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HomeMy WebLinkAboutPermit File BLD-2020-0202 3929 Rock Ridge Parkway ec Y 4 .4 City of Anacortes Invoice/Permit#: BLD-2020-0202 904 6th Street Applied date: 04/22/2020 P.O.Box 547 ' ' Anacortes, WA 98221-0547 Issue date: 05/19/2020 Expire date: 11/15/2021 '°_;.�`I,L,O.te - -s (360) 293-1901 Job Address: 3929 ROCK RIDGE PKWY Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: NEW SFR Install residential sprinkler system per NFPA 13D prior to framing inspection. Owner: MICHAEL&VICKIE HAMLETT Contractor: STRANDBERG CONSTRUCTION Address: 994 CLERMONT DR Address: 2018 RAVE RICHLAND WA 99352-9507 ANACORTES WA 98221 Phone: Phone: (360)293-7431 License#: General Information: Fees: Occupancy Group it-1 Water GFC 8,169.00 Use Zone R-2 Plan Application Fee 200.00 Basement Square Footage 1094 Building Permit Fee 3,637.50 New or Replaced Hard Surface 5696 Plan Review Fee 2,364.38 Lot Area 9592 Mechanical Permit Fees 133.20 1st Floor Square Footage 1953 Plumbing Permit Fee 181.00 2nd Floor Square Footage 270 State Building Code Fee Resi 6.50 Garage Square Footage 782 Sewer Inspection Fee 51.08 Deck Square Footage 304 Storm Drain GFC-Residential 1,696.09 Porch Square Footage 40 Sewer GFC-Residential 9,140.86 Stove,Appliance 1 Park Impact Fee 615.00 Traffic Building Valuation 585000 Impact Fee 2,765.69 # Forced Air Furnace<=100k 1 Non Sprinklered SFR Fire Fee 100.48 EMS Impact Fee 356.26 #of Tubs, bath 2 SFR/duplex: site plan/design 60.00 #of Clothes Dryers 1 Stormwater Review 455.68 #of Clothes Washers 1 #of Dishwashers 1 Total Calculated: 29,932.72 #of Gas Fireplace 1 Deposits/Receipts: 29,932.72 #of Gas Piping 1 Total Due: #of Gas Water Heaters<= 100k 1 0.00 #of Water Piping 1 #of Hose Bibs 4 #of Kitchen Sinks 1 #of Hand Sinks 5 #of Range Hoods 1 #of Showers 2 #of utility Sinks 2 #of Ventilation Fans 6 #of Water Closets (Toilets) 4 := ) Invoice/Permit #: BLD-2020-0202 Applied date: 04/22/2020 ,4- r Issue date: 05/1912020 - rj ""- --•' `11, Expire date: 11/15/2021 r P • ' ''. C C I (*4+Atilliel 45.1. 40,et - :r., Finance Department 020214-0008 Erin W . 06/0 9/2020 11 :40AM PERMITS AND INSPECTIONS STRANDBERG CONSTRUCTION BLD-2020-0202 Single Family Residence Permit NEW SFR Install residential sprinkler sy issued 2020 item: Bl.D-2020M,0202 Plan Application Fee 200 .00 Building Permit Fee 3,637 .50 Plan Review Fee 2,364,38 Mechanical Permit Fees 133 ,20 Plumbing Permit Fee 181 ,00 State Building Code Fee Resi 6 .50 Sewer Inspection Fee 51 ,00 Storm Drain GFC-Residential 11696,09 Sewer GFC-Residential 9y140 .86 Park Impact Fee 015 ,00 Traffic Impact Fee 2, 765 .69 Mon Sprinklered SFR Fire Fee 100 . 43 EMS Impact Fee 356 .26 SFR/duplex : site plan/design 60 .00 c, , �; -i lit for, or approval of, any violation of this Code or any other ordinance nce ore �oa order ofe The ity, ofc m nl IiJIdF_¢'r Review - ;e advice or decision of the Governor of this State. To the extent graenting City, Payment ail , d ; 284404y period of time when such construction is prohibited or restricted by any state or er of --•�- ----._...--.-- - •-�-- overnor of this State, this permit shall not authorize such work and shall not be federal law. o a structure where in violation of this Code, any other City ordinances of this �� ��1�r�.-`� proclamation, guidance advice or decision of valid. The ' state or federal law, or of any order, jurisdiction u s permit if it is determined to be issued in error or on the basis of incorrect, the Covert~ Subtotal ��1 , / ;�;,; u� regulation or order, state or federal law, or any order, proclamation, guidance or inaccurate ,� nstruction authorized is not commenced within 180 days or if construction work isd i .� - and know the same to suspendedus is commenced. I have read and examin6a this application '' be true anc CHECK 21 5 76 , 7 � Check Numb°rc 1101 ("":" _ ..ZZ SIG1�1faTU� Change due .. ._ .. 0`00 ISSUED Pa i d by : Vickie L Capps �rt y 0 PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEP U MET t ] 1 Mailing Address: P.O. Box 547, Anacortes, WA 98221 6� �/ ! Office Location: 904 6th Street, Anacortes WA 98821 ",' `� tit 4- Phone: (360) 293-1901 2 1 2� ,1 bL 02O 0202-- dry OF SFR FORM BP-1: RESIDENTIAL BUILDING PERMIT APPLICATION 1. PROPERTY INFORMATION Project Address(Street,Suite#): Assessor Parcel Number: 361 2,1 I^ouc P—war P 1339 5 q subdivision/Lott Zoning Designation: Lot area (size): L01_ l2 RR %v a R L q, 5 q 2 sq.ft. 2. TYP OF PROJECT New SFR ❑ New Accessory Dwelling Unit: ❑ Deck/porch (new/repair) ❑ New Duplex ❑ Attached to Primary Unit ❑ Interior remodel ❑ Detached from Primary Unit ❑ New Addition to SFR ❑ Garage, carport or accessory building ❑ Fence or retaining wall or duplex (new/repair) ❑ Other: Project Summary: N E W SFR w >< 1-1 &— Y2- &- Project Valuation: $ 585 K 3. PROPERTY OWNER INFORMATION Name: 5S 1-1-+Aute-rr -I V1CA44f— C"9P5 Phone: Address(Street,City,State,Zip): Email Address: c CI4 CLE-vYtONr D12, ale*I-14NNe• IAA 4. CONTRACTOR INFORMATION Name:* Phone: SMANI06Et2L CONsn2-Jc11ON 3too - 293 • 743 Contractor's Business Licenses State License#: City License#: *All Contractors&Subcontractors must have a valid City 5'112P b C(D of Anacortes business license prior to doing work in the Expiration Date: Expiration Date: City. Z.I 2-( 202.1 Address(Street,City,State,Zip): zo( Email Address: 5. CONTACT PERSON Select one person the city will contact for anything ❑ Applicant ❑ Property Owner ❑ Contractor related to this project: ❑ Other(list below) eee,I40 r_g?.. Name: vtA �Y►A.otcq Phone: ''(o0- QZq- 4b3 Address(Street,City,State,Zip): Email Address: ;jvvm e. I4-o rakov sif _cow.. Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 5 of 18 tT y o PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT �41"-" Mailing Address: P.O. Box 547,Anacortes, WA 98221 Office Location:904 6th Street,Anacortes WA 98821 S,„ 4�icir Phone: (360)293-1901 6. LENDER INFORMATION RCW 19.27.095 requires the City to obtain information with regard to lenders. If there are no lenders involved with your project, write"no lenders"on the Name Line below. Name: N )A Phone: Address(Street,City,State,Zip): Email Address: 7. ACKNOWLEDGEMENTS & SIGNATURE Read and initial each of the following statements prior to signing this application: 1 understand that when a building permit application is taken in over the counter it does not mean ,fC' the application has been deemed technically complete and sufficient for staff review. I understand that if I submit incomplete, inaccurate,and/or erroneous information it will take the 0 City longer to process my permits. I understand and acknowledge that I could be responsible for providing as-built drawings(on paper I or electronically)as part of the project's certificate of occupancy process. I understand and acknowledge that Special Inspections could be required as part of my project, and if needed I will be required to pay for the cost of these inspections. J + {�, I understand and acknowledge that financial securities could be required as part of the work I am V completing and I agree to provide the items needed for the City to calculate these securities and to provide the securities themselves. diii7I understand that if permits are reviewed concurrently such as design review,site plan,traffic {`' . concurrency,etc.,any required revisions to one permit may affect the entire plan set and could ' add costs and time to the project. I hereby declare that I am either the owner of the property listed on this application or the owner of this property has authorized me to be their representative to act for them. I also declare under penalty of perjury under the laws of the State of Washington that all of the statements and answers contained herein, and the information submitted with this application form is in all respects,true, correct, and complete to the best of knowledge and belief. • Li i It) ignature Date Aid/0 s 44.4'1(4- \II' cK 0. -. Ca ��-1 Printed Name �. Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 6 of 18 PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 °71: `4.' Phone: (360)293-1901 FORM BP-2: STRUCTURE AND SITE INFORMATION 1. PROPERTY WHERE WORK IS OCCURRING ADDRESS: 9 q act I2N D CAK PO P K.NAN. f , C 0% -Tr -S PARCEL P �339 59 NUMBER(S) 2. DETAILED PROPOSED STRUCTURE INFORMATION Complete the following information as it relates to your project. Mark items that are not applicable with "N/A". Structure height: " arT H 16.44 15--r Po I ram► AREA SQUARE FOOTAGE OCCUPANCY GROUP CONSTRUCTION TYPE OCCUPANT LOAD 1st Floor: I q 5 3 2"d Floor: 3rd Floor: Basement: I 0 94 Garage: 18 Total deck: � 04. 4-se 2? Qther:po '117 Other: 1 51 YY I)NFIp4m4-Eb 3. QUESTIONS ABOUT THE PROPOSED STRUCTURE Is a fire sprinkler system being installed? ❑ YES 1V NO Is a monitored fire alarm being installed? ❑ YES IN NO Are retaining wall(s) being built? ❑ YES NO Are structural plans required? �'1 YES ❑ NO 4. PROJECT SITE INFORMATION A. Is work within the City's right-of-way proposed? If yes,you will be required ❑ YES [4 NO to submit a right-of-way permit application. If you have already submitted a ROW permit, list the permit number here: B. Is the property located in a flood zone? ❑ YES XI, NO If yes, list the flood zone designation: C. Are there slopes in excess of 15%on or abutting the site? If yes, a ❑ YES M. NO geotechnical report will likely need to be submitted. Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 7 of 18 �T y O PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT CA '�� Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 7 4' `�� Phone: (360)293 1901 D. Are there critical areas or buffers on or abutting(within 300-feet of) the ❑ YES NO project site? If yes, a critical areas report will likely need to be submitted. E. Is the lot less than 5,000 sq.ft. in area? ❑ YES 14 NO If yes,your site and building will need to comply with the standards in AMC 19.43.010.C. F. Is your project involving an accessory dwelling unit? ❑ YES NO If yes,your site and building will need to comply with the standards in AMC 19.47. G. Will more than 2-acres be cleared and/or more than 5,000 board feet ❑ YES ElNO (about 1 log truck load) of timber be harvested? If so you may need to obtain a forest practices permit from DNR. H. Is this project subject to the SEPA process? If yes,you will be required to ❑ YES Xt NO submit a SEPA checklist. If you have already completed the SEPA process, list the permit number here: 5. REQUIRED SIGNATURE I hereby declare that I am either the owner of the property listed on this application or the owner of this property has authorized me to be their representative to act for them. I also declare under penalty of perjury under the laws of the State of Washington that all of the statements and answers contained herein, and the information submitted with this application form is in all respects,true, correct, and complete to the best of knowledge and belief. //11/ 1),2-0 - ate" Sig ature Date \ ., roer, Printed Name Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 8 of 18 �♦T r 0PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT `.. e' Mailing Address: P.O. Box 547, Anacortes, WA 98221 _ Office Location: 904 6th Street, Anacortes WA 98821 '' ,y' �►;;. Phone: (360)293-1901 cow FORM BP-3: PLUMBING AND MECHANICAL FIXTURES MECHANICAL Equipment Type: Appliance/Equipment Information (new and relocated): Total #: Furnace: Gas#: f Elec#: BTU: Other#: ( Wall Heater: Gas#: Elec#: Other: #: Location(s): Gas Water #: ( Location(s): VTIt.t-r R-00VIA Heat Pump: Elec#: Other#: Capacity: Air Conditioning: Elec#: Other#: Capacity: Radiant/Hydronic Gas#: Elec#: Other:#: Location(s): Exhaust Fans: Bath#: 5 Laundry#: ( Other: (p Range Hood: #: ( Location(s): KITcm Er1 t Fireplace: Gas#: I Elec#: Other:#: Location(s): Clothes Dryer& Duct: Gas#: ( Elec#: Other:#: Location(s): ( Stove/Range/Oven: Gas#: 1 Elec#: Other:#: Location(s): ( Gas Piping/Outlet(s): #: ( Location(s): 660 € 5.+r. ze t-1 V Boiler Gas#: Elec#: BTUs: Location(s): Other: #: Location(s): PLUMBING Fixture Type(new and Total#: Fixture Type(new and relocated): Total#: relocated): Water Closet(Toilet): 4 Refrigerator water supply(for water/ice 1 Kitchen Sink: I Pressure Reduction Valve/Pressure Regulator: Utility Sink: 2_ Water Service Line: Tub: 2, Water Piping: Hand Sink: 5 Clothes Washer: Shower: Z, Electric Water Heater: Tank-less? Yes ❑ Dishwasher: I Backflow Prevention Assembly: Hose Bib: i Other: ir / /4n/.2, /z//,/,:/ // Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 9 of 18 V r� PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT ` 'r Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location: 904 6th Street, Anacortes WA 98821 • � . Phone: (360) 293-1901 co FORM BP-4: ARCHITECTURAL PLAN REQUIREMENTS 1. PROPERTY WHERE WORK IS OCCURRING ADDRESS: (Lpc-K P,RvJwt-( PARCEL NUMBER(S) P 13 3 9 S ci 2. GENERAL INFORMATION This form is intended to assist applicants in creating complete, code compliant architectural plans. Please check the plans you wish to submit to make sure they contain each of the listed items. To the right of the Requirements column is space for you to list the sheet number of the plan set where the listed information is shown. • Minimum Plan Size: 11" x 17" and drawn in an architectural scale. • Architectural plans for structures 4,000 square feet or larger are required to be prepared and stamped by an architect licensed in the State of Washington. • Structural plans must be stamped by a structural engineer licensed in the state of Washington. 3. REQUIREMENTS FOR ALL ARCHITECTURAL PLANS COMPLETE PAGE#ON REQUIREMENTS ? YOUR PLANS Cover(or 1st page) must include: • Site address • Parcel number • Lot number(if applicable) AI Z. • Lot size • Lot coverage • %impervious surface coverage Floor plans with existing(if applicable) and proposed building layout with square �5 Ag footages and with the use of each room/area labeled. Window and door sizes labeled and window ventilation area. Commercial, A 5 fta Multi-Family, and Mixed-Use Structures must also include door and window schedules. Plumbing, duct, and electrical layout. Penetration protection must be shown. Pr5 Opening headers, size, and material. 145 , A8 Cross section details, showing typical foundation,floor, wall, ceiling and roof construction and insulation. A 13 -A4 Structural members labeled as to size and spacing as well as bracing, blocking, A 3, A1. bridging, special connectors, and anchor bolts. A►0, Ali Details documenting energy code compliance. 14TrAcl}Efl Exterior building elevations demonstrating compliance with applicable structure AIS, Alb type design standards (small lot, duplex, or ADU) and maximum building height Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 10 of 18 y PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 4' ! Phone: (360)293-1901 coCt- Building height(see AMC 19.42.120 for measurement methods,exceptions and modifications). • Label the building height at the highest point of the structure from the average of the natural topography at the foundation at the front of the building. pri5 - • Label the average elevation of the natural topography at the front of the building. • Label the elevation at the center of all exterior walls of the proposed building. • For ADUs only,include elevations demonstrating compliance with the height/setback plane(see AMC 19.47.030(C)(6)). Special details as needed (i.e., stairs,fireplaces, special construction). Insulation and insulation values of walls, slab,floors, and roof/ceiling. fo3- A14 Existing and proposed grades with slope of lot shown. A15- ►°► Ib Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 11 of 18 ASV � Y 0 P Q������G�GGD COMA/ i��90�YD ECOONO�S�C DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location: 904 6th Street, Anacortes WA 98821 Nt, ae. Phone: (360) 293-1901 FORM BP-5 : STORMWATER MANAGEMENT MINIMUM REQUIREMENTS DETERMINATIO 1. PROPERTY WHERE WOE [IS OccJRmFNG ADDRESS: ��_�c ��� ® 1�=� �?_ << y 6 `€, `v<vqkNNI PARCEL 1 UM ER(S) p s 9 2. GENERA_ NFOr Mrs DO Most development within the City of Anacortes that involves disruption of soils, or construction of buildings, streets, parking lots, etc. requires a Stormwater review. Stormwater review requirements are based on either the amount of soil to be disturbed (grading, vegetation removal), or the amount of hard surface that is created or replaced on a site (building footprint, concrete, asphalt or gravel parking, sidewalk, etc.) This form is largely targeted for small projects and single family residences. For larger projects and more information please refer to the Anacortes Municipal Code (Chapter 19.76 Stormwater Management) and the latest Washington State Department of Ecology Stormwater Management Manual for Western Washington (Ecology Manual). 3. AAR' SUF FAC E AREA CA CULAT ON Please calculate your project's hard surface amount; guidance is provided on the next page of this document. Use your project's total hard surface calculation to follow the flow chart(s) in this packet and determine the level of stormwater management required for you project. When determining your permit level or if stormwater thresholds are met or exceeded the entire project must be considered. A project is that portion of a property, properties, or right of way subject to land disturbing activities, new hard surfaces and replaced hard surfaces. The hard surface on your property will determine the storm water utility fees and the stormwater general facility charge. All new or replaced hard surfaces should be accounted for. Below are excerpts from the Anacortes Municipal Code and Ecology Manual that may assist you in preparing this information. "Hard surface area" means an impervious surface, a permeable pavement, or a vegetated roof. "Impervious surface" means a non-vegetated surface area which either prevents or retards the entry of water into the soil mantle as under natural conditions prior to development. A non-vegetated surface area which causes water to run off the surface in greater quantities or at an increased rate of flow from the flow present under natural conditions prior to development. "Replaced impervious surface" means,for structures, the removal and replacement of impervious surfaces down to the foundation. For other impervious surfaces, the removal down to bare soil or base course and replacement. Res. Building Permit Application Submittal Checklist Updated October 10, 2019 Page 12 of 18 y O PLANNING,COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Alike Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 'Lq ``' Phone: (360)293-1901 fi cos Land disturbance Description Total (SF) Total Area of Land disturbing activity rl 000 +1 Total area converted from vegetation to 1 lawn or landscaped areas � Z`7 Hard surface area calculation Existing Removed Proposed Proposed Description (SF) (SF) Replaced New (SF) (SF) Non Pollution Generating Hard 5.843 Surface Area Q 0 0 16 1 idewalk , paths, patios,etc.) rZvo F eton4 Pollution Generating Hard Surface Area 0 )? kvarillp parking areas,etc.) Total Hard Surface 5, vgn,n/ i-/ //%i �% 1 // �/ / ;,Zice': ingim ry �.ssurfce Use the information in the above table to navigate the flow chart(s) on the next page and determine the applicable stormwater management minimum requirements for your project. Then complete the applicable Stormwater Minimum Requirements Form on the Public Works- Engineering Department Forms website and provide required submittal items/plans. Check applicable box Minimum Requirements Determination Minimum Requirements#1-9. Minimum Requirements#1-5. Res.Building Per�Application Submi tal Checklist Updated October 10,2019 Minimum Requirement#2. Page 13 of 18 0 y 0 PLANNEG, COjv LIJ IUJ 1 V, & ECOFJOMHC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location: 904 6th Street, Anacortes WA 98821 4"r ?' llear`�' Phone: (360) 293-1901 FLOW CHART FOR DETERMINING REQUIREMENTS FOR NEW DEVELOPMENT Start Here ,ir _ . Does the site have 35% [ See Redevelopment Minimum or more of existing Requirements and Flow Chart impervious coverage'? (Figure iw2.4.2), No Does the project convert /4 'V acres or more of vegetation to Does the project result in lawn or landscaped areas, or 5,000 square feet, or No convert 2,5 acres or more of . greater, of new plus * native vegetation to pasture? replaced hard surface . area? . — \\No Yes Yes Does the project result in 2,000 : W W .. .... ...... '. ... square feet, or greater, of new plus All Minimum Requirements replaced hard surface area? . apply to the new and replaced ....... ....W W hard surfaces and converted vegetation areas. Yes No '. '' ........... ... . . . r re..rect have land Minimum Requirements #1 1 disturbing activities of 7,000 through #5 apply to the new !s, I square feet or greater? .._ and replaced hard surfaces . and the land disturbed. o V 1 Minimum Requirement#2 applies. ilbilialli ! # re I I! -2.4. Flow Chart for Determining Requirements for 11 ,. New Development DEPARTMENT OF Revised June 2015 ECOLOGY Please see http:/A vt.ecy.wa.govlcpyright.hirnifor copyright notice including permissions, . State of Washington: limitation of liability, and disclaimer. Res. Building Permit Application Submittal Checklist Updated October 10, 2019 Page 14 of 18 Y o PLANNING, COMMUNITY, & ECO OOMOC DEVELOPMENT DEPARTMENT 4111.1111``''• Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location: 904 6th Street, Anacortes WA 98821 ',4[4 Phone: (360) 293-1901 FLOW CHART FOR DETERMINING REQUIREMENTS FOR REDEVELOPMENT Does the project result in 2,000 square feet,or more,of new plus replaced hard surface area? OR Does the land disturbing activity total 7,000 square feet or greater? Yes No Minimum Requirements#1 through#5 a apply to the new and replaced hard Minimum Requirement#2 applies. surfaces and the land disturbed. Next Question V Does the project add 5,000 square feet or more of new hard surfaces? OR Convert r%acres or more of vegetation to lawn or landscaped areas? OR Convert 2.5 acres or more of native vegetation to pasture? •Yes No All Minimum Requirements apply Next Question Is this a road to the new hard surfaces and the 110 related project? \No converted vegetation areas. •Yes Does the project add 5,000 square feet or more of new hard surfaces? Yes v No Is the total of new plus replaced hard surfaces Do the new hard r 5,000 square feet or more, surfaces add 50%or No No additional No AND more to the existing ► r - does the value of the proposed improvements hard surfaces within requirements, including interior improvements-exceed the project limits? 50%of the assessed value(or replacement value)of the existing site improvements? Yes Ali Minimum Requirements apply to the new and replaced hard surfaces and converted vegetation areas. )Yes �.w Figure 1-2.4.2 Flow Chart for Determining Requirements for Redevelopment DEPARTMENT ECOLOGY E P A R T M E N�T+O F Revised June 2015 C C L V Y. Please see http:/Nuww,ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability,and disclaimer. Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 15 of 18 �z Y 0 PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street,Anacortes WA 98821 1r' Phone: (360)293-1901 FORM BP-6: SITE PLAN REQUIREMENTS 1. PROPERTY WHERE WORK IS OCCURRING ADDRESS: ? L� 26t ia_p Gk Ce-1PARCEL NUMBER(S) '336i Sal 2. GENERAL INFORMATION This form is intended to assist applicants in creating complete, code compliant site plans. Please check the plans you wish to submit to make sure they contain each of the listed items. To the right of the Requirements column is space for you to list the sheet number of the plan set where the listed information is shown. • Minimum Plan Size: 11"x 17" and drawn in an engineering or architectural scale. 3. INFORMATION REQUIRED ON ALL SITE PLANS COMPLETE? REQUIREMENTS PAGE#ON YOUR PLANS Cover sheet must contain all of the following: • Vicinity Map • Name of the project • Name, address, and telephone number of Owner and agent(s) • Name, address, and telephone number of Applicant(if different from the owner) • Zoning designation of the site • Area, in square feet and acreage,of the project site • Reference to the Building Code used • Proposed use • Occupancy group • Construction type • Square footage and height of each individual building • Percent lot coverage • Percent impervious surfaces Scale and North Arrow P Property features: Location, identification,and dimensions of all property lines and easements. All easements shown on the title report, Record of ) Z Survey, or plat must be dimensioned and shown. Location and dimensions of existing critical areas (wetlands,streams, steep slopes) and their associated buffers. Location of Ordinary High Water Mark and shoreline jurisdiction limits PJ) (if adjacent to a shoreline). Existing and proposed contours and site elevations (i.e.finished grades) at 5-foot minimum increments. The horizontal and vertical control datum must be clearly shown. Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 16 of 18 y O PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 Phone: (360)293-1901 Structures: Location, identification, dimensions and size of all existing and proposed buildings and other structures. P Z Location of existing and proposed retaining walls, rockeries, and Location, identification, and dimensions of all setbacks. Show proposed projections into required setbacks, including dimensions (see AMC 19.44.140) Utilities & Easements: Location and dimensions of existing and proposed stormwater, sanitary sewer, potable water, and fiber lines/facilities. All wells and septic systems located on or near the project site must also be identified. Location of all existing and proposed fire hydrants within 300 feet of the boundary of the project site. Location and dimensions of existing and proposed freestanding lighting fixtures, utility junction boxes, public utility transformers. Stormwater Proposed Temporary Erosion and Sediment Control Measures, if not located on other plans. A Z 0 isior Proposed permanent stormwater management BMPs. Access, Circulation & Parking Location, identification, and dimensions of all existing and proposed on-site and adjacent streets and alleys, including the location and dimensions of all existing and proposed curbs,gutters, sidewalks, median islands, and street trees. Show existing and proposed vehicular access to the site, including the size and location of driveways and curb cuts. Show existing and proposed parking spaces, including surface material and dimensions of spaces. Open Space (ADUs, Small Lots, and Duplexes) Show calculations, location, dimensions and provided square footage of required open space area per AMC 19.43.010.C, E, or AMC 19.47, as applicable. Landscaping Show the location and design of landscape areas to be preserved and planted, and a plant list to include the location, number, size and type Pc Z O of plant material by botanical and common name. hIV� Location of irrigation system if a permanent or temporary system is proposed. Show the location of existing trees to be retained in conformance with AMC 16.50, and tree protection measures to be implemented, pc .-t when applicable. Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 17 of 18 y 0 PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT " '\ Mailing Address: P.O. Box 547,Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 '4' . .7 Phone: (360) 293-1901 Provide a maintenance plan for any infiltration-based stormwater ki l best management practices (BMPs) built as part of the landscaping design, including the specifications and maintenance procedures of any soil amendments. Show new trees to be planted and tree unit credit calculations, in A-20 conformance with AMC 16.50 Tree preservation,when applicable The following table,with project specific information filled in, must be placed on the site plan: 0-1*,0 ;Land#apn.ng„;j% ' IFo Ex rnp)e Site Area 7,500 sq.ft. of site area to be landscaped (per 20%-R2A zone / AMC Tables 19.42.020-.030) 1,500 sq.ft. required V/ 1,850 sq.ft. provided pr to Compliance with AMC Ch. 16.50 Tree unit credits required: Tree Preservation. • 8 tree units required Tree unit credits retained: • 2 trees 6"dbh=4 tree unit credits retained Tree unit credits provided: • 2 new deciduous trees(min. 2" caliper @ 6"above ground) • 2 new evergreen trees(8' in height) Number of required street trees 1 per 30' of frontage 60 lineal feet of frontage=3 street trees Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 18 of 18 n u A PI ' Site Address --) Project AQJA) ,}rK Building Permit# ___ - _ _-- _- -=_ — -r_.i.... �w (3)--D-262:3,- °2212T ,„ r-te Building '' 1,A.1 — — J Public Works As L �� - i i I r -I Planning c/6160 GiAJ I 1 S(i ,� 09j /17° I Storrnwater I r l H 1 I1 I Fire c/►�/y0 ) S 0''w'v ✓fu —1 1 i 1 Project Inter-Departmental Plan Review Trackk-ing PLAT OF ROCK RIDGE SOUTH PHASE 4,. !'0 2a''litor1������!��i�w� SkF rt Cryflr4y Aud4 or 3174.00 NW 1/4, SEC. 26, TWP 35N, RNG. 1 E, W.M. .,:, 2017 N ; 4 or N. 410:07AM L 1 r,H! xI'' �� `fir• TRACT !!A„ / 7, u_ ,, °r.'4;.., �''<.• '',. -,., 1� AF#200701240094 / ^ . 1 0.87 ACRES / ,PHASE 3 ;N: :,, ,.:�� `t�.. `a,, `'fig AF#200806300185 ."'. ,.. ";• `' y 5.59 ACRES // N,. 'ES '. 11;:r•'" � ri;r ,` - a0 'Ci.. :,',c' C'-NCRET MON,:wrr. BRASS CAP IN CASE WITH COVER. Q o / / SET RE' „AND;_*D•;:,(AP PLS. #27817. ;r �� 1 < I , k/ / 3 K NJL` 1"SIDEfi ALK WITH YELLOW DISK. IMP--—— — �, 6 / / ,/ 0 4<1�.' 4:0` .. t L_EXISTING.REBAR AND CAP PLS 32169 OR AS NOTED. `� h/ / 'i�,,. •,,!, J. 'VISiTEI '::.3-2E;�2017. flTi �,- �'• o,'L a, , �' LOT 1 �`- \ / ,� a`1.. sr `5- E`QU/PMtNT'14,1SED: CARLSON CR2 2" TOTAL STATION. - ' 13,551 SF . '/ ti Q / .M1: :. ':``& AU CON 2 TE MONUMENTS WERE VISITED ON 3-22-2417. s C� fro / +�s. 01 / ''Si. '':c '�c. .:'r: �,;� / / y7RROhI,OF'CLOSURE MEETS WASHINGTON STATE SURVEY STANDARDS. - - 4�` r, ® �i / "6 ��` / 4 , ", �Eu: StJt�y{x'i METHOD: STANDARD FIELD TRAVERSE. 'b �� cc'/ i .1, ` / ,;t,+" n,a fir:,: ..'i,.1,9.i;BASIS OF BEARINGS: PLAT OF ROCK RIDGE SOUTH PHASE 1 & 2, AF 1q 1 I `7 s PGA �\ , / Y4 ' ;sy tam '%•• :`R0'701240094. Ivy I 1 ��\�� / / --r rr; <'k '} f{ 1 •1`IADDRESSES SHOWN ON PLAT. - I - 0,PS,g rrr^"' n Y+" '°`,.. '',. ;�' ,',,.' 11. SEE SHEET 3, PUD AND PLAT CONDITIONS #2 FOR BUILDING SETBACK LOT 2 '`�, �' '/A '/16, // -9,,,,---;,, 'hy ;.r1` REQUIREMENTS. N88.42'48'w f f 842 SF t �`' „�'•' `'s_ ar:,,..- 1 /�/ / �t 0' 12. BSBL BUILDING SETBACK LINE. 30.00' °� - •I39241 JP'�C�0s/ L" ,' N 2'07'40* w it F 4 " ; ra — L L 9 70 82' O' i l 8 . ['], cg S 51'1'21.E S• 4. . ,''" . i 1d g..^' 1 ^ 0 19 37' ."ia�`�. //// i / 0 // „A ,,;r,.•;,aIrk.,4r..v.N.,, '';p,A T''"'F:w.n....0'' .;J�t`' v,,. x LOT 3 / / 1w� / y :, ;y d„au::r::rr'1'`r / `=� 13,232 SF / G' ,' " s /��p LOT 10 8,79.3 SF ;a.," wr H` os!. 'i: 1,.:. 4,;' :F CURVE TABLE �� "T/p� / / /1< < � !',, �k:.' 'i,Fai4 `ail 1 \ G17� Q9�, • / /4 /p, ® ,, k. "1,f:mu•r•'!-`4' 111111 f ^ x 4 / 'S 40 ..',' '•A? i�,. NUMBER RADIUS ARC LENGTH DELTA ANGLE l -..4 • t Cl 225,00' 209,67 53 23 31' Q /JIN o / �,/� -0 q� ' s�Ye4, `L�h '" `` e°" r' C2 100.00' 136.56' 78°14'35' GS) ti w x / / C� \ ha : ' ;:t' C3 250.00' 22,66' 5•11'35' p LOT 4 / / LOT 11 SFq�s "' el.. "� C4 IA ' S8,50' 13.24'25'f1 Of0SF / • ' S8,50' 13.24'26'/ 9SFres "`.' .' ' 88.46' 20.16'28`' 4,85' 01.06'39` FILE COPY S 88'42'48'E 122.01'I 1 /Cl 's?I< • ,., m• - C8 125,00' 37J0' 1Ti6'51' 1 — 1 1 1 / 9Q "-.,• t� `';' C9 125.00' 31.32` 14'21'18' '�2 X� 8302' I " �� `,,. N. 4, rf't`4 ��- _ C10 125.00' 30,09' 13'47'37' 1 I ! `''� `'.' :'r: C11 125.00' 34,96' 16.01'20' `" „::4- LOTC12 125.00' 36,64' 16.47'31' - I I 1 ;,k �,. :,.;to' ,., _ - �$ LOT 5 f ko I I .t''I'..9,592 S ' ,i`" - .-.d'` C13 200.00' 82,29' 23'34'30' ,A, :,k ,, . . TRACT G C14 200,00' 88,58' 25•22'39• _ ai k 10,542 SF I I I ''•;;k i 5"'• �; " •,, +n C15 200,00' 15,50' 4'26'25' ® I a,! i::r ". "'t 'Sj ',"'' b v�' C16 75.00' 102,42' 78.14'37' ' I I !, �a 1 S' 8"41k' E;137. ) S 88'2'48'E 122.79' 1 , r ,.f� `,,,\ 'a{ °'r;. ifr='''" g 85.64' 'r.[; -1 �' US lu �` � '\ '$i l. \ r%9,043 SF '' LINE TABLE N LOT 6 A ="4. wx,4 -W. 4,, y. I, 9998 SF, t,; \ a.,�' } r'�`<y �, o NUMBER BEARING DISTANCE 'auraeIN beewd ""` "'' r 51.60' -x Li N 88.42'48' E 43,89' !� FN 'Tie .i •y: • •1 0 :x ' r� 1 ;!r S 8a'42'4E E _________----- �, S 8B',4z' °E'1'05:97" '. aro.\'r,• `S 88'42'48'E ; �:-`" 8248 ,, e; moo �-6? L1 17.71' ..i. e "'S`?•,5'12'78if;'' _ ... i ' -N 1.17'12'E L 'u ' `.,``40'. ,78.07' :.A} .ip. ' 'C/J 50.00' o�'' I t ;!,,,,,-:.r i�, y1'.,1�' wr 7 �\4 `1 C 12 43.89' I <v 0 �,/t',l�N ;,' as - ?`'!tpi.f a SF 'i' \43 h A-ACCESS AND -T-'- 1..._ _T ,0 tj; ° 1 ' r it fi S=s "2'48; �1, EASEMENT FOR PEDESTRIAN j-. . �j f •\ ,'1` 'y�'t!, 'St• �';! r , LOTS 8 d 9 W PATH q.it.to "xV* 56 to N '4 ' C DNA '\., 1,. "ri, `'';1 "•:;.:,«.,0- 0:7 a LOT 9 ^ o .�v, �. a:,... LOT 8 11233 SF . G „' -•:.. :_,.� N ® OWNER/DEVELOPER LAND SURVEYOR ‘(1-c� r<t +�''';,; '`., `' '`' ; F""' r 4 ® 1. RR SummItt NW LLC DALE HERRIGSTAD PLS =!r„ 4, ':k, \ ' r�,�• 30 NOPE BUFFER SEE PLAT 8 L L 1 J 5 P❑ BOX 319 4320 WHISTLE LAKE ROAD . .'it. .:F• ,�;, \ CONDITIONS SHEET 2 z ANAC❑RYES, WA 98221 ANACORTES, WA 98221 ;4 4':J "1 r;:. �, 1�89'14'48• w 127.01' —h N 89.14'46' W 83.00' r r --I BLOCK 360-293-7431 360-299-8804 - ? :q `t'r,, 100.00' 20 19 18 17 16 PW j�RAPIC SCALE #03-037-DEV SHEET 4 OF 4 :.__ '`� I- a? 25 0 25 50 100 ,•'•`-' " DWN BY: DKH SCALE: NOTED ( IN FEET HERRIGSTAD ENGINEERING & SURVEYING 1 inch =50 ft. DATE: SEPT 2017 4320 Whistle Lake Road, Anacortes, WA 98221 (360) 299-8804 JOB 2015-146 2015 Washington State Energy Code: UA Alternative VVorksheet, Type R-3 Occupancies 1-10.-. .f I i Hamlett- Cap�s Residence ^pp 2 1 2020 - 1.3929 Rock Ridge Parkway, Anacortes WA 98221 -i t- ,�� .iY OF ANACORTF Missing Vertical Glazing Information FILE Copy Conditioned Floor Area 3,047 Component Performance, R occupancies Code Target Values Proposed Design Area UA Area UA Doors U = 0,300 88 26 88 9 Overhead Glazing U = 0.500 0 0 0 0 Vertical Glazing U = 0.300 457 137 651 182 Flat/Vaulted Ceilings U = 0.026 1,953 51 1,953 53 Wall (above grade) U = 0.056 2,476 139 2,283 123 Floors U = 0.029 0 0 0 0 Slab on Grade F = 0.540 103 56 103 37 Below Grade Wall U = 0.042 580 24 580 23 Below Grade Slab F = 0.570 71 40 71 39 Target UA Total 473 Proposed UA Total 467 Target Credits from Table 406.2 3.5 Proposed Credits from 3.5 Table 406.2 If the Proposed UA <_ the Target UA, and the Proposed Credits from Table 406.2 are >_ those required in Section R406.2, then the home meets the 2015 WSEC. Exterior Doors Plan Component Door Width Height ID Description Ref. U Qt. Feet Inch Feet inch Area UA Andersen Muli-Glide Door or similar v Custom 0.03 1 8 ° 8 ° 64 2 Codel or Similar Door V Custom 0.28 1 3 ° 8 ° 24 7 V Custom 0.00 0 0 V 0 0.00 0 0 V 0 0.00 0 0 V 0 0.00 0 0 V 0 0.00 0 0 Sum of Area and UA 88 9 Overhead Glazing: Plan Component Glazing Width Height ID Descripon Ref. U Qt. Feet inch Feet Inch Area UA v 0 0.00 0 0 _ `7 0 0.00 0 0 v•' 0 0.00 0 0 V 0 0.00 0 0 V 0 0.00 0 0 Sum of Area and UA 0 0 Copyright 2013, WSUEEP10-009(Version 11)Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 4/21/2020 1 of 4 1 . 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies Vertical Glazing Plan Component Glazing Width Height ID Description Ref. U Qt. Feet Inch Feet Inch Area UA WO Milgard or Similar Vinyl Windows ' 0 0.28 1 2 ° 6 6 13 4 W02 Milgard or Similar Vinyl Windows v 0 0.28 1 2 ° 6 6 13 4 W03 Milgard or Similar Vinyl Windows v 0 0.28 1 4 0 2 0 8 2 W04 Milgard or Similar Vinyl Windows V 0 0.28 1 4 ° 2 0 8 2 W05 Milgard or Similar Vinyl Windows 0 0.28 1 4 ° 2 0 8 2 W06 Milgard or Similar Vinyl Windows v 0 0.28 1 4 ° 2 0 8 2 W07 Milgard or Similar Vinyl Windows t 0 0.28 1 4 0 2 0 8 2 WO$ Milgard or Similar Vinyl Windows 0 0.28 1 3 10 7 0 27 8 Wog Milgard or Similar Vinyl Windows ' 0 0.28 1 3 10 7 ° 27 8 iii J% W10 Milgard or Similar Vinyl Windows 0 0.28 1 3 10 7 0 27 8 W11 Milgard or Similar Vinyl Windows v ` Q 0.28 1 3 ° 7 0 21 6 W12 Milgard or Similar Vinyl Windows V 0 0.28 1 5 0 7 ° 35 10 W13 Milgard or Similar Vinyl Windows ,, 0 0.28 1 5 ° 2 ° 10 3 W14 Milgard or Similar Vinyl Windows w 0 0.28 1 5 ° 7 0 35 10 W15 Milgard or Similar Vinyl Windows v 0 0.28 1 5 0 2 0 10 3 W16 Milgard or Similar Vinyl Windows v ` 0 0.28 1 8 ° 2 0 16 4 W17 Milgard or Similar Vinyl Windows ✓ 0 0.28 1 4 6 7 ° 32 9 W18 Milgard or Similar Vinyl Windows V . 0 0.28 1 3 6 7 ° 25 7 wig Milgard or Similar Vinyl Windows v 0 0.28 1 3 6 7 0 25 7 W20 Milgard or Similar Vinyl Windows , ' 0 0.28 1 3 6 7 ° 25 7 W21 Milgard or Similar Vinyl Windows "j. 0 0.28 1 4 ° 2 0 8 2 W22 Milgard or Similar Vinyl Windows j 0 0.28 1 4 ° 2 ° 8 2 Ef W23 Milgard or Similar Vinyl Windows `'*`" 0 0.28 1 2 0 4 6 9 3 W24 Milgard or Similar Vinyl Windows v 0 0.28 1 2 6 4 6 11 3 W25 Milgard or Similar Vinyl Windows V 0 0.28 1 3 6 6 6 23 6 W26 Milgard or Similar Vinyl Windows 'V 0 0.28 1 3 6 6 6 23 6 W27 Milgard or Similar Vinyl Windows v 0 0.28 1 3 6 6 6 23 6 W34 Milgard or Similar Vinyl Windows _ ' 0 0.28 1 2 6 5 ° 13 4 W35 Milgard or Similar Vinyl Windows v 0 0.28 1 4 0 5 ° 20 6 W36 Milgard or Similar Vinyl Windows vir 0 0.28 1 2 6 5 0 13 4 W37 Milgard or Similar Vinyl Windows yr 0 0.28 1 3 6 5 0 18 5 W38 Milgard or Similar Vinyl Windows 'V 0 0.28 1 3 6 5 0 18 5 Patio Milgard or Similar Vinyl Windows 'V 0 0.28 1 6 0 6 8 40 11 W39 Milgard or Similar Vinyl Windows 'V 0 0.28 1 3 6 5 ° 18 5 W40 Milgard or Similar Vinyl Windows V 0 0.28 1 3 0 5 ° 15 4 W41 Milgard or Similar Vinyl Windows V 0 0.28 1 3 ° 5 ° 15 4 W42 Milgard or Similar Vinyl Windows vir 0 0.28 0 0 W43 Milgard or Similar Vinyl Windows '' ' 0 0.28 0 0 t W44 Milgard or Similar Vinyl Windows ;_A 0 0.28 0 0 W45 Milgard or Similar Vinyl Windows 0 0.28 L 0 0 W46 Milgard or Similar Vinyl Windows i 0 0.28 0 0 W47 Milgard or Similar Vinyl Windows fr 0 0.28 0 0 W48 Milgard or Similar Vinyl Windows 0 0.28 0 0 �% -,,,,W49 Milgard or Similar Vinyl Windows . 0 0.28 0 0 W50 Milgard or Similar Vinyl Windows l 0 0.28 0 0 W51 Milgard or Similar Vinyl Windows ,4'' 0 0.28 0 0 W52 Milgard or Similar Vinyl Windows '` ; 0 0.28 0 0 W53 Milgard or Similar Vinyl Windows 1W%W'--WW'��'' 0 0.28 0 0 W54 Milgard or Similar Vinyl Windows ''� 1 0 0.28 0 0 W55 Milgard or Similar Vinyl Windowsp770/: 0 0.28 0 0 W56 0 0.00 0 0 W57 r; 0 0.00 0 0 W58 ,,.,y 0 0.00 0 0 W59 0 0.00 0 0 W60 0 0.00 0 0 Sum of Area and UA 651 182 Copyright 2013, WSUEEP10-009 (Version 11) Copied by permission from Washington State University Extension EnEnG%zPiK§irpffie6simigeiiigil ostrictions) 0 2$a 1/2020 2 of 4 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies Flat/Vaulted Ceilings Plan Component Attic ID Description Ref. U Area UA R49 blown Attic STD baffled ® 10-7 0.027 1,953 53 ''•' Custom 0.000 0 0 v 0 0.000 0 0 0.000 0 Sum of Area and UA 1,953 53 Walls (Above Grade) Plan Component Wall ID Description Ref. U Net Area UA 2 x 6 Exterior wall with R-21 Batt insulation v. Custom 0.054 2,283 123 v 0 0.000 0 v 0 0.000 0 a 0 0.000 0 Sum of Area and UA 2,283 123 Floor (over crawl or exterior) Plan Component Floor ID Description Ref. U Area UA '' Custom 0.000 0 '' 0 0.000 0 0 0.000 0 0 0.000 0 Sum of Area and UA 0 0 Slab on Grade (less than 2 feet below grade) Plan Component Slab Slab ID Description _ Ref. F _ Length UA R10 Fully insulated V 10-2 0.360 103 37 V 0 0.000 0 v 0 0.000 0 ® 0 0.000 0 Sum of Area and UA 103 37 Below Grade Walls and Slabs Plan Component Wall Wall Wall Slab Slab Slab ID Description Ref. U Area UA F Length UA R21 Batt 3.5'depth w/TB 1i WSU 0.040 580 23.2 0.556 71 39 v 0 0.000 0.0 0.000 0 ® 0 0.000 0.0 0.000 0 v 0 0.000 0.0 0.000 0 Sum of Area, Length and UA 580 23.2 71 39 Copyright 2013, WSUEEP10-009 (Version 11) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 4/21/2020 3 of 4 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies Table R406.2 Summary Opt. Description Credit(s) la Efficient Building Envelope la 0.5 ° 0.5 lb Efficient Building Envelope lb 1.0 ° 1c Efficient Building Envelope 1c 2.0 ° 1d Efficient Building Envelope ld 0.5 ° 2a Air Leakage Control and Efficient Ventilation 2a 0.5 ° 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 ° 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 ° 5b Efficient Water Heating 5b 1.0 ° 5c Efficient Water Heating 5c 1.5 0 1.5 5d Efficient Water heating 5d 0.5 ° 6 Renewable Electric Energy 0.5 kWh ° Total Credits 3.5 `Please refer to Table R406.2 for complete option descriptions Copyright 2013, WSUEEP10-009 (Version 11)Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 4/21/2020 4 of 4 2316 Antone Way Tim K. Garrison, P.E. FILE COPY Anacortes,WA 98221 Phone:(360) 708-1865 Consulting Engineer TimG@TimKGarrison.com Structural Analysis: New Home at 3929 Rock Ridge Parkway, • Anacortes, WA Client: Michael Hamlett Job Number: T19066 Building Design: Jim Sykora Date: July 23, 2019 GAR b • 4r'. 2887-401' 449ZAZSIEW," wirtOr WW1 INDEX: Design Sketches SK.l —SK6 • Callouts and Tables CO1 —C06 . Standard Specifications B—H Calculations. C1 —C20 Total No. of pages excluding cover sheet: 39 • • 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). NRi' n \19' • APR 2 1 2020 i 'ITV OF ANACOFTEQ. • • 1. • d Retaintn 11 Foundation an slabs are apA • PA excepts as noted • • - Allwaitsareo - Fou Foundations and retaining • r . , ..... , ..... ___ ___ ___ T . ~ . ___ r ......... ___ __- __. �I . . ....... I • • \ . ' V1113 A4 k ...• 4 • ••• • • . a* . . S . a . . .. . . . . 1 •• • : a • , ; I ;. . . .. \I\ 1I i • , .4 t , 4 4 1 + ICD . •3 ., : _ 9. - 1. I. • . �. ...-.-^.ram• , A • _ • / • S . 1 I _ • - • • . . .. ' . . ' • . • ,-. . _ • . . ' .. • . ♦• a • ... ,, •.• • •• • _ , � • : . •• • , • • "i. S. 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I:. ...... ...op j.„.-1 . • • l • • .. : 1. : • • ' . :'. •: . • • y ' I •• • 1 • t \ . . , • • • 4..d ". ... -. • ..me-md.- '• '^ .-•1.0 .- • • \ ii 4 �1` O. l t • cVt • • • , n i sitaz, i' 1 Foundation - • • - All slabs are °PA ' oted . • Lions are OPA except as n 1 • _. Pounda : . . I . . la, a • 1-,— �• ../ • l�^ Tsr • • �- �. _ • i • I • • _ • • • • • • } ' : ` •Y f FOR QQaR Ea l ' ,. �"GKOVT .. x • 1 • • _ • ;. • , • • . . • • . 5 • N 4 • . . . , .'. •': . ' • rn • • .. .. .. - . ' • .. ••I • -, .' • • /. aC • • a • • • . .. • . • : .• • a 0 . • • . • ♦ �. . • • • • • • • • • • •. • 4. • •' • •• •• :• • ••••• • •f• • • •• • ' .�, -•� T �• •• • ♦ : t' . • •- • ), • • • • • , i • • • • • • • • • . . . , .. • , • • • . • . . • _ • . , • • • • • • . , V. .'• ,' :• l • �iGFtETE SLAB - 126 SG2.FT. .I • • { • • • I y • • ' .• •, a . ... . • i • • .l. 1 • ri mal iic• `vvjj • / • • '' I. 11 y • " . • . 'I .• . I Da, 00R' • 1 m 1 ; : ' . • • t - • • 6UGKOVT �0� . tti•,q 2' 0' • • • . ' . • . . . • •• . , • • . . • • .• • ' • • � 7 : . . . •: T . . . _-� 1 : : . ' . :, .:':. :i . . a ti __.s � � —} L �— li •� l. • ' .=.1 .• r r r•• �••• tm �� r • Upper Level Walls and Roof Framing 1/8" = 1" lP�v 3/11I11 - Roof diaphragms are 11RD,typ. -Trusses, rafters and layout are OPA,typ • ' .\\IP:j . • • .1 • . -4. --; 20 ( - . WH Po. �� • N _ @ -4. I�FF L _ • a o J I ,.. • • v. _ r i3 -rk- 3� Jr A ,., 2: -ut; 338, rt,D 97S itillt _±.__. l 31 I 20 H 1- rQ 2 3 s r1 • a 9 _ ry uP 3a' i ip 20 g oL a • t r2bN �L L s5 A. ._ .1. . 1 No L, 7 A.4r-.0,11.t;wwALL 1 . . ��.� 1 ' . . zoii„.„---: . 1 p w uP 1 • II II • LI 34 r5t ' N 3 • 3GB • 5 `/ 1 ' / 1 v .. . ti. o lti Y 4- - i \t, ../.p, • • ,R\i4 Walls and Roof Framing 1/8" = 1' • - Roof diaphragms are 11RD,typ. • -Trusses, rafters and layout are OPA,typ 1 40 0154, o o i 044 1 I I 1 a 1 I I Z Of,H, 3�� 2oH i' 0' 1 1 1 1 1 ----)9-ol, L 3.� i►1 1 20� uZ 111141 0 0 3 . • qv-4 . • • Typ. shear wall TOP Typ. shear wall TOP • D. D2 ���, �;:. connection - framing parallel connection - framing .�,- -T Ft �i A� � a2Dy. • : or rim or con t blocking, NTS perpendicular. NTS �_-� _ � : ,__�,, • N' j : . 1 b u S G?a. -?_4i`w}. jam, ,, .,-.- r - -_ _ tic .) i' -r- '"<i ice , O L` 7,17 ' - t bp f>F ') ` �yLC -; y•t' t.l �. .� `" em — -. 5� �1 t i! i�J _ V t �'A/�J °�fp c7 t7(7 `. • ; ; _` r o - . --1 _ -/ --- �-- _.. /,i t—. __.. S i4 GA`Z' RA�--(, ( } t a, o iz__ C..01.. f . '�! (' f2. p--,Au • �oac� Cnc'�E. E.r#' ,3:1____ILL" i r!_ 7 I 1'i ,i rtu is :Ji?_ ;.,'Ar (c.� �- f-•,3v1S- J ►.-1 4 `` 4 cam, fir. ; 1 j _ ' , ______ f - . 1 1 1 AL.--, • ThLL 'l t` G ) • W �1 C �L ! � T� 7 7 C1f ARII ,�r i{ 71 � � , r w1 -. � ! � i Er`Zr wlai_t. ? ,?. ... L.N 1 —.. (&11.) — . '`,�C��tLirtc� o(t. "r� 5s1r:�Tt{�u�-#_ ! . fSP,A,GE4-!= € C(-5 - RE '� on_ I 1 r- ?- Li Tram' i tLLb1-S ���e-- cam- • • :"3,/,.-----o-ilta- ii.iu., ttr. • - 1 . %..), \ . . / .0 51-1EA114 Wq. . , • . Ac-i H 2 sS - . 5TaA H g• Sp‘„tGit-i&on • . [ . • . r • -.i, - ,)-.--r. 13 moil s= . 1 i---.— g,n o.�, o F Typ. shear wall -- I I _ Al-LC-AZ WALL. Acr ;;..ALA. U r� w c . D3 . BOTTOM connection on i 1!-;r /� = j ,y 4 Q framed floor, NTS }' i C.0b . lit kJ., '5P ,�, $ '06=^ KRiL. 0R. • I \,'jig -, - 15L .cC. > - . .. ..._.:.__._.. , .....7 �- _ (_.- -=- >Jo • 54EAT-il� j I • 1} i2 ,( I { i b./ALL or I i 1 `nkA . # I •15f:,V,M e'L Structural Callouts©— Copyright ConstructionCalc, Inc (CCI) 0 PA Per Architect * Structural Item: This item and related connectors shall be per architect/designer. 11 RD Roof Diaphragm * Shear Capacity: Good for Eh=230 plf-seismic; Eh=322 plf-wind. Max aspect ratio=3:1. • Framing: Trusses or rafters: 2x at 24"OC, max. * Framing Connection at Support: - Where connected to shear wall, connect per shear wall callout-top of wall. - Where trusses or rafters connect to beam,use H2.5, or A34 with screws,or similar,typ. At ledger,connect per'ledger callout.. * Sheathing: 7/16" min., OSB or CDX plywood. - * Sheathing Layout: Case 1 per IBC 2306.2.(1) * Nailing: Use 8d at 6" edges, 12" field. • Blocking: Not required except at supports and at connections to shear walls below. 12 FD Floor Diaphragm * Sheathing: With joists at 24"or 19.2"OC,use min.,24 oc rated, APA Sturd-I-Floor; either 3/4"species group 1,or 7/8" species group 4. Maybe OSB or plywood. Good for 130 psf,TL @ L/360 deft. • Sheathing: With joists at 16" OC,use min., 16 oc rated, APA Sturd-I-Floor,min., 19/32"thick. May be OSB or plywood. Good for 245 psf TL @ L/360 deft. * Sheathing Layout: Case 1 per IBC 2306.2.1(1) - Orient sheets continuous over two or more spans,with the long dimension across supports. * Nailing: Glue, and connect with 8d ring shank nails or#9 screws, at 6"edges, 12"field. * Blocking: not required except at supports (beams) and connections to shear walls below. 15 FF Floor-To-Floor Holdown * Min., Capacity: Good for 1705 lb tension. * Strap: Use CS 16 vertical strap applied to outside of wall sheathing Attach to 2x studs lined up above and below rim joist. Fill all nail holes with 10d. - If strap falls on header or beam below,nail to header or beam and wrap around bottom if necessary. - - * End Distance: 13"min. to each upper and lower studs. Approx total length=26"+depth of floor system. C) cy 17 HD Alt 1 -Holdown-Embedded Strap Type. * Min. Capacity: Good for 2185 lb uplift. * Holdown: Use LSTHD8 for no rim joist condition. - For rim joist condition use LSTHD8RJ. • Nails: Use 16, 16d to full-height stud as follows. * Stud: Use larger of: king stud as spec'd elsewhere; or choice of 2-2x, 3x, or 4x. Alt 2 -Holdown-Bolt Type * Holdown: Use HDU2: * Lags: Use 6 SDS 1/4 x 2.5 to full-height stud per above * Anchor Bolt: If wet set, use 5/8"diameter SSTB16, or 5/8" all-thread with nut and 3" washer on embedded end. Min embedment= 12". If too long to fit in footing,bend 90-degrees at bottom of footing,maintain 3" cover at bottom of footing. - If rotohammer, use 5/8" Titen HD or all thread&epoxy,with 6"min concrete embedment, centered in stern wall. 80 L Ledger-Roof Diaphragm * Ledger Connection: Where a ledger is called for below, if connecting to rim or header,use SDS, or LedgerLOK at max 12" OC,staggered. If connecting to studs, use 2, SDS or LedgerLOK per stud. - Length of SDS or LedgerLOK=full depth penetration into rim,or 2.5"min embedment into solid framing. - Min distance of connector to end of ledger or splice=2". Min edge distance to top or bottom of ledger=2" * Framing Connection to Wall,General: Use any of the following,whichever is applicable. - Rafters Perpendicular: Use 2x or LVL ledger,min height to match rafters.Apply ledger over wall sheathing.Use hangers to hang rafters on ledger. - Parallel Rafter or Truss Top Chord: Ledger may be top chord of truss or last rafter or similar. Ledger to be placed over wall sheathing. Mono Truss Top Chord Perpendicular: Use continuous 2x blocking between trusses nailed through wall sheathing with 16d @ 6"OC to solid wood - backing(continuous rim,plate,ledger,or blocking.) - Mono Truss Bottom Chord Perpendicular: - Alternate 1: Hang bottom chord with hanger mounted over wall sheathing to solid wood backing(rim,plate, ledger, or blocking.) Alternate 2: Use min., 2x4 ledger let in to truss bottom chord. Ledger to be placed over wall sheathing and connected with min., 3- 16d @ 24"max spacing. * Roof Diaphragm: Connect roof diaphragm to ledger with 8d ring shank or screws at 3" OC. 93 FP Footing,Pad * Footing: Use min.,24" square x 8" tall. If in slab area, footing may be mono-poured with slab or below slab. Height may include slab height if poured monolithically. * Plinth: If plinth is called for use round or square per Arch,min diameter or width such that all rebar and post base connectors have 2"min., 3"max., concrete cover on all sides. Chamfer per Arch or as necessary to shed water. - Plinth rebar, use 4,#4 vertical,equally spaced,with 4", 90-degree bend at bottom footing rebar. Hoops or horizontal rebar is not required in plinth. * Footing Rebar: Use 3,#4 each way, 3" from bottom. N • 94 FP Footing,Pad . * Footing: Use min., 36"square x 10"tall. - If in slab area,footing may be mono-poured with slab or below slab. Height may include slab height if poured monolithically. Plinth: If plinth is called for use round or square per Arch,min diameter or width such that all rebar and post base connectors have 2"min., 3"max., . concrete cover on all sides. Chamfer per Arch or as necessary to shed water. ' - Plinth rebar,use 4,#4 vertical,equally spaced,with 4", 90-degree bend at bottom footing rebar. Hoops or horizontal rebar is not required in plinth. Footing Rebar: Use 4,#4 each way,3"from bottom. Structural Shear Wall Callouts© — Copyright ConstructionCalc, Inc (CCI) Typical Shear Wall Callout Symbol This symbol indicates a dedicated shear wall or panel, the type per callout below. . Walls without this symbol are not dedicated shear walls -- use code-standard construction. 1 PW ! i Min. length of shear panel, ft. 3.4 4 If"W", construct entire Wall per this callout, with minimum individual panel lengths indicated on plan. If "NS'', means Not a Shear Wall. Build per code minimum. 1 1 Sill i Top of i anchor • 1 . I I 1 1 wall to • max Capa- Stud , Nail Edge Sill Block- parallel Top of spc'g / city, ! Nails i Stud Stud ! mat'l / Field Top i plate & ing at framing ; wall to ; . mina wind/ Sheath- or i height, spac'g, Stud (see i spac'g @ 1 Top plate studs unsup- or rim perpen- Bottom Mud sill embed- Call- seis, ing, Sides of screws, max., max., : size, std st'l Stud Plate, splice, w/ edge 1 ported 1 or rim dicular plate to anchor to meet, out Eh, plf min. wall size ft. in. min. specs) I spac'g, in.. min. min. nail'g edges 1 blk'g . framing framing concrete in. 6/6@24 Con't 10 24 2x4 Sawn; 6/12 16 j . sheathing. Con't „J. .. @ 5/8 -bolt Con't 1 +blkg or ; sheathing or 5/8" one, �� sheathing, H2.5 or or 16d @ • . 7/16 either 14 16 2x6 Sawn 6/12@ 16 48" la ' or A34 SDWC- 6" or Titen HD, 1 PW 168/ OSB or side, 8d 2- 2x4 w/ 8- 2x NA 15600, 4.5" SDS w/ 3 72/4 120 plywo- apply 'I 16d o r LTP4 f� 12" wshr. Or. od directly cr 18 12 � 2x6 Sawn ' 6/12 12 at 364, 24 @ @ I MASA or ' to studs • max. See max. See ; See MASAo 22 12 1.75x5.5 LVL 6/12@12 (D1) (1712) (D3) Sim. or 490/ { ' 4/12@16 i 16d @3(same) j (same) (same) 1 2x (same) (same) (same) 1 36/4 2PW 350 (same) (same) (same) (same) 16 (same) (same) i or 12 ! or SDS I i c Headers Default header material is Doug Fir No. 2 or better 2x headers must be in tall orientation with flat 2x nailed at bottom in "L"configuration Default Trimmer, use 1, 2x stud or Simpson LUC hanger, each end. Default King Stud, opening 6-feet wide and less use 1, full height stud each end (plate to plate.) Default King Stud, opening wider than 6-feet, use 2, full height studs each end (plate to plate.) Trimmer, each end King Stud, each Callout Min, use Alt 1 min. use Alt 2 min., use (if blank use default end(if blank use above.) default above.) 20H 2x6, "L"config 4x6 21H 2x10, "L"config 2-2x8 4x8 22H 2-2x10 4x10 23H 3.5x10.5 glulam 5.5x9 glulam 24H 5.5x13.5 glulam 3 Beans Default sawn material is Doug Fir No 2 or better. Default glulam, LVL, PSL materials- see Standard Structural Specs herein. Default LSL is 1.5E, 2,300 psi, min Fb. Default wall connection: 3" bearing in pocket or on plate with min., 2 studs below. Default end post connection: LCE, ACE, EPCZ, ECCQ, or similar. Default corner post connection with mitered beams over: LCE4, LCE4Z, or RTC44. - - - -------- -- ---- Default mid-post connection: LPCZ, PCZ, CCQ, or similar. Default beam to beam connection: HU, HUC, HUCQ or similar. Connector (if blank Callout Min., use Alt 1 min., use Alt 2 min., use Notes use default, above) 30B 5.5x13.5 glulam 31B 5.5x13.5 glulam 2, HGA10 at brng locn's 32B 5.5x13.5 glulam 33B 5.5x10.5 glulam below 32B, — 17' long 34B 4x8 below 30B, —4.5'long 35B 5.5x16.5 glulam 6.75x15 glulam 36B 4x12 3.5x9 glulam 5.5x7.5 glulam 37B 4x10 38B 4x12 6x10 40B 1.75x11.8 LVL 41B 5.2x11..8 PSL 3, 1.7x11.8 LVLs 42B 3.5x11.8 PSL 2, 1.7x11.8 LVLs 43B 3.5x11.8 PSL 2, 1.7x11.8 LVLs 44B 5.5x15 glulam 5.2x14 PSL 45B 1.75x11.8 LVL 46B 5.5x15 PT glulam 47B 1.75x11.8 LVL in add'n to flr joists 664 Posts Default material is Doug Fir No 2 or better. Default bottom connection on plate: 2, FC or 2, A34 with screws, or 4, 16d face nails. Default bottom connection on beam: 2, FC or 2, A34 with screws,or PCZ. Default bottom connection on concrete: PB, or AB, or ABU, or ABW, or CBSQ Alternate bottom connection on concrete: #5 rebar or 5/8" all-thread, epoxy 6" min. into post butt, and 6" min., embed in conc. Conc embed may be wet set or epoxy. Connector (if blank Callout Min., use Alt 1 min., use Alt 2 min., use Notes use default, above) 70P 2-2x4 4x4 71P 3-2x4 • 2-2x6 4x6 72P 3-2x6 6x6 4-2x4 73p 6X6 PT 6x8 cedar Standard Structural Specffkations© Copyright, Tim K. Garrison, P.E. • BASIS OF DESIGN—APPLICABLE CODES: Code.The designs herein are prepared in accordance with the 2015 IBC. Construction shall conform with the most recent building code adopted by the approving jurisdiction. Calculations.The calculations included herein are only those required to ensure compliance with code.We • do not intend to compute every structural element nor every load combination.Much of our analysis is"BI" (By Inspection.) • ABBREVIATIONS: A:Area IEBC:International Existing Building REF:Reference,not actual AC:Asphalt Concrete Code REQ or Reqd:Required BL:By Inspection 1RC:International Residential Code ROW:Right Of Way BRNG:Bearing(wall usually) K:Kip(1,000 lbs.) Rt:Right E:Elastic modulus or Electrical KSI:Kips per Square Inch S:Section modulus ' (E):Existing LVL:Laminated Veneer Lumber SC:See Callout. CCI:ConstructionCale,Inc. LSL:Laminated Strand Lumber SD:Storm Drain CIP:Cast in place concrete Lt:Left SIP:Structural Insulated Panel CMU:Concrete Masonry Unit NA:Not Applicable SK:Sketch CO:Callout or Cleanout NB:Not Bearing SOG:Slab On Grade Cone:Concrete NIC:Not Included SPF:Spruce Pine Fir Cont:Continuous OC:On Center spacing SS:Sanitary Sewer DF:Douglas Fir OSB:Oriented Strand Board STAO:Shear Transfer Around Opening HF:Hem Fir PCF:Pounds per cubic foot SP:SIPs shear wall HVAC:Heating,Ventilation,and Air PLF:Pounds per Lineal Foot TYP:Typical Conditioning Ply:Plywood UNO:Unless Otherwise specified • GW:Gypsum shear wall PSL:Parallel Strand Lumber elsewhere Gyp:Gypsum wall board PSF:Pounds per Square Foot V or v:Shear(lbs)or unit shear(plf GLB:Glulam Beam PSI:Pounds per Square Inch respectively I:Moment of Inertia PT:Pressure Treated with preservative W:Wall,full length IBC:International Building Code PW:Plywood or OSB shear wall WWF:Welded Wire Fabric ICF:Insulated Concrete Form ' RC:Relative Compaction LIMITED SCOPE OF CONSULTANT'S WORK: Consultant.The consultant in responsible charge of the work indicated herein is Tim K. Garrison,P.E., doing business as ConstructionCalc, Inc.,hereafter indicated as"CCI." Scope of Consultant's Work.The scope of work of CCI is limited to structural analysis of a new single- family residence with garage. CCI takes responsibility only for items specifically addressed in our drawings - and calculations. Constructed items not specifically addressed herein shall be built per minimum code. LOADS Following are the loads used for the subject design/analysis: O Roof live: 20 psf. 0 Exterior wall w/cultured stone dead: 25 O Roof+ceiling dead: 15 psf psf. O Roof snow: 25 psf 0 Interior wall dead: 7 psf O Floor live: 40 psf 0 Seismic Factors: Ss= 1.105,.S1=0.438 O Floor dead: 15 psf • 0 Seismic Des Category: "D" O Stairs and exits,residential,live: 40 psf 0 Wind Exposure 'C',3-sec gust: 120 mph. O Deck live: 60 psf 0 Assumed allowable soil bearing pressure: O Deck dead, 2"concrete pavers: 32 psf. 2,000 psf. • 0 Exterior wall dead: 10 psf SINGLE PROJECT: The calculations, drawings,notes, specifications,and/or tables prepared by CCI are valid only for the project indicated herein.These documents are not valid, are not applicable to,and shall not be used for any other project at any other location. COMPETENT CONSTRUCTION PERSONNEL/SAFETY: Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed,and the finished as-built condition of the structure and related systems. MATERIALS AND METHODS: • 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. TEMPORARY SUPPORT AND BRACING: General. Provide adequate temporary support to all walls,roofs,beams, columns, and floors during construction.Design of same is not included herein.Contractor or owner should check all temporary- supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. Retaining Walls. Do not backfill against retaining walls until concrete has cured to at least 2,500 psi(okay to use high early strength admixtures or additional cement in the mix to achieve this).For retaining walls that are to be connected at their top to horizontal floor diaphragms,do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. FOOTINGS,FOUNDATIONS,SLABS ON GRADE: Geotechnical Report: CCI is not aware of a geotechnical report for this project.CCI strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all construction projects. Soils analysis and geotechnical engineering are not a specialty of CCI. CCI depends on others for the provision of soils data,which includes but is not limited to: allowable bearing capacity,liquefaction potential, slope stability, active and passive lateral pressures,internal friction angle,and cohesion. In the absence of a geotechnical report CCI will make assumptions regarding soil parameters,however, CCI takes no responsibility or liability for future settlement, or damage or injury due to earth movement or failure of any kind. Structural Fill: "Structural Fill"shall be granular material conforming to local or state highway specifications for imported road base or sub base; or use sand or other clean granular materials no larger than pea gravel. All structural fill must be compacted per the following section. Compaction:Place all fill materials in lifts not exceeding 8-inches. Compact using mechanical(vibratory or impact)methods. In paved areas and under structures,use structural backfill compacted to 95%relative compaction.In non-paved or non-footing areas use structural backfill or native backfill minus rocks,lumps, and organic matter, compacted to 92%relative compaction. e (distribution boxes,utilityboxes, catch basins,manholes,etc.)use Where pipes enter and exit structures pp structural fill around the structure. Carefully place and compact to 95%relative compaction under and around all pipes. When roots,rocks,or other undesirable materials cause over-excavation,fill over-excavation and compact per the above. • Foundations, Footings on Soil: All footings and foundations to bear on undisturbed existing soil or structural fill.All organic and deleterious material beneath footings and foundations to be removed and replaced with structural fill.Bottom of footings to be below locally prescribed frost zone,not less than 12". Foundations,Footings on Rock: Where footings bear on rock, clean the rock free of loose rock, dirt, moss, debris,or other deleterious substances. Pressure wash as necessary. Use bonding agent prior to pouring concrete on rock. Where rock is sloped less than 4:1 (14-degrees),no dowels into rock are necessary. Where rock is sloped 4:1 (14-degrees) or greater(up to 45-degrees max),use#4 x 18" long dowels rotohammered min., 8" into solid rock. Rotohammered holes to be '/."diameter,perpendicular to face of rock.No epoxy is necessary.Dowels to be located as follows:. O For continuous footings,use dowel within 6"•of ends,corners,and intersections and at 36"OC max spacing.Dowels to be centered on stemwall. O For pad footings larger than 12" square or round, use three dowels spaced 8"apart,centered on footing. If dowel is too long to fit in footing, bend as necessary to provide 2"cover at top and/or side(s). Slabs on Grade. Subgrade below slabs shall be similar to the above.A layer of free draining material and a suitable vapor barrier(designed by others) are recommended for all interior slabs. Footing Drains.Footing drains, with washed drain rock or Mira Drain or equivalent extending to finished grade, shall be provided at the base of all footings and retaining walls which will have earth placed against them. Footing drains shall be 4"perforated pipe routed downgradient to daylight, unless otherwise specified. STANDARD CONCRETE: Standard Concrete. Concrete for footings, slabs, and walls shall attain a minimum 28 day strength of fc= 2,500 psi unless otherwise noted on Plans.Minimum cement content=5 sacks per cubic yard.Maximum water/cement ratio shall be 0.45. All materials shall be in accordance with ACI 318, latest edition.Mixing and placing of all concrete to be in accordance with IBC and ACI 304,latest edition. Admixtures._Industry recognized and approved admixtures affecting set time,flowability,•and/or waterproofing may be used provided the strength and durability of the concrete is not adversely affected. Air Entrainment. Provide 5%air entraining in all concrete exposed to the earth or weather. Fly Ash.High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a corresponding reduction in cement content.Any such concrete shall obtain at least the strength and durability characteristics as Standard Concrete listed above. CONCRETE REINFORCING: Strength: Standard Footings, Stem walls, Slabs on Grade. Reinforcing bars(rebar) for standard footings, stem walls, and slabs on grade shall be grade 40(Fy=40 ksi)or better,unless otherwise specified in the Plans. . Strength: Retaining Walls and other Structural Elements. Reinforcing bars(rebar) for retaining walls retaining more than 4-feet of soil and their footings,and for structural beams, structural columns and the like shall be grade 60 (Fy=60 ksi)unless otherwise specified in the Plans. Splicing,Bending.All reinforcing shall be spliced,detailed,bent, and supported in accordance with the most recent ACI code adopted by the jurisdiction. Welded Wire Fabric. Unless otherwise specified;welded wire fabric(WWF) shall be W2.9, 6"x6"(6 Ga.), ASTM A-185. Splice by lapping one mesh+2" all sides. • Cover. Provide the following minimum cover: Footings and other unformed surfaces,distance from the bar to earth face...3" Formed surfaces in direct contact with earth 2" Surfaces exposed to weather 1-1/2" For slabs on grade, center the reinforcement in the slab unless otherwise specified. BOLTS AND DOWELS IN CURED CONCRETE: General.This section shall apply to bolts and dowels installed in cured concrete using rotohammer techniques. Minimum concrete embedment=4-inches unless otherwise specified.Minimum distance to any edge or end of concrete=3"from hole centerline unless otherwise specified. Existing Reinforcing. It is important that no existing rebars are drilled or cut during rotohammer operations. Location of existing reinforcing bars may be by non-destructive methods(pachometer,radar, or similar). Washers.Use 3"x3"x.229"washers on ail wood mud sill anchor bolts. Such washers may be slotted, with plate washer under the nut as allowed by the IBC.At non-mud sill locations, smaller washers may be used. Use a steel plate or malleable iron washer under nuts and the heads of all bolts that connect wood. Non-Epoxy Systems. Use Simpson Titen HD where shown in the Plans.These anchors may be used to resist tension loads and shear loads. Install per manufacturer's recommendations. Epoxy Systems.For bolts,use Simpson epoxy-tie bolt system with ET-HP or SET high strength epoxy, with zinc plated,A307 'all-thread' bolts as shown in the sketches.For dowels,use ET-HP or SET high strength epoxy and rebar as specified on the Plans and Callouts.Drilling of holes and installation shall be in strict accordance with epoxy manufacturer's recommendation. CONVENTIONAL WOOD FRAMING: General Construction: Predrill all nail holes where required to avoid splitting. Connect all wood members per the Plans and applicable building code.Where Structural Plans do not specifically address a structural element,construct said element per minimum building code. . j Framing Material.All sawn framing lumber,not including beams,posts,and columns, shall be Spruce Pine Fir, Hem Fir, or Douglas Fir-Larch,Number 2 or better,unless otherwise shown.All sawn wood shall have moisture content less than 25%. Studs. Studs in exterior walls shall be a single member(not spliced nor discontinuous)from horizontal diaphragm to horizontal diaphragm(horizontal diaphragms are roofs and floors that connect to exterior walls.)Use balloon framing at stairwells,openings in floor diaphragms, etc. Stud size,material, and maximum length between diaphragms is shown in shear wall table. Beams and Posts.All sawn structural beams,headers, and posts shall be Doug Fir Larch No 2 or better, except where exposed to weather and specified as PT (Pressure Treated)may be Hem Fir No. 2 or better. Glulams,PSLs,LVLs,etc.shall be per Prefabricated Wood Products section below. Nails: Nails called out herein are"common" sizes, i.e. 16d, 12d, 10d, 8d. Smaller diameter, similar length nail gun nails may be substituted provided 50%more nails are used.For example if 8, 16d are called out, the number of similar length .131 diameter nail gun nails required is 8*1.5 = 12.As another example if 16d nails are called out at 4" spacing,the spacing of similar length, narrower nail gun nails shall be 4/1.5 =2.7". Shear Walls: Walls called out as shear walls on the Plan shall be constructed per the Structural Shear Wall Table herein using materials designated for lateral load resistance by nationally-approved manufacturers. All shear walls must be positively connected at top and bottom to diaphragms. Walls not specifically called out, or labled"NS"are not intended as shear walls and shall be built per minimum code. Sheathing. "PW"walls,use_plywood or OSB,minimum thickness and nailing as indicated in Shear Wall Table,.oriented either direction. "GW"walls are drywall shear walls,use per Shear Wall Table. Sheathing Joints.Use blocking behind joints if indicated in the Shear Wall Table.With"PW"and"GW" walls, no sheathing joints are allowed within 2-feet in any direction of a door or window corner. Multiple Ply Members. Trimmers,King Studs, Headers.Where more than one 2x is placed against another and used as a multiple ply king stud,trimmer, or header, connect all plies with 16d at 4"OC, staggered. Beams, Columns. Where more than one 2x,or LVL,or LSL is placed against another and used as a multiple ply beam or column, connect all plies with glue and 2, 16d at 4"spacing. Glue, Epoxy.Where specified,wood glue shall be commercial grade with minimum shear strength of 450 psi at 28 days.Use Liquid Nails LN-940 or similar. Prep and apply per manufacturer's recommendations. Epoxy used with wood dowels or drift pins shall be Simpson ET-HP,or other brand intended for wood use. Wood and dowel shall be clean and dry prior to epoxy installation. Window and Door Openings. Header.Use minimum size as called out on Plans. All headers shall be installed with their tall dimension vertical. If header is less than 3 inches wide(I.E. a single 2x or.single LVL)use a flat 2x nailed to the bottom of header in an"L"configuration with 16d at 4"max spacing. If no header is specified,the wall is assumed non-load bearing and wall top plate may serve as the header. Multiple Adjacent Openings. Where adjacent door or window openings occur in a wall,headers for each opening shall be individual members with full-height king studs between them. Each header shall use the number of king studs specified below or in the Structural Callouts: Trimmers, aka Jack Studs.Use size(or larger)per Structural Callouts. Concealed flange hanger of similar bearing length and capacity may be substituted for trimmer. King Studs.Unless otherwise shown on Plans use the following.These must be full-height,bottom plate to top plate, IE diaphragm to diaphragm. * Opening less than 6' wide—use min., one king stud each end of header. *Opening 6.1' wide to 9' wide—use min.,two king studs each end of header. * Opening 9.1' wide to 16' wide, use min.,three king studs each end of header. Discontinuous Top Plate.Where wall top plates are cut,omitted,or otherwise discontinuous at a header,the end of the header shall be connected to the remaining top plate beyond with a horizontal CS18 strap with minimum 12" length on the header and 12" length on the top plate beyond. Strap may be on top, inside,or outside of wall. Anchor Bolts. Shear wall anchor bolts connecting mud sills,use 5/8"diameter x 8"min embedment at the spacing shown in the Plans but never greater than 60"OC.and within 12"of ends and corners,with 3"x 3"x .229"steel washers, wrench tight. Wet set anchor bolts shall have a hook or head on the embedded end. Rotohammered anchor bolts at the same spacing may be used in lieu of wet set-see specifications in previous section. An alternate to wet-set anchor bolts and washers may be Simpson MASA or MASAP at the same spacing specified for wet set anchor bolts. Non-shear wall anchor bolts shall be spaced a maximum of 72-inches and within 12-inches of ends and corners and shall be fitted with 2"steel plate washers. Use either 1/2"diameter x 8"min embedment wet- set, or 1/2"Titen HD with 4"min embedment. Non-shear wall anchors may be 0.145" diameter powder-actuated pins with 1-1/2"min concrete embedment, at 16" OC,unless otherwise shown. Decks: Joist hangers used at decks shall be connected to all wood members with corrosion-resistant screws, Simpson SD9 or similar. Hangers shall be U or LU only(not LUS.).Ledgers shall be attached with screws or lag bolts per Callouts. All hardware and connectors shall be at least medium-duty corrosion-resistant with galvanizing or similar. Pressure Treated Lumber.Use pressure treated lumber in contact with concrete and/or soil,and when directly exposed to weather.Pressure treating chemicals shall be inert,or otherwise non-reactive with metal connectors (including nails,bolts, framing connectors, etc.)or structural steel members. In certain cases non-pressure treated lumber may butt against concrete.In these cases use a layer of heavy, asphaltic-treated construction paper between wood and concrete. Blocking/Bridging. Provide continuous blocking at all bearing locations.Provide full depth bridging or blocking at 8'OC max.in joist or rafters without continuous plywood diaphragm connection on the top . Framed floors which support posts shall be solidly blocked within the floor cavity to positively transfer post,column, or other concentrated loads through the floor to the supports beneath. Bolts.Unless otherwise specified: Use washers on all bolts;tighten all bolts to a very snug wrench tight condition; use standard A307 bolts; for bolts in wood, drill the same diameter hole as the bolt; for bolts in steel drill holes 1/16" larger than the bolt diameter. Provide the following minimum edge distances between centerline of bolt and all edges of bolted wood,and between centerline of multiple bolts: 5/8 inch diameter bolts 3 inches 3/4 inch diameter bolts 3.75 inches 1 inch diameter bolts 4.75 inches Minimum distance between edge of bolt and any edge of steel plate(angles, gussets,flanges,webs,etc.) shall be one inch. • Engineer shall specifically approve any bolted connection using less edge distance than shown above. Lag Bolts. All lag bolts greater in diameter than 1/4"shall have pilot holes pre-drilled. Size of pilot hole in threaded portion shall be 70%of the unthreaded shank diameter(or alternatively,90%of the root diameter of the threaded portion).Pilot hole diameter of unthreaded portion shall be the same diameter as the unthreaded shank. PRE-FABRICATED FRAMING CONNECTORS: Manufacturer: Simpson brand is specified,however any other nationally recognized brand may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. Installation: The Contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements.The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to.Nails and screws which will be exposed to weather shall be galvanized or stainless steel. If installation risks cracking of wood,contact engineer for alternate nailing and /or alternate connector. • Simpson SDS Wood Screws. Where specified,install per manufacturer's recommendations. In general these do not need pilot holes. However, if wood is old and or very dry pilot holes may be required to avoid. splitting. Use length as specified in Plans but never less than required to ensure full strength. Simpson SD Wood Screws.With most Simpson connectors, Contractor may use SD9 in lieu of 10d nails, and/or SD10 in lieu of 16d nails.These are provided in 1-1/2"and 2-1/2" lengths. Use the length necessary for full penetration into the member(s) connected. PREFABRICATED WOOD PRODUCTS: Prefabricated Trusses.Where shown on the plans, all prefabricated structural roofing members shall be designed by a certified professional engineer.The prefabricated structural roofing designer shall provide to the Contractor stamped design drawings with appropriate notes showing member sizes,forces,installation procedures,blocking,bracing,etc. Engineered Wood—General.These products must be provided, stored,and installed in accordance with manufacturer's recommendations. Failure to do this may void the warranty and diminish load carrying capacity. Any nationally-recognized brand that meets the below specifications is acceptable. I-beam Composite Web/Flange Joist Products.The contractor shall install the I-Joist products complete with web stiffeners and other blocking/bracing as shown on the Plans and/or as recommended by the manufacturer. PSL(Parallel Strand Lumber)and Versa-Lam.Use minimum 2.0E, 2,900 psi minimum allowable bending stress. LVL(Laminated Veneer Lumber).Use minimum 1.9E,2,600 psi minimum allowable bending stress. LSL(Laminated Strand Lumber).Members indicated as 1.5E shall have min., 1.5E modulus of elasticity and 2,300 psi allowable bending stress.Members indicated as 1.3E shall have min., 1.3E modulus of elasticity and 1,700 psi min. allowable bending stress. Glue-Laminated Timbers.Unless otherwise noted,all glulam beams shall be 24F-V4 DF/DF.Any that span continuously over one or more interior supports or are cantilevered,use 24F-V8 DF/DF.Use industrial appearance grade,unless visually exposed to interior living space use architectural appearance grade.. Pressure Treated(PT)glulams shall be not less than 10%weaker than the above in bending, shear, and modulus of elasticity,using suitable wood species for pressure treating. All glulams shall be manufactured by an AITC approved fabricator. Store and install in accordance with . manufacturer's recommendations. Cr 2316 Antone Way Tim K. Garrison, r D.E. Anacortes, WA 98221 Phone: (360)708-1865 Consulting Engineer TimG@Timl<Garrison.com ` ) l 1 I I A T a J _ 0 0 , 1 . 9 AAF.- -c u ___ __, L I s s 4 Structural Strategy Lateral:Garage,analyze as stand-alone. Decks and porch roofs, use diaphragms or x-brace straps to horizontal cantilever t- " — lateral loads back to building. Posts may I- be in in-okay. Type 1PW shear walls have low unit shear n force thus no holdowns required by inspection. Where plate to plate height of shear panel >3.5:1,use shear transfer around opening o rf L_ _ (STAO)and height of opening for aspect _ ratio calc. Use continuous king studs at f - sides of opening and no joints in sheathing [L, within 2'of opening corners to achieve STAO. ( 5 ) Structural Design Loads - IBC 2015 & ASCE 7-10 Seismic Calculations - Per ASCE 7-10 Project Hamlett home Job No t19066 Date 7/22/19 Locationl3929 Rock Ridge Parkway, Anacortes, WA USGS 0.2 Second Response Ss = 1.1.05 % of gravity • USGS 1 .0 Second Response S1 = 0.438 % of gravity No. of stories above ground lev, j Two Stories • • Site Class `.Rock,B • Risk Factor Comm`I,Industrial,Residential-Med Hazard,II V Equiv Lateral Force Method Seis importance, IE = 1 .00 Structural System Bearing wall-wood or light Steel shear wall v .2 sec response, Ss = 1.105 • Ss use for Cs = • 1.105 Is structure regular and 5 stories or less? Yes • Use Ss=1..5 max for Cs calc 1 sec response, Si = 0.438 Site coef, Fa = 1.000 Redundancy factor, p= 1 Site coef, F„ = 1.000 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 = 22 ft 0 - Str factor, C = 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 = 1.105 Height Limit (feet) 65 Spectral accel parameter, SM1 = 0.438 Max. Allowable Story Drift 0.015 hsx or L / 67 Design spectral parameter, Sips = 0.737 0 - Str factor, 00 3.00 Design spectral parameter, SDI = 0.292 Seismic Base Shear, V 0.113 * W I Building period coef, CTs = 0.020 Horizontal Seismic Load Effect, Eh 0.113 * W Approx fundamental period, Ta = 0.203 Vertical Seismic Load Effect, Ev 0.147 * W Upper limit period coef, Cu = 1.408 Seismic Load Effect E = Eh + - Ev 0.26D & -0.034D Building period, use, T = 0.286 LRFD Comb 5 1.347D + Eh + .5L + .2S Csmax = 0.221 LRFD Comb 7 0.753D + Eh Csmin = 0.010 ASD Comb 5 1.103D + .7Eh Seis response coef, Cs = 0.113 ASD Comb 6b 1.074D + .525Eh + .75L + .75S Min diaphragm force, Fpx min = 0.147D ASD Comb 8 0,497D + .7Eh Max diaphragm force, Fpx max = 0.295D Wind Loads Per ASCE. 7-10 - Analytical Procedure Wind Loads On Buildings - MWFRS, Directional Procedure - All Heights ASCE7-10, Chapter 27 • Project • Hamlett home Job No t19066 Date 7/22/19 Building Wind Exposure Exp C-Where exp.B and D don't apply, • • • Enclosure Classification • Enclosed Building(Typical) • 3-Sec Gust, Basic 120 mph • 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, max. 1.00 . /12 Slope 1 0 = 4.8 deg Roof Pitch 2, max. 1.00 /12 Slope 2 0 - 4.8 deg A Mstr - 2012 IBC Loads Calcr 6-6-17 7/22/19 • c " Hill Shape Topographic Factor Not Applicable V LB 1.07 Building Width Perp. To Ridge B = 54 ft • h/L 0.34 Building Length Parallel To Ridge L = 58 ft Gust Effect Factor G = 0.85 Mean Height Of Roof (ft) • hin = 20.0 ft 3-Second Gust Power Law Exponent a = 9.5 • Eave Height (ft) heave = 18.0 ft Normal Ht. Of Atmosp. Bndry Layer zg = 900 ft • Directionality Constant Kd = 0.85 Velocity Press. Exposure Coefficient Kh = 0.902 26.8 ASCE 7 Height of Hill or Escarpment (ft) H = IBC Load Factor for ASD Wind- 1605.3.2 0) = 0.60 • Narrowest Half-Width of Hill at Half-Height (ft) Lh = Topographic Factor Kzt = 1.000 Horiz. Distance From Crest To Bldg. Site (ft). x = Velocity Pressure @ mean roof ht. qh = 28.26 psf Windward Wall Pressures Internal Pressure Elev K Intermed. Windward Value c Wall Internal Pressure 0-15 feet 0.849 15.96 psf 10.85 psf +/- 5.09 psf 15-20 feet 0.902 16.96 psf 11.53 psf 20-25 feet 0.945 17.77 psf 12.08 psf Longitudinal (Parallel To Ridge) 25-30 feet 0.982 18.47 psf 12.56 psf 30-40 feet 1.044 19.62 psf 13.34 psf Leeward Wall Side Walls 40-50 feet 1 .094 20.56 psf 13.98 psf -6.99 psf -10.09 psf 50-60 feet 1 .137 21.37 psf 14.53 psf (Outward) (Outward) 60-70 feet 1.174 22.07 psf 15.01 psf Roof Pressures - 70-80 feet 1.208 22.70 psf 15.44 psf Based On Posn. •Pressure Down Ridge 0 to h/2 -12.97 psf Transverse (Perp. To Ridge) h/2 to h -12.97 psf h to 2h -12.97 psf Leeward Wall Side Walls > 2h -12.97 psf -7.21 psf -10.09 psf (Outward) (Outward) Horiz proj 13.34 psf Slope 1 - 20.5 psf 1.00 / 12 �4r -12.26 psf -10.97 psf -8.03 psf 12.56 psf 19.8 psf 12.08 p§f . +/- 5.09 psf 19.3 psf 1 +l- 5.09 psf 11.53 psf -40, +/- 5.09 psf -7.21 psf 18.7 psf I - --�- gitir.5.09 psf i 10.85 psf • ... . 4 18.1 psf �t // //, /// /1,,'-• I. //ill/,`r//,�-//4,`// 54.00 ft 121.) ,.. . Roof 1 slope: 1:1.2 0.08 rads 4.76 deg . Roof 2 slope: 1:12 0.08 rads 4.76 deg Press, slope 1, roof, horiz proj: 1.9 psf Press, slope 2, roof, horiz proj: 1.9 psf • A Mstr - 2012 IBC Loads Calcr 6-6-17 7/22/19 • ConstructionCalc, Inc • Lateral Load Calculator Job No.: t19066 • Job Name: Hamlett By: tkg Architect/Designer: Sykora Date: 7/22/2019 Building: house+gar • R basic 6.5 rho basic 1.0 • SEISMIC LOAD CALCULATOR Seismic Factor: 0.113 (Basic.Ma Roof Snow 25 psf Fir Storage LL . Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: hse up n- hse up e- gar n-s gar e-w 1-4 hse s w Dim 1 45.00 1140.00 • Dim 2 58.00 1.00 • cv Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Trib Area 2619.0 0.0 1144.0 0.0 0.0 0.0 0.0. 0.0 o• Dead weight,psf.I 15.0 r 15.0 r 15.0 1 15.0 1 15.0 ' 15.0 Ir 15.0 I.r 15.0 I • Seismic factor.I 0.113 I 0.113 I 0.113 0.113 I 0.113 t 0.113 I 0.113 0.113 J Calc'd seis load 4439.3. 0.0 y 1939.0 0.0 0.0 0.0 0.0 0.0 Dim 1 204.00 114.00 98.00 Dim 2 6.00 6.00 11.00 . • m Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Trib Area 1224.0 0.0 684.0 0.0 1078.0 0.0 0.0 0.0 w Dead weight,psf.i 10.0 i 10.0 10.0 1 10.0 1 10.0 i 10.0 ` 10.0 f 10.0 Seismic factor.! 0.113 , 0.113 1 0.113 , 0.113 , 0.113 , 0.113 , 0.113 , 0.113 , Calc'd seis load 1383.1 0.0 772.9 0.0 1218.1 0.0 . 0.0 0.0 Dim 1 17.00 Dim 2 58.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 oo Trib Area 0.0 0.0 0.0 0.0 986.0 0.0 0.0 0.0 . • • Dead weight,psf.! 15.0 r 15.0 15.0 15.0 15.0 15.0- 15.0 1 15.0 Seismic factor.; 0.113 ; 0.113 I 0.113 1 0.113 ! 0.113 I 0.113 ; 0.113 T 0.113 Calc'd seis load 0.0 0.0 0.0 • 0.0 1671.3 0.0 0.0 0.0. Dim 1 17.00 Dim 2 24.00 • Mul factor 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 a Trib Area 0.0 0.0 0.0 0.0 530.4 0.0 0.0 0.0 ci Dead weight,psf.I 32.0 f 32.0 + 32.0 I 32.0 { 32.0 } 32.0 F 32.0 F 32.0 I Seismic factor.! 0.113 L 0.113 y 0.113 I 0.113 1 0.113 : 0.113 t 0.113 y 0.113 i Calc'd seis load 0.0 0.0 0.0 0.0 1917.9 0.0 0.0 0.0 1 Other GLs 5822.4 2711.9 2911.2 • Seismic Applied V 5822.4 5822.4 2711.9 2711.9 7718.5 0.0 0.0 0.0 WIND LOAD CALCULATOR Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: • hse up n- hse up e- gar n-s gar e-w 1-4 hse • 0 0 0 s w Dim 1 • N Dim 2 • Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 Trib Area 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 i2 Wind psf load; 8.0 1 8.0 ! 8.0 1 8.0 1 8.0 ; 8.0 f 8.0 r8.0 Calc'd wind load 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 46.00 58.00 Dim 2 6.50 7.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 A X Trib Area ' 299.0 406.0 0.0 0.0 0.0 0.0 0.0 0.0 w Wind psf load; 19.3 ' 19.3 r 19.3 I 19.3 ' 19.3 ' 19.3 ' 19.3 ' 19.3 I P i L � i t i. I Calc'd wind load 5770.7 7835.8 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 25.00 33.00 22.00 zo Dim 2 6.00 6.00 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 0.0 150.0 198.0 242.0 • 0.0 0.0 0.0 w Wind psf loads 18.1 t 18.1 1 18.1 1 18.1 1 18.1 I 18.1 [ 18.1 L 18.1 1 Calc'd wind load . 0.0 0.0 2715.0 3583.8 4380.2 0.0 0.0 0.0 Other GLs 2885.4 Wind Applied V 5770.7- 7835.8 2715.0 3583.8 7265.6 0.0 0.0 0.0 Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: • hse up n- hse up e- gar n-s gar e-w 1-4 hse 0 0 0 s w Controlling V 5,822 lb 7,836 lb 2,715 lb 3,584 lb 7,719 lb 0 lb 0 lb 0 lb • Controlling Force Type seismic wind wind wind •seismic - - - • II ConstructionCalc, Inc Description: hse up n-s Distribution of Lateral Loads Seismic Adjustments per Grid Total V, unfactored 5,822 lb Building: house + gar R adjust Grid Rho adj Grid Wind or Seis control? (w or e) seismic - Total V, factored 4,076 lb • Adjst'd multiplier - - Grids 1-4 5-8 _ Percentage V 50% 50% 0% Leftover V/grid 2,038 lb 2,038 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 4,076 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 2.1 If 2.1 If 4.0 If 2.0 If . 2.0 If 12.2 If 167 plf 2PW 4.5 If 4.0 If 4.0 If 4.5 If 4.5 If 4.5 If 26.0 If 78 plf 1 PW Description: hse up e-w Seismic Adjustments per Grid Total V, unfactored 7,836 ib • R adjust Grid Rho adj Grid Wind or Seis control? (w or e) wind _ Total V, factored 4,701 lb Adjst'd multiplier - - Grids a-c d-f Percentage V 50% 50% 0% Leftover V/grid 2,351 lb 2,351 lb 0 lb 0 lb 0 lb 0 lb 0 lb . 0 lb 0 lb - 4,701 lb Sum check OK Min. Grid • Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 • Pnl 9 Pnl 10 Sum Eh PW use 18.5 If 11.5 If 8.0 If 4.0 If 42.0 If 56 plf 1 PW • 3.5 If 5.5 If 3.5 If 5.0 If 4.0 If 3.0 If 24.5 If 96 plf 1 PW Description: gar n-s Seismic Adjustments per Grid Total V, unfactored 2,I i 5 lb R adjust Grid Rho adj Grid Wind or Seis control? (w or e) wind -M Total V, factored 1,629 lb Adjst'd multiplier - - Grids 9 10 Percentage V 50% 50% _ 0% Leftover V/grid 815 lb 815 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 1,629 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 PnI 5 PnI 6 Pnl 7 PnI 8 Pnl 9 Pnl 10 Sum Eh PW use 16.0 If 12.4 If 28.4 If 29 plf 1 PW 4.0 If 4.0 If 8.0 If 102 plf 1 PW • Description: gar e-w Seismic Adjustments per Grid Total V, unfactored 3,584 lb -R adjust Grid Rho adj Grid Wind or Seis control? (w or e) wind Total V, factored 2,150 lb • Adjst'd multiplier - - Grids a d Percentage V 50% 50% 0% Leftover V/grid 1,075 lb 1,075 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 2,150 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 PnI 8 Pnl 9 Pnl 10 Sum Eh PW use 6.0 If 6.0 If 12.0 If 90 plf 1 PW 4.8 If 4.8 If 3.5 If 13.1 If 82 plf 1 PW Description: 1-4 hse Seismic Adjustments per Grid Total V, unfactored 7,7'i 9 lb _ R adjust Grid Rho adj Grid Wind or Seis control? (w or e) seismic Total V, factored 5,403 lb Adjst'd multiplier - - Grids 1-4 Percentage V 100% 0% Leftover V/grid 5,403 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 5,403 lb Sum check OK Min. Grid • -Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 4.5 If 4.5 If 2.5 If 2.5 If 3.2 If 3.2 If 4.5 If 24.9 If 217 plf 2PW Uplift Calculator Panel I.D. 1 Unit lateral load,factored, Eh, plf 217 plf UpliftRange Panel horiz. length, ft. 3.2 ft Panel ht. (mom-arm), ft. 7.0 ft Add'l uplift from upper story, Lt. end, lb Add'I uplift from upper story, Rt. end, lb Dead point load at Lt. end, lbs. 1,000 lb Dead point load at Rt. end, lbs. 800 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 400 plf Uplift Lt. end, ASD comb 7, 8 -465 lb #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! Uplift Rt. end,ASD, comb 7, 8 -345 lb #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! • • fi 1- `" ProBeam Tim Garrison, P.E. taC.3NS RU+CT(ON ALC • . • aw z3 .^ts 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 t19066 Spans and Supports(Note,pitch and fixity,if any,not shown) ` Member I.D. 22h Other Info. 7122/19 t 2 3 4 5 6 Type? Simple span,fully braced v Left Cantilever . Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 5.00 ft • 5.00 ft • Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal: L/360&L/240 v 360 = 0.17 in Total, L/ 240 = 0.25 in N/A = 0.00 in Total, Li N/A = 0.00 in . Pitch if Member Being Designed is Sloped; 0.0 :12 Mem True Len: 5.00 ft Add Self Weight? Yes-Self weight will be added to applied DL V I Loads: . Point Loads Measured from left end of member. Member Total Length= 5 ft. Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15 psf 25 psf 19.00 ft 4.00 ft • - 1,140 lb 1,900 lb 2.50 ft Point Load 2 20 psf 15 psf 25 psf - - - Point Load 3 - 10 psf - - - Point Load 4 • • . Point Load 5 - Loads . - • Point loads are 1/10 scale , 300 - • 200 - • - • 100 0 - - - — -- -100 1 2 3 4 5 6 4x And Smaller (Lumber) Calc'd Member Results For(2) 2 x 10 Solutions Using Self Weight of Sawn (2) 2 x 10, 7.1 plf . (2)2 x 10 _ Load Duration ' Snow: 1.15 v I % Overdesign - 1 (4) 2 x 8 Moisture : Medium Dry-18% -' I , Douglas Fir-Larch !v Repetitive Use? No V Pos Bending 6.2% • (2) 2 x 10 3 x 12 Press Treated'? No,Not P.T. V I ! No.2 - v Flat Use? No V Neg Bending NA . (3) 2 x 8 4 x 10 Temp Cond. 100 deg F&less Fb Pos 1,138 psi Fv 207 psi Shear 149.0% Fb Neg 1,126 psi Fcp 625 psi Span(s) Defl'n 474.4% Allow Pos Mom 4,058 ft-lb 1197.86 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -4,014 ft-lb E 1,600 ksi Calc'd member OK by: 6.2% Allow Shear 3,830 lb El 316,581 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 7.09 plf Cond's Of Use: Load Duration:1.15-Snow For(2)2 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 1,538 lb 1,538 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 588 lb 588 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 0.250 in 0,250 in 0.250 in . Max Dn Defl - -0.044 in - - - Allowed 0.250 in 0.250 in 0.250 in ProBeam v7 WC 5-23-19 Tim Garrison, P.E. .0. I 'RUCTION ALC"'' ProBeam • i zu.1 `z;'r,g a< 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 • t19066 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 23H ,k U Other Info. 7/22/19 6 1 2 3 4 5 6 7 8 Type? Simple span,fully braced w , Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length . Lenth of Spans: 8.00 ft 8.00 ft • Allowable Deflection, Main Spans Live Only, L/ Extra Stiff: L/600&L/480 9, . • 600 = 0.16 in Total, L/ 480 = 0.20 in N/A = 0.00 in Total, LI N/A = 0.00 in • Pitch if Member Being Designed is Sloped: 0.0 :12 Mem Truel Len: 8.00 ft ' Add Self Weight? . Yes-Self weight will be added to applied DL _VJ I Loads: Point Loads - . II Measured from left end of member. Member Total Length =8 ft. - Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15 psf 25 psf 18.00 ft 4.00 ft - 1,080 lb 1,800 lb 6.70 ft Point Load 2 20 psf 15 psf 25 psf 17.50 ft 4.00 ft - 1,050 lb 1,750 lb 3.50 ft Point Load 3 - 10 psf • - - - Point Load 4 • 1 Point Load 5 • I Loads Point loads are 1/10 scale 200 100 - I . . 0 - 0 1 2 3 4 5 6 7 8 9- -100 - Glu Lam Calc'd Member Results For 5.5 x 9 • Solutions Using Self Weight of Glulam 5.5 x 9, 12.7 plf Misc manufacturers 'v Load Duration %Overdesign 2.5 x 10.5 5 x 9 8.75 x 9 Moisture Medium Dry- 18% V ' 5.5 x 9 . I V I Snow: 1.15- Pos Bending 136.0% 3 x 10.5 5.5 x 9 Press Treated? No,Not P.T. V I 4F v4,DF/DF _ _ V I Neg Bending NA . 3.5 x 10.5 6.75 x 7.5 Temp Cond. 100 deg F&less Y I Fb Pos 2,760 psi Fv 305 psi - Shear 172.7% - 1 Fb Neg 2,112 psi Fcp 650 psi Span(s) Defl'n 57.1% Allow Pos Mom 17,076 ft-lb 1334.13 in"4 Cantilever(s) Defl'n NA Allow Neg Mom -13,069 ft-lb E 1,800 ksi Calc'd member OK by: 57.1% Allow Shear 10,057 lb El 601,425 ksi Controlling criteria is: Defl -Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 12.66 plf Cond's Of Use: Load Duration:1.15-Snow For 5.5 x 9 1.50 in 1.50 in - - 1 Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 - Support 2 Support 3 Support 4 Max Total 2,094 lb 3,688 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 817 lb 1,414 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 - -0.127 in - - - Allowed 0.200 in 0.200 in 0.200 in . ProBeam v7 WC 5-23-19 • . (O • c ",1 ProBeam Tim Garrison, P.C. C S IRUCTiON ALC . ': -. . mr-nriunzarn 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 t19066 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D.. 24h Other Info. 7/22/19- b 2 4 3 8 to t2 14 . 16 18 20 Type? Simple span,fully braced • 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, L/ Code Minimum-Normal: L/360&L/240 v • 360 = 0.60 in Total, L/ 240 = 0.90 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: 18.00 ft Add Self Weight'? Yes-Self weight will be added to applied DL V j Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? 'Yes ® Roof Pitch 1 1.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 14.50 ft - 218.3 lb/ft 362.5 lb/ft Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 60 psf 10 psf - - Uniform Ld. 4 163 psf 15 psf - - Uniform Ld. 5 10 psf - - Tot Unif Load - 218.3 lb/ft 362.5 lb/ft • Loads Point loads are 1/10 scale 800 - 600 400 200 0 Lam_. -200 (4 2 1 . 6 8 1-9 12 14 16 18 20 Glu Lam Calc'd Member Results For 5.5 x 13.5 . Solutions Using Self Weight of Glulam 5.5 x 13.5, 19 plf Misc manufacturers . Load Duration %Overdesign 2.5 x 16.5 5 x 13.5 ' 8.75 x 12 Moisture Medium Dry-18% 5.5 x 13.5 Snow: 1.15 r Pos Bending 58.0% . 3 x 16.5 5.5 x 13.5 Press Treated? , No,Not P.T. 24F-V4,DF/DF . Neg Bending NA • 3.5 x 15 6.75 x 12 Temp Cond. 100 deg F&less . Fb Pos 2,756 psi Fv 305 psi • Shear - 179.5% Fb Neg 2,055 psi Fcp 650 psi Span(s) Defl'n 29.0% Allow Pos Mom 38,370 ft-lb 11127.67 in^4 Cantilever(s) Defl'n NA • Allow Neg Mom -28,605 ft-lb E 1,800 ksi Calc'd member OK by:. 29.0% • . Allow Shear 15,085 lb. El 2,029,809 ksi Controlling criteria is: Defl -Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 18.98 plf Cond's Of Use: Load Duration:1.15-Snow For 5.5 x 13.5 1.51 in 1.51 in • - - Reactions Support 1 Support 2 Support.3 Support 4 Moments - Support 1 Support 2 Support 3 Support 4 Max Total 5,398 lb 5,398 lb - - 0 ft-lb 0 ft-lb Oft-lb 0 ft-lb Min Total 2,135 lb 2,135 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 0.900 in 0.900 in 0.900 in Max Dn Defl - -0.698 in - - - • Allowed 0.900 in 0.900 in 0.900 in • • ProBeam v7 WC 5-23-19 4, i ProBeam Tim Garrison, P.E. (2,NS RUCTION CALC w's.._erii.•OW r'Zntiir z 9:i>!114 a'« °i*k t.r,. 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 t19066 • Spans and Supports(Note, pitch and fixity, if any, not shown) Member I.D. 30b-32b worst case Other Info. • • 7/22/19 - - -- Type? Cantilever(s), multiple spans, fixity, or not braced _ W 5 10 15 20' • 25 • 30 35 Cantilevers? Right Cantilever w Number of Main Spans One Main Span V V . Fix Left End of Main Span? No, Leave it Pinned - _j Fix Right End of Main Span? NA- Right End Is Cantilever _v . Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 20.00 ft 9.00 ft 29.00 ft • Top of Beam Lateral Support continuous - _ - Top of Beam, Max Unbraced Length • 0.10 ft Bottom of Beam Lateral Support At Supports Only - - V! Bottom of Beam, Max Unbraced Length 20.00 ft Allowable Deflection, Main Spans Allowable Deflection, Cantilevers Live Only, U Code Minimum Normal: L/360&L/240 J Live Only, U Code Minimum - Normal: L/720&L/480 v 360 = 0.67 in Total, U 240 = 1.00 in 720 = 0.15 in Total, U 480 = 0.23 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 29.00 ft . . Add Self Weight? Yes- Self weight will be added to applied DL VJ . Loads: - Uniform Loads Over Full Length of Member - . • Loads From Continuous Member? No Increase Roof DL for pitch? Yes -i v Roof Pitch [ 1.0 :12 Live Dead Snow Trib. Width Live . Dead Snow - Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 4.00 ft - .. 60.2 lb/ft 100.0 lb/ft Uniform Ld. 2 40 psf 15 psf - - • Uniform Ld. 3 60 psf 10 psf - - ' Uniform Ld. 4 163 psf 15 psf - • - Uniform Ld. 5 10 psf - - ' Tot Unif Load - 60.2 lb/ft 100.0 lb/ft Loads Point loads are 1/10 scale • 200 . • • 150 100 50 1 0 L. --- - -- -50 i 5 19 15 • 29 26 - 30 3s Glu Lam Calc'd Member • Results For 5.5 x 13.5 Solutions Using Self Weight of Glulam 5.5 x 13.5, 19 plf Misc manufacturers w Load Duration % Overdesign 2.5 x 19.5 5 x 15 . 8.75 x 12 1 Moisture Medium Dry - 18% V 5.5 x 13.5 _- _ V _- Snow: 1.15-- I V Pos Bending 574.2% 3 x 18 5.5 x 15 Press Treated? No, Not P.T. V 24F-V4, DF/DF V Neg Bending 291.6% 3.5 x 16.5 6.75 x 13.5 Temp Cond. 10o deg F&less w Fb Pos 2,760 psi Fv 305 psi Shear 600.1% Fb Neg .2,041 psi Fcp 650 psi Span(s) Defl'n 501.7%., Allow Pos Mom 38,419 ft-lb 11127.67 inA4 Cantilever(s) Defl'n -9.2% . Allow Neg Mom -28,419 ft-lb E 1,800 ksi Calc'd member FAILS by: -9.2% Allow Shear 15,085 lb El 2,029,809 ksi Controlling criteria is: Defl - Cantivr • Req'd Bearing Support 1 Support 2 . Support 3 Support 4 Self Wt 18.98 plf For 5.5 x 13.5 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 1,429 lb . 3,767 lb - - 0 ft-lb -3,207 ft-lb 0 ft-lb 0 ft-lb . Min Total 632 lb 1,665 lb - - 0 ft-lb • -7,257 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 - - 0.009 in Allowed 1.000 in , 1.000 in 1.000 in Max Dn Defl - -0.166 in - - -0.038 in • Allowed 1.000 in 1.000 in 1.000 in ProBeam v7 WC 5-23-19 610 `" ProBeam Tim Garrison, P.E. . ', ,d ISi.RI-IL 1 loN ALC 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 t19066 • Spans and Supports(Note, pitch and fixity,if any,not shown) Member I.D. 33b rev 3/19/20. Other Info. 3/19/20. . 2 4 6 8 10 12 14 16 1 Type? Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 16.50 ft 16.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L/240 V • 360 = 0.55 in Total, L/ 240 = 0.83 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: 16.50 ft Add Self Weight? Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member -- Loads From Continuous Member? No v. Increase Roof DL for pitch? Yes .. Roof Pitch 1 3.0 :12 I Live Dead Snow Trib. Width Live Dead Snow • Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 8.00 ft - 123.7 Ib/ft 200.0 lb/ft • Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 50 psf 15 psf - - Uniform Ld. 4 60 psf 10 psf - - Uniform Ld. 5 10 psf 2.00 ft - 20.0 lb/ft • Tot Unif Load - 143.7 lb/ft 200.0 lb/ft Loads Point loads are 1/10 scale 400 • 200 0 ,. L\ 2 4 6 8 10 12 14 16 18 -200 Glu Lam Calc'd Member Results For 5.5 x 10.5 Solutions Using Self Weight of Glulam 5.5 x 10.5, 14.8 plf Misc manufacturers 'v Load Duration % Overdesign 2.5 x 13.5 5.125 x 10.5 8.75 x 9 Moisture Medium Dry-1.8% V 5.5 x 10.5 . Snow: 1.1.5 v Pos Bending 90.5% • 3.125 x 12 5.5 x 10.5 Press Treated? No,Not P.T. V 24F-V4, DF/DF v Neg Bending NA 3.5 x 12 6.75 x 9 Temp Cond. 100 deg F&less v Fb Pos 2,760 psi Fv 305 psi Shear 296.7% Fb Neg 2,127 psi Fcp 650 psi Span(s) Defl'n 31.8% Allow Pos Mom 23,242 ft-lb 1530.58 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -17,916 ft-lb E 1,800 ksi Calc'd member OK by: 31.8% Allow Shear 11,733 lb El 955,041 ksi Controlling criteria is: Defl -Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 14.76 plf Cond's Of Use: Load Duration:1.15-Snow For 5.5 x 10.5 1.50 in 1.50 in - - i . Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,957 lb 2,957 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,307 lb 1,307 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 0.825 in 0.825 in 0.825 in Max Dn Defl - -0.626 in - - - Allowed • 0.825 in 0.825 in 0.825 in • ProBeam v7 WC 5-23-19 6 it . Tim Garrison, P.E. - • AS . Rt.ICTION AL 'ProBeam 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 . . t19066 Spans and Supports(Note, pitch and fixity, if any. not shown) Member I.D. 35b • • Other Info. 7/22/19 o- 5 10 tS fit) 5 . Type? Simple span, fully braced . • , . Left Cantilever Span 1 Span 2 Span 3 Right Cantilever . Tot Member Length . Lenth of Spans: 22.00 ft 22.00 ft Allowable Deflection, Main Spans Live Only, U Code Minimum - Normal: L/360&L/290 - - _ 1 360 = 0.73 in Total, L/ 240 = 1.10 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: 22.00 ft --I Add Self Weight? Yes-Self weight will be added to applied DL • 1 Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No_ _ _'�1 . ' Increase Roof DL for pitch? Yes I Roof-Pitch 1 1.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 10.00 ft - 150.5 lb/ft 250.0 lb/ft Tot Unif Load - 150.5 lb/ft 250.0 lb/ft Partial Distributed Loads (Uniform or Trapezoidal) • Measured from left end of member. Member Total Length = 22 ft. Start Start End End . • Live Dead Snow Trib.Width Location • Trib. Width Location Roof 20 psf 10 psf 25 psf 4.00 ft 4.10 ft 4.00 ft 16.00 ft Point Loads . • Measured from left end of member. Member Total Length = 22 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15 psf 25 psf 3.50 ft 10.00 ft - 525 lb 875 lb 4.00 ft Point Load 2 20 psf 15 psf 25 psf 3.50 ft 11.00 ft • - 578 lb 963 lb 16.00 ft Loads Point loads are 1/10 scale 600 400 • 200 - Q 4 d - . • -200 5 10 - 15 • 20 25 Glu Lam Calc'd Member Results For 5.5 x 16.5 Solutions Using Self Weight of Glulam 5.5 x 16.5, 23.2 plf Misc manufacturers , V I Load Duration %Overdesign 2.5 x 21 5 x 16.5 8.75 x 13.5 Moisture Medium Dry- 18% V 5.5 x 16.5 V Snow: 1.15 • Pos Bending 38.8% 3 x 19.5 5.5 x 16.5 Press Treated? No, Not P.T. V 24F-V4, DF/DF V Neg Bending NA 3.5 x 19.5 6.75 x 15 Temp Cond. 100deg F&less j Fb Pos 2,648 psi Fv 305 psi Shear 158.5% Fb Neg 1,981 psi Fcp 650 psi Span(s) Defl'n 16.4% Allow Pos Mom 55,064 ft-lb 12058.89 in^4 • Cantilever(s) Defl'n NA Allow Neg Mom -41,192 ft-lb ' E 1,800 ksi Calc'd member OK by: 16.4% Allow Shear 18,437 lb El 3,706,003 ksi Controlling criteria is: Defl - Span Req'd Bearing Support 1 Support 2 Support 3 Support 4. Self Wt 23.20 plf For 5.5 x 16.5 Cond's Of Use: Load Duration:1.15-Snow 1.99 in 1.90 in - - • Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 7,131 lb 6,797 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 2,757 lb - 2,644 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 1.100 in 1.100 in 1.100 in • . Max Dn Defl - . -0.945 in - - - • Allowed 1.100 in 1.100 in 1.100 in ProBeam v7 WC 5-23-19 . • ` �" `;� ProBeam Tim Garrison, P.E. CAS RUCTION C ALC . wirmin,:o.W:ats 7'_fi*R ,E44Jh-. -''u tp.j 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 t19066 Spans and Supports(Note, pitch and fixity. if any, not shown) Member I.D. 360 " L ' Other Info. 7/22/19 2 4 . 6 8 10 1 Type? Simple span, fully braced V I • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length - Lenth of Spans: 11.00 ft 11.00 ft • • Allowable Deflection, Main Spans Live Only, U Code Minimum - Normal: L/360&L/240 v 360 = 0.37 in Total, U 240 = 0.55 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: 11.00 ft Add Self Weight? Yes - Self weight will be added to applied DL . V Loads: • Uniform Loads Over Full Length of Member - Loads From Continuous Member? .N0 . _7J Increase Roof DL for pitch? _Yes __ v 1 Roof Pitch I 1.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf . 15 psf 25 psf 10.00 ft - 150.5 lb/ft 250.0 lb/ft Tot Unif Load - 150.5 lb/ft 250.0 lb/ft - • Loads . Point loads are 1/10 scale • 600 • 400 200 0 , . ' -- - -200 2 _ 4 6 8 10 1,2 - 4x And Smaller(Lumber) Calc'd Member Results For 4 x 12 . Solutions Using Self Weight of Glulam 5.5 x 7.5, 10.5 plf _4 x 12 VI Load Duration Snow: 1.15 V % Overdesign - (4) 2 x 10 Moisture Medium Dry- 18% V Douglas Fir-Larch_ _ _ v. Repetitive Use? No v Pos Bending 12.6% (2) 2 x 14 3 x 16 Press Treated? No, Not P.T. V No. 2_- -- V Flat Use? No V 1 Neg Bending NA • (3) 2 x 12 4 x 12 Temp Cond. ioo deg F&less V Fb Pos 1,138 psi Fv 207 psi Shear 140.3% • Fb Neg 1,108 psi Fcp 625 psi Span(s) Defl'n 169.9% Allow Pos Mom 7,003 ft-lb 1415.28 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -6,819 ft-lb E 1,600 ksi . . Calc'd member OK by: 12.6% 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 Cond's Of Use: Load Duration:1.15-Snow For 4x 12 1.50 in 1.50 in - i. Glu Lam Calc'd Member Results For 5.5 x 7.5 Solutions Using Self Weight of Glulam 5.5 x 7.5, 10.5 plf Misc manufacturers J Load Duration % Overdesign 2.5 x 9 5 x 7.5 8.75 x 9 Moisture Medium Dry- 18% v 1 !5.5 x 7.5 Snow: 1.15 V Pos Bending 90.7% 3 x 9 5.5 x 7.5 Press Treated? No, Not P.T. _ V 24F-V4, DF/DF - V Neg Bending NA 3.5 x 9 6.75 x 7.5 Temp Cond. 100 deg F&less V j Fb Pos 2,760 psi Fv 305 psi • Shear 270.7% Fb Neg 2,110 psi Fcp 650 psi Span(s) Defl'n 41.4% Allow Pos Mom 11,858 ft-lb 1193.36 inA4 Cantilever(s) Defl'n NA , Allow Neg Mom -9,065 ft-lb . E 1,800 ksi Calc'd member OK by: 41.4% Allow Shear 8,381 lb El 348,047 ksi Controlling criteria is: Defl - Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 10.55 plf Cond's Of Use: Load Duration:1.15-Snow For 5.5 x 7.5 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 2,261 lb 2,261 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 886 lb 886 lb - - 0 ft-lb 0 ft-lb Oft-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 0.550 in 0.550 in 0.550 in Max Dn Defl - -0.389 in - - - Allowed 5 0.550 in 0.550 in 0.550 in • ProBeam v7 WC 5-23-19 �' ProBeam Tim Garrison, P.E. Lit-IS ': RUCTION C ALC 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 t19066 Spans and Supports (Note, pitch and fixity, if any, not shown) ' Member I.D. 37b Other Info. • 7/22/19 A b 2 4 8- 8 10 12 14 Type? Simple span, fully braced -•--1 • 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, U Code Minimum- Normal: L/360& L/240 • j • • 360 = 0.40 in Total, U - 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 ' 'V • . • Loads: • - Uniform Loads Over Full Length of Member . Loads From Continuous Member? No __-_ Increase Roof DL for pitch? Yes _ w 1 Roof Pitch I 1.0 :12 Live Dead - Snow. Trib. Width Live Dead Snow - Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 6.00 ft - • 90.3 lb/ft 150.0 lb/ft Tot Unif Load - 90.3 lb/ft 150.0 lb/ft Loads Point loads are 1/10 scale . 300 200 . 100 • 0 -- Il° -100 2 4 6 8 10 12 14 4x And Smaller(Lumber) Calc'd Member - Results For 4 x 10 Solutions Using Self Weight of Sawn 6 x 10, 13 plf .4 x 10 _ V Load Duration ,Snow: 1.15 V % Overdesign - (4) 2 x 8 Moisture Medium Dry- 18% 1 : Douglas Fir-Larch __ _ • Repetitive Use? No • I Pos Bending 15.4% (2) 2 x 12 3 x 12 Press Treated? No, Not P.T. V No. 2 • Flat Use? No : V Neg Bending NA (3) 2 x 10 4 x 10 Temp Cond. too deg F&less • Fb Pos 1,242 psi . Fv 207 psi Shear 199.5% Fb Neg 1,210 psi Fcp 625 psi Span(s) Defl'n , 49.6% Allow Pos Mom 5,165 ft-lb 1230.84 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -5,033 ft-lb E 1,600 ksi Calc'd member OK by: 15.4% 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 - - 6x And Larger(Timber) • Calc'd Member Results For 6 x 10 Solutions Using Self Weight of Sawn 6 x 10, 13 plf 6 x 10 1 Load Duration snow: 1.15 - , • % Overdesign 6 x 10 12 x 12 Moisture Medium Dry- 18% • Douglas Fir- Larch -- _ • Repetitive Use? No . • I Pos Bending 47.0% 8 x 8 14 x 14 Press Treated? No, Not P.T. •1 WWPA- No. 2 Flat Use? No •J Neg Bending NA 10 x 10 16 x 16 Temp Cond. 100 deg F&less Fb Pos 1,006 psi Fv 196 psi Shear 344.6% Fb Neg 998 psi Fcp 600 psi Span(s) Defl'n 91.1% Allow Pos Mom 6,576 ft-lb 1362.75 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -6,523 ft-lb E 1,300 ksi Calc'd member OK by: 47.0% 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 For6x10 1.50 in 1.50 in - 1 • , Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,492 lb 1,492 lb - - - 0 ft-lb O ft-lb O ft-lb O ft-lb Min Total 592 Ib 592 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 0.600 in 0.600 in 0.600 in Max Dn Defl - -0.314 in - - - - Allowed 0.600 in 0.600 in 0.600 in ProBeam v7 WC 5-23-19 • ProBeam`: Tim Garrison, P.E. dJS RUCTION ALC :avyo _rhi,au..i41IA* .-I'nd ; tr 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 t19066 Spans and Supports(Note, pitch and fixity, if any, not shown) ' Member I.D. 38b . Other Info. - . 7/22/19 b 2 4 6 8 t6 1-2 t4 t6 Type? Simple span, fully braced v , . • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length • Lenth of Spans: - 14.00 ft - 14.00 ft • Allowable Deflection, Main Spans - - . 1. Live Only, L/ Code Minimum- Normal: L/360&L/240 . ; 360 = 0.47 in Total, U 240 = 0.70 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: 14.00 ft Add Self Weight? Yes Self weight will be added to applied DL V i Loads: - - Uniform Loads Over Full Length of Member - . Loads From Continuous Member? No - . Increase Roof DL for pitch? Yes . Roof Pitch I 1.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 6.00 ft - 90.3 lb/ft 150.0 lb/ft Tot Unif Load - 90.3 lb/ft 150.0 lb/ft Loads Point loads are 1/10 scale - . 300 • 200 100 - / . - 0 - -100 2 4 - 6 8 10 12 • 14 16 • 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 12 - ; v Load Duration i Snow: 1.15 ; V % Overdesign - (4) 2 x 10 Moisture Medium Dry - 18% V I ^Douglas Fir-Larch v Repetitive Use? i No v Pos Bending ' 14.2% (2) 2 x 14 3 x 16 Press Treated? No, Not P.T. 'No. 2 v Flat Use? 'No ' ' V i Neg Bending NA -(3) 2 x 12 4 x 12 Temp Cond. ; too deg F&less i V Fb Pos 1,138 psi Fv 207 psi ' Shear 210.0% Fb Neg 1,095 psi Fcp 625 psi Span(s) Defl'n 114.9% • Allow Pos Mom 7,003 ft-lb 1415.28 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -6,736 ft-lb E 1,600 ksi Calc'd member OK by: 14.2% 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 Cond'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 V i Load Duration Snow: 1.15 V % Overdesign 6 x 10 12 x 12 Moisture Medium Dry_ _18% V Douglas Fir.- Larch _ v I Repetitive Use? No V I Pos Bending 7.2% 8 x 10 14 x 14 Press Treated? No, Not P.T. V WWPA-,No. 2 _ v Flat Use? No I V Neg Bending NA / 10 x 10 16 x 16 Temp Cond. ioo deg F&less , V i . Fb Pos 1,006 psi Fv 196 psi • Shear 278.3% Fb Neg 996 psi • Fcp 600 psi Span(s) Defl'n 52.5% . Allow Pos Mom 6,576 ft-lb 1362.75 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -6,512 ft-lb E 1,300 ksi Calc'd member OK by: 7.2% . 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 • For 6 x 10 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 1,753 lb 1,753 lb - - Oft-lb 0 ft-lb 0 ft-lb Oft-lb Min Total . 703 lb 703 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 0.700 in 0.700 in 0.700 in Max Dn Defl - -0.326 in - - - • Allowed 0.700 in 0.700 in 0.700 in • ProBeam v7 WC 5-23-19 • Tim C arrison P.E. • r.."., , . .. RucTioNi C ProBeam -::t7:-:.:;.:t.s.:.ti.• saiitLYs �:a�' .i'�115:ui3.1t 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 t19066 Spans and Supports(Note, pitch and fixity. if any, not shown) Member I.D. 40b. se' Other Info. 3/19/20 W. 2 4 6 8 to 12 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? No _w_ Increase Roof DL for pitch? Yes _ ® Roof Pitch i 3.0 :12 f Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 0.00 ft - - - Uniform Ld. 2 - 40 psf 15 psf 1.30 ft 52.0 lb/ft 19.5 lb/ft Uniform Ld. 3 50 psf 15 psf - - Uniform Ld. 4 60 psf 10 psf - - Uniform Ld. 5 10 psf - - Tot Unif Load 52.0 lb/ft 19.5 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 40 psf 25 psf - 3.00 ft 3.50 ft 420 lb 263 lb - 6.50 ft Loads Point loads are 1/10 scale • 100 50 L • 0 2 4 6 8 10 12 14 -50 • • Engineered Lumber Calc'd Brand Trus Joist - Results For 1.75 x 11.875 2.0E Solutions Using Self Weight of Engrd 1.75 x 11.875 2.0E LVL, 5.3 plf Calc'd Member 1.75 x 11.875 2.0E LVL - V LVL 3:5 x 7.25 1.3E LSL 3.5 x 20 2.2E PSL Load Duration Live: 1.00 V % Overdesign 1.75 x 9.25 1.55E LSL 7 x 20 2.2E PSL Repetitive Use? No V Pos Bending 161.9% 3.5 x 9.251.55E LSL - Fb Pos 2,598 psi Fv 285 psi Neg Bending NA 1.75 x 9.25 2.0E LVL - Fb Neg 2,598 psi Fcp 750 psi Shear 375.4% (2) 1.75 x 7.25 2.0E LVL 3.5 x 9.25 Plus PSL, Lev1 Allow Pos Mom. 8,905 ft-lb • E 2,000 ksi Span(s) Defl'n 276.4% . (3) 1.75 x 5.5 2.0E LVL 5.25 x 9.25 Plus PSL, Levi Allow Neg Mom. -8,905 ft-lb El 488,413 ksi Cant(s) Defl'n NA (4) 1.75 x 5.5 2.0E LVL 3.5 x 9.25 Plus PSL, Lev2 Allow Shear 3,948 lb Calc'd member OK by: 161.9% 3.5 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL, Lev2 1244.21 in^4 Controlling criteria is: Pos Bending 5.25 x 9.25 2.0E PSL 3.5 x 9.25 Plus PSL, Lev3 Self Wt 5.31 plf Cond's Of Use: Load Duration:1.0-Live 7 x 9:25 2.0E PSL 5.25 x 9.25 Plus PSL, Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 1.75 x 11.875 2.0E LVL 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 774 lb 831 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb • Min Total 269 lb 291 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 - -0.159 in - - - • Allowed 0.600 in 0.600 in 0.600 in ProBeam v7 WC 5-23-19 • ProBeam Tim Garrison, P.E. CONS- RUCTION AL C wit:6 ipow«a.The'if U.1101+C•.sr;irugc 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 t19066 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 41b Other Info. 7/23/19 `� 2 4 g 8- to t2 1-4 v. Type? Simple span,fully braced ► . 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/ Code Minimum-Normal: L/360&L/240 Ivi 360 = 0.50 in Total, Li 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 DL V • Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? Yes_ "1 Roof Pitch 1.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 15 psf 11.00 ft 440.0 lb/ft 165.0 lb/ft Uniform Ld. 3 60 psf 10 psf - - Uniform Ld. 4 163 psf 15 psf - - Uniform Ld. 5 10 psf - - • Tot Unif Load 440.0 lb/ft 165.0 lb/ft - Loads Point loads are 1/10 scale 800 600 - • 400 200 0 cI --- -200 (4 2 4 6 8 10 12 14 16 ' Engineered Lumber Calc'd Brand Trus Joist Results For(2) 1.75 x 11.875 2.0E Solutions Using Self Weight of Engrd (2) 1.75 x 11.875 2.0E LVL, 10.6 plf Calc'd Member (2)1.75 x 11.875 2.0E LVL v LVL - 3.5 x 20 2.2E PSL Load Duration ! Live: 1.00 'V % Overdesign - 7 x 20 2.2E PSL Repetitive Use? No v Pos Bending 2.9% 3.5 x 14 1.55E LSL - Fb Pos 2,600 psi Fv 285 psi Neg Bending NA 1.75 x 18 2.0E LVL - Fb Neg 2,505 psi Fcp 750 psi Shear 71.0% (2) 1.75 x 14 2.0E LVL 3.5 x 14 Plus PSL, Levi Allow Pos Mom. 17,820 ft-lb E 2,000 ksi Span(s) Defl'n -2.6% (3) 1.75 x 11.25 2.0E LVL 5.25 x 11.875 Plus PSL, Lev1 Allow Neg Mom. -17,172 ft-lb • El 976,827 ksi Cant(s) Defl'n NA (4) 1.75 x 11.25 2.0E LVL 3.5 x 16 Plus PSL, Lev2 Allow Shear 7,897 lb Calc'd member FAILS by: -2.6% 3.5 x 14 2.0E PSL 5.25 x 11.875 Plus PSL, Lev2 1488.41 inA4 • Controlling criteria is: Defl -Span 5.25 x 11.25 2.0E PSL 3.5 x 16 Plus PSL, Lev3 Self Wt 10.63 plf Cond's Of Use: Load Duration:1.0-Live 7 x 11.25 2.0E PSL 5,25 x 14 Plus PSL, Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For(2) 1.75 x 11.875 2.0E LVL 1.76 in 1.76 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,617 lb • 4,617 lb - - 0 ft Ib 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,317 lb 1,317 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 0.750 in 0.750 in 0.750 in • . Max Dn Defl - -0.718 in . - - - • Allowed 0.750 in 0.750 in 0.750 in ProBeam v7 WC 5-23-19 Tim Garrison, P.E. m�>�l weRUC�T ON.10133 •CAL C Pr o eam 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 t19066 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. vab 4)2, Other Info. 7/23/19 _ _ 2 4 8-- 8 1-0- v t 12 Type? Simple span,fully braced v ' Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length • Lenth of Spans: _ 10.50 ft • 10.50 ft Allowable Deflection, Main Spans _ Live Only, U Code Minimum-Normal: L/360&L/240 vJ . 360 = 0.35 in Total, L/ 240 = 0.53 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: 10.50 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? N2 Increase Roof DL for pitch? Yes 'v Roof Pitch 1.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - - Uniform Ld.2 40 psf• 15 psf 10.50 ft 420.0 lb/ft 157.5 lb/ft Uniform Ld. 3 60 psf 10 psf - - Uniform Ld. 4 163 psf 15 psf - - Uniform Ld. 5 10 psf - - • Tot Unif Load 420.0 lb/ft 157.5 lb/ft - Loads Point loads are 1/10 scale 800 600 - 400 200 0L, - -200 0 2 4 6 8 10 1-2 Engineered Lumber Calc'd Brand Trus Joist i v l Results For(2) 1.75 x 11.875 2.0E Solutions Using Self Weight of Engrd (2) 1.75 x 11.875 2.0E LVL, 10.6 plf Calc'd Member ,(2)1.75 x 11.875 2.0E LVL Iv LVL 3.5 x 11.25 1.3E LSL 3.5 x 20 2.2E PSL Load Duration Live: 1.00 - V % Overdesign 1.75 x 14 1.55E LSL 7 x 20 2.2E PSL Repetitive Use? ' No . Pos Bending 119.9% 3.5 x 9.25 1.55E LSL - Fb Pos 2,600 psi Fv 285 psi Neg Bending NA • 1.75 x 11.875 2.0E LVL - Fb Neg 2,544 psi Fcp 750 psi Shear 155.8% (2) 1.75 x 9.25 2.0E LVL 3.5 x 9.25 Plus PSL, Levi Allow Pos Mom. 17,820 ft-lb E 2,000 ksi Span(s)Defl'n 197.6% (3) 1.75 x 7.25 2.0E LVL 5.25 x 9.25 Plus PSL, Levi Allow Neg Mom. -17,437 ft-lb El 976,827' ksi- Cant(s) Defl'n NA (4) 1.75 x 7.25 2.0E LVL 3.5 x 11.875 Plus PSL, Lev2 • Allow Shear 7,897 lb Calc'd member OK by: 119.9% 3.5 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL, Lev2 1488.41 inA4 Controlling criteria is: Pos Bending 5.25 x 9.25 2.0E PSL 3.5 x 11.875 Plus PSL, Lev3 Self Wt 10.63 plf Cond's Of Use: Load Duration:1.0-Live 7 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL, Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For(2).1.75 x 11.875 2.0E LVL 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 3,088 lb 3,088 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 883 lb 883 lb - • - . 0 ft-lb • • 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 San 2 • Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - • Allowed 0.525 in 0.525 in 0.525 in Max Dn Defl - -0.165 in - - - Allowed 0.525 in 0.525 in 0.525 in ProBeam v7 WC 5-23-19 • • : a "' ProBeam ' Tim Garrison, P.E. COINS RUCTION ,ALC •Y - • . rt: ILITErilEi 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 t19066 Spans and Supports(Note,pitch and fixity,if any.not shown) • Member I.D. 44b L i Other Info. 7/23/19 0 2 4 a a io 12 • - Type? Simple span, fully braced ®' . • 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/ Code Minimum--Normal: L/360& L/240 V 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 DL ® i Loads: , Uniform Loads Over Full Length of Member Loads From Continuous Member? No. •i Increase Roof DL for pitch? -Yes__ ' Roof Pitch I 1.0 :12 I Live Dead Snow Trib. Width Live • Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf • 25 psf 18.00 ft - 270.9 lb/ft 450.0 lb/ft • Uniform Ld. 2 40 psf 15 psf 2.00 ft 80.0 lb/ft 30.0 lb/ft Uniform Ld. 3 60 psf 32 psf 7.00 ft 420.0 lb/ft 224.0 lb/ft Uniform Ld. 4 163 psf 15 psf - . - Uniform Ld. 5 10 psf 12.00 ft - 120.0 lb/ft Tot Unif Load 500.0 lb/ft 644.9 lb/ft 450.0 lb/ft • Loads Point loads are 1/10 scale 2000 • 1500 1000 500 0 ` -500 0 2 4 6 8 1-0 42 1416 • Glu Lam Calc'd Member Results For 5.5 x 15 Solutions Using Self Weight of Engrd 5.25 x 14 2.0E PSL, 18.8 plf Misc manufacturers ' w Load Duration % Overdesign 2.5 x 21 5 x 15 8.75 x 12 Moisture ;Medium Dry- la°r°J 5.5 x 15 •V I Snow: 1.15 1 ® Pos Bending 22.5% 3 x 19.5 5.5 x 15 Press Treated? No, Not P.T. 24F-V4, DF/oF .v Neg Bending NA 3.5 x 18 6.75 x 13.5 Temp Cond. 100 deg F&less VI Fb Pos 2,760 psi Fv 305 psi Shear 62.4% Fb Neg 2,063 psi Fcp 650 psi Span(s) Defl'n 33.2% Allow Pos Mom 47,430 ft-lb 11546.88 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -35,454 ft-lb E 1,800 ksi Calc'd member OK by: 22.5% Allow Shear 16,761 lb El 2,784,375 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 21.09 plf Cond's Of Use: Load Duration:1.15-Snow For 5.5 x 15 2.89 in 2.89 in - - Engineered Lumber Calc'd Brand Trus foist -;1 Results For 5.25 x 14 2.0E PSL Solutions Using Self Weight of Engrd 5.25 x 14 2.0E PSL, 18.8 plf Calc'd Member , 5.25 x 14 2.0E PSL • 3.5 x 20 2.2E PSL Load Duration .Snow: 1.15 , V % Overdesign . - 7 x 20 2.2E PSL Repetitive Use? No _ _ - Pos Bending 21.1% - - Fb Pos 3,278 psi Fv 334 psi Neg Bending NA - - Fb Neg 3,276 psi Fcp 750 psi Shear 58.3% (2) 1.75 x 18 2.0E LVL - Allow Pos Mom. 46,854 ft-lb E 2,000 ksi Span(s)Defl'n 14.9% (3) 1.75 x 14 2.0E LVL 5.25 x 16 Plus PSL, Levi Allow Neg Mom. -46,819 ft-lb El 2,401,000 ksi Cant(s) Defl'n NA (4) 1.75 x 14 2.0E LVL - Allow Shear 16,342 lb Calc'd member OK by: 14.9% • 3.5 x 16 2.0E PSL - 11200.50 in^4 Controlling criteria is: Defl - Span 5.25 x 14 2.0E PSL - Self Wt-18.79 plf Cond's Of Use: Load Duration:1.15-Snow 7 x 14 2.0E PSL - Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 5.25 x 14 2.0E PSL 2.62 in 2.62 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 • Max Total 10,322 lb 10,322 lb - - • 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 4,978 lb 4,978 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 . - - - Allowed 0.750 in 0.750 in 0.750 in Max Dn Defl - -0.653 in • - - - • Allowed 0.750 in 0.750 in 0.750 in ProBeam v7 WC 5-23-19 . Gt • �i ProBeam Tim Garrison,-P.E. - - CAIS RUCTION ALC r-.141,•**WIC .r,e„nain'• rt:d' ivt. 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 t19066 Spans and Supports(Note,pitch and fixity, pp if any,not shown) Member I.D. 46b Other Info. 7/23/19 5 t0 15 20 5 Type? Simple span,fully braced V - Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length • Lenth of Spans: 19.50 ft 19.50 ft • Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal: L/360&L/240 w 360 = 0.65 in Total, L/ 240 = 0.98 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: 19.50 ft Add Self Weight? Yes-Self weight will be added to applied DL ' V Loads: • Partial Distributed Loads (Uniform or Trapezoidal) • Measured from left end of member. Member Total Length = 19.5 ft. - . Start Start End End Live Dead Snow Trib.Width Location Trib.Width Location Roof 20 psf 10 psf 25 psf Floor 1 40 psf 15 psf - Floor 2 60 psf 32 psf V 6.00 ft 0.00 ft 9.00 ft 19.50 ft • • • Loads Point loads are 1/10 scale • 600 400 200 0• - -200 5 10 • 15 20 2,5 • •Glu Lam Calc'd Member Results For 5.5 x 15 Solutions Using Self Weight of Engrd 5.25 x 14 2.0E PSL, 18.8 plf Misc manufacturers V Load Duration % Overdesign 2.5 x 21 5 x 15 8.75 x 12 Moisture ' Medium Dry-18%0 i 1 5.5 x 15 V Snow: 1.15 ' v Pos Bending 20.1% 3 x 19.5 5.5 x 15 Press Treated? Yes,P.T. V 24F-V4,DF/DF 'v Neg Bending NA 3.5 x 18 6.75 x 13.5 Temp Cond. 100 deg F&less v I Fb Pos 2,705 psi Fv 305 psi Shear 62.4% Fb Neg 2,029 psi Fcp 650 psi Span(s) Defl'n 73.2% Allow Pos Mom 46,501 ft-lb 11546.88 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -34,871 ft-lb E 1,800 ksi - Calc'd member OK by: 20.1% Allow Shear 16,761 lb El 2,784,375 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 21.09 plf _ Cond's Of Use: Load Duration:1.15-Snow For 5.5 x 15 2.89 in 2.89 in Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 • Max Total 10,322 lb 10,322 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 4,978 lb 4,978 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 0.975 in 0.975 in 0.975 in Max Dn Defl - -0.653 in - - - Allowed 0.975 in 0.975 in 0.975 in • ProBeam v7 WC 5-23-19 • ProBeam Tim Garrison, P.E. f4fS ;RUC-#1Ol'tI PLC v6.o 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 • t19066 Spans and Supports(Note,pitch and fixity,if any,not shown) . Member I.D. flr joist case 1 Other Info. 7/23/19 _. _ Type'?• Cantilever(s),multiple spans, fixity, or not braced ® i * 2 4 6 8 10 12 14 16 Cantilevers? Right Cantilever Number of Main Spans One Main Span - • Fix Left End of Main Span'? No, Leave it Pinned ® Fix Right End of Main Span? NA-Right End Is Cantilever V ii . Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 12.00 ft 2.00 ft 14.00 ft Top of Beam Lateral Support Continuous ®) Top of Beam, Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support Continuous I Bottom of Beam, Max Unbraced Length' 0.10 ft Allowable Deflection, Main Spans Allowable Deflection, Cantilevers Live Only, L/ Code Minimum - Normal: L/360&L/240 - _ ® I Live Only, L/ Code Minimum-Normal: L/720&L/480 360 = 0.40 in Total, L/ 240 = 0.60 in 720 = 0.03 in • Total, L/ 480 . = 0.05 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 14.00 ft Add Self Weight? No-Self weight is included In applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? N9 !i Increase Roof DL for pitch? .Yes_. Roof Pitch l 1.0 :12 J Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf I - - - • Uniform Ld. 2 40 psf 15 psf 1.30 ft 52.0 lb/ft 19.5 lb/ft ' Uniform Ld. 3 60 psf 32 psf - - - . Uniform Ld. 4 163 psf 15 psf - - Uniform Ld. 5 10 psf - - Tot Unif Load 52.0 lb/ft 19.5 lb/ft . - Point Loads . • Measured from left end of member. Member Total Length = 14 ft. Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15 psf 25 psf 1.30 ft 3.00 ft - 59 lb 98 lb 13.80 ft Point Load 2 20 psf 15 psf 25 psf - - - Point Load 3 - 10 psf 1.30 ft 12.00 ft • - 156 lb - 13.80 ft Point Load 4 i . Point Load 5 Loads Point loads are 1/10 scale - 100 . 50 - 0 • U ---- 0" 2 4 6 8 10 12 14 16 -50 • . I-Joist Calc'd Brand BCI-Boise Cascade V Results For 11-7/8"BCI 6000 1.8 Calc'd Member "11-7/8" BCI 6000 1.8 "V % Overdesign Acceptable Solutions Load Duration Snow: 1.15 , '4" Pos Bending 331.0% 14" BCI 5000 1.7 11-7/8"BCI 90 2.0 Brng @ Ends: Min 1.75", w/o web stiffner V Neg Bending 635.6% 11-718".BCI 6000 1.8 - Brng @ Mid-Supports: Min 3.5-in,w/o web stiffner V Shear 307.2% 11-7/8" BCI 6500 1.8 - Allow Pos Mom. 4,669 ft-lb Allow Shear 1,926 lb Span(s) Defl'n 515.6% 11-7/8" BCI 60 2.0 Allow Neg Mom. 4,669 ft-lb El 320,000 ksi Cantivr(s)Defl'n 11.8% _ • Allow End Rxn 1,175 lb Bearing 198.5% • Allow Mid Rxn 2,500 lb Calc'd member OK by: 11.8% Self Wt 2.50 plf Controlling criteria is: Defl -Cantivr Cond's Of Use: Load Duration:1.15-Snow . Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 - Max Total 394 lb 831 lb - - 0 ft-lb -425 ft-lb 0 ft-lb - 0 ft-lb Min Total 67 lb - 518 lb - - 0 ft-lb -635 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 - - 0.034 in Allowed 0.600 in 0.600 in 0.600 in . • Max Dn Defl - -0.084 in - - 0.000 in Allowed 0.600 in 0.600 in 0.600 in ProBeam v7 WC 5-23-19 `� :o:eam Tim Garrison, P.E. S RUCTtt7IV f�LC 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 t19066 Spans and Supports(Note,pitch and fixity,if any,not shown) . Member I.D. deck joist Other Info. 7/23/19 2 4 6 8 10 12 14 t4 t5 Type? Simple span,fully braced - _ J Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 14.00 ft 14.00 ft • Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal: L/360&L/240 V 360 = 0.47 in Total, L/ 240 = 0.70 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: 14.00 ft Add Self Weight'? No-Self weight is included In applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No _ Increase Roof DL for pitch? Yes • Roof Pitch 1 1.0 :12 . Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf - - - • Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 60 psf 32 psf 2.00 ft 120.0 lb/ft 64.0 lb/ft Uniform Ld. 4 163 psf . 15 psf • - - Uniform Ld. 5 10 psf - - Tot Unif Load 120.0 lb/ft 64.0 lb/ft - • Loads Point loads are 1/10 scale 200 • 100 0 • 2 4 6 8 10 12 1A4 16 -100 4x And Smaller(Lumber) Calc'd Member Results For 4 x.12 • Acceptable Solutions 4 x 12 v Load Duration Live: 1.00 _ t % Overdesign - (4)2 x 10 Moisture Medium Dry-18% V Douglas Fir-Larch v Repetitive Use? Yes V Pos Bending 24.3% (2) 2 x 14 3 x 14 Press Treated'? Yes,P.T. I No.2 ' Flat Use? No ' Neg Bending NA (3) 2 x 10 4 x 12 Temp Cond. 100 deg F&less J Fb Pos 911 psi Fv 144 psi • Shear 193.5% Fb Neg 911 psi Fcp 625 psi Span(s) Defl'n 177.8% Allow Pos Mom 5,603 ft-lb 1415.28 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -5,603 ft-lb E 1,520 ksi Calc'd member OK by: 24.3% Allow Shear 3,780 lb El 631,230 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 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 1,288 lb 1,288 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total - 448 lb 448 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 0.700 in 0.700 in 0.700 in . Max Dn Defl - -0.252 in - - - Allowed 0.700 in 0.700 in 0.700 in ProBeam v7 WC 5-23-19 1MgET 1 ' ' APR 2 1 2020 Storm Water Drainage Report Minimum Requirements 1 through 5 OF AINIACORTF ;47:+14:11W) = Minimum Requirement 1 through 9 ENGINEERING DEPARTMENT „ .a°'' FILE [0 poy6th Street Anacortes, WA 98221 www.anacorteswa.gov Official Use Only: (Information to Inspectors) Required torm Water Facility and other related requirements: Jet-t,r �C7 ' Project Address: 3929 Rock Ridge Parkway Submittal Date: L-2Z--ZOZ 0 Parcel Number: P133959 Revision Number: Permit Number: g L() -ZO°Zo 'O'2C)2- Reviewer: Acceptance Date (COA): 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 o TAB 1: Minimum Requirement#1 — Preparation of Stormwater Site Plans o TAB 2: Minimum Requirement#2 —Construction Stormwater Pollution Prevention (SWPP) o TAB 3: Minimum Requirement#3 —Source Control of Pollution o TAB 4: Minimum Requirement#4— Preservation of Natural Drainage Systems and Outfalls o TAB 5: Minimum Requirement#5 —On-site Stormwater Managements o TAB 6: Minimum Requirement#6— Runoff Treatment o TAB 7: Minimum Requirement#7 — Flow Control o TAB 8: Minimum Requirement#8—Wetland Protection o TAB 9: Minimum Requirement#9—Operation and Maintenance o APPENDIX 1 - Survey performed by a Professional Land Surveyor o APPENDIX 2 - Soils Analysis (Volume 1, Chapter 3.1.1) o APPENDIX 3 - Model Soil Management Plan for BMP T5.13 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) o APPENDIX 7 - Drainage BMP Facility Maintenance Covenant, if applicable. To be recorded prior to the Temporary Certificate of Occupancy, Certificate of Occupancy or Final Acceptance. 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: Summary Table Existing Proposed Development Type None SFR Number of Lots 1 1 Lot Acreage in SF 9592 9592 Soil Type(s) Bedrock Site Sediment Transport Score (High\Low) 165 Depth to Ground Water Table (Feet and Inches) Unknown (See completed Soils Analysis (Volume 1, Chapter 3.1.1) Infiltration Rate during Rainy Season (Inch\Per Hour) 0 Impervious Surface (on-site) 0 5696 Impervious Surface (off-site) 0 0 New and Replaced Hard Surface Total (SF) 5696 Lot Coverage (Percentage) 59.3 BMP (Required Minimum Requirement 5) BMP T5.13 Post Construction Soils Water Quality Method (Minimum Requirement 6) N/A Water Quantity Method (Minimum Requirement 7) N/A 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) The site was developed under Rock Ridge Phase 4, which had all the appropriate permits and has been accepted by the City of Anacortes City Council and recorded. The site is sloping mostly from east to west within home site. The average sloping grade is around 12- 15%. This site is part of a Common Plan of Development. The development had the detention pond upsized for flow control for both Rock Ridge Phase 4 and 5. This was accepted April 12, 2018. The report is part of the recorded subdivision and covered Minimum Requirements 1, 3, 4, 5, 6, 7, 8 and 9 for each lot. Therefore, this project is submitting Minimum Requirement 2 only. A soils analysis was not done for this site since it is solid rock and is identified as impervious surface. Developed Conditions Summary: (Additionally, to be shown on the site plan. Identify cut and fill areas, proposed slopes of all hard surfaces , proposed contours) Proposed slopes on hard surfaces are showing. Site plan is showing proposed grade of finished floor. Cut and fill dependent on how much rock needs to be chipped out. Drainage Basin (2007 Storm Comp Plan — City website\publicworks\engineering\comprehensive plans): What Drainage Basin are you in? G8 Identify any downstream drainage issues (Storm Comp Plan: Area 12 and Area 13 If so, describe: Area#12—West 4th Street&Illinois Avenue—Basin G8 Problem: A ditch flows under large deciduous trees. In the fall and winter, leaves collect in the ditch and often clog it during large storms.Needs constant cleaning during storms to prevent flooding nearby. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Solution: Replace the trash rack that is currently on the pipe that leads to the culvert with a more effective one like that described for Area#5. Because of the large amount of vegetation, debris cannot be eliminated in this area and routine maintenance will still need to occur. Area#13 —Oakes Avenue& Georgia Avenue—Basin G8 Problem: A natural depression exists on a parcel that will soon be developed. A pipe drains the depression to the north side of Oakes Avenue. Solution: Install a trash rack like that described for Area#5 to keep pipe inlet clear of debris. Complete the Applicability Requirements — Flow Chart (Figure 1-2.4.1 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 Does the site have _ Yes See Retieveidpment Minimum or more of e r fisting Recui rements and Flow Chart wnpervious c'_ '-age' .-figure 1-2 4 2, No DkOes the project convert acres or more of vegeta: n to Does the project res. lawn or l'-andscape►d areas. or 5.000 square feet, or No Convert -5 acres or rr,cre of greater. of new plus native vegetation to pasture Replaced hard surface area ' Nay Yes Yes 1e5 the project result in : .000 square feet, or greater, of new plus All Minimum Requireme• replaced hard surface area? apply to the new and replaced = hard surfaces and convened vegetation areas J Yes,/ No i e Does ne project have land Minimum Requirementsgel disturbing activities of 7,000 through*5 apply to the new aes square feet or greater-. and replace(' hard surfaces and the land disturbed. No Minimum Requirement*2 applies. Figure IW-2. A.. I ,,,,,,,,,,,,„,.,,,,,,,,,,,.,,,,,,,,i Flow Chart for Determining Requirements 1 o New Development PARTWE_NT O ets=~� runeXi! C zlease;see' E'I E -:Vo `.ec'.vi`ed- ow co ' :rVenfinn Rtr copyrl "tt'1o21r InCltiiir}9 permission, riltator temiiti'f,aid d1t5C13l'fser. version uate: uctooer t, Lui J I-'revious version uate: I-eoruary Lu, Lu i OR s t'e `+r ,,.:sturti^a t...i total 7.000 square feet or greater'? IYes Nei Minimum Requirements At' :h a" apply to the new and replaced har: Minimum Requirement#2 applies_ Next Question Does the protect add 5.000 square feet or more o'riew ara t:. 4-aces' acres or nic egetation to 'awn or.`3°'dsc,3p•e^ - Ves No All Minimum R,equireirnents apply Next Question is this a road to the new hard surfaces and the ,, O relaxed proje r' onverrted vea»-�a°=, n areas. Yes Des the project add f.00r1 square fee: or more of new hard surfaces.., Yes No the total of new pros Do the new hard 5.000 square fee' surfaces add 50%or No No additional No AND more to the exist ng • -3es the value of the proposed improvernenn hard surfaces within requirements, -including intenor irrmpr rrients-eyoed the project limits? 50%ofthe assessed value iof replacement valuer of the existing site improvemerr s" Yes All Minimum Requirements apply to the new and replaced hard surfaces and converted vegetation areas_ Yes Figure 1-2A_2 Flow Chart for Determining Requirements for Redevelopment DepARTP Er4T f ECOLOGY lea .see,Pit.. i+r'">ri 'e }i.via.gc,. c +y" orilrnt,'ror copyhrt notice Inciudlrio p rrnissi nE ,late o? W'atrtiielrllto:i rifitztor ol Hamlin), d13►rdamer. version uare: vcrouer i, zu is rrevious version uai:e: reoruary zu, zu is Ves FiE0Q1ReD: Implement INtfolowtfig ev,4-,F. No erit?ere teastOle: O BMP Tf.,..13-_ PoEt-Constri1101 .-Soll Ovally No Mie fUll Dept .. ..1...: .1 _ . ..f..:_, • OMP T5.10A, 5, clr iC: Oovorvouri Fu11 tiler only Ufts *1 - triggere4 Firltrxior . CloiorOLA sO aispe'rsvol *5? Met Figure 3.2 or omiti un 402:1 ...WWWWWWAV,WAWWWWWWWWWWWW11 .'",;triterl's, or Perforalel Shit-out clgurie 3 3 NI Apperldix .L.4 No aclialtloital .',.".:,:inreacns 1 of!he 2013-031E requiremeits , EVZ '''": .1 t or T5. 12: Concentratea Fiva AIWA Phase II Perrot Oletpersiori or SItileei Firs Dispemor. & Phase 1 ;tem* w ...„ NCT fReQUIR15,3: AcItiegelnerit ot the 1,4 , No ( P : lie refiect 1099e-tea • 5 =o mariredar A aTte t pply1r.a g Ibt otner Yes/ only 5MPs ir L01 *1 Or 1,5 'Me profestr: insioe , IN „, .:, i.s me. priale-,":1 tan 3 partyii 'I-, Or 1-5, wres ir arre7 eitt*:/.114-17,1 714443024.2.1* , , dia0_ .. . .... .. ,, _ „ .= - ;_ 1.100Se to meet tie LID :' '. 15110Ps tit V* c,•--1.i.-- 7:At1tmuocei tarlari'' ,.;MpimifLmtliitet tne JO sled In LW* . ''-.; - i- / Periterranc* Slant:lard nroilor xc " / tne 1 wse cit Viat_ietiPt:s I In rAe -14_.L fIrs* Elm* fit 3! s yes 4 '.7:01t410PIN elepr r tOz No / 4,.airf Saroens f,ttie use of Bicirf.tentegii s azceq.,30: NOT :m0-...: ,4,!_-",-..„ rt.7._0. -. ,E'"'*-?, ' • 7,`-.le ....1: - : 41' trier project coati moot tThe „, ReciiJI RED. Fix eath LICI Prformance, Stanclart It siirt,!)c) , coisiciv.417f.4 Bri,ips MUSt $40,911( aftti tie granteti ;3n R.EQUIReD: 'fleet Itte 1.1,Z' Perrorrafice ir tt14. rinler is*d 'el List In eat ceptionNathance. ,ilaidail rough the use ofga 5101.s[ in to rat 110e ar slotaCe„ use _ ,, ..._ tine 2E14 SitittUl.witek exceipt Tor Ram Sartlem Ift*eltri st s__4411, th__ ..r. Is - : „:„ „, iFic„J : Apply aroP T5.1 ,1 .WWWWWWWW~WWWWWW.WWW rt tre fil Sil• or tiorettritior is acteraiDIelt. o.snslaered teas bit,_ :36t-Corstrunflon .„r,t)of f,lua-ty i arid Oeptit. 1 Limp ?Or . Vets Tr'- c MP, NI-Sr- UOT REQUIRED: Apply emP T5.13 Poet Ctyninictian SOI lent of lin PLE UIP, I): Apctilling tree CottaillY anO DiKtit PerWrriarice $1,arNlari SMP 5 In :,.tst 44-1 or List#2.. .DT ReOLsineD: Apcxyl9 Itle EittP$ ',:.--1JJJJJJ ost . :.--,:-- Recvninentio iy f.o31ogy TOr prole‹,ls ir99ef4ing . ....... .... . Ficiure 1-2.. -5_ , „ ,,./ ROW CI-tart for Detei-niining LID MR 45 Requirements ciEpARTtieNT of- e"E ----,L („) (.1Y I V V W V%WNW Re.4.:,seti Ilure :C r '.: Plii,-.3Se see. 44Adevivecy,wa.go-wropyeplithrftwror coprint 101r:* trit',111.41r; pernisSicoci of wasiingtoi •'cirritt3tior rt*iiiiity . rid clisciaOrter. version uate: uctooer t , zu-i 1-revious version uate: r eDruary zu, zu-i TAB 1 (MINIMUM REQUIREMENT #1) • 1-2.5.1 Minimum Requirement#1 — Prepare a Storrnwarter Site Plan - 1.3 — Preparation of a Stormwater Site Plan - 1.3.1 — Stormwater Site Plans: Step-by-Step Note: The level of detail needed for each step depends upon the project size. Provide a narrative description of each step. 1-3.1.1 Step 1 - Site Analysis: Collect and Analyze Information on Existing Conditions Site analysis shall be submitted as part of the Existing Conditions Summary above. Part of the information in this step should be used to help prepare the Construction Stormwater Pollution Prevention Plan. Purpose of the Site Analysis is to provide for a Low Impact Development site design that is intended to compliment the predeveloped conditions of the site. Existing conditions at the site consist of a cleared lot that slopes from East to West at about a 12- 15% slope. Site is generally bedrock or loose rubble from clearing activities. 1-3.1.2 Step 2 - Prepare Preliminary Development Layout Based upon the analysis of existing site conditions, locate the buildings, roads, parking lots, landscaping features, on-site stormwater management BMP's, and preliminary location of stormwater treatment and retention/detention facilities for the proposed development. Building lot is bordered on the west side by Rock Ridge Parkway. Proposed SFR will be located is approximately the center of the lot with the required building setbacks in place around the perimeter of the building. The driveway will approach at the rear of the lot via an access easement that approaches from the south east corner of the lot. The impervious driveway will be located in the south east corner of the lot and provide access to the garage. The parcel is provided with a Stormwater connection on the North West corner of the lot and will be used to collect all footing drains and roof downspout run off. The Stormwater Drainage Plan for the development provides the retention facilities for this parcel. 1-3.1.3 Step 3 - Perform Off-site Analysis (at Local Agency's Option): Use additional Sheets, if necessary, Ecology recommends that local governments require an off-site analysis for projects that add 5,000 SF or more of new hard surfaces, or convert% acres of vegetation to lawn or landscape areas, or convert 2.5 acres of forested area to pasture. Off-site analysis extends to % mile downstream of the project site. NA 1-3.1.4 - Determine Applicable Minimum Requirements Establish project size thresholds for the application of Minimum Requirements to new development and redevelopment projects. Figures 2.4.1 (Attached) and 2.4.2 (Attached) provide the same thresholds in a flow chart format. Based on the preliminary layout, determine Version Date: October 7, 2019 Previous Version Date: February 20, 2019 whether Minimum Requirements#1 through #5 apply to the project; or, whether Minimum Requirements#1 through #9 apply. Please note, that Minimum Requirement#1 through #5 may trigger additional Minimum Requirements, such as Flow Control. 1-3.1.5 Step 5 - Prepare a Permanent Stormwater Control Plan (Refer to this section of the Ecology Manual for requirements.) A permanent Stormwater Control Plan has been developed by Herringstad Engineering on 4-10- 18 and accepted by the City of Anacortes on 4-12-18. 1-3.1.6 Step 6 - Prepare a Construction Stormwater Pollution Prevention Plan (MR#2— 13 Elements) Refer to Chapter 11-3— Planning for a detailed description of each element. See also attached Tables 4.1.1 (Source Control BMP's by SWPPP Element) and Table 4.2.1 (Runoff Conveyance and Treatment BMP's by SWPPP Element). See attached 13 Elements of a SWPPP, please complete and attached 1-3.1.7 Step 7 - Complete the stormwater site plan The Stormwater Site Plan encompasses the entire submittal to the Local Agency with drainage review authority. Refer to this section of the Manual for further clarification of each item and what is required. See below: • Project Overview • Existing Conditions Summary • Off-site Analysis Report • Permanent Stormwater Control Plan • Construction Stormwater Pollution Prevention Plan • Special Reports and Studies • Other Permits • Operation and Maintenance Manual • Declaration of Covenant for Privately Maintained Flow Control and Treatment Facilities. (See attached Drainage BMP Maintenance Covenant BMP Agreement) • Declaration of Covenant for Privately Maintained On-site Stormwater BMP's (See attached Drainage BMP Maintenance Covenant BMP Agreement) • Bond Quantities Worksheet, if applicable Version Date: October 7, 2019 Previous Version Date: February 20, 2019 1-3.1.8 Step 8 - Check Compliance with all Applicable Minimum Requirements A Stormwater Site Plan as designed and implemented should specifically fulfill all Minimum Requirements applicable to the project. The Stormwater Site Plan should be reviewed to check that these requirements are satisfied. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 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 02 Element#13 Element#5 Element#6 Element#9 E lenient All Element#12 Preserve Establish Protect Low BM P or Element Name Stabilize Protect Control Maintain Manage the Vegetationlark Construction Impact Clearing Limits cess Soils Slopes Pollutants 131:'s Project , . . Develot m nt_ BMP C101: Preserving Natural Vegetation l MP C102:Buffer Zones ✓ ✓ BMP C103:High Visibility Plastic or Metal Fence BMP C105: Stabilized Construction Entrance 1 Exit BIM C106: Wheel Wash V BMP C107: Construction Road/Parking Area Stabilization MAP C120:Temporary and Permanent 4/ Seeding BMP C121: Mulching BMP C122: Nets and Blankets V +/ BMP C123: Plastic Covering V BMP C124: Sodding I BMP C125: Topsoiling I Composting ,r BAP C126: Polyacrylarritde for Soil Erosion Protection BMP C130: Surface Roughening 5 BMP C131: Gradient Terraces ,/ I BMP C140: Dust Control BMP C150: Materials On Hand I BMP C151: Concrete Handling ✓ BMP C152: Sawcutting and Surfacing Pollution Prevention BMP C153: Material Delivery, Storage and V Containment BMP C 154: Concrete Washout Area ✓ BMP C160: Certified Erosion and Sediment Control Lead BMP 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 ,. /a/'IV uuwiiils uleviiiww.uua14144Wluwiiv //////N'lY�/'f//////// /!Y///////flY/lY//Y////////�Y////////////lY// /ild'/r Y/d//f///1////lL///// /////�Y/J ///i/�J i �/ds}W41 . 4w1649A4/ii sea, / 71u// /c�i %a it S�/i ��35 %/ '/�// ' �i / / ffeet t; 0 l l / , /j y '" ' ,r// af ' � 3 ii . , r %L,'%. %k % / / 4 j / 3 promo çpss / Waal l l CPS" hi. „ , , A 1 as t :l / • , 17 aaaaa//4// a /b/,U/,U/iY.d'////AW// //,,'1. 449///////Gf///f/,D4G ,////11,7eZ///leti t 41444,015//i1Y.cY//////� WAWA 6y.�'/13' ;I,; , , //1i`Y111:�/11% / 4//, Dui, 0/! <bY/iS4�W///iY////// /. , se .• /l /r /ilY .s� /" .k Yii `. , 31, I 4 i ve - 'ly��//J/lf/yy/0/,14 /44444r/,N// 47///%//// ///�y,�� ,,�/ ,, _ / _ /,ruu4.GV,WI/l •W,(/l/GG�4F2WGULtW/LS4 y lN.,44/4l,W.4/////LfC44a4WCVA' /�/ .LW/LU/////U/ ,444, / /////•444 V//N/G4KWaW /44///AVh-"Inn Wi44fl l///ll4 9,y4WHW/ y % i y 4 y /////r#/%u//,?4i!4f. 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Version Date : October 7 , 7019 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 Department, as well as under Stormwater on the Engineering Division of Public Work's page. Owner Name: Ross Hamlet and Vickie Capps Site Address: 3929 Rock Ridge Parkway, Anacortes WA 98221 Prepared By: Jim Sykora The Stormwater checklist or building permit determined that: ❑ 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. BMP C233 — Silt Fence BMP C103— High Visibility Plastic Fence 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 tributary to waters of the State. BMP C105 — Stabilized Construction Entrance 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. None on this project. 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 column. BMP C233 — Silt Fence BMP C235 — Straw Waddles BMP C240 —Sediment Trap (if required) 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 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 ❑ Stabilize soils at the end of the shift before a holiday or weekend if needed based on the weather 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. BMP C121 — Mulching BMP C123 — Plastic Covering 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. BMP C130—Surface Roughening BMP C120 —Temporary and Permanent Seeding 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. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 ❑ Inlets should be inspected weekly at a minimum and daily during storm events. Storm Drain Inlet Protection 1-40.20-00 — Installed on Catch Basin at any street catch basins near the construction entrance. 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. None on this project. 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. ❑ 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 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 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. BMP C154 — Concrete Washout Area 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. None on this project. 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 removal of BMPs or vegetation. See Element 3 above for additional BMP's that will be on hand for additional runoff measures. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 BMP's will be reviewed and inspected daily and revised accordingly. 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. Since this lot is part of a Common Plan of Development a qualified CESCL will be on-site. A sign will be posted on-site with a name and 24-hour number. 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. Applicant Signature'' Date 4-21-20 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 TAB 3 (MINIMUM REQUIREMENT#3) • 1-2.5.3 Minimum Requirement#3 —Source Control of Pollution All known, available and reasonable source control BMP's must be applied to all projects. Source control BMP's must be selected, designed, maintained according to the reference Ecology Manual. The intent of source control BMP's is to prevent stormwater from coming in contact with pollutants. They are a cost-effective means of reducing pollutants in stormwater, and, therefore, should be considered in all projects. Single Family Residential Construction Projects and Residential Subdivisions are Exempt from this Minimum Requirement All Commercial Properties, Industrial Properties, and Multi-Family Properties, Boatyards, Sand and Gravel Mining Opertations are required to comply with this Minimum Requirement. Refer to Chapter IV-2.1 Applicable (Mandatory) Operationsal Source Control BMP's The pollution generating surfaces on site is the driveway. Driveway runoff to be collected in catch basins. Metal roof areas not considered to be a pollution generating surface. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 TAB 4 (MINIMUM REQUIREMENT #4) • Minimum Requirement#4— Preservation of Natural Drainage Systems and Outfalls Natural drainage patterns shall be maintained and discharges from the project shall occur at the natural location, to maximum extent practicable. The manner by which runoff is discharged from the project site must not cause a significant adverse impact to downstream receiving waters and down gradient properties. All outfalls require energy dissipation. The objective is to preserve and utilize drainage systems to the fullest extent because of the multiple stormwater benefits these systems provide; and to prevent erosion at the downstream of the discharge location. Refer to the reference manual for supplemental guidelines and additional information under this section. Will this project disturb the Natural Drainage System or Outfall of the project Site? Yes\No. If yes, refer to section 1.2.5.4 for Supplemental Guidelines for additional information. There will be no natural Drainage systems or outfalls on site. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 TAB 5 (MINIMUM REQUIREMENT#5) • Minimum Requirement#5—On-site Stormwater Management Project thresholds that trigger Minimum Requirements #1 through #5, shall utilize the On-site Stormwater Management BMP's from List#1 for all surfaces within each type of surface in List#1; or, Demonstrate compliance with the LID Performance Standard. Projects selecting this option cannot use Rain Gardens. They may choose to use Bioretention BMP's as described in Chapter V-7 — Infiltration and Bioretention Treatment Facilities to achieve the LID Performance Standard. Refer to this section of the reference Manual for all Feasibility or Infeasibility Criteria for List#1 and List#2. Is this project Flow Control Exempt? No (Yes\No) (See Appendix I-E: Flow Control-Exempt Surface Water). If yes, provide reasoning from the applicability section of 1-2.5.7 Minimum Requirement#7: Flow Control). If No, then the project triggers Minimum Requirement#7 (1-2.5.7) and possibly Minimum Requirement#8 (1-2.5.8). If the project is Flow Control Exempt, select from the list below (Skip List 1 and List 2). o BMP T5.13 Post Construction Soils Quality and Depth o BMP T5.10A: Downspout Full Infiltration, or; o BMP T5.10B Downspout Dispersion Systems, or; o BMP T5.10C: Performated Stub-out Connections, or; o BMP T5.11 Concentrated Flow Dispersion, or; o BMP T5.12 Sheet Flow Dispersion Projects triggering only Minimum Requirements 1 through 5, shall either: A. Use On-site Stormwater Management BMP's from List#1 for all surfaces within each type of surface in List#1, or; B. Demonstrate compliance with the LID Performance Standard. Projects selecting this option cannot use Rain Gardens. They may choose to use Bioretention BMP's as described in Chapter V-7 Infiltration and Bioretention Treatments Facilities to achieve the LID Performance Standard. If a project will utilize the LID Performance Standard, then provide and attach reports and calculations. Stormwater discharges shall match developed discharge durations to pre-developed durations for the range of pre-developed discharge rates from 8% of the 2-year peak flow to 50% of the 2-year peak flow. Refer to the Standard Flow Control Requirement section in Minimum Requirement 7 for information abou the assignment of the pre-developed conditions. Project sites that mus also meet Minimum Requirement 7— Flow Control, must match flow durations between 8% of the 2-year flow through the full 50 year flow. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Projects triggering Minimum Requirements 1 through 9, must meet the requirements in 1-2.5.5 Minimum Requirement 5— On-site Stormwater Management. o Refer to Table 1-2.5.1 On-site Stormwater Management Requirements for Projects Triggering Minimum Requirements 1 through 9 in the Department of Ecology Manual. All sites are required to utilize BMP T5.13 — Post Construction Soil Quality and Depth. For each surface, consider the BMP's in the order listed for that type of surface. Use the first BMP that is considered feasible. No other on-site Stormwater Management BMP is necessary for that surface. Feasiblity shall be determined by evaluation against: 1. Design criteria, limitations and infeasiblity criteria identified for each BMP in this manual, and; 2. Competing needs criteria listed in Chapter V-5— On-site Stormwater Management. Lawn and Landscaped Area: • BMP T5.13: Post-Construction Soil Quality and Depth. (Attach Detail in Report) Refer to this site for requirements and specifications. All projects are required to utilize this BMP. http://www.soilsforsalmon.orq/pdf/Soil BMP Manual.pdf See Appendix 3 for the "Model Soil Management Plan for BMP T5.13" to be submitted with Drainage Report and Application Material. 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 List#1 — Project Triggering Minimum Requirement 1 through 5 For each surface, consider the BMPs in the order listed for that type of surface. Use the first BMP that is considered feasible. No ther On-site Stormwater Management BMP is necessary for that surface. Provide feasible detail under each BMP with maintenance and operations specifications in Minimum Requirement 5. Roofs: Lust#1 1. BiifliP T5.30: Full Dispersion Feasible\Infeasible If infeasible, explain the criteria: The site does not have a large enough native area for the requirements of this BMP. Or, T5.10A: Downspout Full Infiltration Feasible\Infeasible If infeasible, explain the criteria: The soils on the site (bedrock) will not be suitable for infiltration. 2. BMP T5.14A: Rain Gardens Feasible\Infeasible If infeasible, explain the criteria: The soils on the site (bedrock) will not be suitable for infiltration. There is also no space available on the site. Or, BMP T7.30: Bioretention Cells, Swales, and Planter Boxes Feasible\Infeasible If infeasible, explain the criteria: The soils on the site (bedrock)will not be suitable for infiltration. There is also no space available on the site. 3. BMP T5.10B: Downspout Dispersion Systems Feasible\Infeasible If infeasible, explain the criteria: The soils on the site (bedrock)will not be suitable for infiltration. There is also no space available on the site. 4. BMP T5.10C: Perforated Stub-out Connections Feasible\Infeasible If infeasible, explain the criteria: The soils on the site (bedrock) will not be suitable for infiltration. Other Hard Surfaces: List#1 1. BMP T.5.30 Full Dispersion Feasible\Infeasible If infeasible, explain the criteria: The site does not have a large enough native area for the requirements of this BMP. 2. BMP T5.15: Permeable Pavements Feasible\Infeasible If infeasible, explain the criteria: The soils on the site (bedrock) will not be suitable for infiltration. Or, BMP T.14.A: Rain Gardens Feasible\Infeasible Version Date: October 7, 2019 Previous Version Date: February 20, 2019 If infeasible, explain the criteria: The soils on the site (bedrock) will not be suitable for infiltration. Or, BMP T7.30: Biorention Cells, Swales and Planter Boxes Feasible\Infeasible If infeasible, explain the criteria: The soils on the site (bedrock) will not be suitable for infiltration. 3. BMP T5.12: Sheet Flow Dispersion Feasible\Infeasible If infeasible, explain the criteria: The soils on the site (bedrock) will not be suitable for infiltration. Or, BMP T5.11: Concentrated Flow Dispersion Feasible\Infeasible If infeasible, explain the criteria: The soils on the site (bedrock) will not be suitable for infiltration. (f4VittiAApplicant Signature "r Date 4-22-20 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 List#2 — Project Triggering Minimum Requirement 1 through 9 For each surface, consider the BMPs in the order listed for that type of surface. Use the first BMP that is considered feasible. No ther On-site Stormwater Management BMP is necessary for that surface. Provide feasible detail under each BMP with maintenance and operations specifications in Minimum Requirement 5. Roofs: List#2 1. BMP T5.30: Full Dispersion Feasible\Infeasible If infeasible, explain the criteria: Or, T5.10A: Downspout Full Infiltration Feasible\Infeasible If infeasible, explain the criteria: 2. BMP T7.30: Biorention Cells, Swales and Planter Boxes Feasible\Infeasible If infeasible, explain the criteria: 3. BMP T5.10B: Downspout Dispersion Systems Feasible\Infeasible If infeasible, explain the criteria: 4. BMP T5.10C: Perforated Stub-out Connections Feasible\Infeasible If infeasible, explain the criteria: Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Other Hard Surfaces: List#2 1. BMP T.5.30 Full Dispersion Feasible\Infeasible If infeasible, explain the criteria: 2. BMP T5.15: Permeable Pavements Feasible\Infeasible If infeasible, explain the criteria: 3. BMP T7.30: Biorention Cells, Swales and Planter Boxes Feasible\Infeasible If infeasible, explain the criteria: 4. BMP T5.12: Sheet Flow Dispersion Feasible\Infeasible If infeasible, explain the criteria: Or, BMP T5.11: Concentrated Flow Dispersion Feasible\Infeasible If infeasible, explain the criteria: Applicant Signature Date Version Date: October 7, 2019 Previous Version Date: February 20, 2019 TAB 6—(MINUMUM REQUIREMENT 6 - RUNOFF TREATMENT) Refer to 1.2.5.6 and provide the required information for this Minimum Requirement. NOT APPLICABLE Version Date: October 7, 2019 Previous Version Date: February 20, 2019 TAB 7— (MINUMUM REQUIREMENT 7— FLOW CONTROL) Refer to 1.2.5.7 and provide the required information for this Minimum Requirement. NOT APPLICABLE Version Date: October 7, 2019 Previous Version Date: February 20, 2019 TAB 8— (MINUMUM REQUIREMENT 8 —WETLAND PROTECTION) Refer to 1.2.5.8 and provide the required information for this Minimum Requirement. NOT APPLICABLE Version Date: October 7, 2019 Previous Version Date: February 20, 2019 TAB 9 — (MINUMUM REQUIREMENT 9 — OPERATION AND MAINTENANCE) Refer to 1.2.5.9 and provide the required information for this Minimum Requirement. NOT APPLICABLE Version Date: October 7, 2019 Previous Version Date: February 20, 2019 1 1 i 0 L 0 0 4t I �o PLAT OF ROCK RIDGE SOUTH PHASE 0' E , . lir* t, =ter f • NW1/4, SEC. 2iQ, TWP 35N, RNG. E, W.M. z . �403174 A ff \\ \• \ t IZ7=,,,„ ..,:%\ l �, ��� TRACT "A" M q r/ ,oe � � `O 1 y AF rt2 p��S f w 's• y SS9 ALAS ��/ i I Xa N:7r•'� s RA L'AP iAI LAB£ 9YF�19 C R 7. �. 1 - _. ____ �_, i JAek G.�r % f / f //� X .�k LAW',0, r eu 1MTN mum Doc -y /' / 4 EMI,*., : • ANO CAP PIS 32169 CR AS NOTED. ! F � 017. i 4 LOT 1 }ASV r �1 / r. o CAitlSt3N C3t2 2" FOTAL STAF1t3N. f3E co ,$5f S / / � MONUMENTS WERE VISITED ON 3-22-- 7. r�7� / r' Lh^C� 4> S 1IU4 'GFtV S7ATE SilR1+E'�' STl4`E(L4Rf1.� .�ni r h+� �. K3dr+6.i [[��Sf .//�J '6^'r1 � r, .\\ ' METHOD: STANDARD FIELD TRAVERSE. ■ • I i 1 �3//r .� y�,� ` / " 4, ) 9...W0.6O �tt PLAT OF ROCKRIDGE SOUTH PHASE 1 dt 2 AF r C N J t� I ,M / "I S Sill ON PLAT. O L ■ii 'O € LOT 2 • '' {� 4 1/f ,�; ��.- Q 1RF'C � I. P1la A PA z OfflONs 2 FOR ttEC: slw1 ( N EQi i lf86'62'4e'1! t J,8d2 Sir 5 ;:''10 . i/ } vF �>"" _'' 12. BS9L 9utLa1N& 5€19AC< C1N E. .� w m. _ zr m..amt '• \ �' ; ,1�., `S,•/ 4ti, 91 H 1'07'M'!f' ..•� O a ..•N A \>,./ 00.2.2.,kivaNk\ el ), SL 1 x 1.9J7' LOT 3 <to /��r V $ f Vaa� h .cam CD �I+ 13.231 SFDM rGy Sr� ,1f/ , , • t, •. K �2V i c cv d 4-+ rID �- ' '� ..,_ x 'ro, j'/ ' fit, ' tor 1flf '_ .. ��• � CURVE,11 TABLE J Q = Q�' f5211 ''' 4° RADIUS LENGTH .Ta A .E U- 0 .E . 1 k i ,f f / Nr'�Q `�' ` �� •y = x i00.fl0' 136,56' 79"14'35• LLO CU 1 C4 �' W fib' 5`11F'3S" Q L." 4 .. :c LOT A f i( / f 1?f i f "~`�e 1�. ` +�s *' C4 2'3413�3 # 14' I3`24"95+ C r'` CS 250,00' SSW 13`2i'a26' Q �r f f!?1 IQ SF irfs°a� f „ o ,.... r�¢� CCi4 95040' AA,66` 213"16 2&" •- 4 lave t 1 lafl,00' #.SS' P3'CG a+3' N .�.■� S ' Clcr 13 r1u 37 70' 17.1£a'S1" y .. d 0?' 1 el I 1 ; �a »xx '» C9 tes,o-, 31.'3t" LA`2z'18' 0 �-+ t� 1 r t ,,. >, cis 1 .90' 3ait9' - 1.3'47'37' 1 CD CU i 1 j ;, - 4,,, CU 1.115.04e 34.95' S5111"29' N _ r* C12 1Vaix 4' 15`47'21' 161 0 ! t a LOT �I. ' a r� TRACT �.�r C13 00. • 98.G'.9' e3' '213' • Q� - t tt irr t G C15 MAY 55Q'' es-ern. I LOT 5 t '; t R ..c ,`� M 1 L. �c 10 2 sr I E <k «Nt.i �x as t?Q co, 15,54' 4'96' " d i L ~~~'" / I t C16 75.00' 102'.42'' 79'14'37' ,,., s wit4"£i2279' 9fit 2 z e �} A. :hay O c mu) t164, 42 CD �w y��1 �� t 3 S,Ad3 SFL. i cur$ ' v - LINE TALE a) .�.a '� N. < r;988 SFr,' \te"' n. NUMBER REARING D43STANCE Q. N >') E ■_ L :�. S�� "..," , \ 3 7G91Y'A3 £ t1$ 1A"4. O r 0 K itut "". �� > s �Y L# t7F1' war +a „ 0.1"",.....„:\ .7,,L740.'" '•' \ ♦"+ Mgr 1A' y »�- t t 3 t CWt r °' 0 CU '�"'"azat. �aslrr ma �x t t i € i t `"Is; i. R ' tors s s>,,, narx t t t _ 1 t ! �� 3 ■N ++ � \ �..:x��N xd'�� LOT f t t j • \ ^+Y.3,F O �; Lors :w fl 35 5,r t 1 U OWNER/DEVELOPER LAND SURVEYOR �a;>.. y 0 i = \� l fi s�%; i i i f RR SI23R1`ti NW LLC DALE HERRIGSTAD iAA PLS r yam, N . »..� » w �.» M»» t t a i 2 2 ! 4 t PO HEX 319 4320 WHISTLE LAKE ROAD s.tT ! i i...........,t..,,..-.,1..-.:......i..........1_...., ANACORTES, VA 9#3"'+.3i ANACORTES,ES WA 98221 (13 OCK 0lutl00' .. 1-» .i , 6{ 3 71 « ai 99- 9Q V/ o ss� ray ■ ++ GRAPHIC SCALE PW '03.".",.03 !� —0�j W r+- yy jtj . . .. Z 0 1 i r t 1 i1Y: Ott ' - -... h„�` ;. N�'tEt? •O ali CL C) •N ' "" . t t11;$ F 2017 . 4320 Wtttstto La10 Rama. Arsa4atlas, 1YA 16221 0 60) 299"9�4 JOEL 2O15-146 > a H > -, . . .. .. . ......._.. .. »m . .... » - . . .m...m .. . . . . . . APPENDIX 2 —Soils Anaylsis (Volume 1, Chapter 3.1.1) Soils on site are native bedrock. 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. PI'OJECT INFORMATION "Model Soil Management Plan for BMP T5.13" age# of pages Complete all information on page 1;only site address and permit number our 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 A''EA# (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) H 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 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, 2015 Appendix 7- Determining Sediment Damage Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Potential Page 9 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 <100 Low 111100 High A high transport rating indicates a higher risk that the site will generate sediment contaminated runoff. Construction Site Sediment Transport Potential Worksheet A. Existing slope of site (average, weighted by aerial extent): Points 2% or less ...0 >2-5% 5 >5-10% 15 >10-15% 30 >15% 50 B. Site Area to be cleared and/or graded: <5,000 sq. ft 0 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 >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-GC, SW-SM, SW-SC, SP-SM, SP-SC) 10 GM, GC, SM, SC soils 20 ML, CL, MH, CH soils 40 F. Surface or Groundwater entering site identified and intercepted): Yes 0 No 25 G. Depth of cut or height of fill >10 feet: Yes 25 No 0 H. Clearing and grading will occur in the wet season (October 1 — May 1): Yes 50 No 0 TOTAL POINTS 165 1 If no surface or groundwater enters site, give 0 points. APPENDIX 5—Site Plan with all applicable information (Minimum Size 11x17 at a legible scale) A;=& i1Jii-=' l= 11 \`i 'LjuX : Documented Site Photos ( Show all directions of the site , including frontage ) ( Insert Photo Here ) [1 Joca o o m Du3B2 ° oci pogo Parkway Descrllptll ® a 0 h11� oscrp 0 � of the ph0too � � � � phto i e stn Photo to G e by : L S it C . ki I. o - I.• L . r - f r � . fi , ` .4.' is p'AL 'r , - ALA 4A tF if• f • S ,, l % •t ;i4C. - ; ' 4 i/ . • y ty 'j / . r • : i y 'I if l Y4i. i . sY 9 , ' 1 r , . s / / ' f / i issodip....'-11 . . \ / 1 'C lo 0 • ,``, - •,� 4 , f• 4 f ( , t • > ; r' ,p ; .. :; I$9 '• t , ramIL ' • ` .'C44/ . i1 .• ' 4 'L ', . v /40 r// / ? _ilo tt • ; , f , ram f 1/ 11" is• / i f : , /i . f i " 01 # .'si ' .11.1:xi•"..- J. \ • z (et ,� f } 3 rw ' '� 1, _ fit• 't i IL • i '- t• / _.v . : - i o 4 1ik , • . ! r t�'' o , • ' • 9 1 i • :t• J f { F • . 1 • f ,{ � - ,, . nIY )4 . Yl k 3 2 y 1 r / Y 6" • 1 /e . : : *Or . " - • t ,. s 4 • 1 4 r: ire "• ' � ,y� ` , . . j , : ' fir- • rik ,..a,, ........„/ . . . „ir ,, , . ..„ 7 t 3 _ ' • Y• Y 4 , i 3: t4 it I •syr,,Air ii.... ...4n t ' ''''' i • 4 . I - '� / / �a ' , • y • • %yi ! � am `" / , I • e 7#fie9 • - Ity4 i A r k r _ • _ 1/ Y Ilk "v411111P3:— \"... 5 p y w t • I' 1 • • , J / • - t aye' F ,•• / •/' :. , � yr r, r V ;r : : be 4, r !• „' _- r - / qG 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.