing Limits Access Development BMP C101: Preserving Natural Vegetation ✓ BLIP C102: Buffer Zones ✓ ✓ BLIP C103: High Visibility Plastic or Metal ✓ ✓ Fence BMP C105: Stabilized Construction ✓ Entrance /Exit BLIP C106: Wheel Wash ✓ BMP C107: Construction Road/Parking ✓ Area Stabilization BMP C120: Temporary and Permanent ✓Seeding ✓ BMP C121: Mulching V ✓ BLIP C122: Nets and Blankets ✓ ✓ BMP C123: Plastic Covering V BLIP C124: Sodding V BMP C125: Topsoiling /Composting ✓ BLIP C126: Polyacrylar ide for Soil Erosion ✓ Protection BMP C130: Surface Roughening V V BMP C131: Gradient Terraces ✓ ✓ BPv1P C140: Dust Control V BLIP C150: Materials On Hand ✓ ✓ BMP C151: Concrete Handling ✓ BMP C152: Sawcutting and Surfacing ✓ Pollution Prevention BN1P C153: Material Delivery, Storage and V Containment BMP C154: Concrete Washout Area V BMP C160: Certified Erosion and ✓ V Sediment Control Lead BLIP C162: Scheduling ✓ Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Table 4.2.1 Runoff Conveyance and Treatment BMP's by SWPPP Element E'anr_nt#�! Element as Element 413 Element S3 (Element N6 Element N7 Bement Figment t10 EMSP or Punt Name Control In.;l.�ll pr ct Pi otect Stabilize I Control Contral ProtQ+cR De- FlowLow Rates "rlii'i nt Slopes [Wain Infects Channels pollutants merino t:r.nrrok: and Outic1� Nye loptnent =11.!9 C2 4n- Antercepkw Oika and Swelc •/ ./ APC20.1: Grann-ttriedCh:e�i,i_ I, ✓ &MP G201; Channel Lin,nil 47-- ---- - t9AllP C201: Water Bars ✓ BliAP C204: Pipe Slope Drafns ✓ • :-IMP C2Dt3: Subsurface Drain. ✓ EEMP C206: Level 9pi, eder ✓ LIMP C207: Check Orns v' HMP CMS: Triangular Silt Dike (iot4ax1 Lncaaad Check Darn) BMP C209: Outlet Protection II •r RMP C220: Storrs 13raln Inlet Protection I v` dMP C231: arustt Barrier .r BMP C232: Gravel Filter Sean 13MP C233: Sift Fence 4 , Firi1P C234: veoetated Strip u; Y t3MP C235: Wattles BMP C236: Voctirrtive Ftltrttlo�n -- —� - I � -- - •�---~ --- --- AMP 6240: Sc dime nt Trap ✓ / R M P C 2 41: Temporary Sediment Pond BMP C250: Com-traction Stort cuter Chetriccl Treabiknit BMP C251:Conritruollon Stormwelar FII1ratlon _ `r BMP C252:High pH Neutralization Usli q — -- —CO2 • Y f BMP C253:pH Control for High pH Water Version Date: October 7, 2019 Previous Version Date: February 20, 2019 13 Elements of SWPPP (Construction Stormwater Pollution 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 Above from the 2014 Stormwater Management Manual for Western Washington (SWMMWW). A link is provided on the City of Anacortes website, under Planning, Community, & Economic Development Depaartment, as well as under Stormwater on the Engineering Division of Public Work's page. Owner Name: IN kCj")d10A '€ Av"‘ck.0 X)) Site Address: '�3\-- Prepared By: /V C1C�1 !'\ The Stormwater checklist or building permit determined that: X. The 13 elements must be addressed ❑ These elements must be addressed for construction activity adding under for construction activity adding 2,000 2,000 sq. ft. of hard surface area. sq. ft. or more of hard surface area. This means that an attached narrative and site plan are required with this document. Under each element, provide the BMP's that will be applicable to your project. Use the attached Tables provided. ELEMENT 1: Preserve Vegetation/Mark Clearing Limits ❑ 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. ❑ Retain the duff layer, native top soil, and natural vegetation in an undisturbed state to the maximum degree practical. iSMPC )03 ELEMENT 2: Establish Construction Access ❑ Limit construction vehicle access and exit to one route, if possible. ❑ Stabilize access points with a pad of quarry spalls, 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. ❑ 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. ❑ Conduct street washing only after sediment is removed in accordance with the above bullet. ❑ Control street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tri utary to waters of the St te. 3N0 l 1n�1 COY) u1/40-A2kp rn access VA. 0k1`e.‘t 1.Q211J e32, ) IG--4 A r-14-\, ��`c• cl Scs w Ils ar sE)01 . Icy-2_oV emirs J p D err t :30 , ►�.0� Version Date: October 7, 2019 Previous Version Date: February 20, 2019 ELEMENT 3: Control Flow Rates ❑ 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. ❑ 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. Qkloc)c), ,q- (4,\ ck)nsrw\1,2-eA, - Da_keo '1 -30 . `c-cz ELEMENT 4: Install Sediment Controls ❑ Design, install, and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. ❑ 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. • 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. ❑ 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 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. ❑ 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. ❑ Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas to increase sediment removal, and maximize stormwater infiltration. ❑ Where feasible, design outlet structures that withdraw impounded stormwater from the surface to avoid discharging sediment that is still suspended lower in the water clQlpmn Mc'cz 1-oS ., 10-1 , 24-10 , � �( , t23 51/4 eQxnc o (1 9{Q. (-42-k Nro be- 1 c;1� ‘C(-) rtC( ELEMENT 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. ❑ 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 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 forecast. ❑ Stabilize soil stockpiles from erosion, protect with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. ❑ Minimize the amount of soil exposed during construction activity. ❑ Minimize the disturbance of steep slopes. ❑ Minimize soil compaction and, unless infeasible, preserve topsoil. s- e - - acorn ui& c -t- &"&,-8c) \ kg.1,e, 0. cnls D* 1- 2co -©c) S c J.%1k cAe AnecA eJ6Lt'y eloS.0 an/ . B�cp12f� ,\ S\-ocJ �iQ- C'&QQ&t b-I Co 11'l; 1 \ . "b t3fr 12l 111IciA 'tnGs e pos . So ELEMENT 6: 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). ❑ 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. ❑ Place excavated material on the uphill side of trenches, consistent with safety and space considerations. ❑ Place check dams at regular intervals within constructed channels that are cut down a slope. ❑ Consider soil types and its potential for erosion. ❑ Stabilize soils on slopes, as specified in Element 5. ❑ BMP combinations are the most effective method of protecting slopes with disturbed soils. Ex: Use both mulching and straw erosion control blankets. &inp l ,\ 5- ; e® ckj'A-V GAO ki sg 4Q 14-Ay, O -: cvnYrb b ;l-� �S 13Mp�tcaA u �vc���;�5 �c�.�'s •\--o h \P M0,410,�2, nc.) Version Date: October 7, 2019 Previous Version Date: February 20, 2019 ELEMENT 7: Protect Drain Inlets ❑ Protect 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. ❑ 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). ❑ 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. ❑ 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. ❑ Inlets should be inspected weekly at a minimum and daily during storm events. C rlSA M VI a n Ck,,n C,J ( -, -( A eI. GJ !-, ` ,ems Oii BAPc- A_4s+.n ��, A., ("m hoe c� Stir okt�;� �n = :20\e „l20( AS A ��w .20 .©d S-ccJ WA)l b c- ) y O�c es o&o-c, , 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. ❑ Provide stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent streambanks, slopes, and downstream reaches at the outlets of all conveyance systems. ❑ 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. S3MP 42io ELEMENT 9: Control Pollutants ❑ Design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants. ❑ 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. ❑ Conduct maintenance, fueling, and repair of heavy equipment and vehicles using spill prevention and control measures. Clean contaminated surfaces immediately following any spill incident. ❑ 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. ❑ 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. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 ❑ 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. ❑ 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. ❑ Obtain written approval from Ecology and provide to the City before using chemical treatment other than CO2 or dry ice to adjust pH. ❑ Woody debris may be chopped and spread on site. ❑ 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. ❑ 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. PC, , I cx A — �s\-, ovecA ?L e�,24c r K,.ks c>r\ B M 1,c)e 16-1 1-)1( g„ t ui`f ,• l(S ELEMENT 10: Control De-Watering ❑ 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. ❑ Construction equipment operation, clamshell digging, concrete tremie pour, or work inside a cofferdam can create highly turbid or contaminated dewatering water. ❑ Discharging sediment-laden (muddy) water into waters of the State likely constitutes a violation of water quality standards for turbidity. The easiest way to avoid discharging muddy water is through infiltration and preserving vegetation. BJv\pc 21•1 O S rflQ Th p Version Date: October 7, 2019 Previous Version Date: February 20, 2019 ELEMENT 11: Maintain BMPs ❑ 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. ❑ Remove or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting from r moval of BBMps o vegetation. (� er Gnek �•1X 42- cc.)cc esz. a.c�(, � n \)- �Yl cam, ,��nio �`,vn ELEMENT 12: Manage the Project— Projects subject to Minimum Requirements 1-9 must have a Certified Erosion and Sediment Control 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. • 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: 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. (1 6,4\1� Version Date: October 7, 2019 Previous Version Date: February 20, 2019 ELEMENT 13: Protect Low Impact Development BMPS ❑ If implementing any bioretention facilities or rain gardens, refer to the applicable BMP sections of the Manual for requirements. Applican ignature Date Version Date: October 7, 2019 Previous Version Date: February 20, 2019 APPENDIX 1 — Survey performed by a Professional Land Surveyor The object of this appendix is to ensure that the property has a minimum of 3 out of 5 property corners visible to ensure that the structures are placed within the required setbacks. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 AUDITOR'S CERTIFICATE Filed for record at the request of Fairweather Surveyor. 201904300081 Conformed Copy T:,'<Th.3c.e,4;,..10u)rl.o O0190 4010 1 1 C11 7ota1 Pages: fl 1e1-Fees: 5183.40 il. FiFof(171(3&' P7 'Ic AT'.No/lio;G Sandra 2019 1, Auditor, otal County. WA 1.f'K Ned J 16th Street ;;; COUNTY AUDITOR s 88'09'58" E 373.73' — S 88'09'58" E 379.73' L — 40 40 40 40 40 41 ( 89.91' 29.974' 40 3 2 1 a 10 9 8 c4 j 7 6 5 4 3 2 1 SURVEYOR'S O7'ESd a> i f:os A�1vo,20171210b074 yy 7 16ea lrg I7arum; A . Nos 201410700064 and 20171201 7 4 N g i 2,Dastis of Pearinc: A,l`'. No 20410500064 N v w Q) 5, Method of Monument Location was by Meld Survey. ` S 8810'38" E W O ~ G p N s 4, Instrument Utilized: TOPCON GTS 2111? Serial No,LG�r302 Z z - zfs Mapthe CI o f I1 a e o t e s 5. The Field Survey was conducted March, 2018. Corners yet March 15, 2018. .� p a Y' Plock 91 6, set and/ or verified the property carers of Nicholas I.,Andrich property.{at 1517 18 19 20 11 12 13 14 15 16 17 18 19 20 ROs AFNo.2014zd3(tP00b4 -lbth Street' Parcel Na. 55550. Recorded 6f01/1800 7, pound property corners of two P,OS`5 as noted; Aud1Y,a"5 File Nos 2014105000654 and 201712100071. 29.974' r 40 40 o ° 40 8 Survey held street mormentatlan and record of Surveys corners as found, 40 yp 40 9.ThiS�.sracu was performed to locate the boundaries of Lots 8 -10, Block 91, plat of i_______ N 88'11'17" W 379.64' 40 N 88'f 1'17" IN 379.78' AYaG0e5' —` - ____ 10. This survey locates all or portions of the exterior bcurdani of the described parcel and 17th Street r h.F�4,,,souls.: rd.1'K,A arl does not necessarily Show any Or all easement, restrictions and /or reservations W�1 l=`��:' r�ct. assumes no respan5iblltty for any ch "icv (1'oxrroH r„ �,,i-c/e w/cover " '`' affect,this parcel. Fair-Weather Surveyor encumbrances other than those fortA in LegalN ill, 14,This survey meets or exceeds the standards and guidelines eet e d thet standards ;}—_ �.•���G Zecordinq Act" Chapter 58,09 PCW,The final-- - _ .� contained inVdAC372-f�0-090. 8 - 1d, Clock 71, City of tlnacorfe , according to the '/af ._�0-` o f=d. Original Gor�f�, a�r�orked, r of 1%alrWeather Surveyor and shalt not be used for arn� IZ.Th�S draw�nq is the p ope�y 1<hereof, 'ecorded in Volurle Z air}'1atg, t'age`�J r'ecord5 of ,;� rd street {nferecfiof�{"ion. a purpose without the written consent of an autharized agent of FairWeatl�er rveyor. Skagit Govnf y, W ahrngton. — nosed 41'. Set Pear ff Gap(1- No. 19C 1) SCALE: 1"=40 FEET or corner (9 noted. 0 20 40 8Q _.---------- t\ o I—F ,ir eat r er :`. - .11 ",k eyo C ey,�...��...� ,`, S' ILA .' ©�'� �.�����`��AT u�p 1419- /5th Street t 1 This map correctly represents a survey map made by me or under my direction in confornnancc y 1419 15 ,WA 98221 banes:3G0.708.7953 cell Wtk iii . Nicholas L.Andrich P 360.70 .7953 cell tie C€I1'sulta lt 1 °.1, with the Survey Recording Act for ___, - Anac Washington. , f� AUDITOR'S INDEXING DATA s Y ff f , I �-' tow e)..it:.? SECTION TOWNSHIP RANGE A * ' �'AL LAS1 k� � '� �od EAST \CC »> alto to or L. .No. b37 Dam u' 'i e ur(-� NORTH ymo,.........vvi.....i.ii/�1 Regi Professional .an urveyor, (! 1 APPENDIX 2 — Soils Anaylsis (Volume 1, Chapter 3.1.1) Al'I Version Date: October 7, 2019 Previous Version Date: February 20, 2019 APPENDIX 3 — Model Soil Management Plan for BMP T5.13 An alternate document acceptable to the City of Anacortes is a Test Report provided by the Soils Supplier that identifies the soils to be used meet the specifications outlined under Minimum Requirement 5. The specifications are in both WSDOT and CSI Formats. For specifications, refer to the above referenced PDF. This submittal can be a deferred submittal since most projects are not sure who the supplier will be at the time of building permit application. For projects that trigger Minimum Requirements 1 through 5, the Test Report will be provided to the Building Department. Projects triggering Minimum Requirements 1 through 9, the Test Report will be provided to the Engineering Department. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 DEFERRED SUBMITTAL: PROVIDE A TEST REPORT FROM SOILS SUPPLIER TO THE BUILDING DEPT. PROJECT INFORMATION "Model Soil Management Plan for BMP T5.13" age # of pages Complete all information on page 1; only site address and permit number on additional pages. Site Address / Lot No.: Permit Type: Permit Number: Permit Holder: Phone: Mailing Address: Contact Person: Phone: Plan Prepared By: ATTACHMENTS REQUIRED (Check off required items that are attached to this plan) Site Plan showing, to scale: Areas of undisturbed native vegetation (no amendment required) New planting beds and turf areas (amendment required) Type of soil improvement proposed for each area Soil test results (required if proposing custom amendment rates) Product test results for proposed amendments AREA # (should match Area # on Site Plan) PLANTING TYPE Turf Undisturbed native vegetation Planting Beds Other: SQUARE FOOTAGE OF THIS AREA: square feet SCARIFICATION inches (depth) of scarification needed to achieve finished total 12" loosened depth. Subsoil will be scarified PRE-APPROVED inches of compost or imported topsoil applied AMENDMENT METHOD: X 3.1 (conversion factor, inches to cubic yards) PRODUCT: Topsoil import = cu. yards per 1,000 sq. ft. Amend with compost X ,000s sq.ft. in this area Stockpile and amend = cubic yards of amendment — —* —* —* QUANTITY: CU. YDS. ( cu. yds. stockpiled) (needed to cover this area to designated depth) CUSTOM AMENDMENT Attach test results and calculations. Topsoil import inches organic matter or topsoil import PRODUCT: Topsoil & compost lift X 3.1 Amend = cu. yards / 1,000 sq. ft. Stockpile and amend X ,000s sq.ft. in this area ( cu. yds. stockpiled) = cubic yards of amendment — — — — —> QUANTITY: CU. YDS. MULCH ,000 sq.ft. PRODUCT: X 6.2 (conversion, to give 2 inch mulch depth) = cubic yards of mulch — —> — —> —> — QUANTITY: CU. YDS. TOTAL AMENDMENT/TOPSOIL/MULCH FOR ALL AREAS (complete on page 1 only, totaling all areas/pages in this Plan) ❑ Product #1:_ ❑ Quantity: cu. yds. ❑ Test Results: % organic matter C:N ratio <25:1 (except mulch, or <35:1 for native plants) "stable" (yes/no) ❑ Product #2: ❑ Quantity: cu. yds. ❑ Test Results: % organic matter C:N ratio <25:1 (except mulch, or <35:1 for native plants) "stable" (yes/no) ❑ Product #3: ❑ Quantity: cu. yds. ❑ Test Results: % organic matter C:N ratio <25:1 (except mulch, or <35:1 for native plants) "stable" (yes/no) Date: Inspector: Approved: Revisions Required: Date: Inspector: Approved: Revisions Required: Version Date: October 7, 2019 Previous Version Date: February 20, 2019 APPENDIX 4— Determining Construction Site Sediment Damage Potential (Appendix 7 — NPDES Phase II Permit) Note: See attached. All projects within the City of Anacortes are required to complete that document under Appendix 4. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 APPENDIX 5 — Site Plan with all applicable information (Minimum Size 11x17 at a legible scale) APPENDIX 6 — Documented Site Photos (Show all directions of the site, including frontage) (Insert Photo Here) Location: Description of the photo: Photo taken by: • / I-} —1 ` yl A 1 ,lett. 041 iTti $ \\tie — 1 f• 1. N\-- S. -\ . T 111 \ 1 r'r, } \I ' tit& It '' • . r a A I 1 k CI 4 liiiiik*A : 111 I 41'-gli A* . 1/ yq r_ p • 1 , 11\\ ■■/1�� 1yf Q i ���. N' ! d '- ' 1e •• w e ' ! l�1� V. ,; �fr • {Irk • � � . s�r- \'♦ ��~ '�7, . _ � � Asad 4.41111111111-...''..r: 1 'N • s\k\ I k ‘ / 4. 4,7.t.C; °I 1 • */t 7;4;4 . MP ,........ . , , ',, i, • ,,, I-71 r-- — r - - r %pS 41t ,t•• _ �; it : � i:r� '���j}�•!lPri�S�`e � �' 1 I CM S-G^-- j ' II! V i .. .....•. IV T �i th1:4 , r , 'de 41411.••••• 01- • • Ill. 111 1 ." tt 1...- -- .-"••••.- - _ - 1 .a ^ ti" -- _ err kri _ i....____ • _ 1)i fY. 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Lf r •� 1r �, I` ,- 1 , l ♦ 1rl• I I . ," • , � • . • % r' , i 1 I y' y. �I' r / ' %. , • ,I,/• r t 1'{ f •_ • . 111' , _l .•� \ 1 . 1 !i . .:!J _r �1 '1• r 1•. •+ , I I I '• , , I . 1y- 1, •,11 I� , , •I , ' • y " _- 1 - rr ^.., d: : t , r' , .. _ y1 1 I , ! l I r. 14 $ 11 'I I I I \ 1 ' I I 1 v • Y'I C i - I I �,1 1;- d 11 . 1 1 1. • / r a 1 nI. r ♦ ."I ' -•f'- -T / f ' i h11 '- a. I' 1 .1 III /,f•^,,, . .+ 1 - , I '.', \ ( "� `II _ � , ' • ( - F • _ _ . r _ • s'.r I , I t / ' •• , F ' J . I' ' ' 1 I ' is 4/ 1 ( ,, •1. r I •�� 1 ' '.. Ir ,1 \ 1 ,1. :^' +I It - • • Y •i - 1 j j N _�0:J • lr r- .. J �i . j�I . � - 1 ` 'j F ,.�1 I 1 .'. I , 1 1 \ C •1r ._ r' �,r . . a!I �� 17II. _ _ APPENDIX 7— Drainage BMP Facility Maintenance Covenant Note: To be recorded prior to: 1) Temporary Certificate of Occupancy; 2) Final Certificate of Occupancy, and or; 3) Final Acceptance of the project. This is Covenant is required for any Permanent Stormwater Facility constructed on a project site. The applicant should work with the the City of Anacortes Engineering Department on formalizing the document for recording. Western Washington Phase II Stormwater Permit APPENDIX 7 - Determining Construction Site Sediment Damage Potential The following rating system allows objective evaluation of a particular development site's potential to discharge sediment. Permittees may use the rating system below or develop alternative process designed to identify site-specific features which indicate that the site must be inspected prior to clearing and construction. Any alternative evaluation process must be documented and provide for equivalent environmental review. Step one is to determine if there is a sediment/erosion sensitive feature downstream of the development site. If there is such a site downstream complete step two, assessment of hydraulic nearness. If there is a sediment/erosion sensitive feature and it is hydraulically near the site then go to step three to determine the construction site sediment transport potential. STEP 1 —Sediment/Erosion Sensitive Feature Identification Sediment/erosion sensitive features are areas subject to significant degradation due to the effect of sediment deposition or erosion. Special protection must be provided to protect them. Sediment/erosion sensitive features include but are not limited to: i. Salmonid bearing fresh water streams and their tributaries or freshwater streams that would be Salmonid bearing if not for anthropogenic barriers; ii. Lakes; iii. Category I, II, and III wetlands; iv. Marine near-shore habitat; v. Sites containing contaminated soils where erosion could cause dispersal of contaminants; and vi. Steep slopes (25% or greater) associated with one of the above features. Identify any sediment/erosion sensitive features, and proceed to step two. If there are none the assessment is complete. STEP 2 — Hydraulic Nearness Assessment Sites are hydraulically near a feature if the pollutant load and peak quantity of runoff from the site will not be naturally attenuated before entering the feature. The conditions that render a site hydraulically near to a feature include, but are not limited to, the following: i. The feature or a buffer to protect the feature is within 200 feet downstream of the site. ii. Runoff from the site is tight-lined to the feature or flows to the feature through a channel or ditch. August 1, 2013, Modified January 16, 201 5 Appendix 7- Determining Sediment Damage Potential Page 1 of 3 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 A site is not hydraulically near a feature if one of the following takes place to provide attenuation before runoff from the site enters the feature: iv. Sheet flow through a vegetated area with dense ground cover v. Flow through a wetland not included as a sensitive feature vi. Flow through a significant shallow or adverse slope, not in a conveyance channel, between the site and the sensitive feature. Identify any of the sediment/erosion sensitive features from step one that are hydraulically near the site, and proceed to step three. If none of the sediment/erosion sensitive features are hydraulically near the site, the assessment is complete. vii. STEP 3 —Construction Site Sediment Transport Potential Using the worksheet below, determine the total points for each development site. Assign points based on the most critical condition that affects 10% or more of the site. If soil testing has been performed on site, the results should be used to determine the predominant soil type on the site. Otherwise, soil information should be obtained from the county soil survey to determine Hydrologic Soil Group (Table of Engineering Index Properties for step 1.D) and Erosion Potential (Table of Water Features for step 1.E) When using the county soil survey, the dominant soil type may be in question, particularly when the site falls on a boundary between two soil types or when one of two soil types may be present on a site. In this case, the soil type resulting in the most points on the rating system will be assumed unless site soil tests indicate that another soil type dominates the site. Use the point score from Step 3 to determine whether the development site has a high potential for sediment transport off of the site. Total Score Transport Rating n� /N f✓pro)er 4'1 yNii*/ <100 Low � -l" / / ❑100 High ?S 'eI ;w`'t- � �C �'�✓, �M'' .Ajl� A high transport rating indicates a higher risk that the site will generate sediment contaminated .4,- byar runoff. ,H7okj 0 Construction 9ote Sediment Transport P otentoa0 Worksheet A . Existing slope of site ( average , weighted by aerial extent) : Points 2 % or less Q > 2 - 5 % > 5 - 10 % 15 > 10- 15 % 30 > 15 % 50 B . Site Area to be cleared and /or graded : < 5 , 000 sq . ft CJb 5 , 000 sq . ft . — 1 acre 30 > 1 acres 50 C . Quantity of cut and/ or fill on site : < 500 cubic yards 0 ' 500 — 5 , 000 cubic yards > 5 , 000 — 10 , 000 cubic yards 10 > 10 , 000 — 20 , 000 cubic yards 25 > 20 , 000 cubic yards 40 D . Runoff potential of predominant soils ( Natural Resources Conservation Service ) : Hydrologic soil group A 0 Hydrologic soil group B 10 Hydrologic soil group C 20 Hydrologic soil group D , 40 E . Erosion Potential of predominant soils ( Unified Classification System ) : GW , GP , SW , SP soils 0 Dual classifications ( GW- GM , GP - GM , GW - GC , GP - GQ SW - SM , SW - SC , SP- SM , SP - SC ) 10 GM , GC , € SC soils 20 c1TT , H , CH soils ': . 40 %) F . Surface or Groundwater enteringsite identified and intercepted 1 . p YesC6N) No 25 G . Depth of cut or height of fill > 10 feet . Yes 2 No 0 H . Clearing and grading will occur in the wet season (October 1 — May 1 ) j Xq 50 d No LKcip /i tar( (C- 47. 047-177 41 TOTAL POUNTS �_ ; --- 0 u r'/ A ° 1 If no surface or groundwater enters site , give 0 points . Structural Calculations Andrich Garage g 1317 16th St. Bellingham Wa 98225 1/2/2020 Page(s) Contents 2 Reference Codes & Standards 3-12 Structural Analysis .�\ oFC WS HAIN �y� eim \ k7964 sstONALR��G\� NJ The engineers seal and signature above indicates that the engineer of record assumes full responsibility for the subject structure. Architectural drawings with electronic red lines and Structural drawings S1 through S2 have been signed and sealed by the engineer of record and represents a required element of the building specifications. No other changes or modifications are required. Notes,Disclaimers: • Bradley Engineering,Inc.takes no responsibility for items not specifically addressed within this report set. • This report is valid only for the specific project shown above and herein. BRADLEY ENGINEERING, INC. 811 Yew St. Bellingham, WA 98229 Ph. (360) 752-5795 2 REFERENCE CODES & STANDARDS ©`` /�� • International Residential Code,IRC 2015 gR� R�Mc • Washington State Building Code, SBC 2015 __ c • National Design Specification for Wood Construction,NDS 2015 • Building Code Requirements for Structural Concrete,ACI 318-14 • Minimum Design Loads for Buildings and Other Structures,ASCE 7-10 • Steel Construction Manual, 15th Edition,AISC 2015 • North American Standard for Cold-Formed Steel Structural Framing,AISI 2015 Ed. TABLE 1: LATERAL DESIGN CRITERIA Design Parameter Value Source Seismic Design Category Dl IBC 1613 Risk Category II IBC Table 1604.5 Wind Exposure Category B IBC 1609.4.3 Basic Wind Speed 110 mph IBC Figure 1609.3(1) Design Wind Load 16.00 psf ASCE 7-10 28.6-1 TABLE 2: VERTICAL DESIGN CRITERIA Load Source Live Load Dead Load Roof Diaphragm 20 psf 15 psf Floor Diaphragm 40 psf 12 psf Decks&Balconies 60 psf 10 psf Ground Snow Load 25 psf - Roof Snow Load 20 psf - Exterior Wall - 12 psf Interior Wall - 10 psf Interior Partition - 8 psf TABLE 3: DEFLECTION LIMITS Structural Member Live Snow Live+Dead Roof(plaster ceiling) L/360 L/360 L/240 Roof(non-plaster ceiling) L/240 L/240 L/180 Roof(not supporting ceiling) L/180 L/180 L/120 Floor Members L/360 - L/240 Horizontal Deflection(any case) - - L/200 Farm Buildings&Greenhouses - - L/180 Long Spans (>20 feet) - - L/480 Sliding Glass Doors - - L/600 Note: The above minimum deflection limits are based on the 2015 IRC Table 1604.3. Higher deflection values may be used at the engineer's discretion to improve performance 3 Lateral Analysis ���� F'n,G/� Address: 1317 16 TH ST. Date: 1/2/2020 ��p� �11/\.G S/W User: STEPHEN --40QT Wind Analysis - Calculation of Wind Loads Inputs .- _...."-- Wind Speed, V 110 mph Height, H 22 feet Reference ASCE 7-10, Simplified Directional Procedure (Ch 26) Roof Angle 26.6 degrees �- Exposure Category B f'0--_1) y 3 ~ Horizontal Pressure Zone A , --` -- U t ASD Load Comb. Factor, DASD 0.6 '-`-<_ ``� ----- -,-.---------- Topographic Factor, Kzt 1 _ �,-"�ft • Risk Category Il } 1 .. .^ � j%'�CO �i- Risk Category: ~••� . ,, .1 Low risk to human life in event of failure10 �r II Most small residential structures %=' III Substantial risk to human life in event of failure ° ; - -~• c} :.-_- -;'- IV Crucial to human life ' `-, Horizontal Pressure Zone: � �L =f Ca•m /'i• err` f) `•i A End zone of wall ~� - Case A i ,,: • B End zone of roof .• t,..,...... 6::0 C Interior zone of wall , - �` f ::. I D Interior zone of roof J� 13- - ry } ...r '� {Imp Exposure Category: CaSe B B Areas closely surrounded by obstructions C Open terrain and scattered obstructions D Flat unobstructed areas or close to large body of water Calculate A(ASCE 7-10 Figure 27.3.1) Calculate Ps30 (ASCE 7-10 Figure 28.6-1, V = 110 mph) Height (ft) Exposure B Exposure C Exposure D Roof Angle Zone A Zone B Zone C Zone D 0 1.00 1.21 1.47 0 19.2 -10 12.7 -5.9 15 1.00 1.21 1.47 5 19.2 -10 12.7 -5.9 20 1.00 1.29 1.55 10 21.6 -9 14.4 -5.2 25 1.00 1.35 1.61 15 24.1 -8 16 -4.6 30 1.00 1.40 1.66 20 26.6 -7 17.7 -3.9 35 1.05 1.45 1.70 25 24.1 3.9 17.4 4.0 40 1.09 1.49 1.74 30 21.6 14.8 17.2 11.8 45 1.12 1.53 1.78 60 21.6 14.8 17.2 11.8 50 1.16 1.56 1.81 55 1.19 1.59 1.84 Ps30A= 23.30 psf 60 1.22 1.62 1.87 Use ASD Load Combination 7 A.= 1.00 7. 0.6D + 0.6W Calculate simplified design wind pressure Apply ASD Load Combination Factor PDesign - A * Kzt * -S30A = 23.30 psf DASD = 0.6 P= pASD *PDesign = 13.98 psf Design wind pressure shall not be less than 16 psf. (2015 IBC 1609.6.3) P = 16.00 psf 4 IBC SECTION 1613 SEISMIC/EARTHQUAKE LOADS 1613.1 Scope. Every structure,and portion thereof,including nonstructural components that are permanently attached to structures and their supports and attachments,shall be designed and constructed to resist the effects of earthquake motions in accordance with ASCE 7, excluding Chapter 14 and Appendix 11A.The seismic design category for a structure is permitted to be determined in accordance with Section 1613 or ASCE 7. Exceptions: 1. Detached one-and two-family dwellings,assigned to Seismic Design Category A, B or C, or located where the mapped short-period spectral response acceleration,Ss,is less than 0.4 g. 2.The seismic force-resisting system of wood-frame buildings that conform to the provisions of Section 2308 are not required to be analyzed as specified in this section. 3.Agricultural storage structures intended only for incidental human occupancy. 4.Structures that require special consideration of their response characteristics and environment that are not addressed by this code or ASCE 7 and for which other regulations provide seismic criteria,such as vehicular bridges,electrical transmission towers,hydraulic structures,buried utility lines and their appurtenances and nuclear reactors. Generally speaking,the lateral structural engineering for residential homes in Washington State is governed by wind rather than seismic. In other words the lateral wind loads exceed the lateral loads generated by seismic forces.Therefore the wind loads are used in the specific lateral analysis in lieu of the seismic loads. This is largely due to the fact that conventionally framed wood structures are relatively light and generate relatively small seismic loads compared to the wind loads. In rare instances when the geometry of the building is such that the aspect ratio(longitudinal length divided by lateral length) exceeds 2.5 then a seismic analysis is warranted. The other exceptions are when the roof or walls are constructed of concrete or other heavy materials or the ground snow load exceed 30 psf. Seismic analysis not required if the following conditions are true: 1) Conventionally framed wood walls and roof? [ Yes 2) Aspect Ratio<2.5? Yes Longitudinal wall distance 31.75 ft Lateral wall distance 32 ft Aspect ratio= 1.01 3) Ground Snow Load is<30 psf Yes Therefore,specific seismic analysis is NOT required. See attached wind analysis for lateral analysis. 5 Wind Analysis - Calculation of Shear Wall Loads Wall Location: GARAGE PORTAL Description: WINID BLAST FROM SIDE Tributary Projected Area (ft) Calculations Height 20 ft P = 16.00 psf Wind Pressure from Wind Analysis page 1 Width 12 ft Fwind =P*A = 3840 lb Calculate total wind force acting on wall Height 2 (opt.) 0 FP = LP *300 p1f= 0 lb Load resisted by prescriptive/interior walls Width 2 (opt.) 0 Fs = Fwind -FP — 3840 lb Load resisted by shear walls Area, A 240 ft21 PLFshear = Fs/Ls 512 plf Shear Wall Load (pounds per length foot) Resisting Shear Wall (ft) Shear Wall Case —1 2 - Shear Wall, Lx 2.5 ft Case 1: Conventional 0.1<. PLF< 300 2.5 ft Case 2: SW4 & HDU2's 300 < PLF < 685 2.5 ft Case 3: SW5 or SW8 & HDU2's 685 < PLF < 980 0 Case 4: SW5 & HDU8's 980 < PLF< 1400 0 Case 5: Other sheathing methods required 1400 < PLF< 2435 0 Case 6: Shear capacity for double sided wall exceeded 2435 < PLF 0 0 Note: Shear nominal capacities taken from SDPWS Table 4.3 and adjusted in Ls = Lx 7.5 ft accordance with SPDWS Section 4.3. Shear wall aspect ration shall not exceed 3.5:1. If requirements are not met portal framing methods can be used. IPres. Wall, Lp 0 Summary: GARAGE PORTAL walls are case 2, conventional sheathing does not adequately resist lateral loads. SW4 and HDU2's required. Wall Location: SECOND FLOOR EASTERN WALLS Description: NORTHERN WIND BLAST Tributary Projected Area (ft) Calculations Height 10 ft P = 16.00 psf Wind Pressure from Wind Analysis page 1 Width 15.5 ft Fwind =P*A = 2480 lb Calculate total wind force acting on wall Height 2 (opt.) 0 FP = LP *300pIf= 0 lb Load resisted by prescriptive/interior walls Width 2 (opt.) 0 Fs = Fwind -FP= 2480 lb Load resisted by shear walls Area A 155ft2 PLFShear =Fs/Ls 118 plf Shear Wall Load (pounds per length foot) Resisting Shear Wall (ft) Shear Wall Case 1 Shear Wall, Lx 4 ft Case 1: Conventional O.K. PLF < 300 7 ft Case 2: SW4 & HDU2's ' 300 <PLF< 685 6 ft Case 3: SW5 or SW8 & HDU2's 685 < PLF< 980 4 ft Case 4: SW5 & HDU8's 980 < PLF< 1400 0 Case 5: Other sheathing methods required 1400 < PLF< 2435 0 Case 6: Shear capacity for double sided wall exceeded 2435 < PLF 0 0 Note: Shear nominal capacities taken from SDPWS Table 4.3 and adjusted in L = E L 21 ft ' accordance with SPDWS Section 4.3. Shear wall aspect ration shall not exceed 3.5:1. s x If requirements are not met portal framing methods can be used. Pres. Wall, Lp 0 Summary: SECOND FLOOR EASTERN SHEAR walls are Case 1, adequately braced by conventional sheathing. No special shearwalls or hold-downs required. The lateral resistance provided by conventional sheating is structurally adequate to resist the tributary lateral loads imposed on them without additional lateral resistance provided by shearwalls and hold-downs/strap-ties, etc. 0 Wind Analysis - Calculation of Shear Wall Loads (continued) Wall Location: SECOND FLOOR NORTHERN SHEAR WALL Description: EASTERN WIND BLAST Tributary Projected Area (ft) Calculations Height 10 ft P = 16.00 psf Wind Pressure from Wind Analysis page 1 Width 16 ft Fwind =P*A = 2560 lb Calculate total wind force acting on wall Height 2 (opt.) 0 FP = LP *300 plf= 0 lb Load resisted by prescriptive/interior walls Width 2 (opt.) 0 Fs = Fwind -Fp = 2560 lb Load resisted by shear walls Area, A 160 ft21 PLFshear = Fs/Ls 146 plf Shear Wall Load (pounds per length foot) Resisting Shear Wall (ft) Shear Wall Case 1 Shear Wall, Lx 4 ft (Case 1: Conventional O.K. PLF< 300 5.5 ft Case 2: SW4 & HDU2's 300 < PLF < 685 8 ft Case 3: SW5 or SW8 & HDU2's 685 < PLF < 980 0 Case 4: SW5 & HDU8's 980 < PLF< 1400 0 Case 5: Other sheathing methods required 1400 < PLF< 2435 0 Case 6: Shear capacity for double sided wall exceeded 2435 < PLF 0 0 Note: Shear nominal capacities taken from SDPWS Table 4.3 and adjusted in Ls = E Lx I 17.5 ft accordance with SPDWS Section 4.3. Shear wall aspect ration shall not exceed 3.5:1. If requirements are not met portal framing methods can be used. Pres. Wall, LP 0 _ — _ --�- - -_ _-- s _ - - - - - - - Summary: SECOND FLOOR NORTHERN SHEAR walls are Case 1, adequately braced by conventional sheathing. No special shearwalls or hold-downs required. The lateral resistance provided by conventional sheating is structurally adequate to resist the tributary lateral loads imposed on them without additional lateral resistance provided by shearwalls and hold-downs/strap-ties, etc. Wall Location: WESTERN SHEAR WALL Description: NORTHERN WIND BLAST Tributary Projected Area (ft) Calculations Height 10 ft P = 16.00 psf Wind Pressure from Wind Analysis page 1 Width 15.5 ft Fwind —p A = 2480 lb Calculate total wind force acting on wall Height 2 (opt.) 0 FP = LP *300 plf= 0 lb Load resisted by prescriptive/interior walls Width 2 (opt.) 0 FS = Fwind-FP= 2480 lb Load resisted by shear walls (Area A 155 ft21 PLFshear =Fs/Ls 138 plf Shear Wall Load (pounds per length foot) Resisting Shear Wall (ft) Shear Wall Case 1 Shear Wall, Lx 6 ft Case 1: Conventional O.K. PLF< 300 4 ft Case 2: SW4 & HDU2's 300 < PLF< 685 4 ft Case 3: SW5 or SW8 & HDU2's 685 < PLF < 980 4 ft Case 4: SW5 & HDU8's 980 < PLF < 1400 0 Case 5: Other sheathing methods required 1400 < PLF < 2435 0 Case 6: Shear capacity for double sided wall exceeded 2435 < PLF 0 0 I Note: Shear nominal capacities taken from SDPWS Table 4.3 and adjusted in Ls = E Lx I 18 ft accordance with SPDWS Section 4.3. Shear wall aspect ration shall not exceed 3.5:1. If requirements are not met portal framing methods can be used. Pres. Wall, LP 0 Summary: WESTERN SHEAR walls are Case 1, adequately braced by conventional sheathing. No special shearwalls or hold-downs required. The lateral resistance provided by conventional sheating is structurally adequate to resist the tributary lateral loads imposed on them without additional lateral resistance provided by shearwalls and hold-downs/strap-ties, etc. 1 Wind Analysis - Calculation of Shear Wall Loads (continued) Wall Location: SECOND FLOOR SOUTHERN SHEAR WALLS Description: EASTERN WIND BLAST Tributary Projected Area (ft) Calculations Height 10 ft P = 16.00 psf Wind Pressure from Wind Analysis page 1 Width 16 ft Fwind =PEA = 2560 lb Calculate total wind force acting on wall Height 2 (opt.) 0 Fp = Lp *300 plf= 0 lb Load resisted by prescriptive/interior walls Width 2 (opt.) 0 Fs = Fwind -FP = 2560 lb Load resisted by shear walls Area, A 160 ft PLFshear- = FS/LS 107 plf Shear Wall Load (pounds per length foot) Resisting Shear Wall (ft) Shear Wall Case 1 C_-- Shear Wall, Lx 20 ft Case 1: Conventional O.K. PLF< 300 4 ft Case 2: SW4 & HDU2's 300 < PLF< 685 0 Case 3: SW5 or SW8 & HDU2's 685 < PLF< 980 0 Case 4: SW5 & H DU8's 980 < PLF< 1400 0 Case 5: Other sheathing methods required 1400 < PLF < 2435 0 Case 6: Shear capacity for double sided wall exceeded 2435 < PLF 0 0 Note: Shear nominal capacities taken from SDPWS Table 4.3 and adjusted in Ls = E Lx -- 24 ft 1 accordance with SPDWS Section 4.3. Shear wall aspect ration shall not exceed 3.5:1. If requirements are not met portal framing methods can be used. !Pres. Wall, LP 0 Summary: SECOND FLOOR SOUTHERN SHEAR walls are Case 1, adequately braced by conventional sheathing. No special shearwalls or hold-downs required. The lateral resistance provided by conventional sheating is structurally adequate to resist the tributary lateral loads imposed on them without additional lateral resistance provided by shearwalls and hold-downs/strap-ties, etc. Wall Location: Remaining Walls Summary: Remaining walls are adequately braced by conventional sheathing (not necessarily prescriptive") by inspection. No special shearwalls or hold-downs required. The lateral resistance provided by conventional sheating is structurally adequate to resist the tributary lateral loads imposed on them without additional lateral resistance provided by shearwalls and hold-downs/strap-ties, etc. , 8 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 C��tvs'RUCT1QNl ALC g�DP e"Q1NCeqI"o Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervals.Dynamic bad:ng not considered.Compliant with 2015 BC. -÷q, Pll designs shorfd be cf>=eked by a competent professionaL/3 users shall comply with State Emir tiering Law.Injury and/or death can result from improper use of the product Job Name: ANDRICH HOUSE Beam I.D.: MAIN FLOOR BEAM Load and Span Diagram(Not To Scale.Ptch,if any, not shown) 2,000- Other Info.: SUPPORTING OFFSET WALL 1,500- Main Span, L= 14.80 ft 1,000 soo - Main Span Max.Allowed Live Deft: L/ 480 = 0.371n - D ; I 1 r 1 1 1 -:-1 Main Span Max.Allowed Total Dell: L/ 360 = 0.49 in o_5DD 1 2 4 6 8 10 12 14 16 Cantilever(Overhang) Exists?'No i..• J1,0D0 - -1,500 - X Pitch if Sloped: 0.0 :12 -2,000 - Span (ft) Load Duration Live:100 Loads From Continuous Member? No Add Self Wt.? yes 0 110 , Press Treated? Wet Cond? Temp Cond. For Wood and Sawn Member Repetitive Use? No GluLams Only. Not press treated !Dry + 100 deg F u less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Ives I Live, psf Dead, psf Width,ft Load,pif Load,pif. Load,pif. Roof Loads (not including snow) 16 psf 15 psf 0.00 ft - - - Roof Snow(only) 20 psf 0.0D ft - - - Deck Loads 60 psf 10 psf 0.00 ft - - - Floor 2 Loads - - - Floor Loads 40 psf 10 psf 15.50 ft 620.0 Ib/ft 620.0 lb/ft 155.0 lb/ft Wall Dead Load 10 psf 0.00 ft - Other'psi'load and trib.width - - - Additional'pit'Unif. Live Loads. Descrip'n,opfL Additional'pit Unif. Dead Loads. Descrip'n,opfL Beam type for LL Load Subtotals 620.0 lb/ft 620.0 Ib/rt 155.0 lb/ft Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads wL= 620.0 lb/ft wD= 155.0 lb/ft 0.0 :12 I%•'•I Met bums - 'V i Combined Total Uniform Load Wu= 775.0 lb/ft Concentrated (Point) Loads Trib. Length. Live Load. psf Dead Load, psf Trib.Width.ft. ft. Live. lbs Dead, lbs Location. it Point Load A 20 psf 15 psf 16.50 ft 15.50 ft 5,115 lb 3,836 lb xi,= 13.50 ft Point Load B - - XB= Point Load C Description,optional Xc= Point Load D Description,optional XD= Point Load E Description,optional XE= Point Load F Description,optional XF= Point Load G Description,optional XG= Point Load H Description,optional XH= ' Note: Location Measured From Left Support 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir•Lerth(North) `• Timber Material Douglas Fit•Latch(North) Lumber Grade No.1/No.2 v Timber Grade No.1 Acceptable Solutions Acceptable Solutions - - - 12x14 - - - 6x18 14x14 - - - 8x18 16x16 - List properties for what size lumber? 4 x 12• .'► 10 x 14 - Slf Wt=15.51 List properties for Fb=1020 Fv=180 Fcp=625 E=1600000 Slf Wt=8.12 b x 12' • Fb=1300 Fv=170 Fc -625 E=1600000 what size? Laminated Members IGLB) 2.2E Parallam PSL Glulam Grade 24F•v4(DF/DF) '.v 3-1/2"x 16" 7"x 14" Acceptable Solutions 5-1/4"x 14" 3 118"x 18" 5 1/2"x 15" Slf Wt= 18.5 List properties for 3 1/2"x 16 112" 6 3/4"x 13 112" what size? 7_x 11-1/4-• " Fb=2900 Fv=290 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8"X 15" 8 3/4"x 13 112" I-Level.TJI 5 1/2-x 117/8" Web - - Fb=2400 Fv=265 Fcp=650 E=1 B00000 Fbt=1850 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL- Multi-ply No •. - - - List properties for what (3)1 314" x 14" - size LVL? (2)1.314" x 16" (4)1-314" x 14" - (2)1.3/4" x 11.7/8"• .'• Fb=2600 Fv=285 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL 3 1.3/4" x 16" List properties for what - 5 114 x 14" List properties for ( ) size LVL? 3-1/2" x 16" 7" x 14" what size? 3-1/2' x 11.7/0-' v Fb=2600 Fv=285 Fcp=750 E=2000000 Slf Wt=7.4 (3)1.3/4' x 18- "e Fb=2325 Fv=310 Fcp=800 E=1550000 #N/A ------...-- -� Final Member Results Final Member 'Powtlam Z-2's 65L rr n:45.2%Bending Overdesi Final Member: 5-1/4" x 14 , Parallam g Material Library er•cose From All Sizes of Beam Ty;,e -v' 2.2E PSL Shear Overdesign: 8.1% Final Size: ;54/4-:14- .j Deflection Overdesign: 4.3% Min.Bearing Lengths := 1.96 in.(Left) := 4.12 In.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length(approx): Final member OK by: 4.3% Actual Member Size: 5-1/4"x 14" 14.80 ft Controlling criteria is: Deflection Reactions Final Member Additional information Location Live Case Bracino Redd For Maximums R1-Left R,-Riaht Max.Positive Moment 28,054 ft-lb 8.44 ft Main Span Full Strenoth: Live Load: 5,037 lb 9,254 lb Max.Negative Moment 0 ft-lb 0.00 ft Main Span #N/A Dead Load: 1.6541b 4,816 lb Max Design Shear: 13,139 lb 14.21 ft Main Span Total Load: 6,691 lb 14,070 lb Main Span Max.Downward Deflection 0.344"/0.473" 7.55'/7.70' Main/Main Live Case Causing Max N/A N/A (Live/Total) Main Span Max.Upward Deflection 0.000"/0.000" 14.80'/14.80' Main/Main Minimums R,-Left R,-Rioht (Live/Total) Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Total): N/A WA N/A w/o f.tid•Bra*ina- 0.6 or 1.0 Dead: 993 lb 2.890 lb Cant l Defl.(Live/Total): N/A N/A N/A Bendng Red'n: Net Reaction 890 lb 2,788 lb Req'd El,Not Incl.Self Wt.: 2.251E+09 Actual El: 2.40E+09 #N/A Live Case Causing Min N/A N/A Approx.Self Weight 23.00 plf Approx.Tot Wt.: 340 lb Alfa.adMoment Min.Caic'd Bearing Lengths: = 1.96 in(Left) = 4.12 in(Right) #N/A ProBeam V6.4 9 229 N1S 'RUCTIONCALC o\--i'\'tie,,_ Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98�.�9 . . .���s. c3cP_� -, ,R,tiG Important:Top and bottom must be laterally supported at supports and at 4-ft max.intervatc. Dynamic Loading not considered.Compliant‘:Rh 2015 IBC. All designs shou}d be checked by a competent professional.All users shal comply v.lth State Engineering Law.Injury and/or death can result from improper use of this product- Job Name: ANDRICH HOUSE Beam I.D.: MAIN FLOOR BEAM Load and Span Diagram (Not To Scale Pitch, if any, not shov.n) 1,000 - Other Info.: 800 x Main Span, L= 14.75 ft 600 - 400 - Main Span Max. Allowed Live Defl: L/ 480 = 0.37 in 200 - Main Span Max. Allowed Total Defl: L/ 360 = 0.49 in o r 200 2 4 6 8 10 12 14 I 16 Cantilever (Overhang) Exists? No v -400 0.0 :12 soo Pitch if Sloped: -4300 Span(ft) Load Duration 1 Cm tco ' \- Loads From Continuous Member? No v I Add Self Wt.? 0 Yes Q No Press Treated? Wet Cond? Temp Cond. For Wood and _ _ Sawn Member Repetitive Use? No . GluLams Only: Not press treated Q I Dry v 10 deg F ar less Q I • Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? 1'es v Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Roof Loads (not including snow) 16 psf 15 psf - - - Roof Snow(only) 25 psf 0.00 ft - - - Deck Loads 60 psf 10 psf - - - Floor 2 Loads - - - Floor Loads 40 psf 10 psf 15.50 ft 620.0 lb/ft 620.0 lb/ft 155.0 lb/ft Wall Dead Load 10 psf - Other`psf load and trib. width - - - Additional 'plf Unif. Live Loads. Descrip'n, opt'): Additional 'plf Unif. Dead Loads. Descrip'n, opt'): Beam type for LL Load Subtotals 620.0 lb/ft 620.0 lb/ft 155.0 lb/ft Roof pitch for LL Red'n yp Red'n Total Adjusted Uniform Loads wL = 620.0 lb/ft wp = 155.0 lb/ft 0.0 :12 I A ii other beams H I Combined Total Uniform Load wu = 775.0 lb/ft 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Douglas Fir-tarch(North) • Timber Material Douglas Fir-Larch(North) Lumber Grade I lac.;/No.2 vl Timber Grade I No.; v. Acceptable Solutions Acceptable Solutions - [ - _ - _- 12x12 - - - 6 x16 14x14 - List properties for what _ - _6 x 14 -- 16 x 16 - size lumber? t iz. .v 10 x 14 - Slf Wt=15.51 List properties - , Fb=1020 Fv=180 Fcp=625 E=1600000 Slf Wt=8.12 for what size? 6x12` v I Fb=1300 Fv=170 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 24:V.l (DFJDF) V 3-1/2" x 16" 1 7" x 11-7/8" Acceptable Solutions 5-1/4" x 14" • 3 1/8" x 16" 5 1/2" x 13 1/2" Slf Wt= 18.5 List properties 3 1/2" x 16" 6 3/4" x 13 1/2" for what size? 7"x;t-1/4'• v Fb=290D Fv=290 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8" x 13 1/2" 8 3/4" x 11 7/8" I-Level. TJI 51/2-x1i7/8."' '9' - Web Fb=2400 Fv=265 Fcp=650 E=1800000 Fbt=1850 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL - Multi-ply No j List properties for what - (3) 1-3/4" x 14" - - size LVL? (2) 1-3/4" x 16" (4) 1-3/4" x 11-7/8" - (2)1-3/4" x 11.7/8-• __®1 Fb=2600 Fv=285 Fcp=750 E=2000000 SIf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL - 5-1/4" x 14" - (3) 1.3/4" x 14" List properties for what --- List properties - size LVL? 3-1/2" x 16" 7" x 11-7/8" for what size? 3-1/2" x 16" 3-1/2" x 11.7/8"• v Fb=2600 Fv=285 Fcp=750 E=2000000 Slf Wt=7.4 I(3) 1-3/4" x 18- ® Fb=2325 Fv=310 Fcp=800 E=1550000 #N/A Final Member Results Final Member Pararran,2.2E PSL v Bending Overdesign: 87.7% Final Member: 5-1/4" x 14", Parallam Material Library choose Front All Sizes Of Seam Type V I 2,2E PSL Shear Overdesign: 186.8% Final Size: ! t;; ,: ;4` -v. Deflection Overdesign: 34.0% Min. Bearing Lengths : = 1.72 in. (Left) := 1.72 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length (approx): Final member OK by: 34.0% Actual Member Size: 5-1/4" x 14" 14.75 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracina Read For Maximums R, -Left R,-Right Max. Positive Moment: 21,702 ft-lb 7.38 ft Main Span Full Strenath: Live Load: 4,573 lb 4,573 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span #N/A Dead Load: 1.313 lb 1.313 lb Max Design Shear: 4,954 lb 0.00 ft Main Span Total Load: 5,885 lb 5,885 lb Main Span Max. Downward 0.275"/0.354" 7.38'/7.38' Main/Main live Case Causing Max N/A N/A Deflection (live/Total) Main Span Max. Upward Deflection 0.000"/0.000" 14.75'/14.75' Main/Main Minimums R, -Left R-,-Right (live/Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live /Total): N/A N/A N/A W/O Mid-Bracina: 0.6 or 1.0 Dead : 788 lb 788 lb Cant. Up. Defl. (Live/Total): N/A N/A N/A Bending Red Net Reaction 686 lb 686 lb Req'd El, Not Incl. Self Wt.: 1.791E+09 Actual El: 2.40E+09 #N/A Live Case Causing Min N/A N/A Approx.Self Weight: 23.00 plf Approx.Tot. Wt.: 339 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 1.72 in (Left) = 1.72 in (Right) #N/A ProBeam_V6.4 10 l e� Bradley Engineering, Inc. 811 Yew St. Bellingham WA 98229 �^Nis 'RUCTION C., , ALC �,o�-�'� ��. „ Important:Top and bottom must be lateral}y supported at support and at 4-ft max.intervals. Dynamic loading not considered.Compliant v.ith 2015 IBC. ' All designs should be checked by a competent professional.All users shah comply v.ith State Engineering Law.Injury and/or death can result from in-proper use of this product - Job Name: ANDRICH HOUSE Beam I.D.: MAIN FLOOR BEAM Load and Span Diagram (Mot To Scala. Pitch, if any, not shov,n) 800 T Other Info.: SUPPORTING WALL AND ROOF 600 Main Span, L= 19.25 ft 400 200 Main Span Max. Allowed Live Defl: L/ 480 = 0.48 in 75 o : r !i: I t Main Span Max. Allowed Total Defl: L/ 360 = 0.64 in o_200 5 10 15 20 25 -J Cantilever (Overhang) Exists? No V -400 -600 Pitch if Sloped: 0.0 :12 1 " 800 Span (ft) Load Duration :tiro;;:1.1s Loads From Continuous Member? No v I Add Self Wt.? a yes 0 No Press Treated? Wet Cond? Temp Cond. For Wood and _ Sawn Member Repetitive Use? No v GluLams Only: Not press treated vl Dry v 10 deg F&tens V. Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red`n? Yes v Live, psf Dead, psf Width, ft Load, pif Load, plf. Load, plf. Roof Loads (not including snow) 16 psf 15 psf 16.50 ft - - 247.5 lb/ft Roof Snow(only) 20 psf 16.50 ft 330.0 lb/ft 330.0 lb/ft - Deck Loads 60 psf 10 psf 0.00 ft - - - Floor 2 Loads - - - Floor Loads 40 psf 10 psf 0.75 ft 30.0 lb/ft 30.0 lb/ft 7.5 lb/ft Wall Dead Load 10 psf 8.00 ft 80.0 lb/ft Other'psf load and trib. width - - - Additional 'plf Unif. Live Loads. Descrip'n, opt'I: Additional 'pif Unif. Dead Loads. Descrip'n, opt'I: ,�_;� Load Subtotals f 360. lb/ft 360. lb/ft 3J5.0 INft Beam type for LL Roof pitch for LL Red'n Red'n Total Adjusted Uniform Loads A 360.0 lb/ft WD = 335.0 lb/ft I 0.0 :12 Ail other beams -I Combined Total Uniform Load 695.0 lb/ft 4x And Smaller(Lumber) 5x r d L-j f-cwfarr her Lumber Material Douglas Fir-Larch(North) • I Timber Material Douglas .r-Larch(North) 1r Lumber Grade INo.1/t.o,2 TOTAL REQUIRED No.1 v Acceptable Solutions LOADS Acceptable Solutions - - - - 12x16 - - - 6x20 I 14x14 - List properties for what 8 x 16 16 x 16 - P P size lumber? 10 x 16 l - Slf Wt=15.51 4x12' v List properties Fb=1173 Fv=207 Fcp=625 E=1600000 Slf Wt=8.12 for what size? 6 x 12' v I Fb=1495 Fv=196 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL v Glulam Grade 24F-V4 (DF/Dr) v _ - f 7" x 16" Acceptable Solutions 5-1/4"x 16" 3 1/8"x 19 1/2" I 5 1/2" x 16 1/2" Slf Wt= 18.5 - --- -- List properties 3 1/2" x 19 1/2" i 6 3/4" x 16" for what size? 7"x t 1-1/4"• .' I Fb=3335 Fv=333.5 Fcp=750 E=2000000 List properties for what size glulam? 5 1/8" x 16 1/2" 8 3/4" x 14" I-Level. TJI 51;2•'x117/t3" ' v Web - - Fb=2760 Fv=304.75 Fcp=748 E=1800000 Fbt=2127.5 Self Wt=36.4 Stiffeners? - - 2.0E Microllam LVL - Multi-ply No - - L - - (3) 1-3/4" x 16" - - List properties for what size LVL?_ - (4) 1-3/4" x 16" - (2)1-3/4" x 11.7/8 v 1 Fb=2990 Fv=327.75 Fcp=750 E=2000000 Slf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL - 5-1/4 x 16" - J (3) 1-3/4" x 18" List properties for what _ List properties - - size LVL? - 7" x 16" for what size? - 3-1/2- x 11-7/8'• v Fb=2990 Fv=327.75 Fcp=750 E=2000000 Slf Wt=7.4 I(3) 1-3j4• x 18- I Fb=2674 Fv=356.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Parallam 2.2E PSL v Final Member: 5-1/4" x 16", Parallam Bending Overdesign: 80.5% Material Library !Choose From All Sizes Of Seem Type v 2.2E PSL Shear Overdesign: 212.3% Final Size: 1 s 1;a x 16` , Deflection Overdesign: 3.1% Min. Bearing Lengths := 2.03 in. (Left) := 2.03 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length (approx): Final member OK by: 3.1% Actual Member Size: 5-1/4" x 16" 19.25 ft _ J Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Redd For Maximums R, -Left R,-Rioht Max. Positive Moment: 33,411 ft-lb 9.63 ft Main Span FullStrenoth: Live Load: 3,465 lb 3,465 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bracing Dead Load: 3.478 lb 3,478 lb Max Design Shear: 5,981 lb 0.00 ft Main Span Total Load: 6,943 lb 6,943 lb Main Span Max. Downward 0.311"/0.622" 9.63'/9.63' Main/Main Live Case Causing Max N/A N/A Deflection (Live/Total) Main Span Max. Upward Deflection 0.000"/0.000" 0.00'/0.00' Main/Main Minimums R, -Left R-,-Right (Live/Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live/Total): N/A N/A N/A wio lrid-Bracina: 0.6 or 1.0 Dead : 2.087 lb 2,087 lb Cant. Up. Defl. (Live/Total): N/A N/A N/A Bending Red'n: Net Reaction 1,935 lb 1,935 lb Req'd El, Not Incl. Self Wt.: 3,346E+09 Actual El: 3.58E+09 0% Live Case Causing Min N/A N/A Approx. Self Weight: 26.30 pif Approx.Tot. Wt.: 506 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 2.03 in (Left) = 2.03 in (Right) 14,277 ft-lb • ProBeam_V6.4 11 C ry _ ., �,-c �ti„� Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 �C l\JS 'RUCTIONCALC o •N�, b9 ��._.. r:•tl.r r!t'l►l•Ii,tlt.Y•l'r:t111 e• �`\rn,_ L -a important:Top and bottom must be laterally supported at supports and at 4-ft max.interva�s. D►marric loading not considered.Compliant v.ith 2015 IBC. - All designs should be checked by a corrcetent professional.All users shal con},ty v.ith State Engineering Lave.Injury and/or death can result from improper use of this product. Job Name: ANDRICH HOUSE , Beam I.D.: MAIN FLOOR BEAM Load and Span Diagram Not To Scale. Pitch, if any, not shov.n) 300 T Other Info.: SUPPORTING WALL AND ROOF 7 200 - Main Span, L= 19.25 ft 100 Main Span Max. Allowed Live Defl: L/ 480 = 0.48 in .� 0 . Main Span Max. Allowed Total Defl: L/ 360 = 0.64 in P 0 5 10 15 20 25 J-100 -- Cantilever (Overhang) Exists?[No v -200 - Pitch if Sloped: 0.0 :12 T -300 (ft) Load Duration ISno' 1.15 e.J Span Loads From Continuous Member? I No v Add Self Wt.? Yes -0 No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? No v GluLams Only: Not press treated "c' I Dry v. INdeg F is less v- I Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Yes v Live, psf Dead, psf Width, ft Load, plf Load, plf. Load, plf. Roof Loads (not including snow) 16 psf 15 psf 4.00 ft - - 60.0 lb/ft Roof Snow (only) 20 psf 4.00 ft 80.0 lb/ft 80.0 lb/ft - Deck Loads 60 psf 1D psf 0.00 ft - - - Floor 2 Loads - - - Floor Loads 40 psf 10 psf 0.75 ft 30.0 lb/ft 30.0 lb/ft 7.5 lb/ft Wall Dead Load 10 psf 8.00 ft 80.0 lb/ft Other'psf load and trib. width - - - Additional 'plf Unif. Live Loads. Descrip'n, opt'l: Additional 'plf Unif. Dead Loads. Descrip'n, opt'!: for LL Load Subtotals 110.0 lb/ft 110.0 lb/ft 147.5 lb/ft Beam Roof pitch for LL Red'n typewwD = 147.5 lb/ft Red'n Total Adjusted Uniform Loads i_= 110.0 lb/ft 0.0 :12 All other beams v I Combined Total Uniform Load wu= 257.5 lb/ft 4x And Smaller(Lumber) 5x nd r er Ti ber Lumber Material Douglas fir-Larch(North) v Timber Material ouglas Fir-larch North) Lumber Grade I No.1/No.2 r1 Timber Grade fro.7 ir Acceptable Solutions LOADS PICKED Acceptable Solutions ' - (4) 2x14 UP BY GLB - [ 12x12 - - _ 6x14 14x14 I - - List properties for what _ _ - 8 x 12 size lumber? _1 x 12• 'a 10 x 12 - 1 Slf Wt=15.51 List properties -- Fb=1173 Fv=207 Fcp=625 E=1600000 Slf Wt=8.12 for what size? lox 12* V I Fb=1495 Fv=196 Fcp=625 E=1600000 Glued Laminated Members (GLB) 2.2E Parallam PSL Glulam Grade 24F V4(DF/DF) 3-1/2" x 14" I Acceptable Solutions 5-1/4" x 11-7/8" 3 1/8"x 15" 5 1/2"x 11 7/8" Slf Wt= 18.5 ----- List properties 3 1/2"x 14" 6 3/4" x 11 7/8" for what size? 7"x I I-1i4' v Fb=3335 Fv=333.5 Fcp=750 E=2000000 List properties for what size glulam? 5 118"x 13 1/2" 8 3/4" x 10 1/2" I-Level. TJI [&1/2-•x 11 7/8.. V I Web - - - Fb=2760 Fv=304.75 Fcp=748 E=1800000 Fbt=2127.5 Self Wt=36.4 Stiffeners? - _ 2.0E Microllam LVL - Multi-ply No v - ---_ List properties for what - (3) 1-3/4" x 11-7/8" - size LVL? (2) 1-3/4" x 14" (4) 1-3/4" x 11-7/8" - (2)l-3/4- x 11.7/8-• - v I .Fb=2990 Fv=327.75 Fcp=750 E=2000000 Slf Wt=7.4 -- 2.0E Microllam LVL 1.55E TimberStrand LSL - 5-1/4" x 11-7/8" - (3) 1-3/4" x 14" List properties for what _ List properties size LVL? 3-1/2" x 14" 7" x 11-7/8" for what size? 3-1/2"x 16" 3-1/2' x 11-7/S'' ® Fb=2990 Fv=327.75 Fcp=750 E=2000000 Slf Wt=7.4 I(3) 1-3/4- x 1S v Fb=2674 Fv=356.5 Fcp=800 E=1550000 #N/A Final Member Results Final Member Glued laminated vBending Overdesign: 134.4% Final Member: 5 1/2" x 11 7/8", Glued • Material Library i Choose From All Sizes OfBeamType v I Laminated, 24F-V4 (DF/DF) Shear Overdesign: 461.3% Final Size: 51/2'-x117/&" v Deflection Overdesign: 4.8% Min. Bearing Lengths := 1.50 in. (Left) := 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Length (approx): Final member OK by: 4.8% Actual Member Size: 5 1/2"x 11 7/8" 19.25 ft __ - Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Redd For Maximums R, -Left R.-Right Max. Positive Moment: 12,681 ft-lb 9.63 ft Main Span Full Strenoth: Live Load: 1,059 lb 1,059 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bracing Dead Load: 1.576 lb 1.576 lb Max Design Shear: 2,364 lb 0.00 ft Main Span Total Load: 2,635 lb 2,635 lb Main Span Max. Downward 0.246" /0.612" 9.63'/9.63' Main/Main Live Case Causing Max N/A N/A Deflection (Live /Total) Main Span Max. Upward Deflection 0.000"/0.000" 19.25'/19.25' Main/Main Minimums R, -Left R-,-Right (Live /Total) Live Load: 0 lb 0 lb Cant. Down. Defl. (Live/Total): N/A N/A N/A w/0 Mid-Bracino: 0.6 or 1.0 Dead : 946 lb 946 lb Cant. Up. Defl. (Live/Total): N/A N/A N/A Bending Red'n: Net Reaction 852 lb 852 lb Req'd El, Not Incl. Self Wt.: 1.240E+09 Actual El: 1.38E+09 0% Live Case Causing Min N/A N/A Approx. Self Weight: 16.27 plf Approx. Tot. Wt.: 313 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 0.74 in (Left) = 0.74 in (Right) 159,573 ft-lb ProBeam V6.4 • 12 APA BOX BEAM DESIGN DOCUMENT — Substitution of higher ALLOWABLE LOADSL°P FOR 12-INCH DEEP ROOF BEAMS OR HEADER(lb/ft) grades or thicknesses may Approx.Wt. not result in higher allow- Panel Cross _per fi(lb) Span(ft) able loads, depending Specification Section 2 x 4 2 x 6 10 12 14 16 18 20 22 24 15/32"32/16 - A - 6 - 8 238' 198" 170* 147 116 94 78 64 upon what limitation con- 15/32"32/16 B 9 12 339' 283" 242" 212 176 143 118 91 trots the design. Also, the 23/32"48/24 B 11 14 408' 340 291 223 176 143 118 95 calculations assume full- 23/32"48/24 C 13 17 374' 312" 267' 234 198 160 133 105 length flange lumber. For ALLOWABLE LOADSi°t FOR 16-INCH DEEP ROOF BEAMS OR HEADER(ib/ft) this reason, beam length Approx.Wt. is usually limited to that of Panel Crass per ft(16)_ — Span(ft) -_ _-- available lumber. Specification Section 2 x 4 2 x 6 10 12 14 16 18 20 22 24 15/32"32/16 A 8 10 336' 280' 240' 210 166 134 111 93 ---- 15/32"32/16 B 10 13 475' 396" 340' 297 264 219 181 152 CROSS SECTIONS 23/32"48/24 B 13 16 569' 474" 406 342 270 219 181 152 23/32"48/24 C 15 19 531' 443' 380' 332' 295 266 219 184 "' ALLOWABLE LOADSICP FOR 20-INCH DEEP ROOF BEAMS OR HEADER(lb/ft) Approx.Wt. Pond Cross per ft(lb) Span(ft) Specification Section 2 x 4 2 x 6 10 12 14 16 18 20 22 24 15/32"32/16 A 9 11 440' 367" 315" 273 216 175 144 121 A 15/32"32/16 B 12 15 610' 509' 436' 381' 339 297 246 207 23/32"48/24 B 15 18 728' 607" 520 455 367 297 246 207 23/32"48/24 C 17 22 693" 577" 495" 433" 385* 346 312 262 ALLOWABLE LOADSE°P FOR 24-INCH DEEP ROOF BEAMS OR HEADER(lb/ft) Approx.Wt. Panel Cross per ft(ib) Span(ft) Specification Section 2 x 4 2 x 6 10 12 14 16 18 20 22 24 B I : "�2/ A 11 3 55 k' ..8' 39 ' 6 2.. 1 49 15/32"32/16 B 13 16 744" 620" 531" 465" 413 312 262 23 2" 8/ B 1. •0_ 8::' 8_6 3 4. ry 3 '6 23/32"48/24 C 18 24 854" 711" 610' 533" 474' 427 388 342 (a)Includes 15%snow loading increase_ 'Lumber may be No.2 Douglas-fir or No.2 sou em pine without reduction of tabulated capacity_ C Form No.Z416T•t'l 2009 APA-The Engineered Wood Association•www.apawood_org 24" DEEP BOX BEAM SHOWS 372 PLF OF RESISTANCE USING CROSS SECTION B FOR A 20 FT SPAN. LOADING BREAK DOWN LOAD RESISTANCE REQUIRED = 695 PLF LOAD RESISTED BY GLB = 257 PLF TOTAL LOAD RESISTED BY 24" DEEP BOX BEAM = 372 PLF X2 FOR USING A 48" DEEP BOX BEAM = 744 PLF TOTAL AVAILABLE LOAD RESISTANCE: 744 PLF +257 PLF = 1001 PLF > 695 PLF NEEDED