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Permit File BLD-2024-0187 5009 Doon Way
Jason Sterling 2018 R AVE Anacortes, WA 98221-0319 Application No.: Project: Permit Type: Site Address: BLD-2024-0187 The Hobbs Residence Residential Single Family Building (New Home) 5009 DOON WAY ANACORTES, WA 98221 Parcel No.: Subdivision: BLOCK / STANDARD FULL FRONTAGE LOT P77607 Description Fee Amount Paid/Credit Balance Due Building Permit Fee $4,464.00 $4,464.00 $0.00 Fire Impact Fee EMS Portion $438.93 $438.93 $0.00 Fire Impact Fee Fire Portion $123.81 $123.81 $0.00 Mechanical and plumbing remodel fixtures fees $449.40 $449.40 $0.00 Park Impact Fee SFR $1,644.37 $1,644.37 $0.00 Plan Application Fee $200.00 $200.00 $0.00 Plan Review Fee $2,901.60 $2,901.60 $0.00 Sewer Inspection Fee $60.51 $60.51 $0.00 SFR or duplex site plan review $60.00 $60.00 $0.00 SFR SEWER GFC $11,349.00 $11,349.00 $0.00 SFR TRANSPORTATION IMPACT FEE $3,400.68 $3,400.68 $0.00 State Building Code Council fee $6.50 $6.50 $0.00 Storm Drain GFC - MF Residential $2,032.01 $2,032.01 $0.00 Storm Water Review Sq Ft $284.64 $284.64 $0.00 Water Hook Up Fee $10,143.00 $10,143.00 $0.00 Total Fee Amount: Total Paid Credits: Balance Due: $37,558.45 $37,558.45 $0.00 Page 1 of 2 City of Anacortes, WA 904 6th Street, Anacortes WA 98221 (360) 293-1901 http://cityofanacortes.org/ INVOICE Date: 11/13/2024 PAYMENT DUE UPON RECEIPT Page 2 of 2 City of Anacortes, WA 904 6th Street, Anacortes WA 98221 (360) 293-1901 http://cityofanacortes.org/ INVOICE Date: 11/13/2024 ENTRY PORCH 83 SQ.FT. LOWER PORCH PLAN AREAS MAIN FLOOR GARAGE 1,915 SQ.FT. 527 SQ.FT. COVERED DECK 163 SQ.FT. 285 SQ.FT. BASEMENT 1,457 SQ.FT. TOTAL LIVING AREA:3,372 SQ.FT. GARDEN STORAGE 44 SQ.FT. STORAGE SPACE/UTILITY 159 SQ.FT. LAYOUT PAGE TABLE PG#TITLE COMMENTS CONT. DATE COVER SHEET C1 SITE PLAN C2 STORMWATER BMP'S C3 CURB, SIDEWALK, AND DRIVEWAY A0 ARCHITECTURAL NOTES A1 FOUNDATION PLAN A2 FOUNDATION DETAILS A3 BASEMENT FLOOR PLAN A4 FLOOR FRAMING PLAN A5 MAIN FLOOR PLAN A6 ROOF FRAMING PLAN A7 BUILDING SECTIONS A8 BUILDING SECTIONS A9 EXTERIOR ELEVATIONS A10 EXTERIOR ELEVATIONS S0 STRUCTURAL NOTES S1 ENGINEERING INFO BASEMENT PLAN S2 ENGINEERING INFO MAIN PLAN REVISION TABLE PG#DATE DESCRIPTION OWNER / DESIGN INFORMATION CODE & PROJECT DESCRIPTION ZONING: R2 OCCUPANCY GROUP AND USE: SINGLE FAMILY RESIDENCE CONSTRUCTION TYPE: TYPE-V ALL CONSTRUCTION TO COMPLY WITH LOCAL CODES AND ORDINANCES AND THE FOLLOWING: - 2018 INTERNATIONAL RESIDENTIAL CODE - 2018 UNIFORM PLUMBING CODE - 2018 WASHINGTON STATE ENERGY CODE DEFERRED SUBMITTALS PROJECT INFORMATION PROJECT ADDRESS: PARCEL# P77607 FIRE AREA: 4,511 SQ FT 5009 DOON WAY, ANACORTES, WA 98221 FIRE FLOW REQ. = 1,750 GPM NEAREST HYDRANT = 81' HYDRANT: #593 DISTANCE: 81' FLOW TEST = 1,608 GPM THE HOBBS RESIDENCE 5009 DOON WAY, ANACORTES, WA 98221 COVER SHEET DRAFTED BY: THE INFORMATION, PLANS, DESIGNS, NOTES AND ARRANGEMENTS SHOWN ON THIS DRAWING ARE CONFIDENTIAL AND MAY NOT BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE EXPRESS WRITTEN PERMISSION OF STRANDBERG CONSTRUCTION INC. DRAWINGS NOTED AS PRELIMINARY, SCHEMATIC, AND/ OR CONCEPT CONTAIN INFORMATION THAT IS CONCEPTUAL AND SUBJECT TO CHANGE. THE DESIGNER MAKES NO CLAIM FOR ACCURACY OF CONCEPTUAL INFORMATION OR OF INFORMATION SUPPLIED BY OTHERS. J. STERLING INITIAL: OWNER APPROVAL PROJECT / CLIENT INFO 03-08-24 1/4" = 1' U.N.O. PAGE #: BUILDER INFO: MAILING ADDRESS: 2018 R AVE. Thursday, June 13, 2024 PRINTED: FILE: C:/C - DESIGN JOBS/Hobbs/2_Design/Hobbs 24 X 36 Layout.layout DESIGNED BY: SCALE DATE ANACORTES WA 98221 PHONE: 360-293-7431 WEB: www.strandbergconstruction.com HOBBS RESIDENCE 5009 DOON WAY, ANACORTES, WA 98221 1.MECHANICAL HVAC SYSTEM DRAWINGS 2.ELECTRICAL POWER DISTRIBUTION DRAWINGS 3.NATURAL GAS DISTRIBUTION DRAWINGS 4.PLUMBING DRAWINGS 5.ROOF TRUSS DRAWINGS / CALCULATIONS 6.FLOOR JOIST DRAWINGS / CALCULATIONS 7.LANDSCAPE PLANS 8.LIGHTING PLANS 9.CABINET SHOP DRAWINGS 10.CUSTOM HARDWARE / BRACKET SHOP DRAWINGS 11.FIRE SPRINKLER (IF APPLICABLE) 12.SOLAR PANELS (IF APPLICABLE) 13.ELEVATOR PERMIT (IF APPLICABLE) J. STERLING PAGE: 1 of 18 DESIGNER INFO DESIGNER: JASON STERLING - STRANDBERG CONSTRUCTION INC. EMAIL: JASONS@STRANDBERGCONSTRUCTION.COM DRAFTSMAN: JASON STERLING - STRANDBERG CONSTRUCTION INC. EMAIL: JASONS@STRANDBERGCONSTRUCTION.COM BUILDER INFO NAME: STRANDBERG CONSTRUCTION, INC. ADDRESS: 2018 R AVE., ANACORTES WA 98221 TELEPHONE: 360-293-7431 OWNER INFO NAME: STUART & PATRICIA HOBBS ADDRESS & TELEPHONE AVAILABLE UPON REQUEST CLIMATE ZONE: 4C ENERGY CREDITS REQUIRED: 6 ENERGY CREDITS TAKEN: 6 ENERGY CREDITS TOTAL: 6 FINAL EQUIPMENT AND OPTIONS TO MEET OR EXCEED THE REQUIRED 6 TOTAL CREDITS PROJECT TO HAVE FIRE SUPPRESSION SYSTEM OR HAVE HYDRANT ACCESS TO MEET CODE HYDRANT: #594 DISTANCE: 193' FLOW TEST = N/A HYDRANT: #573 DISTANCE: 376.6' FLOW TEST = 2,275 GPM A1-A4 04-26-24 ADDED EXTRA COLUMN UNDER GREAT ROOM CANTILEVER 06-13-24 CHANGED STORM WATER CALLOUTS ON SITE PLANC1 04-26-24 06-13-24 CONTRACT DATE CITY OF ANACORTES PLANNING AND BUILDING DEPT: APPROVED PLANS REVIEWED FOR CODE COMPLIANCE PERMIT#___________________________ ADDRESS___________________________ SIGNATURE DATE PLANNING APPROVED_____________________________ BUILDING APPROVED______________________________ ENGINEERING ACCEPTED__________________________ STORMWATER ACCEPTED__________________________ Stamp not valid unless signed BLD-2024-0187 5009 Doon Way Building permit conditioned for stormwater conveyance. City is investigating the ownership and capacity of the stormwater pipe in Croatian Way. Condition is to have two options for stormwater connection design: first is to connect by gravity to the pipe in Croatian Way, second is to design a pump system to discharge to the City's stormwater system in Doon way. AE, See Conditions. SL GP N CONIFER TREE LAWN AREA OR EXISTING VEGETATION CONCRETE DRIVE MULCH - PLANTING BED DECIDUOUS TREE SHRUBS / PLANTINGS LANDSCAPE LEGEND REQUIRED LANDSCAPING CALCULATIONS 7,707SITE AREA LOT INFORMATION PARCEL# P77607 EXISTING BEDROCK BMP T5.13: POST-CONSTRUCTION SOIL QUALITY AND DEPTH MINIMUM REQUIREMENT #2 BMP'S BMP C233: SILT FENCE BMP C105: STABILIZED CONSTRUCTION ENTRANCE / EXIT STORM DRAIN INLET PROTECTION I-40.20-00 BMP C130: SURFACE ROUGHENING BMP C123: PLASTIC COVERING / SOIL STOCKPILE BMP C235: WATTLES BMP C154: CONCRETE WASHOUT AREA OWNER / DESIGN INFORMATION CODE & PROJECT DESCRIPTION ZONING: R2 OCCUPANCY GROUP AND USE: SINGLE FAMILY RESIDENCE CONSTRUCTION TYPE: TYPE-V ALL CONSTRUCTION TO COMPLY WITH LOCAL CODES AND ORDINANCES AND THE FOLLOWING: - 2018 INTERNATIONAL RESIDENTIAL CODE - 2018 UNIFORM PLUMBING CODE - 2018 WASHINGTON STATE ENERGY CODE DESIGNER INFO DESIGNER: JASON STERLING - STRANDBERG CONSTRUCTION INC. EMAIL: JASONS@STRANDBERGCONSTRUCTION.COM DRAFTSMAN: JASON STERLING - STRANDBERG CONSTRUCTION INC. EMAIL: JASONS@STRANDBERGCONSTRUCTION.COM BUILDER INFO NAME: STRANDBERG CONSTRUCTION, INC. ADDRESS: 2018 R AVE., ANACORTES WA 98221 TELEPHONE: 360-293-7431 OWNER INFO NAME: STUART & PATRICIA HOBBS ADDRESS & TELEPHONE AVAILABLE UPON REQUEST OVERALL BUILDING HEIGHT: X % OF SITE AREA TO BE LANDSCAPED (PER AMC TABLES 19.42.020-.030) 20% - R2 ZONE 1,541.4 SQ. FT. REQUIRED 3,823.92+/- SQ. FT. PROVIDED COMPLIANCE WITH AMC CH. 16.50 TREE PRESERVATION TREE UNIT CREDITS REQUIRED: - 8 TREE UNITS REQUIRED (SITE AREA /1,000 SF) TREE UNIT CREDITS RETAINED: - 0 TREES 6" DBH = X TREE UNIT CREDITS RETAINED TREE UNIT CREDITS PROVIDED: - 4 NEW DECIDUOUS TREES (MIN. 2" CALIPER @ 6" ABOVE GROUND) - 4 NEW EVERGREEN TREES (8' MIN. IN HEIGHT) LOT SIZE : 7,707 SQ.FT. IMPERVIOUS SURFACE (ON-SITE): 3,600 SQ.FT. MAX BUILDING COVERAGE (35%): 2,697.45 SQ.FT. ACTUAL BUILDING COVERAGE (34.99%): 2,697.2 SQ.FT. NEW AND REPLACED HARD SURFACE TOTAL (SF): 3,836 SQ.FT. IMPERVIOUS SURFACE (OFF-SITE): 235 SQ. FT. CLEARING LIMIT AREA : 7,707 SQ. FT. IMPERVIOUS LOT COVERAGE (PERCENTAGE): 47% A C2 A C2 B C2 B C2 C C2 C C2 D C2 D C2 H C2 H C2 F C2 F C2 E C2 E C2 G C2 G C2 ENTRY PORCH 83 SQ.FT. LOWER PORCH PLAN AREAS MAIN FLOOR GARAGE 1,915 SQ.FT. 527 SQ.FT. COVERED DECK 163 SQ.FT. 285 SQ.FT. BASEMENT 1,457 SQ.FT. TOTAL LIVING AREA:3,372 SQ.FT. GARDEN STORAGE 44 SQ.FT. STORAGE SPACE/UTILITY 159 SQ.FT. N 54°58'30" W 7 0.15'(C) JJV RBR S 1028 SSMH 45.20 1085 MB 43.99 1176 WM.W3! 20.40 1177 WM.W2! 20.41 T 1184 TR.UGT2 20.12 S 1196 SSMH 20.83 JJV RBR N W W SS SS SD SD SD SD SD SD THIGH VIZ. SILT FENCE HIGH VIZ. SILT FENCE HIGH VIZ. SILT FENCE HIGH VIZ. SILT FENCE HIGH VIZ. SILT FENCE HIGH VIZ. SILT FENCE HIGH VIZ. SILT FENCE HIGH VIZ. SILT FENCE HIGH VIZ. SILT FENCE SD SD SD SD SD SD 10'-0" N 34°56'12"E 109.93'(M) N 54°5 5'06" W 70.03'(C) S 5 2°2 4'0 3"E 96 9.1 5'( M ) 9 6 9.18'(P) N 35°00'00"E 30.00' 226.42'(C) 226.50'(P) 560.78'(C) 560.97'(P) P A T H W A Y T Y P E T.B.D. 347 sq ft R E A R P O R C H 285 sq ft E NT RY P O RC H 43 sq ft PATH W AY T YPE T.B.D. 95 sq ft E XISTIN G R ETAININ G W A LL O N N EIG H B O R'S P R O P E R T Y EENTRY PAVERS/SLABS 69 sq ft WATER METER VERIFY LOCATION C R O A TIA N W A Y SFR FF = 41.25' AVG. ORG. GRADE = 36.85' HT. REST. @ 57.92' 3 1' - P R O P. G R A D E 20' 35' 35' 30' 30' 25' 40' 4 3 ' 4 4' 4 0' 3 8' 3 9' 4 1 ' 4 2' 45' 20' 38' C O N C R ET E R ETAININ G W ALL 48"+/- 4 1 ' - P R O P . G R A D E EXACT SEWER CONNECTION LOCATION UNKNOWN - VERIFY ON SITE 20' REAR SETBACK 5' SIDE SETBACK 5' SIDE SETBACK 20' FR O NT SETBACK DIS P E R SIO N T R E N C H D O E S N O T W O R K D U E T O S T E E P S L O P E S U P T O 50 % AT T H E B O T T O M O F T H E L O T A N D W IT HIN 50 F E E T O F T H E H O U S E. S T O R M W AT E R T O B E C O N V E Y E D F R O M TIG H TLIN E B Y 4" PIP E D O W N T O T H E D R AIN R O C K S W ALE A L O N G C R O ATIA W A Y A N D DIS C H A R G E IN T O T H E R O C K. GARAGE FF = 41.25' D RIV E W A Y S LA B 680 sq ft E LE V ATIO N A T C O R N E R = 43.92' H T. R E S T RIC TIO N 14' A B O V E HIG H E S T P OIN T = 57.92' FF ELE V ATIO N = 41.25' L O T SIZ E: 7,707 sq ft M A X C O V E R A G E: 2,6 97.45 (35 %) A C T U AL C O V E R A G E: 2,697.2 sq ft (34.99 %) 1 6 .3 % S L O P E 1 1 .1 1 % S L O P E 10 % SL O P E ELEV. 35.25' ELEV. 35.25' ELEV. 35' ELEV. 35' ELEV.36'ELEV.36' ELEV.36.5'ELEV.36.5' ELEV. 38.25' ELEV. 38.25' ELEV.39'ELEV.39' ELEV. 36.5' ELEV. 36.5' 4 1.2 5' - P R O P. G R A D E ELEV.37.5'ELEV.37.5' ELEV.37'ELEV.37' ELEV. 37.5' ELEV. 37.5' ELEV.37'ELEV.37' ELEV.37.5'ELEV.37.5' ELEV. 36' ELEV. 36' FC2FC2 SOIL STOCKPILE BC2BC2 A C2 A C2 AC2AC2 A C2 A C2 BC2BC2 BC2BC2 BC2BC2 B C2 B C2 B C2 B C2 B C2 B C2 GC2GC2 D C2 D C2 H Y D R A N T: # 5 7 3 DIS T A N C E: 3 7 6.6' F L O W T E S T = 2,2 7 5 G P M H Y D R A N T: #593 DIS T A N C E: 81' F L O W T E S T = 1,6 0 8 G P M D O O N W A Y PARCEL #P77607 LOT SIZE: 7,707 SQ. FT. D RIV E W A Y SL O P E D T O C AT C H B A SIN A N D T H E N TIES IN T O IN T O S D TIG H TLIN E L O C ATIO N D E P T. O N G R A D E - V E RIFY T Y P E A N D L O C ATIO N 42' - PROP. GRAD E 43' - P ROP. GRADE C C2 C C2 C A T C H S D TIG H TLIN E ONLY IF NECESSARY E C2 E C2 H C2 H C2 NOTES: 1.TOTAL CUT/FILL TBD AND VERIFIED ON SITE 2.EXISTING VEGITATION ON LOT IS ONLY GRASS 3.EXISTING DRAINAGE HANDLED AT LOWER END OF LOT, TO BE VERIFIED 5'-0" 5'-0"20'-0" 20'-0" 26'-11 5/16" 2 3'-1 0 " 38'-7 13/16" 55'-9 15/16" S T O R M W A T E R F R O M T H E R O O F A N D D RIV E W A Y W ILL B E C O N V E Y E D IN A H A R D PIP E T O T H E T O P O F T H E R O C K L A N D S C A PIN G E X T E N DIN G 10 F E E T U P F R O M T H E C U R B LIN E O F C R O ATIA W A Y A N D W ILL B E DIS C H A R G E D. 25' R O C K S W A L E SITE PLAN DRAFTED BY: THE INFORMATION, PLANS, DESIGNS, NOTES AND ARRANGEMENTS SHOWN ON THIS DRAWING ARE CONFIDENTIAL AND MAY NOT BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE EXPRESS WRITTEN PERMISSION OF STRANDBERG CONSTRUCTION INC. DRAWINGS NOTED AS PRELIMINARY, SCHEMATIC, AND/ OR CONCEPT CONTAIN INFORMATION THAT IS CONCEPTUAL AND SUBJECT TO CHANGE. THE DESIGNER MAKES NO CLAIM FOR ACCURACY OF CONCEPTUAL INFORMATION OR OF INFORMATION SUPPLIED BY OTHERS. J. STERLING INITIAL: OWNER APPROVAL PROJECT / CLIENT INFO 03-08-24 1/4" = 1' U.N.O. PAGE #: BUILDER INFO: 1/8" = 1' MAILING ADDRESS: 2018 R AVE. Thursday, June 13, 2024 PRINTED: FILE: C:/C - DESIGN JOBS/Hobbs/2_Design/Hobbs 24 X 36 Layout.layout DESIGNED BY: SCALE DATE ANACORTES WA 98221 PHONE: 360-293-7431 WEB: www.strandbergconstruction.com HOBBS RESIDENCE 5009 DOON WAY, ANACORTES, WA 98221 J. STERLING PAGE: 2 of 18 C1 VICINITY MAP- NO SCALE Rev-1 06-13-24 10 ' - 0 " U t i l i t y E a s e m e n t pe r r e c o r d e d p l a t 2'-6 " E a s e m e n t p e r r e c o r d e d p l a t 2'-6 " E a s e m e n t p e r r e c o r d e d p l a t 2'- 6 " E a s e m e n t p e r r e c o r d e d p l a t 30' - 0 " (P R I V A T E ) 20 ' - 0 " This is not public right-of-way. COMMUNITY PROPERTY FOR LOT OWNERS: 1 THRU 7 OF THE CHEUNG-MAVAR'S SKYLINE NO. 21 PLAT. Applicant to provide the necessary documentation demonstrating they have use rights to existing stormwater system in the abutting private property tract along Croatian Way. 10' - 0 " 8'- 7 " 5'- 0 " BMP C105: STABILIZED CONSTRUCTION ENTRANCE / EXIT PURPOSE STABILIZED CONSTRUCTION ENTRANCES ARE ESTABLISHED TO REDUCE THE AMOUNT OF SEDIMENT TRANSPORTED ONTO PAVED ROADS BY VEHICLES OR EQUIPMENT. THIS IS DONE BY CONSTRUCTING A STABILIZED PAD OF QUARRY SPALLS AT ENTRANCES AND EXITS FOR CONSTRUCTION SITES. CONDITIONS OF USE CONSTRUCTION ENTRANCES SHALL BE STABILIZED WHEREVER TRAFFIC WILL BE ENTERING OR LEAVING A CONSTRUCTION SITE IF PAVED ROADS OR OTHER PAVED AREAS ARE WITHIN 1,000 FEET OF THE SITE. FOR RESIDENTIAL CONSTRUCTION PROVIDE STABILIZED CONSTRUCTION ENTRANCES FOR EACH RESIDENCE, RATHER THAN ONLY AT THE MAIN SUBDIVISION ENTRANCE. STABILIZED SURFACES SHALL BE OF SUFFICIENT LENGTH/WIDTH TO PROVIDE VEHICLE ACCESS/PARKING, BASED ON LOT SIZE/CONFIGURATION. ON LARGE COMMERCIAL, HIGHWAY, AND ROAD PROJECTS, THE DESIGNER SHOULD INCLUDE ENOUGH EXTRA MATERIALS IN THE CONTRACT TO ALLOW FOR ADDITIONAL STABILIZED ENTRANCES NOT SHOWN IN THE INITIAL CONSTRUCTION SWPPP. IT IS DIFFICULT TO DETERMINE EXACTLY WHERE ACCESS TO THESE PROJECTS WILL TAKE PLACE; ADDITIONAL MATERIALS WILL ENABLE THE CONTRACTOR TO INSTALL THEM WHERE NEEDED. BMP C233: SILT FENCE PURPOSE USE OF A SILT FENCE REDUCES THE TRANSPORT OF COARSE SEDIMENT FROM A CONSTRUCTION SITE BY PROVIDING A TEMPORARY PHYSICAL BARRIER TO SEDIMENT AND REDUCING THE RUNOFF VELOCITIES OF OVERLAND FLOW. SEE FIGURE II-4.2.12 SILT FENCE (P.369) FOR DETAILS ON SILT FENCE CONSTRUCTION. CONDITIONS OF USE SILT FENCE MAY BE USED DOWNSLOPE OF ALL DISTURBED AREAS. SILT FENCE SHALL PREVENT SOIL CARRIED BY RUNOFF WATER FROM GOING BENEATH, THROUGH, OR OVER THE TOP OF THE SILT FENCE, BUT SHALL ALLOW THE WATER TO PASS THROUGH THE FENCE. SILT FENCE IS NOT INTENDED TO TREAT CONCENTRATED FLOWS, NOR IS IT INTENDED TO TREAT SUBSTANTIAL AMOUNTS OF OVERLAND FLOW. CONVEY ANY CONCENTRATED FLOWS THROUGH THE DRAINAGE SYSTEM TO A SEDIMENT POND. DO NOT CONSTRUCT SILT FENCES IN STREAMS OR USE IN V-SHAPED DITCHES. SILT FENCES DO NOT PROVIDE AN ADEQUATE METHOD OF SILT CONTROL FOR ANYTHING DEEPER THAN SHEET OR OVERLAND FLOW. BMP T5.13: POST-CONSTRUCTION SOIL QUALITY AND DEPTH PURPOSE AND DEFINITION NATURALLY OCCURRING (UNDISTURBED) SOIL AND VEGETATION PROVIDE IMPORTANT STORMWATER FUNCTIONS INCLUDING: WATER INFILTRATION; NUTRIENT, SEDIMENT, AND POLLUTANT ADSORPTION; SEDIMENT AND POLLUTANT BIOFILTRATION; WATER INTERFLOW STORAGE AND TRANSMISSION; AND POLLUTANT DECOMPOSITION. THESE FUNCTIONS ARE LARGELY LOST WHEN DEVELOPMENT STRIPS AWAY NATIVE SOIL AND VEGETATION AND REPLACES IT WITH MINIMAL TOPSOIL AND SOD. NOT ONLY ARE THESE IMPORTANT STORMWATER FUNCTIONS LOST, BUT SUCH LANDSCAPES THEMSELVES BECOME POLLUTION GENERATING PERVIOUS SURFACES DUE TO INCREASED USE OF PESTICIDES, FERTILIZERS AND OTHER LANDSCAPING AND HOUSEHOLD/INDUSTRIAL CHEMICALS, THE CONCENTRATION OF PET WASTES, AND POLLUTANTS THAT ACCOMPANY ROADSIDE LITTER. ESTABLISHING SOIL QUALITY AND DEPTH REGAINS GREATER STORMWATER FUNCTIONS IN THE POST DEVELOPMENT LANDSCAPE, PROVIDES INCREASED TREATMENT OF POLLUTANTS AND SEDIMENTS THAT RESULT FROM DEVELOPMENT AND HABITATION, AND MINIMIZES THE NEED FOR SOME LANDSCAPING CHEMICALS, THUS REDUCING POLLUTION THROUGH PREVENTION. APPLICATIONS AND LIMITATIONS ESTABLISHING A MINIMUM SOIL QUALITY AND DEPTH IS NOT THE SAME AS PRESERVATION OF NATURALLY OCCURRING SOIL AND VEGETATION. HOWEVER, ESTABLISHING A MINIMUM SOIL QUALITY AND DEPTH WILL PROVIDE IMPROVED ON-SITE MANAGEMENT OF STORMWATER FLOW AND WATER QUALITY. SOIL ORGANIC MATTER CAN BE ATTAINED THROUGH NUMEROUS MATERIALS SUCH AS COMPOST, COMPOSTED WOODY MATERIAL, BIOSOLIDS, AND FOREST PRODUCT RESIDUALS. IT IS IMPORTANT THAT THE MATERIALS USED TO MEET THE SOIL QUALITY AND DEPTH BMP BE APPROPRIATE AND BENEFICIAL TO THE PLANT COVER TO BE ESTABLISHED. LIKEWISE, IT IS IMPORTANT THAT IMPORTED TOPSOILS IMPROVE SOIL CONDITIONS AND DO NOT HAVE AN EXCESSIVE PERCENT OF CLAY FINES. THIS BMP CAN BE CONSIDERED INFEASIBLE ON TILL SOIL SLOPES GREATER THAN 33 PERCENT. DESIGN GUIDELINES - SOIL RETENTION. RETAIN, IN AN UNDISTURBED STATE, THE DUFF LAYER AND NATIVE TOPSOIL TO THE MAXIMUM EXTENT PRACTICABLE. IN ANY AREAS REQUIRING GRADING REMOVE AND STOCKPILE THE DUFF LAYER AND TOPSOIL ON SITE IN A DESIGNATED, CONTROLLED AREA, NOT ADJACENT TO PUBLIC RESOURCES AND CRITICAL AREAS, TO BE REAPPLIED TO OTHER PORTIONS OF THE SITE WHERE FEASIBLE. - SOIL QUALITY. ALL AREAS SUBJECT TO CLEARING AND GRADING THAT HAVE NOT BEEN COVERED BY IMPERVIOUS SURFACE, INCORPORATED INTO A DRAINAGE FACILITY OR ENGINEERED AS STRUCTURAL FILL OR SLOPE SHALL, AT PROJECT COMPLETION, DEMONSTRATE THE FOLLOWING: 1. A TOPSOIL LAYER WITH A MINIMUM ORGANIC MATTER CONTENT OF 10% DRY WEIGHT IN PLANTING BEDS, AND 5% ORGANIC MATTER CONTENT IN TURF AREAS, AND A PH FROM 6.0 TO 8.0 OR MATCHING THE PH OF THE UNDISTURBED SOIL. THE TOPSOIL LAYER SHALL HAVE A MINIMUM DEPTH OF EIGHT INCHES EXCEPT WHERE TREE ROOTS LIMIT THE DEPTH OF INCORPORATION OF AMENDMENTS NEEDED TO MEET THE CRITERIA. SUBSOILS BELOW THE TOPSOIL LAYER SHOULD BE SCARIFIED AT LEAST 4 INCHES WITH SOME INCORPORATION OF THE UPPER MATERIAL TO AVOID STRATIFIED LAYERS, WHERE FEASIBLE. 2. MULCH PLANTING BEDS WITH 2 INCHES OF ORGANIC MATERIAL. 3. USE COMPOST AND OTHER MATERIALS THAT MEET THESE ORGANIC CONTENT REQUIREMENTS A. THE ORGANIC CONTENT FOR “PRE-APPROVED” AMENDMENT RATES CAN BE MET ONLY USING COMPOST MEETING THE COMPOST SPECIFICATION FOR BMP T7.30: BIORETENTION CELLS, SWALES, AND PLANTER BOXES (P.959), WITH THE EXCEPTION THAT THE COMPOST MAY HAVE UP TO 35% BIOSOLIDS OR MANURE. THE COMPOST MUST ALSO HAVE AN ORGANIC MATTER CONTENT OF 40% TO 65%, AND A CARBON TO NITROGEN RATIO BELOW 25:1. THE CARBON TO NITROGEN RATIO MAY BE AS HIGH AS 35:1 FOR PLANTINGS COMPOSED ENTIRELY OF PLANTS NATIVE TO THE PUGET SOUND LOWLANDS REGION. B. CALCULATED AMENDMENT RATES MAY BE MET THROUGH USE OF COMPOSTED MATERIAL MEETING (A.) ABOVE; OR OTHER ORGANIC MATERIALS AMENDED TO MEET THE CARBON TO NITROGEN RATIO REQUIREMENTS, AND NOT EXCEEDING THE CONTAMINANT LIMITS IDENTIFIED IN TABLE 220-B, TESTING PARAMETERS, IN WAC 173-350-220. THE RESULTING SOIL SHOULD BE CONDUCIVE TO THE TYPE OF VEGETATION TO BE ESTABLISHED. L IMPLEMENTATION OPTIONS: THE SOIL QUALITY DESIGN GUIDELINES LISTED ABOVE CAN BE MET BY USING ONE OF THE METHODS LISTED BELOW: 1. LEAVE UNDISTURBED NATIVE VEGETATION AND SOIL, AND PROTECT FROM COMPACTION DURING CONSTRUCTION. 2. AMEND EXISTING SITE TOPSOIL OR SUBSOIL EITHER AT DEFAULT “PRE-APPROVED” RATES, OR AT CUSTOM CALCULATED RATES BASED ON TESTS OF THE SOIL AND AMENDMENT. 3. STOCKPILE EXISTING TOPSOIL DURING GRADING, AND REPLACE IT PRIOR TO PLANTING. STOCKPILED TOPSOIL MUST ALSO BE AMENDED IF NEEDED TO MEET THE ORGANIC MATTER OR DEPTH REQUIREMENTS, EITHER AT A DEFAULT “PRE- APPROVED” RATE OR AT A CUSTOM CALCULATED RATE. 4. IMPORT TOPSOIL MIX OF SUFFICIENT ORGANIC CONTENT AND DEPTH TO MEET THE REQUIREMENTS. MORE THAN ONE METHOD MAY BE USED ON DIFFERENT PORTIONS OF THE SAME SITE. SOIL THAT ALREADY MEETS THE DEPTH AND ORGANIC MATTER QUALITY STANDARDS, AND IS NOT COMPACTED, DOES NOT NEED TO BE AMENDED. MAINTENANCE - ESTABLISH SOIL QUALITY AND DEPTH TOWARD THE END OF CONSTRUCTION AND ONCE ESTABLISHED, PROTECT FROM COMPACTION, SUCH AS FROM LARGE MACHINERY USE, AND FROM EROSION. - PLANT VEGETATION AND MULCH THE AMENDED SOIL AREA AFTER INSTALLATION. - LEAVE PLANT DEBRIS OR ITS EQUIVALENT ON THE SOIL SURFACE TO REPLENISH ORGANIC MATTER. - REDUCE AND ADJUST, WHERE POSSIBLE, THE USE OF IRRIGATION, FERTILIZERS, HERBICIDES AND PESTICIDES, RATHER THAN CONTINUING TO IMPLEMENT FORMERLY ESTABLISHED PRACTICES. STORM DRAIN INLET PROTECTION I-40.20-00 SIZE THE BELOW INLET GRATE DEVICE (BIGD) FOR THE STORM WATER STRUCTURE IT WILL SERVICE THE BIGD SHALL HAVE A BUILT IN HIGH-FLOW RELIEF SYSTEM (OVERFLOW BYPASS). 3 THE RETRIEVAL SYSTEM MUST ALLOW REMOVAL OF THE BIGD WITHOUT SPILLING THE COLLECTED MATERIAL. 4. PERFORM MAINTENANCE IN ACCORDANCE WITH STANDARD SPECIFICATION 8-01.3(15). BMP C235: WATTLES PURPOSE WATTLES ARE TEMPORARY EROSION AND SEDIMENT CONTROL BARRIERS CONSISTING OF STRAW, COMPOST, OR OTHER MATERIAL THAT IS WRAPPED IN BIODEGRADABLE TUBULAR PLASTIC OR SIMILAR ENCASING MATERIAL. THEY REDUCE THE VELOCITY AND CAN SPREAD THE FLOW OF RILL AND SHEET RUNOFF, AND CAN CAPTURE AND RETAIN SEDIMENT. WATTLES ARE TYPICALLY 8 TO 10 INCHES IN DIAMETER AND 25 TO 30 FEET IN LENGTH. WATTLES ARE PLACED IN SHALLOW TRENCHES AND STAKED ALONG THE CONTOUR OF DISTURBED OR NEWLY CONSTRUCTED SLOPES. SEE FIGURE II-4.2.14 WATTLES (P. 378) FOR TYPICAL CONSTRUCTION DETAILS. WSDOT STANDARD PLAN I-30.30-00 ALSO PROVIDES INFORMATION ON WATTLES (HTTP://WWW.WSDOT.WA.GOV/DESIGN/STANDARDS/PLANS.HTM#SECTIONI) CONDITIONS OF USE USE WATTLES: - IN DISTURBED AREAS THAT REQUIRE IMMEDIATE EROSION PROTECTION. - ON EXPOSED SOILS DURING THE PERIOD OF SHORT CONSTRUCTION DELAYS, OR OVER WINTER MONTHS. - ON SLOPES REQUIRING STABILIZATION UNTIL PERMANENT VEGETATION CAN BE ESTABLISHED. - THE MATERIAL USED DICTATES THE EFFECTIVENESS PERIOD OF THE WATTLE. GENERALLY, WATTLES ARE TYPICALLY EFFECTIVE FOR ONE TO TWO SEASONS. - PREVENT RILLING BENEATH WATTLES BY PROPERLY ENTRENCHING AND ABUTTING WATTLES TOGETHER TO PREVENT WATER FROM PASSING BETWEEN THEM. DESIGN CRITERIA - INSTALL WATTLES PERPENDICULAR TO THE FLOW DIRECTION AND PARALLEL TO THE SLOPE CONTOUR. - NARROW TRENCHES SHOULD BE DUG ACROSS THE SLOPE ON CONTOUR TO A DEPTH OF 3- TO 5- INCHES ON CLAY SOILS AND SOILS WITH GRADUAL SLOPES. ON LOOSE SOILS, STEEP SLOPES, AND AREAS WITH HIGH RAINFALL, THE TRENCHES SHOULD BE DUG TO A DEPTH OF 5- TO 7- INCHES, OR 1/2 TO 2/3 OF THE THICKNESS OF THE WATTLE. - START BUILDING TRENCHES AND INSTALLING WATTLES FROM THE BASE OF THE SLOPE AND WORK UP. SPREAD EXCAVATED MATERIAL EVENLY ALONG THE UPHILL SLOPE AND COMPACTED USING HAND TAMPING OR OTHER METHODS. - CONSTRUCT TRENCHES AT INTERVALS OF 10- TO 25-FEET DEPENDING ON THE STEEPNESS OF THE SLOPE, SOIL TYPE, AND RAINFALL. THE STEEPER THE SLOPE THE CLOSER TOGETHER THE TRENCHES. - INSTALL THE WATTLES SNUGLY INTO THE TRENCHES AND ABUT TIGHTLY END TO END. DO NOT OVERLAP THE ENDS. - INSTALL STAKES AT EACH END OF THE WATTLE, AND AT 4-FOOT CENTERS ALONG ENTIRE LENGTH OF WATTLE. - IF REQUIRED, INSTALL PILOT HOLES FOR THE STAKES USING A STRAIGHT BAR TO DRIVE HOLES THROUGH THE WATTLE AND INTO THE SOIL. - WOODEN STAKES SHOULD BE APPROXIMATELY 3/4 X 3/4 X 24 INCHES MIN. WILLOW CUTTINGS OR 3/8-INCH REBAR CAN ALSO BE USED FOR STAKES. - STAKES SHOULD BE DRIVEN THROUGH THE MIDDLE OF THE WATTLE, LEAVING 2 TO 3 INCHES OF THE STAKE PROTRUDING ABOVE THE WATTLE. MAINTENANCE STANDARDS - WATTLES MAY REQUIRE MAINTENANCE TO ENSURE THEY ARE IN CONTACT WITH SOIL AND THOROUGHLY ENTRENCHED, ESPECIALLY AFTER SIGNIFICANT RAINFALL ON STEEP SANDY SOILS. BMP C154: CONCRETE WASHOUT AREA PURPOSE PREVENT OR REDUCE THE DISCHARGE OF POLLUTANTS TO STORMWATER FROM CONCRETE WASTE BY CONDUCTING WASHOUT OFF-SITE, OR PERFORMING ON-SITE WASHOUT IN A DESIGNATED AREA TO PREVENT POLLUTANTS FROM ENTERING SURFACE WATERS OR GROUND WATER. CONDITIONS OF USE CONCRETE WASHOUT AREA BEST MANAGEMENT PRACTICES ARE IMPLEMENTED ON CONSTRUCTION PROJECTS WHERE: - CONCRETE IS USED AS A CONSTRUCTION MATERIAL. - IT IS NOT POSSIBLE TO DISPOSE OF ALL CONCRETE WASTEWATER AND WASHOUT OFF-SITE (READY MIX PLANT, ETC.). - CONCRETE TRUCKS, PUMPERS, OR OTHER CONCRETE COATED EQUIPMENT ARE WASHED ON-SITE. NOTE: IF LESS THAN 10 CONCRETE TRUCKS OR PUMPERS NEED TO BE WASHED OUT ON-SITE, THE WASHWATER MAY BE DISPOSED OF IN A FORMED AREA AWAITING CONCRETE OR AN UPLAND DISPOSAL SITE WHERE IT WILL NOT CONTAMINATE SURFACE OR GROUND WATER. THE UPLAND DISPOSAL SITE SHALL BE AT LEAST 50 FEET FROM SENSITIVE AREAS SUCH AS STORM DRAINS, OPEN DITCHES, OR WATER BODIES, INCLUDING WETLANDS. BMP C123: PLASTIC COVERING PURPOSE: PLASTIC COVERING PROVIDES IMMEDIATE, SHORT-TERM EROSION PROTECTION TO SLOPES AND DISTURBED AREAS. CONDITIONS OF USE: PLASTIC COVERING MAY BE USED ON DISTURBED AREAS THAT REQUIRE COVER MEASURES FOR LESS THAN 30 DAYS, EXCEPT AS STATED BELOW. PLASTIC IS PARTICULARLY USEFUL FOR PROTECTING CUT AND FILL SLOPES AND STOCKPILES. NOTE: THE RELATIVELY RAPID BREAKDOWN OF MOST POLYETHYLENE SHEETING MAKES IT UNSUITABLE FOR LONG-TERM (GREATER THAN SIX MONTHS) APPLICATIONS. - DUE TO RAPID RUNOFF CAUSED BY PLASTIC COVERING, DO NOT USE THIS METHOD UPSLOPE OF AREAS THAT MIGHT BE ADVERSELY IMPACTED BY CONCENTRATED RUNOFF. SUCH AREAS INCLUDE STEEP AND/OR UNSTABLE SLOPES. - PLASTIC SHEETING MAY RESULT IN INCREASED RUNOFF VOLUMES AND VELOCITIES, REQUIRING ADDITIONAL ON-SITE MEASURES TO COUNTERACT THE INCREASES. CREATING A TROUGH WITH WATTLES OR OTHER MATERIAL CAN CONVEY CLEAN WATER AWAY FROM THESE AREAS. - TO PREVENT UNDERCUTTING, TRENCH AND BACKFILL ROLLED PLASTIC COVERING PRODUCTS. - WHILE PLASTIC IS INEXPENSIVE TO PURCHASE, THE ADDED COST OF INSTALLATION, MAINTENANCE, REMOVAL, AND DISPOSAL MAKE THIS AN EXPENSIVE MATERIAL, UP TO $1.50-2.00 PER SQUARE YARD. - WHENEVER PLASTIC IS USED TO PROTECT SLOPES INSTALL WATER COLLECTION MEASURES AT THE BASE OF THE SLOPE. THESE MEASURES INCLUDE PLASTIC-COVERED BERMS, CHANNELS, AND PIPES USED TO COVEY CLEAN RAINWATER AWAY FROM BARE SOIL AND DISTURBED AREAS. DO NOT MIX CLEAN RUNOFF FROM A PLASTIC COVERED SLOPE WITH DIRTY RUNOFF FROM A PROJECT. BMP C130: SURFACE ROUGHENING Purpose: Surface roughening aids in the establishment of vegetative cover, reduces runoff velocity, increases infiltration, and provides for sediment trapping through the provision of a rough soil surface. Horizontal depressions are created by operating a tiller or other suitable equipment on the contour or by leaving slopes in a roughened condition by not fine grading them. Use this BMP in conjunction with other BMPs such as seeding, mulching, or sodding. CONDITIONS OF USE: - All slopes steeper than 3H:1V and greater than 5 vertical feet require surface roughening to a depth of 2 to 4 inches prior to seeding. - Areas that will not be stabilized immediately may be roughened to reduce runoff velocity until seeding takes place. - Slopes with a stable rock face do not require roughening. - Slopes where mowing is planned should not be excessively roughened. HH AA BB CC DD EE FF GG E10E10 E12E12 E13E13 DRAFTED BY: THE INFORMATION, PLANS, DESIGNS, NOTES AND ARRANGEMENTS SHOWN ON THIS DRAWING ARE CONFIDENTIAL AND MAY NOT BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE EXPRESS WRITTEN PERMISSION OF STRANDBERG CONSTRUCTION INC. DRAWINGS NOTED AS PRELIMINARY, SCHEMATIC, AND/ OR CONCEPT CONTAIN INFORMATION THAT IS CONCEPTUAL AND SUBJECT TO CHANGE. THE DESIGNER MAKES NO CLAIM FOR ACCURACY OF CONCEPTUAL INFORMATION OR OF INFORMATION SUPPLIED BY OTHERS. J. STERLING INITIAL: OWNER APPROVAL PROJECT / CLIENT INFO 03-08-24 1/4" = 1' U.N.O. PAGE #: BUILDER INFO: MAILING ADDRESS: 2018 R AVE. Friday, April 26, 2024 PRINTED: FILE: S:/Strandberg Companies/SCINC/DESIGN JOBS/Hobbs/2_Design/Hobbs 24 X 36 Layout.layout DESIGNED BY: SCALE DATE ANACORTES WA 98221 PHONE: 360-293-7431 WEB: www.strandbergconstruction.com HOBBS RESIDENCE 5009 DOON WAY, ANACORTES, WA 98221 STORMWATER BMP'S J. STERLING PAGE: 3 of 18 C2 STANDARD PLAN F-80.10-04 - CONCRETE DRIVEWAY ENTRANCE STANDARD PLAN F-10.12-03 - CONCRETE CURBS STANDARD PLAN F-80.10-04 - CONCRETE DRIVEWAY ENTRANCE STANDARD PLAN F-30.10-03 - CONCRETE SIDEWALKS MAX 20' DRIVEWAY WIDTH PER STR-28 OF EDS STANDARDS MAX 20' DRIVEWAY WIDTH PER STR-28 OF EDS STANDARDS USE THIS DETAIL DRAFTED BY: THE INFORMATION, PLANS, DESIGNS, NOTES AND ARRANGEMENTS SHOWN ON THIS DRAWING ARE CONFIDENTIAL AND MAY NOT BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE EXPRESS WRITTEN PERMISSION OF STRANDBERG CONSTRUCTION INC. DRAWINGS NOTED AS PRELIMINARY, SCHEMATIC, AND/ OR CONCEPT CONTAIN INFORMATION THAT IS CONCEPTUAL AND SUBJECT TO CHANGE. THE DESIGNER MAKES NO CLAIM FOR ACCURACY OF CONCEPTUAL INFORMATION OR OF INFORMATION SUPPLIED BY OTHERS. J. STERLING INITIAL: OWNER APPROVAL PROJECT / CLIENT INFO 03-08-24 1/4" = 1' U.N.O. PAGE #: BUILDER INFO: MAILING ADDRESS: 2018 R AVE. Friday, April 26, 2024 PRINTED: FILE: S:/Strandberg Companies/SCINC/DESIGN JOBS/Hobbs/2_Design/Hobbs 24 X 36 Layout.layout DESIGNED BY: SCALE DATE ANACORTES WA 98221 PHONE: 360-293-7431 WEB: www.strandbergconstruction.com HOBBS RESIDENCE 5009 DOON WAY, ANACORTES, WA 98221 CURB, SIDEWALK, AND DRIVEWAY J. STERLING PAGE: 4 of 18 C3 WINDOW FLASHING DETAIL - STEP 1 WINDOW FLASHING DETAIL - STEP 2 WINDOW FLASHING DETAIL - STEP 3 & 4 WINDOW FLASHING DETAIL - STEP 5 & 6 ENTRY PORCH 83 SQ.FT. LOWER PORCH PLAN AREAS MAIN FLOOR GARAGE 1,915 SQ.FT. 527 SQ.FT. COVERED DECK 163 SQ.FT. 285 SQ.FT. BASEMENT 1,457 SQ.FT. TOTAL LIVING AREA:3,372 SQ.FT. GARDEN STORAGE 44 SQ.FT. STORAGE SPACE/UTILITY 159 SQ.FT. TYPICAL HEADER FRAMING HEADER LESS THAN 5' (1) KING STUD FROM TOP PLATE TO BOTTOM PLATE (1) TRIMMER HEADER LESS THAN 5' (2) KING STUDS FROM TOP PLATE TO BOTTOM PLATE (1) TRIMMER WINDOW W/ 6" POST (2) KING STUDS FROM TOP PLATE TO BOTTOM PLATE CONCEAL FLANGE HANGER EA. SIDE WINDOW W/ 3" POST HEADER MORE THAN 5' (2) KING STUDS FROM TOP PLATE TO BOTTOM PLATE (1) TRIMMER HEADER MORE THAN 5' DOOR SCHEDULE #QTY FLOOR SIZE WIDTH HEIGHT DESCRIPTION D01 1 1 3080 36"96"EXT. HINGE GLASS PANEL D02 1 1 8080 96"96"GARAGE-MODERN STEEL - FLUSH, WINDOW D03 1 1 8080 96"96"GARAGE-MODERN STEEL - FLUSH, WINDOWD04 1 1 3080 36"96"HINGED-SLAB D05 1 1 3080 36"96"HINGED-DOOR P01 D06 1 1 5080 60"96"DOUBLE HINGED-DOOR P01D07 1 1 3080 36"96"HINGED-DOOR P01 D08 1 1 2880 32"96"HINGED-DOOR P01 D09 1 1 3080 36"96"HINGED-DOOR P01 D10 1 1 2880 32"96"POCKET-DOOR P01 D11 1 1 3080 36"96"POCKET-DOOR P01 D12 1 1 3080 36"96"HINGED-DOOR P01 D13 1 1 3080 36"96"HINGED-DOOR P01D14 1 1 3080 36"96"POCKET-DOOR P01 D15 1 1 5080 60"96"DOUBLE HINGED-DOOR P01 D16 1 1 3080 36"96"POCKET-DOOR P01D17 1 0 3068 36"80"EXT. HINGE GLASS PANEL D18 1 0 3068 36"80"EXT. HINGE GLASS PANEL D19 1 0 3068 36"80"POCKET-DOOR P01 D20 1 0 3068 36"80"POCKET-DOOR P01 D21 1 0 3068 36"80"HINGED-DOOR P01 D22 1 0 2868 32"80"HINGED-DOOR P01 D23 1 0 3068 36"80"HINGED-DOOR P01D25 1 0 3068 36"80"POCKET-DOOR P01 D26 1 0 3068 36"80"HINGED-DOOR P01 D27 1 0 3068 36"80"HINGED-DOOR P01D28 1 0 3068 36"80"HINGED-DOOR P01 D29 1 0 3068 36"80"HINGED-DOOR P01 D30 1 0 5068 60"80"SLIDER-PANEL D31 1 0 5068 60 1/4"80"SLIDER-PANEL D32 1 0 2868 32"80"HINGED-DOOR P01 D33 1 0 2868 32"80"HINGED-DOOR P01 WINDOW SCHEDULE NUMBER QTY FLOOR SIZE WIDTH HEIGHT EGRESS TEMPERED DESCRIPTION COMMENTSW01 1 1 3016 36"18"PIC W02 1 1 3016 36"18"PIC W03 1 1 2016 24"18"PICW04 1 1 2016 24"18"PIC W05 1 1 2016 24"18"PIC W06 1 1 3016 36"18"PIC W07 1 1 3016 36"18"PIC W08 1 1 3050 36"60"CASE W09 1 1 3050 36"60"CASE W10 1 1 1860 20"72"YES PICW11 1 1 3040 36"48"CASE W12 1 1 3640 42"48"FIX CASE W13 1 1 3040 36"48"CASEW14 1 1 8080 96"96"YES PATIO DOOR W15 1 1 4030 48"36"PIC W16 1 1 4030 48"36"PIC W17 1 1 4030 48"36"PIC W18 1 1 4076 48"90"MUL PIC/BOT AWN BOT AWN 18" W19 1 1 4076 48"90"MUL PIC/BOT AWN BOT AWN 18" W20 1 1 4076 48"90"MUL PIC/BOT AWN BOT AWN 18"W21 1 1 3076 36"90"MUL CASE/BOT AWN BOT AWN 18" W22 1 1 4076 48"90"MUL FIX CASE/BOT AWN BOT AWN 18" W23 1 1 3076 36"90"MUL CASE/BOT AWN BOT AWN 18"W24 1 0 3050 36"60"CASE W25 1 0 3650 42"60"FIX CASE W26 1 0 3050 36"60"YES CASE W27 1 0 2636 30"42"CASE W28 1 0 2636 30"42"CASE W29 1 0 3050 36"60"YES CASE W30 1 0 3650 42"60"FIX CASEW31 1 0 3050 36"60"CASE W32 1 0 3050 36"60"CASE W33 1 0 3650 42"60"FIX CASEW34 1 0 3050 36"60"YES CASE W35 1 0 3036 36"42"YES CASE TEMP AWN TEMP AWN TEMP AWN TEMP AWN TEMP AWN TEMP AWN DRAFTED BY: TH E I N F O R M A T I O N , P L A N S , D E S I G N S , N O T E S A N D A R R A N G E M E N T S S H O W N O N T H I S D R A W I N G A R E C O N F I D E N T I A L AN D M A Y N O T B E R E P R O D U C E D I N W H O L E O R I N P A R T W I T H O U T T H E E X P R E S S W R I T T E N P E R M I S S I O N O F ST R A N D B E R G C O N S T R U C T I O N I N C . D R A W I N G S N O T E D A S P R E L I M I N A R Y , S C H E M A T I C , A N D / O R C O N C E P T C O N T A I N IN F O R M A T I O N T H A T I S C O N C E P T U A L A N D S U B J E C T T O C H A N G E . T H E D E S I G N E R M A K E S N O C L A I M F O R A C C U R A C Y OF C O N C E P T U A L I N F O R M A T I O N O R O F I N F O R M A T I O N S U P P L I E D B Y O T H E R S . J.STERLING INITIAL: OWNER APPROVAL PROJECT / CLIENT INFO 03-08-24 1/4" = 1' U.N.O. PAGE #: BUILDER INFO: MAILING ADDRESS: 2018 R AVE. Friday, April 26, 2024 PRINTED: FILE: S:/Strandberg Companies/SCINC/DESIGN JOBS/Hobbs/2_Design/Hobbs 24 X 36 Layout.layout DESIGNED BY: SCALE DATE ANACORTES WA 98221 PHONE: 360-293-7431 WEB: www.strandbergconstruction.com HO B B S R E S I D E N C E 5 0 0 9 D O O N W A Y , A N A C O R T E S , W A 98 2 2 1 J.STERLING ARCHITECTURAL NOTES PAGE: 5 of 18 A0 GENERAL NOTES ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. ALL HEADER MATERIAL TO BE 4 x 10 D.F. # 2 U.N.O. VERIFY HEADER HEIGHTS WITH SUPER. ALL EXTERIOR WALLS ARE 2 x 6 - 16" O.C. STUDS, UNLESS NOTED OTHERWISE. ALL INTERIOR WALLS ARE 2 x 4 - 16" O.C. STUDS, UNLESS NOTED OTHERWISE. PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS, TOILET PAPER DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER FOR LOCATIONS. FRAMING NOTES REFER TO SHEET A2 FOR FOUNDATION NOTES AND DETAILS. COORDINATE W/ MECH. & ELEC. FOR LOCATIONS & SIZES OF FOUNDATION/SLAB/JOISTS BLOCKOUTS. FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE IS FOR SCHEMATIC DESIGN ONLY. MANUFACTURER SHALL PROVIDE AND SUBMIT ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO THE FABRICATION AND INSTALLATION. ALL TRUSS TO TRUSS & TRUSS TO BEAM CONNECTORS TO BE DESIGNED BY MANUFACTURER FLOOR SHEATHING TO BE 3/4" CDX OR OSB STURDI-FLOOR T&G, GLUE AND NAIL W/ RING SHANK 8d's @ 6" EDGES & 12" IN THE FIELD. FACE GRAIN PERPENDICULAR TO SUPPORTS. ROOF SHEATHING TO BE 7/16" OSB OR EQUAL. PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST LOCATIONS AND BETWEEN UPPER AND LOWER STUDS AT FLOOR TO FLOOR HOLDOWN LOCATIONS. PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING LOCATIONS WHERE THERE IS A LOAD BEARING WALL ABOVE. ALL CONNECTIONS TO BE SIMPSON OR EQUAL. INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE CONNECTIONS AS WELL AS FROM TRUSS OR RAFTER TO BEAM CONNECTIONS. 20 MIN. FIRE RATED DOOR W/ SELF-CLOSING DEVICE. FLOOR PLAN NOTES SMOKE DETECTOR. EVERY DWELLING UNIT SHALL HAVE A SMOKE DETECTOR LOCATED IN EVERY BEDROOM AND AT A POINT CENTRALLY LOCATED IN THE CORRIDOR OR AREA GIVING ACCESS TO EACH SEPARATE SLEEPING AREA. IN NEW CONSTRUCTION, REQUIRED SMOKE DETECTORS SHALL RECEIVE THEIR PRIMARY POWER FROM THE BUILDING WIRING AND SHALL BE EQUIPPED WITH A BATTERY BACKUP. SMOKE DETECTOR AND CO DETECTOR ARE REQUIRED ON EACH LEVEL OF THE STRUCTURE. SHELF AND HANGING ROD. BUILT IN SHELVES. CABINET - OWNER / CONTRACTOR TO VERIFY. EGRESS WINDOWS SHALL HAVE AN OPERABLE SECTION FOR EMERGENCY EGRESS 5.7 SQUARE FEET MIN. MINIMUM NET CLEAR OPERABLE SECTION TO BE 20" WIDE AND 24" HIGH. SILL HEIGHT MAXIMUM 44" OFF FLOOR. WHOLE HOUSE FANS SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH AS A CLOCK TIMER WITH A ZONE RATING OF 1.5 OR LESS. F.A.U. ON 18" HIGH PLATFORM. TOP OF PLATFORM TO BE 1 1/8" T & G PLYWOOD. EXPOSED FACE AND SIDES TO HAVE 1 LAYER 5/8" TYPE "X" GYP. BD. NO FURNACE SHALL BE INSTALLED IN ANY CONFINED SPACE WITH ACCESS ONLY THROUGH A BEDROOM, BATHROOM, OR CLOSET. PROVIDE AT LEAST 30" OF WORKING SPACE IN FRONT OF FURNACE. ALL BUILDING WATER SUPPLY SYSTEMS IN WHICH QUICK ACTING VALVES ARE INSTALLED, SHALL BE PROVIDED WITH DEVICES TO ABSORB HIGH PRESSURES RESULTING FROM THE QUICK CLOSING OF THESE VALVES. DRAIN OUT, NO TRAPPING, END OF PIPE LESS THAN 2 FEET ABOVE GROUND, POINTING DOWN. TANKS SHALL BE STRAPPED WITHIN UPPER 1/3 AND LOWER 1/3 TO PREVENT OVERTURNING IN AN EARTHQUAKE. MIN. EFFICIENCY OF 91% PROVIDE DRYER VENT TO EXTERIOR. PROVIDE RECESSED HOT & COLD SHUTOFF CONTROL VALVES & WASTE AT WASHER. EXHAUST DUCTS SHALL NOT EXCEED A TOTAL COMBINED HORIZONTAL AND VERTICAL LENGTH OF 35 FEET. THE MAXIMUM LENGTH OF THE DUCT SHALL BE REDUCED 2.5 FEET FOR EACH 45-DEGREE BEND AND 5 FEET FOR EACH 90- DEGREE BEND. A MINIMUM 4-INCH DIAMETER EXHAUST DUCT OF SMOOTHBORE, NONCOMBUSTIBLE MATERIALS REQUIRED WITH BACK-DRAFT DAMPER. TEMPERED GLASS MECHANICAL FAN. BATHROOM, LAUNDRY ROOMS AND POWDER ROOMS SHALL BE PROVIDED WITH A MECHANICAL FAN CONNECTED TO THE OUTSIDE CAPABLE OF 50 C.F.M. AND SHALL NOT TERMINATE CLOSER THAN 3 FEET TO ANY OPERABLE WINDOW OR OPENING INTO THE BUILDING. MINIMUM DUCT SIZE IS 4 INCHES. DRYER, KITCHEN, AND BATH FANS TO BE SEPARATELY VENTED TO THE OUTSIDE. INSTALL DUCTWORK PRIOR TO INSULATION FOR FRAMING INSPECTION. EXHAUST FANS TO BE CONSTRUCTED OF SMOOTHBORE, NONCOMBUSTIBLE MATERIALS. APPROVED FLEX CONNECTORS NOT EXCEEDING 6 FEET IN LENGTH MAY BE USED IN CONNECTION WITH DOMESTIC DRYER EXHAUST. 22" x 30" MIN. ATTIC ACCESS TO BE ACCESSIBLE WITH UNOBSTRUCTED HEADROOM. FRAME OUT ACCESS HOLE TO DEPTH OF INSULATION WITH NOT LESS THAN 1/2" PLYWOOD. ACCESS COVER IN GARAGES TO BE HINGED AND SHALL BE WEATHER-STRIPPED OR SEALED TIGHT. GUARDRAIL 36" ABOVE FINISHED FLOOR. STAIR HANDRAIL 36" ABOVE STAIR NOSING. INTERMEDIATE RAIL SPACING SHALL NOT ALLOW A 4" DIAMETER SPHERE TO PASS THROUGH PER I.R.C. SECTION 312.2. PRE-MANUFACTURED, ZERO CLEARANCE GAS FIREPLACE. CONSULT WITH OWNER FOR TRIM PACKAGE. CONTRACTOR SHALL ASSUME ALL OPTIONS. REFER TO MANUFACTURER'S SPECS FOR MINIMUM REQUIREMENTS OF NON-COMBUSTIBLE SURROUND & HEARTH MATERIAL. GARAGE FLOOR SURFACES SHALL BE MIN. 4" CONCRETE. SLOPE CONCRETE FLOOR MIN. 1/8" PER 12" TOWARDS MAIN VEHICLE ENTRY DOORWAY OR TOWARDS FLOOR DRAIN. 22 11 33 44 55 66 1111 88 77 99 1010 1212 1313 1414 1616 1515 FINAL EQUIPMENT AND OPTIONS TO MEET OR EXCEED THE REQUIRED 6 TOTAL CREDITS Upper Level Walls and Roof Framing Roof diaphragms are 11RD, typ. Truss layout is as shown. Truss design and analysis by others. Exterior pony walls at roof pop-ups are 1PW, typ. Ledgers at lower roof to upper shear wall are 80L, typ. Fireplace and chimney framing per Arch and code. Lower Level Walls, Main Floor Framing All interior floor sheathing is 12FD, typ. Stair framing: 0PA and code. Foundation and Retaining Walls Location of footing steps and / or transitions between retaining wall types shown are approximate only and may vary depending on field conditions. Footing dashed lines may not be to scale, footing sizes to be per callouts. Exterior cripple walls at crawlspace level, if any, shall be the same shear wall as directly above. Also use the same posts in cripple walls as directly above. All slabs on grade are 95S. 24 3/11/24 ENTRY PORCH 83 SQ.FT. LOWER PORCH PLAN AREAS MAIN FLOOR GARAGE 1,915 SQ.FT. 527 SQ.FT. COVERED DECK 163 SQ.FT. 285 SQ.FT. BASEMENT 1,457 SQ.FT. TOTAL LIVING AREA:3,372 SQ.FT. GARDEN STORAGE 44 SQ.FT. STORAGE SPACE/UTILITY 159 SQ.FT. 2X 1 4 F A S C I A B U I L D U P - I N S T A L L W / S P A C E R S 2 A8 2 A8 2 A8 2 A8 1 A8 1 A8 1 A8 1 A8 2'-4 1/2" 8'-3" 1'-9" 8'-3" 2'-4 1/2" 6'-9"20'-10"25'-2" 52'-9" 4'-6"41'-6"9'-0" 55'-0" 24'-6"0'-8"4'-8"2'-0"2'-8"8'-0"3'-6"5'-3"1'-6" 0'-6" 23'-0" 8'-0" 12'-6" 13'-0" 56'-6" 56'-6" 1'-6" 0'-6" 13'-6 1/2" 29'-11 1/2" 13'-0" 2'-0"2'-0"40'-10"0'-8"4'-6" 13'-0 1/2" 2'-0" 10'-9" 2'-0" 14'-2 1/2" 2'-0" 0'-8" 8'-0" 1'-4" 2'-8" 2'-0" 5'-1 1/2" 1'-4" 5'-4 1/2" 1'-4" 14'-9" 1'-4" 12'-1" 0'-6" 0'-8" 7'-3" 1'-4" 11'-0" 1'-4" 12'-1" 0'-6" 12'-4" 1'-4" 13'-0" 0'-11 1/2" 1'-0 1/2" BU C K O U T F O R G A R A G E D O O R SL O P E G A R A G E F L O O R BUCKOUT FOR MAN DOOR CONCRETE SLAB FLOOR 95S ENG SPEC CONCRETE SLAB FLOOR 95S ENG SPEC 1,756 SF CONCRETE SLAB FLOOR 95S ENG SPEC CONCRETE SLAB FLOOR 95S ENG SPEC 524 SF STEMWALL WIDTH ALWAYS DEPENDENT ON GRADE SEE FOUNDATION DETAILS TO VERIFY. STEMWALL WIDTH ALWAYS DEPENDENT ON GRADE SEE FOUNDATION DETAILS TO VERIFY. STEMWALL WIDTH ALWAYS DEPENDENT ON GRADE SEE FOUNDATION DETAILS TO VERIFY. 24" X 24" X 8" CONCRETE FOOTING 24" X 24" X 8" CONCRETE FOOTING 6" X 16" THICKENED CONCRETE FOOTING 6" X 16" THICKENED CONCRETE FOOTING 6" X 16" THICKENED CONCRETE FOOTING 6" X 16" THICKENED CONCRETE FOOTING 6" X 16" THICKENED CONCRETE FOOTING 17 H D 17 H D 17 H D 17 H D CONCRETE SLAB FLOOR 95S ENG SPEC 56 SF CONCRETE SLAB FLOOR 95S ENG SPEC 285 SF 4 A9 4 A9 4 A9 4 A9 3 A9 3 A9 3 A9 3 A916'-8" 11'-9 1/2" 1'-6" 0'-6"6 A2 6 A2 1'-4" 2'-1 1/2" 2'-0" 3'-1 1/2" 3'-2 1/2" 7'-1 1/2" 4'-0" 8'-0" 7'-0"18'-2"6'-3 1/2"11'-0 1/2"10'-3" 2'-0"5'-3"14'-7"6'-3" 2'-0"3'-6"2'-0"2'-0"2'-3"7'-5"7'-7"2'-0"16'-10" 9'-3"0'-8"18'-6"0'-4"17'-3" 6 A2 6 A2 6 A2 6 A2 6 A2 6 A2 6 A2 6 A2 6 A2 6 A2 5 A2 5 A2 5 A2 5 A2 7 A2 7 A2 7 A2 7 A2 1 A2 1 A2 2 A2 2 A2 5 A2 5 A2 5 A2 5 A2 5 A2 5 A2 5 A2 5 A2 5 A2 5 A2 3 A2 3 A2 3 A2 3 A2 1 A2 1 A2 1 A2 1 A2 1 A2 1 A2 1 A2 1 A2 5 A2 5 A2 3 A2 3 A2 6 A2 6 A2 17 H D 0'-6" 1'-6"7'-6"1'-3" 8 A2 8 A2 8 A2 8 A2 8 A2 8 A2 8 A2 8 A2 FOUNDATION PLAN DRAFTED BY: TH E I N F O R M A T I O N , P L A N S , D E S I G N S , N O T E S A N D A R R A N G E M E N T S S H O W N O N T H I S D R A W I N G A R E C O N F I D E N T I A L AN D M A Y N O T B E R E P R O D U C E D I N W H O L E O R I N P A R T W I T H O U T T H E E X P R E S S W R I T T E N P E R M I S S I O N O F ST R A N D B E R G C O N S T R U C T I O N I N C . D R A W I N G S N O T E D A S P R E L I M I N A R Y , S C H E M A T I C , A N D / O R C O N C E P T C O N T A I N IN F O R M A T I O N T H A T I S C O N C E P T U A L A N D S U B J E C T T O C H A N G E . T H E D E S I G N E R M A K E S N O C L A I M F O R A C C U R A C Y OF C O N C E P T U A L I N F O R M A T I O N O R O F I N F O R M A T I O N S U P P L I E D B Y O T H E R S . J.STERLING INITIAL: OWNER APPROVAL PROJECT / CLIENT INFO 03-08-24 1/4" = 1' U.N.O. PAGE #: BUILDER INFO: MAILING ADDRESS: 2018 R AVE. Friday, April 26, 2024 PRINTED: FILE: S:/Strandberg Companies/SCINC/DESIGN JOBS/Hobbs/2_Design/Hobbs 24 X 36 Layout.layout DESIGNED BY: SCALE DATE ANACORTES WA 98221 PHONE: 360-293-7431 WEB: www.strandbergconstruction.com HO B B S R E S I D E N C E 5 0 0 9 D O O N W A Y , A N A C O R T E S , W A 98 2 2 1 GENERAL NOTES FOUNDATION NOTES ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. ALL HEADER MATERIAL TO BE 4 x 10 D.F. # 2 U.N.O. VERIFY HEADER HEIGHTS WITH SUPER. ALL EXTERIOR WALLS ARE 2 x 6 - 16" O.C. STUDS, UNLESS NOTED OTHERWISE. ALL INTERIOR WALLS ARE 2 x 4 - 16" O.C. STUDS, UNLESS NOTED OTHERWISE. PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS, TOILET PAPER DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER FOR LOCATIONS. ALL FOUNDATION FOOTINGS TO BE 18" BELOW GRADE @ FROST DEPTH. JOISTS MAY RUN PERPENDICULAR TO DIRECTION SHOWN. FOUNDATION WALL HEIGHTS MAY VARY DEPENDING ON FINAL GRADE. FOUNDATION FOOTING MAY VERY DEPENDING ON FINAL GRADE. FOUNDATION DETAIL MAY VERY DEPENDING ON FINAL GRADE. ALTERNATE FOUNDATION DETAILS AVAILABLE UPON REQUEST. J.STERLING PAGE: 6 of 18 A1 04-26-24 Foundation and Retaining Walls Location of footing steps and / or transitions between retaining wall types shown are approximate only and may vary depending on field conditions. Footing dashed lines may not be to scale, footing sizes to be per callouts. Exterior cripple walls at crawlspace level, if any, shall be the same shear wall as directly above. Also use the same posts in cripple walls as directly above. All slabs on grade are 95S. 24 3/11/24 Foundation damp proofing required (R406.1) (3) GRADE 40 #4 REBAR E.W. P.T. POST PER PLAN 1.5" BACK ON CORNER ABU66 POST BASE (4) GRADE 40 #4 REBAR VERT. HOOKS P.T. POST PER PLAN SET EVEN ON CORNER ABU66 POST BASE 4" SLAB 1/2" OSBSIDING PER PLAN P.T. SILL 16" 4" 6"10" 10" 2'-6 11/16" A RETAINED HEIGHT WALL POSITION FOOTING WIDTH FOOTING HEIGHT WALL THICKNESS ANCHOR BOLT SPACING BLOCK SPACING VERTICAL REBAR HORIZ. REBAR FOOTING TRANSV. FOOTING CONT. B C D E F G W X Y Z 0' - 4' 4' 1"- 6' 6' 1" - 8' 8' 1" - 10' ** ANCHOR BOLT SPACING - USE LESSER OF THIS OR SHEAR WALL CALLOUT. * REBAR MINIMUM GRADE 60. * CONCRETE MINIMUM fc 2500 psi GENERAL NOTES: * COLUMNS C, D, E, W, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. * ASSUMED SOIL BEARING PRESSURE: 2,000 PSF E TOE C D B HEEL 3" V (EXT. WALLS ONLY) FLOOR JOISTS 3/4" SUBFLOOR X Y MIN LAP SPLICE = 24" NAILS OR SCREWS PER SHEARWALL TABLE 4" PERF. DRAIN ROCK SIMPSON HANGER EQ.EQ. WA L L H E I G H T A RETAINED HEIGHT WALL POSITION FOOTING WIDTH FOOTING HEIGHT WALL THICKNESS ANCHOR BOLT SPACING ** BLOCK SPACING VERTICAL REBAR HORIZ. REBAR FOOTING TRANSV. FOOTING CONT. B C D E F G W X Y Z 0' - 4' 4' 1"- 6' 6' 1" - 8' 8' 1" - 10' GENERAL NOTES: * COLUMNS C, D, E, W, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. * COLUMNS F, G, ARE MAXIMUMS. MAY LESS. * ASSUMED SOIL BEARING PRESSURE: 2,000 PSF * MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W/ 25 PSF MAX SNOW. * ASSUMED SOIL BEARING PRESSURE: 2,000 PSF E TOE C D B HEEL 3" 6" M I N . FLOOR JOISTS W NOT TO SCALE BRACED RETAINING WALL - TOP OF WALL IS CONNECTED TO FLOOR DIAPHRAGM A35 TYP. ONLY REQ IF A > 4' 4" PERF. DRAIN ROCK 4" TIGHTLINE EQ.EQ. WA L L H E I G H T NOT TO SCALE BRACED RETAINING WALL - TOP OF WALL IS CONNECTED TO FLOOR DIAPHRAGM G NAILS IN BLOCKING SLAB OR FILL - SEE NOTE # 1 A RETAINED HEIGHT WALL POSITION FOOTING WIDTH FOOTING HEIGHT WALL THICKNESS ANCHOR BOLT SPACING ** BLOCK SPACING VERTICAL REBAR HORIZ. REBAR FOOTING TRANSV. FOOTING CONT. B C D E F G W X Y Z 0' - 4' 4' 1"- 6' 6' 1" - 8' 8' 1" - 10' GENERAL NOTES: * COLUMNS C, D, E, W, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. * COLUMNS F, G, ARE MAXIMUMS. MAY LESS. * ASSUMED SOIL BEARING PRESSURE: 2,000 PSF * MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W/ 25 PSF MAX SNOW. * ASSUMED SOIL BEARING PRESSURE: 2,000 PSF E TOE 18" MIN. 12" MIN. PONY WALL 2" CLR. C D B HEEL 3" A 6" MIN. W X A UNBALANCED HEIGHT WALL POSITION 4" PERF. DRAIN ROCK 4" TIGHTLINE WA L L H E I G H T NOT TO SCALE CANT. RETAINING WALL - TOP OF WALL IS NOT CONNECTED TO FLOOR DIAPHRAGM 24" MIN. FOR 10' WALL FOOTING WIDTH FOOTING HEIGHT WALL THICKNESS ANCHOR BOLT SPACING ** BLOCK SPACING VERTICAL REBAR HORIZ. REBAR FOOTING TRANSV. FOOTING CONT. B C D E F G W X Y Z 0' - 4' 4' 1"- 6' 6' 1" - 8' 8' 1" - 10' ** ANCHOR BOLT SPACING - USE LESSER OF THIS OR SHEAR WALL CALLOUT. * REBAR MINIMUM GRADE 60. * CONCRETE MINIMUM fc 2500 psi GENERAL NOTES: * ASSUMED SOIL BEARING PRESSURE: 2,000 PSF E TOE NO FLOOR WITHIN 12" 2" CLR. C D B HEEL 3" * COLUMNS C, D, E, W, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. W X Y MIN LAP SPLICE = 24" * COLUMNS F, G, ARE MAXIMUMS. MAY LESS. Z 4" PERF. DRAIN ROCK 4" TIGHTLINE WA L L H E I G H T (S E E F O U N D A T I O N P L A N , S U B J E C T T O G R A D E ) * ASSUMED SOIL BEARING PRESSURE: 2,000 PSF NOT TO SCALE RETAINING WALL - WALL HAS FILL ON INSIDE 4" SLAB * MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W/ 25 PSF MAX SNOW. ** ANCHOR BOLT SPACING - USE LESSER OF THIS OR SHEAR WALL CALLOUT. * REBAR MINIMUM GRADE 60. * CONCRETE MINIMUM fc 2500 psi 8' 1" - 10' R-10 FOAM R-10 @: - BASEMENT PERIMETER ABOVE GRADE AREAS - CONDITIONED AREA SLAB ON GRADE 24" MIN. (JOISTS PARRALLEL ONLY) EXT. WALLS ONLY OPTIONAL 4" SLAB (GARAGE, PATIO) OPTIONAL 4" SLAB (GARAGE, PATIO) 6" M I N . (EXT. WALLS ONLY) CENTERED 18"6"6"72"NOT REQUIRED #4 @ 24"#4 @ 24"N/A (2) # 4 48"#4 @ 24"#4 @ 24"#4 @ 24"(2) # 45"24"8"6"56" 28"#4 @ 16"#4 @ 16"(3) # 46"32"10"8"28" 18"#5 @ 14"#5 @ 14"(4) # 48"42"10"8"18" ** ANCHOR BOLT SPACING - USE LESSER OF THIS OR SHEAR WALL CALLOUT. * REBAR MINIMUM GRADE 60. * CONCRETE MINIMUM fc 2500 psi - SUB FLOOR TO MUD SILL TO BE ATTACHED WITH 8D NAILS 3” O.C. STAGGERED. - A PICTURE OR PRE INSPECTION MAY BE REQUIRED DUE TO FLOOR PLATE MATERIAL COVERING NAILS. CENTERED 18"6"6"72"NOT REQUIRED #4 @ 24"#4 @ 24"N/A (2) # 4 #4 @ 24"#4 @ 24"#4 @ 24"(2) # 45"24"8"6"56" #4 @ 18"#4 @ 16"#4 @ 16"(3) # 46"32"10"8"28" #5 @ 18"#5 @ 14"#5 @ 14"(4) # 48"42"10"8"18" * COLUMNS F, G, ARE MAXIMUMS. MAY LESS. * ASSUMED SOIL BEARING PRESSURE: 2,000 PSF * MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W/ 25 PSF MAX SNOW. FILL OVER FOOTING IN CRAWLSPACE WHEN NO SLAB IS NEEDED. 48"10"8" SCREENED 2" PVC WEEP HOLES 6' O.C. CENTERED 18"6"6"SEE SHEARWALL #4 @ 24"#4 @ 24"N/A (2) # 4 SEE SHEARWALL #4 @ 24"#4 @ 18"#4 @ 18"(3) # 4524"8"6" SEE SHEARWALL SEE SHEARWALL #5 @ 11"#5 @ 11"(4) # 4736"10"8" NOT REQUIRED NOT REQUIRED #5 @ 9"#5 @ 9"(4) # 58" NOT REQUIRED NOT REQUIRED 0' - 4' 48"10"8" CENTERED 18"6"6"SEE SHEARWALL #4 @ 24"#4 @ 24"N/A (2) # 4 #4 @ 24"#4 @ 18"#4 @ 18"(3) # 43"24"8"6" #5 @ 11"#5 @ 11"(4) # 46"36"10"8" #5 @ 9"#5 @ 9"(4) # 58" SEE SHEARWALL NOT REQUIRED SEE SHEARWALL SEE SHEARWALL NOT REQUIRED NOT REQUIRED NOT REQUIRED NOTE #1 NOTE #1 RETAINED HT. (A) RETAINED HT. (A)FILL REQUIRED 0' - 4' 5' - 6' 7' - 8' 9' - 10' NONE 12" 18" 24" FILL REQUIRED 0' - 4' 5' - 6' 7' - 8' 9' - 10' NONE 12" 18" 24" FILL OVER FOOTING IN CRAWLSPACE WHEN NO SLAB IS NEEDED. NOTE #1 RETAINED HT. (A)FILL REQUIRED 0' - 4' 5' - 6' 7' - 8' 9' - 10' NONE 12" 18" 24" SLAB OR FILL - SEE NOTE # 1 18" MIN. BELOW GRADE A 18" MIN. BELOW GRADE LENGTH OF VERT. REBAR @ BOT. L BEND V 6" 6" 8" 8" LENGTH OF VERT. REBAR @ BOT. L BEND V 6" 6" 8" 8" LENGTH OF VERT. REBAR @ BOT. L BEND V 6" 6" 8" 8" LENGTH OF VERT. REBAR @ BOT. L BEND V 6" 6" 8" 8" 11 33 22 44 #4 @ 18" #5 @ 18" #4 @ 18" #5 @ 18" #4 @ 18" #5 @ 18" IF JOISTS PARALLEL - INSTALL "G" BLOCKING IN (2) BAYS. - SCREWS OR NAILS 3" O.C. THRU SUBFLOOR 3/4" SUBFLOOR X Y SLAB OR FILL - SEE NOTE # 1 R-10 @: - CONDITIONED AREA SLAB ON GRADE VV V MIN LAP SPLICE = 24" 4" TIGHTLINE EXT. WALLS ONLY A 18" MIN. BELOW GRADE (S E E F O U N D A T I O N P L A N , S U B J E C T T O G R A D E ) (S E E F O U N D A T I O N P L A N , S U B J E C T T O G R A D E ) (S E E F O U N D A T I O N P L A N , S U B J E C T T O G R A D E ) MIN LAP SPLICE = 24"YZ 6 MILL VB IF NO SLAB R-10 FOAM W/ 10 MIL VB UNDER, MIN. 1 X 4 P.T. GUIDE R-10 @: - CONDITIONED AREA SLAB ON GRADE 6 MILL VB IF NO SLAB R-10 FOAM W/ 10 MIL VB UNDER, MIN. 1 X 4 P.T. GUIDE R-10 @: - CONDITIONED AREA SLAB ON GRADE 6 MILL VB IF NO SLAB R-10 FOAM W/ 10 MIL VB UNDER, MIN. 1 X 4 P.T. GUIDE R-10 FOAM W/ 10 MIL VB UNDER, MIN. 1 X 4 P.T. GUIDE 2 X TREATED PLATE 1/4" X 3 1/2" DRIVE RAWL 48" O.C. SCALE: 1" = 1' THICKENED FOOTING (2)GRADE 40 #4 REBAR 66 GENERAL NOTES: * COLUMNS C, D, E, W, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. * ASSUMED MAX ALLOWABLE SOIL BEARING: 2,000 PSF * MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W/ 25 PSF MAX SNOW. * REBAR MINIMUM GRADE 40. * CONCRETE MINIMUM fc 2500 psi A UNBALANCED HEIGHT WALL POSITION FOOTING WIDTH FOOTING HEIGHT WALL THICKNESS ANCHOR BOLT SPACING FLOOR JOIST BLOCK SPACING VERTICAL REBAR HORIZ. REBAR FOOTING TRANSV. FOOTING CONT. B C D E F G W X Y Z 0' - 4'E TOE NO FLOOR WITHIN 12" TOP OF STEM WALL CENTER C D B HEEL 3" V A W X Y MIN LAP SPLICE = 24" Z 4" PERF. DRAIN ROCK 4" TIGHTLINE NOT TO SCALE RETAINING WALL - 4' MAX RETAINED - CENTERED REBAR ALT 1 - SCREENED 2" PVC WEEP HOLES 6' O.C. 0' - 4'CENTERED 18"6"6"SEE SHEARWALL #4 @ 24"#4 @ 24"N/A (2) # 4 NOT REQUIRED LENGTH OF VERT. REBAR @ BOT. L BEND V 6" 55 CASE 2 TOE C D B HEEL 3" V 6" M I N . ALT 3 FLOOR JOISTS ON TOP OF MUDSILL 3/4" SUBFLOOR X MIN LAP SPLICE = 24" CRAWLSPACE WALL PER PLAN 4" PERF. DRAIN ROCK WA L L H E I G H T (S E E F O U N D A T I O N P L A N ) NOT TO SCALE (EXT. WALLS ONLY) A 18" MIN. BELOW GRADE CASE 1 GARAGE DOOR (2)GRADE 40 #4 REBAR BUCK OUT FOR GARAGE DOOR 4" CONC. SLAB OVER 6 MIL VAPOR BARRIER ON GRANULAR FILL SCALE: 1" = 1' TYPICAL FOUNDATION WALL @ GARAGE DOOR77 R-10 @: - CONDITIONED AREA SLAB ON GRADE R-10 FOAM W/ 10 MIL VB UNDER, MIN. 1 X 4 P.T. GUIDE 4" SLAB SLAB OR FILL - SEE NOTE # 1 6 MILL VB IF NO SLAB 1 X 4 P.T. GUIDE R-10 FOAM W/ 10 MIL VB UNDER, MIN. F F F F WA L L H E I G H T (S E E F O U N D A T I O N P L A N , S U B J E C T T O G R A D E ) NOT REQUIRED NOT REQUIRED NOT REQUIRED 10' 1" - 12'#5 @ 18"#5 @ 9"#5 @ 9"(5) # 410"48"10"8"16"8"NOT REQUIRED10' 1" - 12'#5 @ 18"#5 @ 9"#5 @ 9"(5) # 410"48"10"8"16"8"16" PROVIDE CLEANOUT AT BASE OF RAIN LEADER AT TIE IN TO DRAIN PER UPC 1101.13.1 APPLICABLE TO ALL DETAILS ALT 2 4" SLAB BELOW GRD. E W F ALT 4 FLOOR JOISTS HUNG FROM MUDSILL 4' M A X F I L L AL T 3 & 4 ALT 1 SLAB ABOVE GRD. 1 X 4 P.T. GUIDE CONDITIONED SLABS - R-10 @: - BASEMENT PERIMETER ABOVE GRADE AREAS - CONDITIONED AREA SLAB ON GRADE - 6 MIL VB UNDER, MIN. Z F Y 4" TIGHTLINE WALL PER PLAN CENTER FILL OVER FOOTING IN CRAWLSPACE WHEN NO SLAB IS NEEDED. NOTE #1 RETAINED HT. (A)FILL REQUIRED 0' - 4' 5' - 6' 7' - 8' 9' - 10' NONE 12" 18" 24" FILL OVER FOOTING IN CRAWLSPACE WHEN NO SLAB IS NEEDED. WALL PER PLAN WALL PER PLAN WALL PER PLAN WALL PER PLAN WALL PER PLAN COMPACTED FILL PAD W/ PLINTH COMPACTED FILL PAD UNDER SLAB SCALE: 1" = 1' POST FOOTING88 93FP A W 24 " M I N . GRADE LOCATION MAY VARY 4' M A X F I L L AL T 2 4' M A X F I L L AL T 1 ZZ 3'-0 3/4" 3'-1 1/4" FOOTING SIZE AND REBAR PER FOUNDATION PLAN (3) GRADE 40 #4 REBAR E.W. FOOTING SIZE AND REBAR PER FOUNDATION PLAN 15"x15" PLINTH ROTO HAMMER AND WET SET 5/8" ANCHOR 8" 0'-3" 18" MIN. 2 1/2"9"2 1/2" 1" 12" 1" 14" 0'-1" FOUNDATION DETAILS DRAFTED BY: TH E I N F O R M A T I O N , P L A N S , D E S I G N S , N O T E S A N D A R R A N G E M E N T S S H O W N O N T H I S D R A W I N G A R E C O N F I D E N T I A L AN D M A Y N O T B E R E P R O D U C E D I N W H O L E O R I N P A R T W I T H O U T T H E E X P R E S S W R I T T E N P E R M I S S I O N O F ST R A N D B E R G C O N S T R U C T I O N I N C . D R A W I N G S N O T E D A S P R E L I M I N A R Y , S C H E M A T I C , A N D / O R C O N C E P T C O N T A I N IN F O R M A T I O N T H A T I S C O N C E P T U A L A N D S U B J E C T T O C H A N G E . T H E D E S I G N E R M A K E S N O C L A I M F O R A C C U R A C Y OF C O N C E P T U A L I N F O R M A T I O N O R O F I N F O R M A T I O N S U P P L I E D B Y O T H E R S . J.STERLING INITIAL: OWNER APPROVAL PROJECT / CLIENT INFO 03-08-24 1/4" = 1' U.N.O. PAGE #: BUILDER INFO: MAILING ADDRESS: 2018 R AVE. Friday, April 26, 2024 PRINTED: FILE: S:/Strandberg Companies/SCINC/DESIGN JOBS/Hobbs/2_Design/Hobbs 24 X 36 Layout.layout DESIGNED BY: SCALE DATE ANACORTES WA 98221 PHONE: 360-293-7431 WEB: www.strandbergconstruction.com HO B B S R E S I D E N C E 5 0 0 9 D O O N W A Y , A N A C O R T E S , W A 98 2 2 1 J.STERLING PAGE: 7 of 18 A2 04-26-24 24 3/11/24 0'-6"0'-4" R-21 INSULATION 2 X 4 WALL @ 6" FROM CONCRETE BUILT OUT ONLY IN FINISHED AREAS 1/2" SHEETROCK CONCRETE WALL PER FOUNDATION CALLOUT TYPICAL FURRED OUT WALL IN BASEMENT SCALE: 3/4" = 1' 1/2" WEDGE ANCHOR 48" O.C. 2 X BORATE TREATED PLATE 11 R-21 SPRAY FOAM INSULATION 2 X 4 WALL @ 4" FROM CONCRETE BUILT OUT ONLY @ STAIR 1/2" SHEETROCK CONCRETE WALL PER FOUNDATION CALLOUT TYPICAL FURRED OUT WALL IN BASEMENT SCALE: 3/4" = 1' 1/2" WEDGE ANCHOR 48" O.C. 2 X BORATE TREATED PLATE 22 ENTRY PORCH 83 SQ.FT. LOWER PORCH PLAN AREAS MAIN FLOOR GARAGE 1,915 SQ.FT. 527 SQ.FT. COVERED DECK 163 SQ.FT. 285 SQ.FT. BASEMENT 1,457 SQ.FT. TOTAL LIVING AREA:3,372 SQ.FT. GARDEN STORAGE 44 SQ.FT. STORAGE SPACE/UTILITY 159 SQ.FT. 2X 1 4 F A S C I A B U I L D U P - I N S T A L L W / S P A C E R S 2 A8 2 A8 2 A8 2 A8 1 A8 1 A8 1 A8 1 A8 ¢ ¢ ¢ W24 3050 CASE W25 3650 FIX CASE W26 3050 CASE D19-3068 D20-3068 D28-3068 D31-5068 D30-5068 D29-3068 D32-2868 D21-3068 D22-2868 D25-3068 D26-3068 D23-3068 D33-2868 D27-3068 W35 3036 CASE UP 6'-9"15'-0 1/2"5'-9 1/2"25'-2" 52'-9" 9'-3" 23'-0" 8'-0" 12'-6" 13'-0" 7'-0" 13'-0" 16'-2 1/2" 13'-9" 13'-6 1/2" 13'-6 1/2" 13'-3 1/2" 16'-2 1/2" 12'-3 1/2" 1'-2" 1'-11 1/2" 2'-0" 5'-11 1/2" 1'-2" 7'-9 1/2" 12'-3" 12'-3 1/2" 1'-2" 4'-3 1/2" 5'-0" 1'-3" 11'-2" 13'-2 1/2" 56'-6" 1'-11 1/2" 1'-10" 18'-8 1/2"3'-0"19'-9 1/2" 2'-0" 4'-3 1/2" 3'-6" 4'-5" 1'-9" 14'-0" 12'-3 1/2" 0'-6 1/2" 0'-5 1/2" 15'-2 1/2" 1'-0" 55'-0" 56'-6" 2'-6" 3'-0" 0'-3" 3'-6" 0'-3" 3'-0" 1'-6" 16'-0 1/2"13'-6 1/2"4'-1 1/2"7'-9 1/2" 2'-8 1/2" 2'-6 1/2" 9'-5" X 6'-5" 45 SQ FT 6'-0" X 7'-3" 43 SQ FT 4'-11" X 8'-0" 39 SQ FT 6'-7" X 12'-9" 83 SQ FT 3'-10" X 7'-5" 53 SQ FT 11'-6" X 11'-11" 138 SQ FT 12'-10" X 11'-9" 150 SQ FT 14'-6" X 12'-4" 205 SQ FT 9'-3" X 24'-2" 159 SQ FT 4'-11" X 2'-4"11 SQ FT 2'-0" X 5'-7" 11 SQ FT 7'-0" X 3'-5" 24 SQ FT 17'-9" X 15'-11" 298 SQ FT 5'-9" X 11'-11" 66 SQ FT 4'-11" X 7'-0" 34 SQ FT 17'-4" X 11'-11" 206 SQ FT 2'-0" X 5'-7" 11 SQ FT 4'-5" X 1'-8" 7 SQ FT BEDROOM 4 BATH 2 STAIR STORAGE SPACE / UTILITY FLEX AREA KITCHENETTE CLOSET BATH 3 BEDROOM 3 LIVING ROOM BEDROOM 2 CLOSET 9' CEILING 9' CEILING 9' CEILING 9' CEILING 9' CEILING 9' CEILING 9' CEILING GARDEN STORAGE 9' CEILING 9' CEILING 9' CEILING 9' CEILING CLOSET KOHLER EXPANSE TUB CLOSET REAR PORCH 285 SQ FT CONCRETE RETAINING WALL 48"+/- ¢¢ CURBLESS GLAS S D O O R HALL FURRED OUT WALLS LOCATION DEPENDENT ON THICKNESS OF FOUNDATION WALL FURRED OUT WALLS LOCATION DEPENDENT ON THICKNESS OF FOUNDATION WALL SMOKE DET.SMOKE DET. SMOKE DET. CO DET. SMOKE DET. 50 CFM MIN 50 CFM MIN CLOSET UN D E R S T A I R N I C H E VE R I F Y W / C U S T O M E R CLOSET ¢ 17 H D 17 H D 17 H D 17 H D 4 A9 4 A9 4 A9 4 A9 3 A9 3 A9 3 A9 3 A9 W29 3050 CASE W30 3650 FIX CASE W31 3050 CASE W32 3050 CASE W33 3650 FIX CASE W34 3050 CASE 9'-9"6'-4"3'-10 1/2"7'-3 1/2"9'-3 1/2"8'-9 1/2"9'-0" D17-3068 W27 2636 CASEW28 2636 CASE FINAL DESIGN T.B.D. D18-3068 6'-9"3'-11 1/2"7'-1"4'-0"4'-3 1/2"1'-6" 3'-6" 1'-0"5'-9"3'-6" 1'-3" 12'-10 1/2" ¢ 21H @ 80"21H @ 80" 55 55 20H @ 80" 20H @ 80" 20H @ 80" 20H @ 80" 20H @ 80" 20H @ 80" 20H @ 80" 20H @ 80" 20H @ 80" 20H @ 80" 20H @ 80" 20H @ 80" 20H @ 80" 20H @ 80" 24H @ 80" 24H @ 80" 24H @ 80" 24H @ 80" 24H @ 80" 24H @ 80" 5520H @ 80" 20H @ 80" 20H @ 80" 20H @ 80" 20H @ 80" 20H @ 80" 21H @ 80"21H @ 80" RISE = 7 5/8" RUN = 12" 3'-10 1/2"7'-3 1/2"5'-3 1/2"4'-0" 21H @ 80"21H @ 80" 11 11 11 11 22 22 22 22 22 22 44 44 44 66 TEMP. LOWER 77 1010 1010 BEARING WALL BEARING WALL BEARING WALL SPRAY-FOAM INSULATION THIS WALL 71P71P 70P70P 71P71P 71P71P 71P71P 71P 71P 71P71P 71P 71P PP 71P71P 71P71P BEARING WALL 70P 70P 70P70P BEARING WALL BEARING WALL 1 A3 1 A3 1 A3 1 A3 2 A3 2 A3 1 A3 1 A3 1 A3 1 A3 1 A3 1 A3 1 A3 1 A3 SLOPE SLAB TOWARDS DRAIN. VERIFY DRAIN LOCATION 13'-7 1/2"4'-5 1/2"2'-3"9'-1" 0'-7" 3'-8 1/2" 1'-10 1/2"0'-11 1/2" 4'-3 1/2"4'-6" 2'-6"0'-3 1/2" 77M77M 77M77M 77M77M 77M77M 77M77M 77M77M 77M77M 71P71P 70P70P 71P 71P 70P70P 70P70P 70P 70P 70P 70P 70P 70P 70P 70P 71P71P 71P71P 5. 5 x 1 2 E X P . G L B B E A M - T O P @ 1 0 9 1 / 8 " 71P 71P 17 H D 33 50B 50B 4'-6"5'-5"0'-9 1/2"5'-3 1/2"11'-11"2'-4 1/2"2'-4 1/2"13'-4"3'-6"5'-6" 1'-0" 11'-9" 1'-0" 70P70P 1'-0" 2'-6" 3'-0" 2'-10" 3'-2" 0'-4" 1'-3" 3'-2" 0'-5" 3'-0" 0'-6" 3'-6" 0'-6" 3'-0" 2'-10" 3'-0" 0'-3" 3'-6" 0'-3" 3'-0" 1'-6" 1'-0"4'-6"1'-0"2'-6" TYPICAL HEADER FRAMING HEADER LESS THAN 5' (1) KING STUD FROM TOP PLATE TO BOTTOM PLATE (1) TRIMMER HEADER LESS THAN 5' (2) KING STUDS FROM TOP PLATE TO BOTTOM PLATE (1) TRIMMER WINDOW W/ 6" POST (2) KING STUDS FROM TOP PLATE TO BOTTOM PLATE CONCEAL FLANGE HANGER EA. SIDE WINDOW W/ 3" POST HEADER MORE THAN 5' (2) KING STUDS FROM TOP PLATE TO BOTTOM PLATE (1) TRIMMER HEADER MORE THAN 5' DOOR SCHEDULE#QTY FLOOR SIZE WIDTH HEIGHT DESCRIPTIOND01 1 1 3080 36"96"EXT. HINGE GLASS PANELD02 1 1 8080 96"96"GARAGE-MODERN STEEL - FLUSH, WINDOWD03 1 1 8080 96"96"GARAGE-MODERN STEEL - FLUSH, WINDOWD04 1 1 3080 36"96"HINGED-SLABD05 1 1 3080 36"96"HINGED-DOOR P01D06 1 1 5080 60"96"DOUBLE HINGED-DOOR P01D07 1 1 3080 36"96"HINGED-DOOR P01D08 1 1 2880 32"96"HINGED-DOOR P01D09 1 1 3080 36"96"HINGED-DOOR P01D10 1 1 2880 32"96"POCKET-DOOR P01D11 1 1 3080 36"96"POCKET-DOOR P01D12 1 1 3080 36"96"HINGED-DOOR P01 D13 1 1 3080 36"96"HINGED-DOOR P01 D14 1 1 3080 36"96"POCKET-DOOR P01 D15 1 1 5080 60"96"DOUBLE HINGED-DOOR P01 D16 1 1 3080 36"96"POCKET-DOOR P01 D17 1 0 3068 36"80"EXT. HINGE GLASS PANEL D18 1 0 3068 36"80"EXT. HINGE GLASS PANEL D19 1 0 3068 36"80"POCKET-DOOR P01 D20 1 0 3068 36"80"POCKET-DOOR P01 D21 1 0 3068 36"80"HINGED-DOOR P01 D22 1 0 2868 32"80"HINGED-DOOR P01 D23 1 0 3068 36"80"HINGED-DOOR P01 D25 1 0 3068 36"80"POCKET-DOOR P01 D26 1 0 3068 36"80"HINGED-DOOR P01 D27 1 0 3068 36"80"HINGED-DOOR P01 D28 1 0 3068 36"80"HINGED-DOOR P01 D29 1 0 3068 36"80"HINGED-DOOR P01 D30 1 0 5068 60"80"SLIDER-PANEL D31 1 0 5068 60 1/4"80"SLIDER-PANEL D32 1 0 2868 32"80"HINGED-DOOR P01D33 1 0 2868 32"80"HINGED-DOOR P01WINDOW SCHEDULENUMBERQTYFLOORSIZEWIDTHHEIGHTEGRESSTEMPERED DESCRIPTION COMMENTSW01 1 1 3016 36"18"PICW02 1 1 3016 36"18"PICW03 1 1 2016 24"18"PICW04 1 1 2016 24"18"PICW05 1 1 2016 24"18"PICW06 1 1 3016 36"18"PICW07 1 1 3016 36"18"PICW08 1 1 3050 36"60"CASEW09 1 1 3050 36"60"CASE W10 1 1 1860 20"72"YES PIC W11 1 1 3040 36"48"CASE W12 1 1 3640 42"48"FIX CASE W13 1 1 3040 36"48"CASE W14 1 1 8080 96"96"YES PATIO DOOR W15 1 1 4030 48"36"PIC W16 1 1 4030 48"36"PIC W17 1 1 4030 48"36"PIC W18 1 1 4076 48"90"MUL PIC/BOT AWN BOT AWN 18" W19 1 1 4076 48"90"MUL PIC/BOT AWN BOT AWN 18" W20 1 1 4076 48"90"MUL PIC/BOT AWN BOT AWN 18" W21 1 1 3076 36"90"MUL CASE/BOT AWN BOT AWN 18" W22 1 1 4076 48"90"MUL FIX CASE/BOT AWN BOT AWN 18" W23 1 1 3076 36"90"MUL CASE/BOT AWN BOT AWN 18" W24 1 0 3050 36"60"CASE W25 1 0 3650 42"60"FIX CASE W26 1 0 3050 36"60"YES CASE W27 1 0 2636 30"42"CASE W28 1 0 2636 30"42"CASEW29 1 0 3050 36"60"YES CASEW30 1 0 3650 42"60"FIX CASEW31 1 0 3050 36"60"CASEW32 1 0 3050 36"60"CASEW33 1 0 3650 42"60"FIX CASEW34 1 0 3050 36"60"YES CASEW35 1 0 3036 36"42"YES CASE TEMP AWN TEMP AWN TEMP AWN TEMP AWN TEMP AWN TEMP AWN BASEMENT FLOOR PLAN DRAFTED BY: TH E I N F O R M A T I O N , P L A N S , D E S I G N S , N O T E S A N D A R R A N G E M E N T S S H O W N O N T H I S D R A W I N G A R E C O N F I D E N T I A L AN D M A Y N O T B E R E P R O D U C E D I N W H O L E O R I N P A R T W I T H O U T T H E E X P R E S S W R I T T E N P E R M I S S I O N O F ST R A N D B E R G C O N S T R U C T I O N I N C . D R A W I N G S N O T E D A S P R E L I M I N A R Y , S C H E M A T I C , A N D / O R C O N C E P T C O N T A I N IN F O R M A T I O N T H A T I S C O N C E P T U A L A N D S U B J E C T T O C H A N G E . T H E D E S I G N E R M A K E S N O C L A I M F O R A C C U R A C Y OF C O N C E P T U A L I N F O R M A T I O N O R O F I N F O R M A T I O N S U P P L I E D B Y O T H E R S . J.STERLING INITIAL: OWNER APPROVAL PROJECT / CLIENT INFO 03-08-24 1/4" = 1' U.N.O. PAGE #: BUILDER INFO: MAILING ADDRESS: 2018 R AVE. Friday, April 26, 2024 PRINTED: FILE: S:/Strandberg Companies/SCINC/DESIGN JOBS/Hobbs/2_Design/Hobbs 24 X 36 Layout.layout DESIGNED BY: SCALE DATE ANACORTES WA 98221 PHONE: 360-293-7431 WEB: www.strandbergconstruction.com HO B B S R E S I D E N C E 5 0 0 9 D O O N W A Y , A N A C O R T E S , W A 98 2 2 1 GENERAL NOTES ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. ALL HEADER MATERIAL TO BE 4 x 10 D.F. # 2 U.N.O. VERIFY HEADER HEIGHTS WITH SUPER. ALL EXTERIOR WALLS ARE 2 x 6 - 16" O.C. STUDS, UNLESS NOTED OTHERWISE. ALL INTERIOR WALLS ARE 2 x 4 - 16" O.C. STUDS, UNLESS NOTED OTHERWISE. PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS, TOILET PAPER DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER FOR LOCATIONS. FRAMING NOTES REFER TO SHEET A2 FOR FOUNDATION NOTES AND DETAILS. COORDINATE W/ MECH. & ELEC. FOR LOCATIONS & SIZES OF FOUNDATION/SLAB/JOISTS BLOCKOUTS. FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE IS FOR SCHEMATIC DESIGN ONLY. MANUFACTURER SHALL PROVIDE AND SUBMIT ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO THE FABRICATION AND INSTALLATION. ALL TRUSS TO TRUSS & TRUSS TO BEAM CONNECTORS TO BE DESIGNED BY MANUFACTURER FLOOR SHEATHING TO BE 3/4" CDX OR OSB STURDI-FLOOR T&G, GLUE AND NAIL W/ RING SHANK 8d's @ 6" EDGES & 12" IN THE FIELD. FACE GRAIN PERPENDICULAR TO SUPPORTS. ROOF SHEATHING TO BE 7/16" OSB OR EQUAL. PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST LOCATIONS AND BETWEEN UPPER AND LOWER STUDS AT FLOOR TO FLOOR HOLDOWN LOCATIONS. PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING LOCATIONS WHERE THERE IS A LOAD BEARING WALL ABOVE. ALL CONNECTIONS TO BE SIMPSON OR EQUAL. INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE CONNECTIONS AS WELL AS FROM TRUSS OR RAFTER TO BEAM CONNECTIONS. 20 MIN. FIRE RATED DOOR W/ SELF-CLOSING DEVICE. FLOOR PLAN NOTES SMOKE DETECTOR. EVERY DWELLING UNIT SHALL HAVE A SMOKE DETECTOR LOCATED IN EVERY BEDROOM AND AT A POINT CENTRALLY LOCATED IN THE CORRIDOR OR AREA GIVING ACCESS TO EACH SEPARATE SLEEPING AREA. IN NEW CONSTRUCTION, REQUIRED SMOKE DETECTORS SHALL RECEIVE THEIR PRIMARY POWER FROM THE BUILDING WIRING AND SHALL BE EQUIPPED WITH A BATTERY BACKUP. SMOKE DETECTOR AND CO DETECTOR ARE REQUIRED ON EACH LEVEL OF THE STRUCTURE. SHELF AND HANGING ROD. BUILT IN SHELVES. CABINET - OWNER / CONTRACTOR TO VERIFY. EGRESS WINDOWS SHALL HAVE AN OPERABLE SECTION FOR EMERGENCY EGRESS 5.7 SQUARE FEET MIN. MINIMUM NET CLEAR OPERABLE SECTION TO BE 20" WIDE AND 24" HIGH. SILL HEIGHT MAXIMUM 44" OFF FLOOR. WHOLE HOUSE FANS SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH AS A CLOCK TIMER WITH A ZONE RATING OF 1.5 OR LESS. F.A.U. ON 18" HIGH PLATFORM. TOP OF PLATFORM TO BE 1 1/8" T & G PLYWOOD. EXPOSED FACE AND SIDES TO HAVE 1 LAYER 5/8" TYPE "X" GYP. BD. NO FURNACE SHALL BE INSTALLED IN ANY CONFINED SPACE WITH ACCESS ONLY THROUGH A BEDROOM, BATHROOM, OR CLOSET. PROVIDE AT LEAST 30" OF WORKING SPACE IN FRONT OF FURNACE. ALL BUILDING WATER SUPPLY SYSTEMS IN WHICH QUICK ACTING VALVES ARE INSTALLED, SHALL BE PROVIDED WITH DEVICES TO ABSORB HIGH PRESSURES RESULTING FROM THE QUICK CLOSING OF THESE VALVES. DRAIN OUT, NO TRAPPING, END OF PIPE LESS THAN 2 FEET ABOVE GROUND, POINTING DOWN. TANKS SHALL BE STRAPPED WITHIN UPPER 1/3 AND LOWER 1/3 TO PREVENT OVERTURNING IN AN EARTHQUAKE. MIN. EFFICIENCY OF 91% PROVIDE DRYER VENT TO EXTERIOR. PROVIDE RECESSED HOT & COLD SHUTOFF CONTROL VALVES & WASTE AT WASHER. EXHAUST DUCTS SHALL NOT EXCEED A TOTAL COMBINED HORIZONTAL AND VERTICAL LENGTH OF 35 FEET. THE MAXIMUM LENGTH OF THE DUCT SHALL BE REDUCED 2.5 FEET FOR EACH 45-DEGREE BEND AND 5 FEET FOR EACH 90- DEGREE BEND. A MINIMUM 4-INCH DIAMETER EXHAUST DUCT OF SMOOTHBORE, NONCOMBUSTIBLE MATERIALS REQUIRED WITH BACK-DRAFT DAMPER. TEMPERED GLASS MECHANICAL FAN. BATHROOM, LAUNDRY ROOMS AND POWDER ROOMS SHALL BE PROVIDED WITH A MECHANICAL FAN CONNECTED TO THE OUTSIDE CAPABLE OF 50 C.F.M. AND SHALL NOT TERMINATE CLOSER THAN 3 FEET TO ANY OPERABLE WINDOW OR OPENING INTO THE BUILDING. MINIMUM DUCT SIZE IS 4 INCHES. DRYER, KITCHEN, AND BATH FANS TO BE SEPARATELY VENTED TO THE OUTSIDE. INSTALL DUCTWORK PRIOR TO INSULATION FOR FRAMING INSPECTION. EXHAUST FANS TO BE CONSTRUCTED OF SMOOTHBORE, NONCOMBUSTIBLE MATERIALS. APPROVED FLEX CONNECTORS NOT EXCEEDING 6 FEET IN LENGTH MAY BE USED IN CONNECTION WITH DOMESTIC DRYER EXHAUST. 22" x 30" MIN. ATTIC ACCESS TO BE ACCESSIBLE WITH UNOBSTRUCTED HEADROOM. FRAME OUT ACCESS HOLE TO DEPTH OF INSULATION WITH NOT LESS THAN 1/2" PLYWOOD. ACCESS COVER IN GARAGES TO BE HINGED AND SHALL BE WEATHER-STRIPPED OR SEALED TIGHT. GUARDRAIL 36" ABOVE FINISHED FLOOR. STAIR HANDRAIL 36" ABOVE STAIR NOSING. INTERMEDIATE RAIL SPACING SHALL NOT ALLOW A 4" DIAMETER SPHERE TO PASS THROUGH PER I.R.C. SECTION 312.2. PRE-MANUFACTURED, ZERO CLEARANCE GAS FIREPLACE. CONSULT WITH OWNER FOR TRIM PACKAGE. CONTRACTOR SHALL ASSUME ALL OPTIONS. REFER TO MANUFACTURER'S SPECS FOR MINIMUM REQUIREMENTS OF NON-COMBUSTIBLE SURROUND & HEARTH MATERIAL. GARAGE FLOOR SURFACES SHALL BE MIN. 4" CONCRETE. SLOPE CONCRETE FLOOR MIN. 1/8" PER 12" TOWARDS MAIN VEHICLE ENTRY DOORWAY OR TOWARDS FLOOR DRAIN. 22 11 33 44 55 66 1111 88 77 99 1010 1212 1313 1414 1616 1515 J.STERLING PAGE: 8 of 18 A3 04-26-24 Lower Level Walls, Main Floor Framing All interior floor sheathing is 12FD, typ. Stair framing: 0PA and code. 24 3/11/24 0'-5" SIDING PER PLAN7/16 OSB SHEATHING SIMPSON ZMAX LUS210 FASTEN 2X PT LEDGER WITH (3) ROWSOF 1/4" X 4 1/2" SDS SCREWS @ 16" O.C. DECKING OR PAVERS PER PLAN DTT2Z TYVEK TAPE OVER HOUSE WRAP & FLASHING DECK PROTECTOR TAPE OVER JOIST/BEAM TO DECK FLASHING DECK PROTECTOR TO BE PLACED ONTOP OF JOIST & BEAMS PT. JOIST PER PLAN NOTCH 1/4" FOR RETURN ON FLASHING - COAT W/ PRESSURE TREATING PRIOR TO INSTALLING FLASHING DECK BEAM/JOIST FLASHING DETAIL SCALE: 1.5" = 1' EE 3' PC. OF TYVEK INSTALL ON WALL PRIOR TO RIM TO EXTEND 12" UP WALL FROM DECK RIM 4.5x5 WALL TO DECK FLASHING - CAULK SEAMS TYVEK HOUSE WRAP OVER FLASHING 2 X 10 TREATED DECK LEDGER 0'-4 1/2" ENTRY PORCH 83 SQ.FT. LOWER PORCH PLAN AREAS MAIN FLOOR GARAGE 1,915 SQ.FT. 527 SQ.FT. COVERED DECK 163 SQ.FT. 285 SQ.FT. BASEMENT 1,457 SQ.FT. TOTAL LIVING AREA:3,372 SQ.FT. GARDEN STORAGE 44 SQ.FT. STORAGE SPACE/UTILITY 159 SQ.FT. TOP PLATE HANGER NOT TO SCALE BEND TAB AND FASTEN WITH 10dx1 1/2" NAILS WHEN WEB STIFFENERS ARE NOT USED Simpson Strong-TieITS11.88 30 LB FELT OR SUITABLE BARRIER TO BE USED BETWEEN HANGER AND ACQ-D & CA-B TREATED SILL SILL SEAL AA (WALL OR BEAM)Nailing per local code provisions Blocking BCI Joist Intermediate Bearing Floor Joist Blocking per IRC 502.7 (Seismic Design Categories D1 & D2) CONTINUOUS BLOCKING NOT TO SCALEBB Beam width shall exceed Versa-Lam or Boise GLULAM Beam: Joist hanger Face Mount 2x specified hanger nail length ® JOIST TO BEAM NOT TO SCALECC Nail Boise Rimboard nail into each flange. to BCI joist with 8d Bois e R i m b o a r d ® RIMBOARD NOT TO SCALEDD HARDI-PLANK SIDING TYVEK HOUSE WRAP 7/16 OSB SHEATHING SIMPSON ZMAX LUS210 FASTEN 2X PT LEDGER WITH (3) ROWS OF 1/4" X 4 1/2" SDS SCREWS @ 16" O.C. 2 X 10 TREATED DECK LEDGER FLASHING DTT2Z SOLID 2X BLOCKING ATLATERAL LOAD CONNECTION 2 X 12 PT. JOIST 16" O.C. DECK/HOUSE CONNECTION SCALE: 3/4" = 1' EE 24 X 24 CONCRETEPAVER DECKING 2X 1 4 F A S C I A B U I L D U P - I N S T A L L W / S P A C E R S 2 A8 2 A8 2 A8 2 A8 1 A8 1 A8 1 A8 1 A8 UP 4'-3"7'-0"0'-8" 23'-10 1/2"8'-9"20'-10"0'-8"24'-6" 78'-7 1/2" 9'-3" 57'-0" 2'-3"7'-0" 23'-0" 8'-0" 12'-6" 13'-0" 3'-0" 8'-9" 7'-6" 4 x 1 2 P T J O I S T S 2 4 " O . C . FO R D E C K P A V E R S TO H A V E E N G . S P E C B R A C I N G BEARING ABOVE BEARING ABOVEBEARING ABOVE BEARING ABOVE BEARING ABOVE BEARING ABOVE BEARING ABOVE 4 A9 4 A9 4 A9 4 A9 3 A9 3 A9 3 A9 3 A9 BEARING WALL BEARING WALL BEARING WALL 71P71P 70P70P 71P71P D A4 D A4 D A4 D A4 DTT2Z E A5 E A5 SOLID 2X BLOCKING ATLATERALLOADCONNECTION DTT2Z SOLID 2X BLOCKING ATLATERALLOADCONNECTION CURBLESS SHOWER AREA 2X10 LVL JOISTS 16" O.C. FLUSH @ BOT. I-JOIST 11 7/8" BCI 6000 1.8 "I" JOISTS 16" O.C. 12 FD FLOOR DIAPHRAGM 11 7/8" BCI 6000 1.8 "I" JOISTS 16" O.C. 12 FD FLOOR DIAPHRAGM 11 7/8" BCI 6500 1.8 "I" JOISTS 12" O.C. 12 FD FLOOR DIAPHRAGM 11 7/8" BCI 6000 1.8 "I" JOISTS 16" O.C. 12 FD FLOOR DIAPHRAGM 81L 81L A A4 A A4 44B44B 42B42B 4x8 DF #2 DROPPED FLOOR BEAM 1.5 X 11.8 LVL FLOOR BEAM. (ENG. VERIF.) 1.5 X 1 1 . 8 L V L FL O O R B E A M 1.5 X 1 1 . 8 L V L FL O O R B E A M 41B 41B 41B 41B 41B41B 71P71P 71P71P 71P 71P 71P71P 71P 71P PP 71P71P 71P71P 56'-6" 13'-0" 16'-2 1/2" 13'-9" 13'-6 1/2" 56'-6" 4'-6"5'-5"2'-4 1/2"3'-11 3/4"29'-8 3/4"2'-9 1/2"8'-2 1/2" 47B47B 1.7x11.8 LVL FLOOR BEAMBEARING WALL 70P 70P 70P70P BEARING WALL BEARING WALL 2'-0"5'-6"3'-6"1'-3"7'-6 1/2"9'-7"10'-10 1/2"6'-10"0'-8" 1'-0" 12'-9" 12'-10" 13'-6 1/2" 13'-9" 15'-9" 13'-5 1/2" 0'-5 1/2" 6'-1 1/2" 6'-10 1/2" 12'-3" 7'-5 1/2" 0'-4" 9'-2 1/2" 11'-1 1/2" 3'-0" B A4 B A4 B A4 B A4 3.5x11.8 PSL FLOOR BEAM46B46B B A4 B A4 D A4 D A4 D A4 D A4 41B 41B 1. 5 X 1 1 . 8 L V L FL O O R B E A M . D A4 D A4 SIM. D A4 D A4 SIM. D A4 D A4 SIM. D A4 D A4 A A4 A A4 A A4 A A4 C A4 C A4 C A4 C A4 CA4CA4 C A4 C A4 B A4 B A4 SIMPSON HANGERS SIMPSON HANGERS 13'-5 1/2" 11'-4 1/2" SIMPSON HANGERS SIMPSON HANGERS SI M P S O N H A N G E R S (2 ) 1 . 7 x 1 1 . 8 L V L FL O O R B E A M 45B 45B A A4 A A4 SLOPE SLAB TOWARDS DRAIN. VERIFY DRAIN LOCATION 77M77M 77M77M 77M77M 77M77M 77M77M 77M77M 77M77M 71P71P 70P70P 71P 71P 70P70P 70P70P 70P 70P 70P 70P 70P 70P 70P 70P 71P71P 71P71P 40B 40B (2 ) 1 . 7 x 1 1 . 8 L V L FL O O R B E A M CA4CA4 43B 43B (3 ) 1 . 7 x 1 1 . 8 L V L FL O O R B E A M (2 ) 1 . 7 x 1 1 . 8 L V L FL O O R B E A M 45B 45B 3'-11 1/2"13'-2"4'-9"11'-4"4'-0"2'-10"4'-3 1/2"4'-6"0'-8" 3.5x11.8 PSL FLOOR BEAM 5'-9 1/2"4'-0"7'-6 1/2"3'-6"6'-9"2'-0" 5. 5 x 1 2 E X P . G L B B E A M - T O P @ 1 0 9 1 / 8 " 5.5x12 PT GLB FLOOR BEAM 50B50B 40B 40B (2 ) 1 . 7 x 1 1 . 8 L V L FL O O R B E A M 71P 71P 3.5 x 1 1 . 8 P S L FL O O R B E A M 49B 49B 1.7x11.8 LVL FLOOR BEAM 48B48B 15 F F 15 F F 50B 50B 50B 50B 70P70P DRAFTED BY: TH E I N F O R M A T I O N , P L A N S , D E S I G N S , N O T E S A N D A R R A N G E M E N T S S H O W N O N T H I S D R A W I N G A R E C O N F I D E N T I A L AN D M A Y N O T B E R E P R O D U C E D I N W H O L E O R I N P A R T W I T H O U T T H E E X P R E S S W R I T T E N P E R M I S S I O N O F ST R A N D B E R G C O N S T R U C T I O N I N C . D R A W I N G S N O T E D A S P R E L I M I N A R Y , S C H E M A T I C , A N D / O R C O N C E P T C O N T A I N IN F O R M A T I O N T H A T I S C O N C E P T U A L A N D S U B J E C T T O C H A N G E . T H E D E S I G N E R M A K E S N O C L A I M F O R A C C U R A C Y OF C O N C E P T U A L I N F O R M A T I O N O R O F I N F O R M A T I O N S U P P L I E D B Y O T H E R S . FLOOR FRAMING PLAN J.STERLING INITIAL: OWNER APPROVAL PROJECT / CLIENT INFO 03-08-24 1/4" = 1' U.N.O. PAGE #: BUILDER INFO: MAILING ADDRESS: 2018 R AVE. Friday, April 26, 2024 PRINTED: FILE: S:/Strandberg Companies/SCINC/DESIGN JOBS/Hobbs/2_Design/Hobbs 24 X 36 Layout.layout DESIGNED BY: SCALE DATE ANACORTES WA 98221 PHONE: 360-293-7431 WEB: www.strandbergconstruction.com HO B B S R E S I D E N C E 5 0 0 9 D O O N W A Y , A N A C O R T E S , W A 98 2 2 1 GENERAL NOTES ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. ALL HEADER MATERIAL TO BE 4 x 10 D.F. # 2 U.N.O. VERIFY HEADER HEIGHTS WITH SUPER. ALL EXTERIOR WALLS ARE 2 x 6 - 16" O.C. STUDS, UNLESS NOTED OTHERWISE. ALL INTERIOR WALLS ARE 2 x 4 - 16" O.C. STUDS, UNLESS NOTED OTHERWISE. PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS, TOILET PAPER DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER FOR LOCATIONS. FRAMING NOTES REFER TO SHEET A2 FOR FOUNDATION NOTES AND DETAILS. COORDINATE W/ MECH. & ELEC. FOR LOCATIONS & SIZES OF FOUNDATION/SLAB/JOISTS BLOCKOUTS. FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE IS FOR SCHEMATIC DESIGN ONLY. MANUFACTURER SHALL PROVIDE AND SUBMIT ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO THE FABRICATION AND INSTALLATION. ALL TRUSS TO TRUSS & TRUSS TO BEAM CONNECTORS TO BE DESIGNED BY MANUFACTURER FLOOR SHEATHING TO BE 3/4" CDX OR OSB STURDI-FLOOR T&G, GLUE AND NAIL W/ RING SHANK 8d's @ 6" EDGES & 12" IN THE FIELD. FACE GRAIN PERPENDICULAR TO SUPPORTS. ROOF SHEATHING TO BE 7/16" OSB OR EQUAL. PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST LOCATIONS AND BETWEEN UPPER AND LOWER STUDS AT FLOOR TO FLOOR HOLDOWN LOCATIONS. PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING LOCATIONS WHERE THERE IS A LOAD BEARING WALL ABOVE. ALL CONNECTIONS TO BE SIMPSON OR EQUAL. INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE CONNECTIONS AS WELL AS FROM TRUSS OR RAFTER TO BEAM CONNECTIONS. J.STERLING PAGE: 9 of 18 A4 04-26-24 Lower Level Walls, Main Floor Framing All interior floor sheathing is 12FD, typ. Stair framing: 0PA and code. 24 3/11/24 ENTRY PORCH 83 SQ.FT. LOWER PORCH PLAN AREAS MAIN FLOOR GARAGE 1,915 SQ.FT. 527 SQ.FT. COVERED DECK 163 SQ.FT. 285 SQ.FT. BASEMENT 1,457 SQ.FT. TOTAL LIVING AREA:3,372 SQ.FT. GARDEN STORAGE 44 SQ.FT. STORAGE SPACE/UTILITY 159 SQ.FT. 2 A8 2 A8 2 A8 2 A8 1 A8 1 A8 1 A8 1 A8 DN D15-5080 D11-3080 D13-3080 D12-3080 D02-8080 D03-8080 D14-3080 D16-3080 W11 3040 CASE W12 3640 FIX CASE W13 3040 CASE W14-8080 PATIO DOOR W15 4030 PIC W16 4030 PIC W17 4030 PIC W22 4076 MUL FIX CASE/BOT AWN W23 3076 MUL CASE/BOT AWN W01 3016 PIC W02 3016 PIC W03 2016 PIC W04 2016 PIC W05 2016 PIC W06 3016 PIC W07 3016 PIC W08 3050 CASE W09 3050 CASE D01-3080 W10 1860 PIC D05-3080 D08-2880D09-3080 D04-3080 D07-3080 D10-2880 D06-5080 3080 23'-0" 8'-0" 12'-6" 13'-0" 4'-6"7'-9 1/2"4'-3 1/2"7'-5 1/2"5'-11"16'-0 1/2"3'-6"7'-6" 13'-0" 16'-2 1/2" 13'-9" 13'-6 1/2" 4'-0" 4'-0" 3'-0 1/2" 22'-6 1/2" 8'-3" 5'-0" 7'-3" 2'-3 1/2" 4'-3 1/2" 0'-4" 3'-0" 3'-6 1/2" 4'-4" 3'-11 1/2" 3'-6" 6'-10 1/2" 4'-3 1/2" 2'-3 1/2" 4'-10 1/2" 2'-4 1/2" 13'-3" 6'-0" 3'-0" 3'-0" 6'-0" 1'-6" 2'-0"5'-6" 7'-6" 57'-0" 4'-0"8'-0"4'-0"2'-6 1/2" 8'-11 1/2" 1'-3" 3'-0" 0'-3" 4'-0" 0'-3" 3'-0" 1'-3" 2'-1" 4'-0" 0'-3" 4'-0" 0'-3" 6'-1" 2'-5" 8'-0" 2'-5" 1'-6" 3'-0" 0'-3" 3'-6" 0'-3" 3'-0" 2'-6" 2'-0" 1'-0"3'-0"8'-6"3'-0"4'-0"2'-0"3'-3 1/2"2'-0"3'-11"2'-0"8'-9 1/2" 9'-3" 7'-0" 2'-10" 4'-0 1/2" 5'-3" 2'-0" 2'-1" 4'-9 1/2" 3'-3" 2'-4" 1'-0" 11'-9" 1'-0" 3'-0" 1'-0" 2'-0" 1'-0" 5'-11" X 1'-11" 11 SQ FT 6'-9" X 9'-0" 61 SQ FT 2'-3" X 13'-9" 30 SQ FT 15'-6" X 12'-6" 219 SQ FT 7'-1" X 10'-4" 96 SQ FT 19'-1" X 14'-4" 292 SQ FT 3'-11" X 7'-0" 28 SQ FT 8'-11" X 11'-6" 102 SQ FT 7'-1" X 12'-5" 162 SQ FT 5'-0" X 6'-11" 34 SQ FT 24'-0" X 22'-0" 527 SQ FT 2'-5" X 9'-2" 22 SQ FT 3'-1" X 4'-6" 14 SQ FT 14'-1" X 13'-6" 191 SQ FT 3'-11" X 6'-1" 24 SQ FT 9'-11" X 13'-9" 130 SQ FT 5'-7" X 6'-1" 33 SQ FT 7'-0" X 12'-8" 88 SQ FT 5'-6" X 7'-11" 44 SQ FT 3'-1" X 2'-0"6 SQ FT 20'-6" X 13'-2" 269 SQ FT WD NO BENCH DECK GARAGE ENTRYPORCH OFFICECLOSET POWDER KITCHEN GREAT ROOM LAUNDRY PRIMARY BATHROOM PRIMARY BEDROOM DW 10' CEILING 9' CEILING 10' CEILING 9' CEILING 9' CEILING 10' CEILING 10' CEILING W.C.PRIMARY CLOSET BATH/ SHOWER HALL PANTRY CA B I N E T S ELEVATION AT CORNER = 43.92' HT. RESTRICTION 14' ABOVE HIGHEST POINT = 57.92' FF ELEVATION = 41.25' LOT SIZE: 7,707 sq ft MAX COVERAGE: 2,697.45 (35%) ACTUAL COVERAGE: 2,697.2 sq ft (34.99%) MAX IMPERVIOUS COVERAGE: 3,853.5 (50%) ACTUAL IMPERVIOUS COVERAGE: 3,559.3 (46.18%) DECK CLOSET MICROWAVE DRAWER LINEN CLOSET 10' CEILING 9' CEILING DINING ENTRY 10' CEILING 10' CEILING 10' CEILING10' CEILING GAS FIREPLACE SHELF MIXER IN CAB. PRIVACY FENCE DOUBLE OVEN INDUCTION STOVE TOP FIREPLACE FINAL DESIGN T.B.D. VERIFY CABINET AND SHELF BUILDOUT. VERIFY CHIMNEY DOESN'T EXCEED HT. RESTRICTION PATHWAY TYPE T.B.D. 95 sq ft PA T H W A Y T Y P E T . B . D . 34 7 s q f t 12' - 6" CEILING 10' CEILING ¢ ¢ ¢ ¢ FULL HT. CABINET FULL HT. CABINET ¢ ¢ 9' C E I L I N G SMOKE DET. CO DET. SMOKE DET. 50 CFM MIN 50 CFM MIN50 CFM MIN 50 CFM MIN ATTIC ACCESS ATTIC ACCESS 17 H D 17 H D 15 F F 15 F F SOFFIT ABOVE UPPER CABINETS SO F F I T A B O V E CA B I N E T S RE F . 4 A9 4 A9 4 A9 4 A9 3 A9 3 A9 3 A9 3 A9 10' CEILING CU R B L E S S HEATED MAT IN TILED FLOOR 57'-0" 56'-6" 56'-6" 2'-0"6'-9"21'-0 1/2"24'-11 1/2"2'-3" 8'-9"3'-11 1/2"14'-2"2'-11" 2'-9" 3'-0" 1'-6" 3'-0" 2'-9" 3'-0" 3'-0" 0'-6" 3'-0" 3'-0" 0'-8" 3'-2" 0'-5" 1'-8" 2'-1" 2'-6" 8'-0" 2'-0" 8'-0" 2'-6" 5'-6"3'-9" 5'-6"1'-6" W21 3076 MUL CASE/BOT AWN 66TEMP. LOWER W19 4076 MUL PIC/BOT AWN W20 4076 MUL PIC/BOT AWN W18 4076 MUL PIC/BOT AWN 20H @ 96" 20H @ 96" 20H @ 96" 20H @ 96" 4'-0" 20H @ 96"20H @ 96"20H @ 96"20H @ 96"20H @ 96"20H @ 96"20H @ 96"20H @ 96"20H @ 96"20H @ 96" 20H @ 96" 20H @ 96" 20H @ 96" 20H @ 96" 55 20H @ 96" 20H @ 96" 20H @ 96" 20H @ 96" 20H @ 138" - UPPER WIN 20H @ 138" - UPPER WIN 20H @ 96" - MID WIN 20H @ 96" - MID WIN 6'-5 1/2"6'-0"6'-5 1/2" 22H @ 96" 22H @ 96" 13'-6 1/2" 13'-9" 15'-9" 13'-5 1/2" H @ 96" H @ 96" 20H @ 96" 20H @ 96" 20H @ 96" 20H @ 96" 20H @ 96"20H @ 96" 23H @ 96" 23H @ 96" 23H @ 96" 23H @ 96" 20H @ 96" 20H @ 96" 20H @ 96" 20H @ 96" 21H @ 96" 21H @ 96" 21H @ 96" 21H @ 96" 5. 5 x 1 2 E X P . G L B B E A M - T O P @ 1 0 9 1 / 8 " 5.5x12 EXP. GLB BEAM - TOP @ 109 1/8" 5.5x12 EXP. GLB BEAM - TOP @ 121 1/8" 5. 5 x 1 2 E X P . G L B B E A M - T O P @ 1 0 9 1 / 8 " RISE = 7 5/8" RUN = 12" 11 11 22 22 22 22 33 22 22 33 44 44 44 44 44 2'-0"1'-0"4'-6"4'-9"14'-7 1/2"2'-6"10'-10 1/2"7'-6" 44 44 44 44 44 99 1010 1111 1010 6'-1 1/2" 1010 1010 1212 1212 1313 1313 5.5x12 EXP. GLB BEAM - TOP @ 109 1/8" 2'-0"1'-0"5'-9"3'-6" 1313 1313 1515 1616 5. 5 x 7 . 5 G L B - B O T . @ 1 0 9 1 / 8 " CEILING TRANSITION CE I L I N G T R A N S I T I O N BE A R I N G W A L L 70P70P 71P71P 70P70P 71P71P 7 0 P70P 70P70P 71P71P 70P70P 70P 70P 70P70P 70P70P 70P70P FUR OUT THIS WALL TO AVOID SHELF AT STAIR 13'-6 1/2" 9'-9 1/2" 3'-11 1/2" 11'-9" 4'-0" 6'-7" 6'-10 1/2" 21H @ 96" 21H @ 96" BE A R I N G W A L L BE A R I N G WA L L 66 20H @ 96" 20H @ 96" 16'-0 1/2"4'-3 1/2" 1'-11" 7'-2"4'-3 1/2"7'-9 1/2" TEMP. LOWER 7 7 M77M 66TEMP. LOWER 77M77M 9'-6 1/2" 4'-3 1/2" 6'-10 1/2" 20H @ 96" 20H @ 96" 70P 70P 70P70P 70P70P 1313 77 M77M 77M77M 7 7 M77M 77M77M 71P71P 71P71P 31B 31B 5. 5 x 1 3 . 5 E X P . G L B B E A M BO T . 1 2 " E X P O S E D - T O P @ 1 2 1 1 / 8 " 9'-5"3'-5 1/2"5'-4 1/2"7'-5"4'-0"19'-10" 50B50B 50B 50B 50B50B 50B50B TYPICAL HEADER FRAMING HEADER LESS THAN 5' (1) KING STUD FROM TOP PLATE TO BOTTOM PLATE (1) TRIMMER HEADER LESS THAN 5' (2) KING STUDS FROM TOP PLATE TO BOTTOM PLATE (1) TRIMMER WINDOW W/ 6" POST (2) KING STUDS FROM TOP PLATE TO BOTTOM PLATE CONCEAL FLANGE HANGER EA. SIDE WINDOW W/ 3" POST HEADER MORE THAN 5' (2) KING STUDS FROM TOP PLATE TO BOTTOM PLATE (1) TRIMMER HEADER MORE THAN 5' DOOR SCHEDULE#QTY FLOOR SIZE WIDTH HEIGHT DESCRIPTIOND01 1 1 3080 36"96"EXT. HINGE GLASS PANELD02 1 1 8080 96"96"GARAGE-MODERN STEEL - FLUSH, WINDOWD03 1 1 8080 96"96"GARAGE-MODERN STEEL - FLUSH, WINDOWD04 1 1 3080 36"96"HINGED-SLABD05 1 1 3080 36"96"HINGED-DOOR P01D06 1 1 5080 60"96"DOUBLE HINGED-DOOR P01D07 1 1 3080 36"96"HINGED-DOOR P01D08 1 1 2880 32"96"HINGED-DOOR P01D09 1 1 3080 36"96"HINGED-DOOR P01D10 1 1 2880 32"96"POCKET-DOOR P01D11 1 1 3080 36"96"POCKET-DOOR P01D12 1 1 3080 36"96"HINGED-DOOR P01 D13 1 1 3080 36"96"HINGED-DOOR P01 D14 1 1 3080 36"96"POCKET-DOOR P01 D15 1 1 5080 60"96"DOUBLE HINGED-DOOR P01 D16 1 1 3080 36"96"POCKET-DOOR P01 D17 1 0 3068 36"80"EXT. HINGE GLASS PANEL D18 1 0 3068 36"80"EXT. HINGE GLASS PANEL D19 1 0 3068 36"80"POCKET-DOOR P01 D20 1 0 3068 36"80"POCKET-DOOR P01 D21 1 0 3068 36"80"HINGED-DOOR P01 D22 1 0 2868 32"80"HINGED-DOOR P01 D23 1 0 3068 36"80"HINGED-DOOR P01 D25 1 0 3068 36"80"POCKET-DOOR P01 D26 1 0 3068 36"80"HINGED-DOOR P01 D27 1 0 3068 36"80"HINGED-DOOR P01 D28 1 0 3068 36"80"HINGED-DOOR P01 D29 1 0 3068 36"80"HINGED-DOOR P01 D30 1 0 5068 60"80"SLIDER-PANEL D31 1 0 5068 60 1/4"80"SLIDER-PANEL D32 1 0 2868 32"80"HINGED-DOOR P01D33 1 0 2868 32"80"HINGED-DOOR P01WINDOW SCHEDULENUMBERQTYFLOORSIZEWIDTHHEIGHTEGRESSTEMPERED DESCRIPTION COMMENTSW01 1 1 3016 36"18"PICW02 1 1 3016 36"18"PICW03 1 1 2016 24"18"PICW04 1 1 2016 24"18"PICW05 1 1 2016 24"18"PICW06 1 1 3016 36"18"PICW07 1 1 3016 36"18"PICW08 1 1 3050 36"60"CASEW09 1 1 3050 36"60"CASE W10 1 1 1860 20"72"YES PIC W11 1 1 3040 36"48"CASE W12 1 1 3640 42"48"FIX CASE W13 1 1 3040 36"48"CASE W14 1 1 8080 96"96"YES PATIO DOOR W15 1 1 4030 48"36"PIC W16 1 1 4030 48"36"PIC W17 1 1 4030 48"36"PIC W18 1 1 4076 48"90"MUL PIC/BOT AWN BOT AWN 18" W19 1 1 4076 48"90"MUL PIC/BOT AWN BOT AWN 18" W20 1 1 4076 48"90"MUL PIC/BOT AWN BOT AWN 18" W21 1 1 3076 36"90"MUL CASE/BOT AWN BOT AWN 18" W22 1 1 4076 48"90"MUL FIX CASE/BOT AWN BOT AWN 18" W23 1 1 3076 36"90"MUL CASE/BOT AWN BOT AWN 18" W24 1 0 3050 36"60"CASE W25 1 0 3650 42"60"FIX CASE W26 1 0 3050 36"60"YES CASE W27 1 0 2636 30"42"CASE W28 1 0 2636 30"42"CASEW29 1 0 3050 36"60"YES CASEW30 1 0 3650 42"60"FIX CASEW31 1 0 3050 36"60"CASEW32 1 0 3050 36"60"CASEW33 1 0 3650 42"60"FIX CASEW34 1 0 3050 36"60"YES CASEW35 1 0 3036 36"42"YES CASE TEMP AWN TEMP AWN TEMP AWN TEMP AWN TEMP AWN TEMP AWN DRAFTED BY: TH E I N F O R M A T I O N , P L A N S , D E S I G N S , N O T E S A N D A R R A N G E M E N T S S H O W N O N T H I S D R A W I N G A R E C O N F I D E N T I A L AN D M A Y N O T B E R E P R O D U C E D I N W H O L E O R I N P A R T W I T H O U T T H E E X P R E S S W R I T T E N P E R M I S S I O N O F ST R A N D B E R G C O N S T R U C T I O N I N C . D R A W I N G S N O T E D A S P R E L I M I N A R Y , S C H E M A T I C , A N D / O R C O N C E P T C O N T A I N IN F O R M A T I O N T H A T I S C O N C E P T U A L A N D S U B J E C T T O C H A N G E . T H E D E S I G N E R M A K E S N O C L A I M F O R A C C U R A C Y OF C O N C E P T U A L I N F O R M A T I O N O R O F I N F O R M A T I O N S U P P L I E D B Y O T H E R S . J.STERLING INITIAL: OWNER APPROVAL PROJECT / CLIENT INFO 03-08-24 1/4" = 1' U.N.O. PAGE #: BUILDER INFO: MAIN FLOOR PLAN MAILING ADDRESS: 2018 R AVE. Friday, April 26, 2024 PRINTED: FILE: S:/Strandberg Companies/SCINC/DESIGN JOBS/Hobbs/2_Design/Hobbs 24 X 36 Layout.layout DESIGNED BY: SCALE DATE ANACORTES WA 98221 PHONE: 360-293-7431 WEB: www.strandbergconstruction.com HO B B S R E S I D E N C E 5 0 0 9 D O O N W A Y , A N A C O R T E S , W A 98 2 2 1 GENERAL NOTES ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. ALL HEADER MATERIAL TO BE 4 x 10 D.F. # 2 U.N.O. VERIFY HEADER HEIGHTS WITH SUPER. ALL EXTERIOR WALLS ARE 2 x 6 - 16" O.C. STUDS, UNLESS NOTED OTHERWISE. ALL INTERIOR WALLS ARE 2 x 4 - 16" O.C. STUDS, UNLESS NOTED OTHERWISE. PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS, TOILET PAPER DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER FOR LOCATIONS. FRAMING NOTES REFER TO SHEET A2 FOR FOUNDATION NOTES AND DETAILS. COORDINATE W/ MECH. & ELEC. FOR LOCATIONS & SIZES OF FOUNDATION/SLAB/JOISTS BLOCKOUTS. FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE IS FOR SCHEMATIC DESIGN ONLY. MANUFACTURER SHALL PROVIDE AND SUBMIT ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO THE FABRICATION AND INSTALLATION. ALL TRUSS TO TRUSS & TRUSS TO BEAM CONNECTORS TO BE DESIGNED BY MANUFACTURER FLOOR SHEATHING TO BE 3/4" CDX OR OSB STURDI-FLOOR T&G, GLUE AND NAIL W/ RING SHANK 8d's @ 6" EDGES & 12" IN THE FIELD. FACE GRAIN PERPENDICULAR TO SUPPORTS. ROOF SHEATHING TO BE 7/16" OSB OR EQUAL. PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST LOCATIONS AND BETWEEN UPPER AND LOWER STUDS AT FLOOR TO FLOOR HOLDOWN LOCATIONS. PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING LOCATIONS WHERE THERE IS A LOAD BEARING WALL ABOVE. ALL CONNECTIONS TO BE SIMPSON OR EQUAL. INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE CONNECTIONS AS WELL AS FROM TRUSS OR RAFTER TO BEAM CONNECTIONS. 20 MIN. FIRE RATED DOOR W/ SELF-CLOSING DEVICE. FLOOR PLAN NOTES SMOKE DETECTOR. EVERY DWELLING UNIT SHALL HAVE A SMOKE DETECTOR LOCATED IN EVERY BEDROOM AND AT A POINT CENTRALLY LOCATED IN THE CORRIDOR OR AREA GIVING ACCESS TO EACH SEPARATE SLEEPING AREA. IN NEW CONSTRUCTION, REQUIRED SMOKE DETECTORS SHALL RECEIVE THEIR PRIMARY POWER FROM THE BUILDING WIRING AND SHALL BE EQUIPPED WITH A BATTERY BACKUP. SMOKE DETECTOR AND CO DETECTOR ARE REQUIRED ON EACH LEVEL OF THE STRUCTURE. SHELF AND HANGING ROD. BUILT IN SHELVES. CABINET - OWNER / CONTRACTOR TO VERIFY. EGRESS WINDOWS SHALL HAVE AN OPERABLE SECTION FOR EMERGENCY EGRESS 5.7 SQUARE FEET MIN. MINIMUM NET CLEAR OPERABLE SECTION TO BE 20" WIDE AND 24" HIGH. SILL HEIGHT MAXIMUM 44" OFF FLOOR. WHOLE HOUSE FANS SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH AS A CLOCK TIMER WITH A ZONE RATING OF 1.5 OR LESS. F.A.U. ON 18" HIGH PLATFORM. TOP OF PLATFORM TO BE 1 1/8" T & G PLYWOOD. EXPOSED FACE AND SIDES TO HAVE 1 LAYER 5/8" TYPE "X" GYP. BD. NO FURNACE SHALL BE INSTALLED IN ANY CONFINED SPACE WITH ACCESS ONLY THROUGH A BEDROOM, BATHROOM, OR CLOSET. PROVIDE AT LEAST 30" OF WORKING SPACE IN FRONT OF FURNACE. ALL BUILDING WATER SUPPLY SYSTEMS IN WHICH QUICK ACTING VALVES ARE INSTALLED, SHALL BE PROVIDED WITH DEVICES TO ABSORB HIGH PRESSURES RESULTING FROM THE QUICK CLOSING OF THESE VALVES. DRAIN OUT, NO TRAPPING, END OF PIPE LESS THAN 2 FEET ABOVE GROUND, POINTING DOWN. TANKS SHALL BE STRAPPED WITHIN UPPER 1/3 AND LOWER 1/3 TO PREVENT OVERTURNING IN AN EARTHQUAKE. MIN. EFFICIENCY OF 91% PROVIDE DRYER VENT TO EXTERIOR. PROVIDE RECESSED HOT & COLD SHUTOFF CONTROL VALVES & WASTE AT WASHER. EXHAUST DUCTS SHALL NOT EXCEED A TOTAL COMBINED HORIZONTAL AND VERTICAL LENGTH OF 35 FEET. THE MAXIMUM LENGTH OF THE DUCT SHALL BE REDUCED 2.5 FEET FOR EACH 45-DEGREE BEND AND 5 FEET FOR EACH 90- DEGREE BEND. A MINIMUM 4-INCH DIAMETER EXHAUST DUCT OF SMOOTHBORE, NONCOMBUSTIBLE MATERIALS REQUIRED WITH BACK-DRAFT DAMPER. TEMPERED GLASS MECHANICAL FAN. BATHROOM, LAUNDRY ROOMS AND POWDER ROOMS SHALL BE PROVIDED WITH A MECHANICAL FAN CONNECTED TO THE OUTSIDE CAPABLE OF 50 C.F.M. AND SHALL NOT TERMINATE CLOSER THAN 3 FEET TO ANY OPERABLE WINDOW OR OPENING INTO THE BUILDING. MINIMUM DUCT SIZE IS 4 INCHES. DRYER, KITCHEN, AND BATH FANS TO BE SEPARATELY VENTED TO THE OUTSIDE. INSTALL DUCTWORK PRIOR TO INSULATION FOR FRAMING INSPECTION. EXHAUST FANS TO BE CONSTRUCTED OF SMOOTHBORE, NONCOMBUSTIBLE MATERIALS. APPROVED FLEX CONNECTORS NOT EXCEEDING 6 FEET IN LENGTH MAY BE USED IN CONNECTION WITH DOMESTIC DRYER EXHAUST. 22" x 30" MIN. ATTIC ACCESS TO BE ACCESSIBLE WITH UNOBSTRUCTED HEADROOM. FRAME OUT ACCESS HOLE TO DEPTH OF INSULATION WITH NOT LESS THAN 1/2" PLYWOOD. ACCESS COVER IN GARAGES TO BE HINGED AND SHALL BE WEATHER-STRIPPED OR SEALED TIGHT. GUARDRAIL 36" ABOVE FINISHED FLOOR. STAIR HANDRAIL 36" ABOVE STAIR NOSING. INTERMEDIATE RAIL SPACING SHALL NOT ALLOW A 4" DIAMETER SPHERE TO PASS THROUGH PER I.R.C. SECTION 312.2. PRE-MANUFACTURED, ZERO CLEARANCE GAS FIREPLACE. CONSULT WITH OWNER FOR TRIM PACKAGE. CONTRACTOR SHALL ASSUME ALL OPTIONS. REFER TO MANUFACTURER'S SPECS FOR MINIMUM REQUIREMENTS OF NON-COMBUSTIBLE SURROUND & HEARTH MATERIAL. GARAGE FLOOR SURFACES SHALL BE MIN. 4" CONCRETE. SLOPE CONCRETE FLOOR MIN. 1/8" PER 12" TOWARDS MAIN VEHICLE ENTRY DOORWAY OR TOWARDS FLOOR DRAIN. 22 11 33 44 55 66 1111 88 77 99 1010 1212 1313 1414 1616 1515 J.STERLING PAGE: 10 of 18 A5Upper Level Walls and Roof Framing Roof diaphragms are 11RD, typ. Truss layout is as shown. Truss design and analysis by others. Exterior pony walls at roof pop-ups are 1PW, typ. Ledgers at lower roof to upper shear wall are 80L, typ. Fireplace and chimney framing per Arch and code. 24 3/11/24 Interconnected heat alarm required in garage (R314.2.3) Appliances installed in locations subject to damage from vehicles must be protected by approved barriers (M1307.3.1) Air gap required at Dishwasher (UPC 807.3) Kitchen exhaust required (M1505) ENTRY PORCH 83 SQ.FT. LOWER PORCH PLAN AREAS MAIN FLOOR GARAGE 1,915 SQ.FT. 527 SQ.FT. COVERED DECK 163 SQ.FT. 285 SQ.FT. BASEMENT 1,457 SQ.FT. TOTAL LIVING AREA:3,372 SQ.FT. GARDEN STORAGE 44 SQ.FT. STORAGE SPACE/UTILITY 159 SQ.FT. 1'-6" 1'-6" 3'-0"2'-0"1'-6" GUTTER STRIP VENT ENCLOSED SOFFIT TYPICAL EAVE DETAIL 1/2" SHEETROCK 7/16" SHEATHING R-38 INSULATION 2 X 12 FASCIA STANDING SEAM METAL ROOF 2 X 6 WALL 2 X 1 0 T A I L MANUF. TRUSS AIR BAFFLE W/ 1" GAP SIMPSON H2.5 OR EQUIVALENT HEEL PER PLAN 5/8" SHEETROCK ALUM. DRIP EDGE SCALE: 1/2 = 1'11 1/2" SHEETROCK STRIP VENT ENCLOSED SOFFIT 2 X 6 WALL 2 X 10 TAIL 7/16" SHEATHING MANUF. TRUSS STANDING SEAM METAL ROOF 2 X 12 FASCIA R-38 INSULATION 1 1/2 12 5/8" SHEETROCK R-21 INSULATION TYPICAL EAVE DETAIL SCALE: 1/2 = 1'33 GUTTER STANDING SEAM METAL ROOF ENCLOSED SOFFIT 2 X 12 FASCIA ALUM. DRIP EDGE 2 X 10 TAIL AIR BAFFLE W/ 1" GAP MANUF. TRUSS 7/16" SHEATHING STRIP VENTT & G CEILING HURRICANE TIE 2 X 10 TRUSS TAIL @ BEAM DETAIL SCALE: 1/2 = 1'44 EXPOSED ROOF BEAM OVERHANG VARIES PER PLAN OVERHANG VARIES PER PLAN OVERHANG VARIES PER PLAN 1 1/2 12 1 1/2 12 GUTTER STANDING SEAM METAL ROOF ENCLOSED SOFFIT 2 X 10 FASCIA ALUM. DRIP EDGE 2 X 6 TAIL AIR BAFFLE W/ 1" GAP MANUF. TRUSS 7/16" SHEATHING STRIP VENT T & G CEILING HURRICANE TIE 2 X 6 TRUSS TAIL @ BEAM DETAIL SCALE: 1/2 = 1'55 EXPOSED ROOF BEAM OVERHANG VARIES PER PLAN 1 1/2 12ALUM. DRIP EDGE ENCLOSED SOFFIT STRIP VENT 2 X 12 FASCIA AIR BAFFLE W/ 1" GAP 7/16" SHEATHING MANU. TRUSS R-38 INSULATION STANDING SEAM METAL ROOF 1/2" SHEETROCK 2 X 6 WALL 5/8" SHEETROCK R-21 INSULATION ROOF EAVE DETAIL @ TRUSS RAKE SCALE: 1/2 = 1'22 2 X 10 OUTLOOKER NOTCH TRUSS FOR OUTLOOKER OVERHANG VARIESVENTED BLOCK SIMPSON H2.5 OR EQUIVALENT VENTED BLOCK HEEL PER PLAN 2 A8 2 A8 2 A8 2 A8 1 A8 1 A8 1 A8 1 A8 NOTE: ALL TRUSSES MANUFACTURED TRUSSES (U.N.O.) 24" O.C. ALL ROOF PLANES 1 1/2:12 2X10 TAILS TYP., U.N.O. ON DETAIL SHEATHING PER STRUCTURAL COMPOSITION ROOFING W/ 2 X 8 FASCIA PROVIDE VENTING AT RIDGES AND ROOF TO WALL CONDITIONS TRUSS OVERHANGS ARE DETAIL 1/A4 UNLESS NOTED OTHERWISE. 1'-0" 1'-0" 5'-6"2'-0" 0'-6" 1'-0" 1'-0" 6'-9"21'-0 1/2"24'-11 1/2" 1'-6"4'-9"15'-1"1'-6" 23'-0" 8'-0" 12'-6" 13'-0" 56'-6" 4'-6"7'-9 1/2"4'-3 1/2"7'-5 1/2"5'-11"16'-0 1/2"3'-6"5'-6" 55'-0"2'-0" 13'-0" 16'-11" 12'-4" 14'-3" 1'-6"14'-7 1/2"3'-11 1/2"1'-6"5'-3"2'-0" 1'-0" 1'-6" 1'-6"2'-0"1'-6"1'-6" 0'-9" 1'-6"19'-10"1'-6" 0'-9" 1'-6" 1'-6" ATTIC ACCESS ATTIC ACCESS 1 1/2:12 1 1/2:12 1 1/2:12 1 1/2:12 1 1/2:12 1 1/2:12 1 1/2:121 1/2:12 1 1/2:12 1 1/2:12 4 A9 4 A9 4 A9 4 A9 3 A9 3 A9 3 A9 3 A9 6" H E E L PL A T E @ 1 0 9 1 / 8 " 12 " H E E L PL A T E @ 1 0 9 1 / 8 " PL A T E @ 1 2 1 1 / 8 " PL A T E @ 1 2 1 1 / 8 " 16 " H E E L 19 3 / 8 " H E E L PL A T E @ 1 2 1 1 / 8 " PL A T E @ 1 0 9 1 / 8 " 15 3 / 8 " H E E L PL A T E @ 1 5 0 " 18 " H E E L 14 5 / 8 " H E E L PL A T E @ 1 0 9 1 / 8 " 8 5 / 8 " H E E L PL A T E @ 1 0 9 1 / 8 " 14 1 / 4 " H E E L 5. 5 x 1 2 E X P . G L B B E A M - T O P @ 1 0 9 1 / 8 " 5.5x12 EXP. GLB BEAM - TOP @ 109 1/8" 5.5x12 EXP. GLB BEAM - TOP @ 121 1/8" 5. 5 x 1 2 E X P . G L B B E A M - T O P @ 1 0 9 1 / 8 " 5.5x12 EXP. GLB BEAM - TOP @ 109 1/8" 5. 5 x 7 . 5 G L B - B O T . @ 1 0 9 1 / 8 " 2 X 10 FASCIA 2 X 10 FASCIA 2 X 1 2 F A S C I A E N C L O S E D S O F F I T ( V E N T E D ) 2 X 1 0 F A S C I A E N C L O S E D S O F F I T ( V E N T E D ) 2 X 1 2 F A S C I A E N C L O S E D S O F F I T ( V E N T E D ) 2 X 1 2 F A S C I A E N C L O S E D S O F F I T ( V E N T E D ) 2 X 12 FASCIA ENCLOSED SOFFIT (VENTED) 2 X 1 2 F A S C I A E N C L O S E D S O F F I T ( V E N T E D ) 2 X 1 2 F A S C I A E N C L O S E D S O F F I T ( V E N T E D ) 2 X 12 FASCIA ENCLOSED SOFFIT (VENTED) 2 X 1 2 F A S C I A E N C L O S E D S O F F I T ( V E N T E D ) 2 X 1 2 F A S C I A E N C L O S E D S O F F I T ( V E N T E D ) 3. 5 x 1 0 . 5 G L B - B O T . @ 1 0 9 1 / 8 " 3. 5 x 1 0 . 5 G L B - B O T . @ 1 0 9 1 / 8 " PL A T E @ 1 2 1 1 / 8 " MA N U F A C T U R E D T R U S S E S 2 4 " O . C . ST A N D I N G S E A M M E T A L R O O F 11 R D R O O F D I A P H R A G M T Y P . MA N U F A C T U R E D T R U S S E S 2 4 " O . C . ST A N D I N G S E A M M E T A L R O O F 11 R D R O O F D I A P H R A G M T Y P . 80L 80L 80L80L 80L 80L 80L 80L CEILING TRANSITION CE I L I N G T R A N S I T I O N BE A R I N G W A L L 80L 80L 80L 80L 109 1/8" CEILING 121 1/8" CEILING 144" CEILING MA N U F A C T U R E D T R U S S E S 2 4 " O . C . ST A N D I N G S E A M M E T A L R O O F 11 R D R O O F D I A P H R A G M T Y P . 2X 6 T R U S S T A I L S RI D G E V E N T RI D G E V E N T PL A T E @ 1 2 1 1 / 8 " PL A T E @ 1 5 0 " 70P70P 71P71P 70P70P 71P71P 7 0 P70P 70P70P 71P71P 70P70P 70P 70P 70P70P 70P70P 70P70P 5'-6"3'-0"0'-9" 9'-3" 0'-9" 1'-6"5'-6" 2'-0"52'-9" 7'-0" 56'-6" 1'-6" 2'-0"6'-9" 1'-6" 16'-2 1/2" 4'-3" 9'-6" 1'-6" 80L80L 4'-6"4'-11"2'-7"17'-8"16'-4"1'-6"2'-0"1'-6" 47 3 / 4 " " H E E L PL A T E @ 1 2 1 1 / 8 " (F U R D O W N C E I L I N G TO 1 0 9 1 / 8 " ) 1 A6 1 A6 2 A6 2 A6 1 A6 1 A6 1 A6 1 A6 2 A6 2 A6 4 A6 4 A65 A6 5 A6 1 A6 1 A6 1 A6 1 A6 1 A6 1 A6 2 A6 2 A6 2 A6 2 A6 3'-6"1'-3"1'-6" ROOF TO WALL VENTILATION NEEDED ROOF TO WALL VENTILATION NEEDED ROOF TO WALL VENTILATION NEEDED ROOF TO WALL VENTILATION NEEDED BE A R I N G W A L L BE A R I N G WA L L 7 7 M77M 77M77M 70P 70P 70P70P 70P70P 77 M77M 77M77M 7 7 M77M 77M77M 71P71P TO GABLE TRUSS 32B 32B 5'-6"1'-3" 71P71P 31B 31B 5. 5 x 1 3 . 5 E X P . G L B B E A M BO T . 1 2 " E X P O S E D - T O P @ 1 2 1 1 / 8 " 34B 34B 33B 33B 80L 80L 80L 80L PL A T E @ 1 2 1 1 / 8 " PL A T E @ 1 2 1 1 / 8 " 50B50B 50B 50B 50B50B 50B50B DRAFTED BY: TH E I N F O R M A T I O N , P L A N S , D E S I G N S , N O T E S A N D A R R A N G E M E N T S S H O W N O N T H I S D R A W I N G A R E C O N F I D E N T I A L AN D M A Y N O T B E R E P R O D U C E D I N W H O L E O R I N P A R T W I T H O U T T H E E X P R E S S W R I T T E N P E R M I S S I O N O F ST R A N D B E R G C O N S T R U C T I O N I N C . D R A W I N G S N O T E D A S P R E L I M I N A R Y , S C H E M A T I C , A N D / O R C O N C E P T C O N T A I N IN F O R M A T I O N T H A T I S C O N C E P T U A L A N D S U B J E C T T O C H A N G E . T H E D E S I G N E R M A K E S N O C L A I M F O R A C C U R A C Y OF C O N C E P T U A L I N F O R M A T I O N O R O F I N F O R M A T I O N S U P P L I E D B Y O T H E R S . J.STERLING INITIAL: OWNER APPROVAL PROJECT / CLIENT INFO 03-08-24 1/4" = 1' U.N.O. PAGE #: BUILDER INFO: ROOF FRAMING PLAN MAILING ADDRESS: 2018 R AVE. Friday, April 26, 2024 PRINTED: FILE: S:/Strandberg Companies/SCINC/DESIGN JOBS/Hobbs/2_Design/Hobbs 24 X 36 Layout.layout DESIGNED BY: SCALE DATE ANACORTES WA 98221 PHONE: 360-293-7431 WEB: www.strandbergconstruction.com HO B B S R E S I D E N C E 5 0 0 9 D O O N W A Y , A N A C O R T E S , W A 98 2 2 1 GENERAL NOTES ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. ALL HEADER MATERIAL TO BE 4 x 10 D.F. # 2 U.N.O. VERIFY HEADER HEIGHTS WITH SUPER. ALL EXTERIOR WALLS ARE 2 x 6 - 16" O.C. STUDS, UNLESS NOTED OTHERWISE. ALL INTERIOR WALLS ARE 2 x 4 - 16" O.C. STUDS, UNLESS NOTED OTHERWISE. PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS, TOILET PAPER DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER FOR LOCATIONS. FRAMING NOTES REFER TO SHEET A2 FOR FOUNDATION NOTES AND DETAILS. COORDINATE W/ MECH. & ELEC. FOR LOCATIONS & SIZES OF FOUNDATION/SLAB/JOISTS BLOCKOUTS. FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE IS FOR SCHEMATIC DESIGN ONLY. MANUFACTURER SHALL PROVIDE AND SUBMIT ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO THE FABRICATION AND INSTALLATION. ALL TRUSS TO TRUSS & TRUSS TO BEAM CONNECTORS TO BE DESIGNED BY MANUFACTURER FLOOR SHEATHING TO BE 3/4" CDX OR OSB STURDI-FLOOR T&G, GLUE AND NAIL W/ RING SHANK 8d's @ 6" EDGES & 12" IN THE FIELD. FACE GRAIN PERPENDICULAR TO SUPPORTS. ROOF SHEATHING TO BE 7/16" OSB OR EQUAL. PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST LOCATIONS AND BETWEEN UPPER AND LOWER STUDS AT FLOOR TO FLOOR HOLDOWN LOCATIONS. PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING LOCATIONS WHERE THERE IS A LOAD BEARING WALL ABOVE. ALL CONNECTIONS TO BE SIMPSON OR EQUAL. INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE CONNECTIONS AS WELL AS FROM TRUSS OR RAFTER TO BEAM CONNECTIONS. J.STERLING PAGE: 11 of 18 A6 Upper Level Walls and Roof Framing Roof diaphragms are 11RD, typ. Truss layout is as shown. Truss design and analysis by others. Exterior pony walls at roof pop-ups are 1PW, typ. Ledgers at lower roof to upper shear wall are 80L, typ. Fireplace and chimney framing per Arch and code. 24 3/11/24 11 22 33 44 55 66 77 88 99 1010 1111 1212 1313 1414 1515 1616 STANDING SEAM METAL ROOF COLOR: T.B.D. MFR. TRUSSES 24" O.C., HEELS PER PLAN R-49 INSULATION OR R-38 IF OVER 100% OF COND. CEILING SPRAY FOAM INS. WHERE TRUSS VENTILATION NOT POSSIBLE 5/8" GWB CEILING A)TYP. FASCIA 2 X 12 B)2 X 10 FASCIA ENCLOSED SOFFIT (VENTED) COLOR: T.B.D. CONTINUOUS ALUMINUM GUTTERS AT EVE ASSEMBLIES AND FINISHES NOTE: MATERIALS AND FINISHES INDICATED IN ELEVATIONS ARE FOR ILLUSTRATION PURPOSES ONLY. VERIFY ALL MATERIALS AND FINISHES. A)VENTED HARDI SOFFITS @ OVERHANGS B)T&G UNDER EXTERIOR CEILINGS C)SKIP SHEATHING UNDER DECK (VERIFY) FIBER CEMENT PANEL SIDING COLOR: T.B.D. - MAY BE 2 COLOR SCHEMES PRIMED SPRUCE INSIDE CORNERS X METAL OUTSIDE CORNERS - VERIFY FENESTRATION TRIM BEAM PER STRUCTURAL ARCH. GRADE W/ NATURAL FINISH IF EXPOSED PRESSURE TREAT IF USED IN DECK STRUCTURE VERIFY TREATMENT CABLE RAILING (T.B.D. MAY BE GLASS - VERIFY) 36" HIGH TO CODE B) CABLE RAILING AT STAIR 2X6 WALL FRAMING AT EXT. WALLS R-21 INSULATION @ COND. WALLS 1/2" GWB INTERIOR FINISH SIDING PER ELEVATION PAVER DECK ENG SPEC CROSS BRACING 4 X 12 PT. JOIST 24" O.C. 2X14 FASCIA BUILDUP - INSTALL W/ SPACERS A)11 7/8" BCI 6000 1.8 16" O.C. U.N.O. B)11 7/8" BCI 6500 1.8 12" O.C. U.N.O. R-30 INSULATION IN COND. FLOOR OVER CRAWL OR CANT. ENG. SPEC FLOOR DIAPHRAGM ACCENT SIDING PARKLEX PANEL OR COR-TEN T.B.D. FINISH: T.B.D. INSTALLATION PER MANUFACTURE HORIZ. FIBER CEMENT LAP SIDING @ 7" EXP. COLOR: T.B.D. PRIMED SPRUCE INSIDE CORNERS X METAL OUTSIDE CORNERS - VERIFY FENESTRATION TRIM TYPICAL 2X4 OR 2X6 INTERIOR WALL FRAMING 1/2" GWB FINISH VERIFY STRUCTURAL PER PLAN R-21 AT FIR OUTS IN BASEMENT 4" CONC. SLAB R-10 ENTIRE SLAB ON GRADE @ COND. AREA CONCRETE RETAINING WALL 26'-4 3/8" 12'-6" 2'-0" 22 22 22 22 55 55 99 99 99 99 1010 1010 1010 1010 1111 13A13A 13A13A 13A13A 13A13A 1414 1414 1414 1414 CHIMNEY CAP KITCHENGREAT ROOMPRIMARY BEDROOM DINING BEDROOM 3 LIVING ROOM BEDROOM 2GARDEN STORAGE GRATE ROOM PLATE HEIGHT OVERALL BUILDING HT. BASEMENT FLOOR MAIN PLATE HT. AVG. ORG. GRADE 31.10' 36.85' NOTE: VERIFY ALL HEADER HEIGHTS WITH SUPERVISOR 12 5/8" FLOOR SYSTEM TYP. WINDOW HEADERS 138" - UPPER WIN. HDRS. @ GREAT ROOM MAIN FLOOR OVERALL BUILDING HT. MAIN PLATE HT. 4" SLAB ON GRADE FLOOR SYSTEM 57.47' NOTE: VERIFY ALL HEADER HEIGHTS WITH SUPERVISOR 41.25' TYP. BASEMENT HEADERS MAX BUILDING HT. PER HT. RESTRICTION 57.92' TYP. PLATE HEIGHT 16'-2 5/8" 9'-1 1/8" 6'-8" 20'-7 7/16" 10'-1 1/8" 8'-0" 11'-6" 11 11 11 3A3A 4A4A 3A3A 4A4A 26'-4 3/8" 12'-6" 1414 1414 99 99 99 991010 1414 13A13A 88 1414 STORAGE SPACE / UTILITY GARAGE ENTRYPORCH OFFICE PRIMARYCLOSET GRATE ROOM PLATE HEIGHT OVERALL BUILDING HT. BASEMENT FLOOR MAIN PLATE HT. AVG. ORG. GRADE 31.10' NOTE: VERIFY ALL HEADER HEIGHTS WITH SUPERVISOR 12 5/8" FLOOR SYSTEM TYP. WINDOW HEADERS 138" - UPPER WIN. HDRS. @ GREAT ROOM MAIN FLOOR OVERALL BUILDING HT. MAIN PLATE HT. 4" SLAB ON GRADE FLOOR SYSTEM 57.47' NOTE: VERIFY ALL HEADER HEIGHTS WITH SUPERVISOR 41.25' TYP. BASEMENT HEADERS MAX BUILDING HT. PER HT. RESTRICTION 57.92' TYP. PLATE HEIGHT 16'-2 5/8" 9'-1 1/8" 6'-8" 20'-7 7/16" 10'-1 1/8" 8'-0" 11'-6" 2222 22 11 1111 11 3A3A 4A4A 3A3A 4A4A 3A3A 4A4A 3A3A 4A4A 36.85' DRAFTED BY: TH E I N F O R M A T I O N , P L A N S , D E S I G N S , N O T E S A N D A R R A N G E M E N T S S H O W N O N T H I S D R A W I N G A R E C O N F I D E N T I A L AN D M A Y N O T B E R E P R O D U C E D I N W H O L E O R I N P A R T W I T H O U T T H E E X P R E S S W R I T T E N P E R M I S S I O N O F ST R A N D B E R G C O N S T R U C T I O N I N C . D R A W I N G S N O T E D A S P R E L I M I N A R Y , S C H E M A T I C , A N D / O R C O N C E P T C O N T A I N IN F O R M A T I O N T H A T I S C O N C E P T U A L A N D S U B J E C T T O C H A N G E . T H E D E S I G N E R M A K E S N O C L A I M F O R A C C U R A C Y OF C O N C E P T U A L I N F O R M A T I O N O R O F I N F O R M A T I O N S U P P L I E D B Y O T H E R S . J.STERLING INITIAL: OWNER APPROVAL PROJECT / CLIENT INFO 03-08-24 1/4" = 1' U.N.O. PAGE #: BUILDER INFO: MAILING ADDRESS: 2018 R AVE. Friday, April 26, 2024 PRINTED: FILE: S:/Strandberg Companies/SCINC/DESIGN JOBS/Hobbs/2_Design/Hobbs 24 X 36 Layout.layout DESIGNED BY: SCALE DATE ANACORTES WA 98221 PHONE: 360-293-7431 BUILDING SECTIONS BUILDING SECTION 2 WEB: www.strandbergconstruction.com BUILDING SECTION 1 HO B B S R E S I D E N C E 5 0 0 9 D O O N W A Y , A N A C O R T E S , W A 98 2 2 1 J.STERLING PAGE: 12 of 18 A7 ENTRY PORCH 83 SQ.FT. LOWER PORCH PLAN AREAS MAIN FLOOR GARAGE 1,915 SQ.FT. 527 SQ.FT. COVERED DECK 163 SQ.FT. 285 SQ.FT. BASEMENT 1,457 SQ.FT. TOTAL LIVING AREA:3,372 SQ.FT. GARDEN STORAGE 44 SQ.FT. STORAGE SPACE/UTILITY 159 SQ.FT. ENTRY PORCH 83 SQ.FT. LOWER PORCH PLAN AREAS MAIN FLOOR GARAGE 1,915 SQ.FT. 527 SQ.FT. COVERED DECK 163 SQ.FT. 285 SQ.FT. BASEMENT 1,457 SQ.FT. TOTAL LIVING AREA:3,372 SQ.FT. GARDEN STORAGE 44 SQ.FT. STORAGE SPACE/UTILITY 159 SQ.FT. 11 22 33 44 55 66 77 88 99 1010 1111 1212 1313 1414 1515 1616 STANDING SEAM METAL ROOF COLOR: T.B.D. MFR. TRUSSES 24" O.C., HEELS PER PLAN R-49 INSULATION OR R-38 IF OVER 100% OF COND. CEILING SPRAY FOAM INS. WHERE TRUSS VENTILATION NOT POSSIBLE 5/8" GWB CEILING A)TYP. FASCIA 2 X 12 B)2 X 10 FASCIA ENCLOSED SOFFIT (VENTED) COLOR: T.B.D. CONTINUOUS ALUMINUM GUTTERS AT EVE ASSEMBLIES AND FINISHES NOTE: MATERIALS AND FINISHES INDICATED IN ELEVATIONS ARE FOR ILLUSTRATION PURPOSES ONLY. VERIFY ALL MATERIALS AND FINISHES. A)VENTED HARDI SOFFITS @ OVERHANGS B)T&G UNDER EXTERIOR CEILINGS C)SKIP SHEATHING UNDER DECK (VERIFY) FIBER CEMENT PANEL SIDING COLOR: T.B.D. - MAY BE 2 COLOR SCHEMES PRIMED SPRUCE INSIDE CORNERS X METAL OUTSIDE CORNERS - VERIFY FENESTRATION TRIM BEAM PER STRUCTURAL ARCH. GRADE W/ NATURAL FINISH IF EXPOSED PRESSURE TREAT IF USED IN DECK STRUCTURE VERIFY TREATMENT CABLE RAILING (T.B.D. MAY BE GLASS - VERIFY) 36" HIGH TO CODE B) CABLE RAILING AT STAIR 2X6 WALL FRAMING AT EXT. WALLS R-21 INSULATION @ COND. WALLS 1/2" GWB INTERIOR FINISH SIDING PER ELEVATION PAVER DECK ENG SPEC CROSS BRACING 4 X 12 PT. JOIST 24" O.C. 2X14 FASCIA BUILDUP - INSTALL W/ SPACERS A)11 7/8" BCI 6000 1.8 16" O.C. U.N.O. B)11 7/8" BCI 6500 1.8 12" O.C. U.N.O. R-30 INSULATION IN COND. FLOOR OVER CRAWL OR CANT. ENG. SPEC FLOOR DIAPHRAGM ACCENT SIDING PARKLEX PANEL OR COR-TEN T.B.D. FINISH: T.B.D. INSTALLATION PER MANUFACTURE HORIZ. FIBER CEMENT LAP SIDING @ 7" EXP. COLOR: T.B.D. PRIMED SPRUCE INSIDE CORNERS X METAL OUTSIDE CORNERS - VERIFY FENESTRATION TRIM TYPICAL 2X4 OR 2X6 INTERIOR WALL FRAMING 1/2" GWB FINISH VERIFY STRUCTURAL PER PLAN R-21 AT FIR OUTS IN BASEMENT 4" CONC. SLAB R-10 ENTIRE SLAB ON GRADE @ COND. AREA CONCRETE RETAINING WALL 26'-4 3/8" 12'-6" 6'-0" 22 22 CHIMNEY CAP 55 99 99 99 99 FIREPLACE FINAL DESIGN T.B.D.VERIFY CABINET AND SHELF BUILDOUT.VERIFY CHIMNEY DOESN'T EXCEED HT. RESTRICTION 13A13A 1414 13A13A 1414 13A13A 1414 OFFICEGREAT ROOM ENTRY STORAGE SPACE / UTILITYFLEX AREALIVING ROOM GRATE ROOM PLATE HEIGHT OVERALL BUILDING HT. BASEMENT FLOOR MAIN PLATE HT. AVG. ORG. GRADE 31.10' NOTE: VERIFY ALL HEADER HEIGHTS WITH SUPERVISOR 12 5/8" FLOOR SYSTEM TYP. WINDOW HEADERS 138" - UPPER WIN. HDRS. @ GREAT ROOM MAIN FLOOR OVERALL BUILDING HT. MAIN PLATE HT. 4" SLAB ON GRADE FLOOR SYSTEM 57.47' NOTE: VERIFY ALL HEADER HEIGHTS WITH SUPERVISOR 41.25' TYP. BASEMENT HEADERS MAX BUILDING HT. PER HT. RESTRICTION 57.92' TYP. PLATE HEIGHT 16'-2 5/8" 9'-1 1/8" 6'-8" 20'-7 7/16" 10'-1 1/8" 8'-0" 11'-6" 1 1/2 12 1 1/2 12 11 11 22 36.85' 26'-4 3/8" 12'-6" 22 22 22 FIR DOWN CEILING TO 109 1/8" 13A13A 4B4B 4C4C 77 77 1111 1212 77 77 1414 99 99 99 9999 99 BEDROOM 2 GARDEN STORAGEBATH 2 DECKGARAGEKITCHENPANTRY REAR PORCH 1515 GRATE ROOM PLATE HEIGHT OVERALL BUILDING HT. BASEMENT FLOOR MAIN PLATE HT. AVG. ORG. GRADE 31.10' 32.33' NOTE: VERIFY ALL HEADER HEIGHTS WITH SUPERVISOR 12 5/8" FLOOR SYSTEM TYP. WINDOW HEADERS 138" - UPPER WIN. HDRS. @ GREAT ROOM MAIN FLOOR OVERALL BUILDING HT. MAIN PLATE HT. 57.47' NOTE: VERIFY ALL HEADER HEIGHTS WITH SUPERVISOR 41.25' TYP. BASEMENT HEADERS MAX BUILDING HT. PER HT. RESTRICTION 57.92' TYP. PLATE HEIGHT 16'-2 5/8" 9'-1 1/8" 6'-8" 20'-7 7/16" 10'-1 1/8" 8'-0" 11'-6" 1 1/2 12 1 1/2 12 1 1/2 12 11 11 11 4" SLAB ON GRADE FLOOR SYSTEM 4A4A55 1414 1414 36.85' DRAFTED BY: THE INFORMATION, PLANS, DESIGNS, NOTES AND ARRANGEMENTS SHOWN ON THIS DRAWING ARE CONFIDENTIAL AND MAY NOT BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE EXPRESS WRITTEN PERMISSION OF STRANDBERG CONSTRUCTION INC. DRAWINGS NOTED AS PRELIMINARY, SCHEMATIC, AND/ OR CONCEPT CONTAIN INFORMATION THAT IS CONCEPTUAL AND SUBJECT TO CHANGE. THE DESIGNER MAKES NO CLAIM FOR ACCURACY OF CONCEPTUAL INFORMATION OR OF INFORMATION SUPPLIED BY OTHERS. J. STERLING INITIAL: OWNER APPROVAL PROJECT / CLIENT INFO 03-08-24 1/4" = 1' U.N.O. PAGE #: BUILDER INFO: MAILING ADDRESS: BUILDING SECTIONS 2018 R AVE. Friday, April 26, 2024 PRINTED: FILE: S:/Strandberg Companies/SCINC/DESIGN JOBS/Hobbs/2_Design/Hobbs 24 X 36 Layout.layout DESIGNED BY: SCALE DATE ANACORTES WA 98221 PHONE: 360-293-7431 WEB: www.strandbergconstruction.com BUILDING SECTION 4 BUILDING SECTION 3 HOBBS RESIDENCE 5009 DOON WAY, ANACORTES, WA 98221 J. STERLING PAGE: 13 of 18 A8 ENTRY PORCH 83 SQ.FT. LOWER PORCH PLAN AREAS MAIN FLOOR GARAGE 1,915 SQ.FT. 527 SQ.FT. COVERED DECK 163 SQ.FT. 285 SQ.FT. BASEMENT 1,457 SQ.FT. TOTAL LIVING AREA:3,372 SQ.FT. GARDEN STORAGE 44 SQ.FT. STORAGE SPACE/UTILITY 159 SQ.FT. W10 1860 PIC W06 3016 PIC W09 3050 CASE W07 3016 PIC W08 3050 CASE 26'-4 3/8" 12'-6" 4B4B 6677777777 77 77 88 14141414 88 GRATE ROOM PLATE HEIGHT OVERALL BUILDING HT. BASEMENT FLOOR MAIN PLATE HT. AVG. ORG. GRADE 31.10' NOTE: VERIFY ALL HEADER HEIGHTS WITH SUPERVISOR 12 5/8" FLOOR SYSTEM MAIN FLOOR OVERALL BUILDING HT. MAIN PLATE HT. 4" SLAB ON GRADE FLOOR SYSTEM 57.47' NOTE: VERIFY ALL HEADER HEIGHTS WITH SUPERVISOR 41.25' TYP. BASEMENT HEADERS MAX BUILDING HT. PER HT. RESTRICTION 57.92' TYP. PLATE HEIGHT 16'-2 5/8" 9'-1 1/8" 6'-8" 20'-7 7/16" 10'-1 1/8" 8'-0" 11'-6" TYP. WINDOW HEADERS 138" - UPPER WIN. HDRS. @ GREAT ROOM 11 1111 11 3A3A 3A3A3A3A3A3A3A3A 4A4A 4A4A 4A4A 4A4A4A4A 55 36.85' W10 1860 PIC W06 3016 PIC W09 3050 CASE W07 3016 PIC W08 3050 CASE W35 3036 CASE W02 3016 PICW04 2016 PIC W03 2016 PIC W01 3016 PICW05 2016 PIC 26'-4 3/8" 12'-6" 6'-0" 3A3A 4B4B 4C4C 66 66 77 77 77 7777 77 1111 1212 66 1515 66 77 CHIMNEY CAP GRATE ROOM PLATE HEIGHT OVERALL BUILDING HT. BASEMENT FLOOR MAIN PLATE HT. AVG. ORG. GRADE 31.10' NOTE: VERIFY ALL HEADER HEIGHTS WITH SUPERVISOR 12 5/8" FLOOR SYSTEM TYP. WINDOW HEADERS 138" - UPPER WIN. HDRS. @ GREAT ROOM MAIN FLOOR OVERALL BUILDING HT. MAIN PLATE HT. 57.47' NOTE: VERIFY ALL HEADER HEIGHTS WITH SUPERVISOR 41.25' TYP. BASEMENT HEADERS MAX BUILDING HT. PER HT. RESTRICTION 57.92' TYP. PLATE HEIGHT 16'-2 5/8" 9'-1 1/8" 6'-8" 20'-7 7/16" 10'-1 1/8" 8'-0" 11'-6" 4" SLAB ON GRADE FLOOR SYSTEM 1 1/2 12 1 1/2 12 1 1/2 12 11 11 11 11 11 3A3A 3B3B 3A3A 4A4A 4A4A 4A4A4A4A 4A4A 55 36.85' W35 3036 CASE W02 3016 PICW04 2016 PIC W03 2016 PIC W01 3016 PICW05 2016 PIC 11 22 33 44 55 66 77 88 99 1010 1111 1212 1313 1414 1515 1616 STANDING SEAM METAL ROOF COLOR: T.B.D. MFR. TRUSSES 24" O.C., HEELS PER PLAN R-49 INSULATION OR R-38 IF OVER 100% OF COND. CEILING SPRAY FOAM INS. WHERE TRUSS VENTILATION NOT POSSIBLE 5/8" GWB CEILING A)TYP. FASCIA 2 X 12 B)2 X 10 FASCIA ENCLOSED SOFFIT (VENTED) COLOR: T.B.D. CONTINUOUS ALUMINUM GUTTERS AT EVE ASSEMBLIES AND FINISHES NOTE: MATERIALS AND FINISHES INDICATED IN ELEVATIONS ARE FOR ILLUSTRATION PURPOSES ONLY. VERIFY ALL MATERIALS AND FINISHES. A)VENTED HARDI SOFFITS @ OVERHANGS B)T&G UNDER EXTERIOR CEILINGS C)SKIP SHEATHING UNDER DECK (VERIFY) FIBER CEMENT PANEL SIDING COLOR: T.B.D. - MAY BE 2 COLOR SCHEMES PRIMED SPRUCE INSIDE CORNERS X METAL OUTSIDE CORNERS - VERIFY FENESTRATION TRIM BEAM PER STRUCTURAL ARCH. GRADE W/ NATURAL FINISH IF EXPOSED PRESSURE TREAT IF USED IN DECK STRUCTURE VERIFY TREATMENT CABLE RAILING (T.B.D. MAY BE GLASS - VERIFY) 36" HIGH TO CODE B) CABLE RAILING AT STAIR 2X6 WALL FRAMING AT EXT. WALLS R-21 INSULATION @ COND. WALLS 1/2" GWB INTERIOR FINISH SIDING PER ELEVATION PAVER DECK ENG SPEC CROSS BRACING 4 X 12 PT. JOIST 24" O.C. 2X14 FASCIA BUILDUP - INSTALL W/ SPACERS A)11 7/8" BCI 6000 1.8 16" O.C. U.N.O. B)11 7/8" BCI 6500 1.8 12" O.C. U.N.O. R-30 INSULATION IN COND. FLOOR OVER CRAWL OR CANT. ENG. SPEC FLOOR DIAPHRAGM ACCENT SIDING PARKLEX PANEL OR COR-TEN T.B.D. FINISH: T.B.D. INSTALLATION PER MANUFACTURE HORIZ. FIBER CEMENT LAP SIDING @ 7" EXP. COLOR: T.B.D. PRIMED SPRUCE INSIDE CORNERS X METAL OUTSIDE CORNERS - VERIFY FENESTRATION TRIM TYPICAL 2X4 OR 2X6 INTERIOR WALL FRAMING 1/2" GWB FINISH VERIFY STRUCTURAL PER PLAN R-21 AT FIR OUTS IN BASEMENT 4" CONC. SLAB R-10 ENTIRE SLAB ON GRADE @ COND. AREA CONCRETE RETAINING WALL DRAFTED BY: TH E I N F O R M A T I O N , P L A N S , D E S I G N S , N O T E S A N D A R R A N G E M E N T S S H O W N O N T H I S D R A W I N G A R E C O N F I D E N T I A L AN D M A Y N O T B E R E P R O D U C E D I N W H O L E O R I N P A R T W I T H O U T T H E E X P R E S S W R I T T E N P E R M I S S I O N O F ST R A N D B E R G C O N S T R U C T I O N I N C . D R A W I N G S N O T E D A S P R E L I M I N A R Y , S C H E M A T I C , A N D / O R C O N C E P T C O N T A I N IN F O R M A T I O N T H A T I S C O N C E P T U A L A N D S U B J E C T T O C H A N G E . T H E D E S I G N E R M A K E S N O C L A I M F O R A C C U R A C Y OF C O N C E P T U A L I N F O R M A T I O N O R O F I N F O R M A T I O N S U P P L I E D B Y O T H E R S . J.STERLING INITIAL: OWNER APPROVAL PROJECT / CLIENT INFO 03-08-24 1/4" = 1' U.N.O. PAGE #: BUILDER INFO: MAILING ADDRESS: 2018 R AVE. Friday, April 26, 2024 PRINTED: EXTERIOR ELEVATIONS FILE: S:/Strandberg Companies/SCINC/DESIGN JOBS/Hobbs/2_Design/Hobbs 24 X 36 Layout.layout DESIGNED BY: SCALE DATE ANACORTES WA 98221 PHONE: 360-293-7431 WEB: www.strandbergconstruction.com HO B B S R E S I D E N C E 5 0 0 9 D O O N W A Y , A N A C O R T E S , W A 98 2 2 1 J.STERLING PAGE: 14 of 18 A9 NORTH-EAST ELEVATION NORTH-WEST ELEVATION ENTRY PORCH 83 SQ.FT. LOWER PORCH PLAN AREAS MAIN FLOOR GARAGE 1,915 SQ.FT. 527 SQ.FT. COVERED DECK 163 SQ.FT. 285 SQ.FT. BASEMENT 1,457 SQ.FT. TOTAL LIVING AREA:3,372 SQ.FT. GARDEN STORAGE 44 SQ.FT. STORAGE SPACE/UTILITY 159 SQ.FT. 26'-4 3/8" 12'-6" 6'-0" 3A3A 4B4B 4C4C 77 77 77 77 77 77 77 77 1111 1212 1414 1515 1515 CHIMNEY CAP GRATE ROOM PLATE HEIGHT OVERALL BUILDING HT. BASEMENT FLOOR MAIN PLATE HT. AVG. ORG. GRADE 31.10' NOTE: VERIFY ALL HEADER HEIGHTS WITH SUPERVISOR 12 5/8" FLOOR SYSTEM TYP. WINDOW HEADERS 138" - UPPER WIN. HDRS. @ GREAT ROOM MAIN FLOOR OVERALL BUILDING HT. MAIN PLATE HT. 4" SLAB ON GRADE FLOOR SYSTEM 57.47' NOTE: VERIFY ALL HEADER HEIGHTS WITH SUPERVISOR 41.25' TYP. BASEMENT HEADERS MAX BUILDING HT. PER HT. RESTRICTION 57.92' TYP. PLATE HEIGHT 16'-2 5/8" 9'-1 1/8" 6'-8" 20'-7 7/16" 10'-1 1/8" 8'-0" 11'-6" 1 1/2 12 1 1/2 12 1 1/2 12 11 11 11 11 3A3A 3B3B 3A3A 4A4A 4A4A 4A4A 4A4A 4A4A 55 36.85' 11 22 33 44 55 66 77 88 99 1010 1111 1212 1313 1414 1515 1616 STANDING SEAM METAL ROOF COLOR: T.B.D. MFR. TRUSSES 24" O.C., HEELS PER PLAN R-49 INSULATION OR R-38 IF OVER 100% OF COND. CEILING SPRAY FOAM INS. WHERE TRUSS VENTILATION NOT POSSIBLE 5/8" GWB CEILING A)TYP. FASCIA 2 X 12 B)2 X 10 FASCIA ENCLOSED SOFFIT (VENTED) COLOR: T.B.D. CONTINUOUS ALUMINUM GUTTERS AT EVE ASSEMBLIES AND FINISHES NOTE: MATERIALS AND FINISHES INDICATED IN ELEVATIONS ARE FOR ILLUSTRATION PURPOSES ONLY. VERIFY ALL MATERIALS AND FINISHES. A)VENTED HARDI SOFFITS @ OVERHANGS B)T&G UNDER EXTERIOR CEILINGS C)SKIP SHEATHING UNDER DECK (VERIFY) FIBER CEMENT PANEL SIDING COLOR: T.B.D. - MAY BE 2 COLOR SCHEMES PRIMED SPRUCE INSIDE CORNERS X METAL OUTSIDE CORNERS - VERIFY FENESTRATION TRIM BEAM PER STRUCTURAL ARCH. GRADE W/ NATURAL FINISH IF EXPOSED PRESSURE TREAT IF USED IN DECK STRUCTURE VERIFY TREATMENT CABLE RAILING (T.B.D. MAY BE GLASS - VERIFY) 36" HIGH TO CODE B) CABLE RAILING AT STAIR 2X6 WALL FRAMING AT EXT. WALLS R-21 INSULATION @ COND. WALLS 1/2" GWB INTERIOR FINISH SIDING PER ELEVATION PAVER DECK ENG SPEC CROSS BRACING 4 X 12 PT. JOIST 24" O.C. 2X14 FASCIA BUILDUP - INSTALL W/ SPACERS A)11 7/8" BCI 6000 1.8 16" O.C. U.N.O. B)11 7/8" BCI 6500 1.8 12" O.C. U.N.O. R-30 INSULATION IN COND. FLOOR OVER CRAWL OR CANT. ENG. SPEC FLOOR DIAPHRAGM ACCENT SIDING PARKLEX PANEL OR COR-TEN T.B.D. FINISH: T.B.D. INSTALLATION PER MANUFACTURE HORIZ. FIBER CEMENT LAP SIDING @ 7" EXP. COLOR: T.B.D. PRIMED SPRUCE INSIDE CORNERS X METAL OUTSIDE CORNERS - VERIFY FENESTRATION TRIM TYPICAL 2X4 OR 2X6 INTERIOR WALL FRAMING 1/2" GWB FINISH VERIFY STRUCTURAL PER PLAN R-21 AT FIR OUTS IN BASEMENT 4" CONC. SLAB R-10 ENTIRE SLAB ON GRADE @ COND. AREA CONCRETE RETAINING WALL W25 3650 FIX CASE W22 4076 MUL FIX CASE/BOT AWN W30 3650 FIX CASE W19 4076 MUL PIC/BOT AWN W26 3050 CASE W28 2636 CASE W29 3050 CASE W21 3076 MUL CASE/BOT AWN W24 3050 CASE W12 3640 FIX CASE W34 3050 CASE W31 3050 CASE W16 4030 PIC W11 3040 CASEW13 3040 CASE W27 2636 CASE W32 3050 CASE W15 4030 PIC W18 4076 MUL PIC/BOT AWN W17 4030 PIC W23 3076 MUL CASE/BOT AWN W20 4076 MUL PIC/BOT AWN W33 3650 FIX CASE 26'-4 3/8" 12'-6" 2'-0" 4B4B 66 77 88 881414 1414 77 88 66 66 66 66 77 1515 14141414 7777 77 4C4C 771111 77 77 CHIMNEY CAP GRATE ROOM PLATE HEIGHT OVERALL BUILDING HT. BASEMENT FLOOR MAIN PLATE HT. AVG. ORG. GRADE 31.10' 32.33' NOTE: VERIFY ALL HEADER HEIGHTS WITH SUPERVISOR 12 5/8" FLOOR SYSTEM TYP. WINDOW HEADERS 138" - UPPER WIN. HDRS. @ GREAT ROOM MAIN FLOOR OVERALL BUILDING HT. MAIN PLATE HT. 4" SLAB ON GRADE FLOOR SYSTEM 57.47' NOTE: VERIFY ALL HEADER HEIGHTS WITH SUPERVISOR 41.25' TYP. BASEMENT HEADERS MAX BUILDING HT. PER HT. RESTRICTION 57.92' 16'-2 5/8" 9'-1 1/8" 6'-8" 20'-7 7/16" 10'-1 1/8" 8'-0" 11'-6" TYP. PLATE HEIGHT 11 11 11 3A3A 3B3B 4A4A 4A4A 77 4A4A 11 3A3A 4A4A 4A4A 3A3A 3A3A 55 55 36.85' W25 3650 FIX CASE W22 4076 MUL FIX CASE/BOT AWN W30 3650 FIX CASE W19 4076 MUL PIC/BOT AWN W26 3050 CASE W28 2636 CASE W29 3050 CASE W21 3076 MUL CASE/BOT AWN W24 3050 CASE W12 3640 FIX CASE W34 3050 CASE W31 3050 CASE W16 4030 PIC W11 3040 CASEW13 3040 CASE W27 2636 CASE W32 3050 CASE W15 4030 PIC W18 4076 MUL PIC/BOT AWN W17 4030 PIC W23 3076 MUL CASE/BOT AWN W20 4076 MUL PIC/BOT AWN W33 3650 FIX CASE DRAFTED BY: THE INFORMATION, PLANS, DESIGNS, NOTES AND ARRANGEMENTS SHOWN ON THIS DRAWING ARE CONFIDENTIAL AND MAY NOT BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE EXPRESS WRITTEN PERMISSION OF STRANDBERG CONSTRUCTION INC. DRAWINGS NOTED AS PRELIMINARY, SCHEMATIC, AND/ OR CONCEPT CONTAIN INFORMATION THAT IS CONCEPTUAL AND SUBJECT TO CHANGE. THE DESIGNER MAKES NO CLAIM FOR ACCURACY OF CONCEPTUAL INFORMATION OR OF INFORMATION SUPPLIED BY OTHERS. J. STERLING INITIAL: OWNER APPROVAL PROJECT / CLIENT INFO 03-08-24 1/4" = 1' U.N.O. PAGE #: BUILDER INFO: MAILING ADDRESS: 2018 R AVE. Friday, April 26, 2024 PRINTED: FILE: EXTERIOR ELEVATIONS S:/Strandberg Companies/SCINC/DESIGN JOBS/Hobbs/2_Design/Hobbs 24 X 36 Layout.layout DESIGNED BY: SCALE DATE ANACORTES WA 98221 PHONE: 360-293-7431 WEB: www.strandbergconstruction.com HOBBS RESIDENCE 5009 DOON WAY, ANACORTES, WA 98221 J. STERLING PAGE: 15 of 18 A10 SOUTH-WEST ELEVATION SOUTH-EAST ELEVATION GENERAL NOTESFOUNDATIONS / CONCRETECONVENTIONAL WOOD FRAMINGFRAMING CONNECTORSPREFAB WOOD PRODUCTS CONVENTIONAL WOOD FRAMING: General Construction: Predrill all nail, screw, and lag 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. 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. 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. 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; or no glue and 2 screws at 12” max spacing. Glue, Epoxy. Where specified, wood to wood glue shall be commercial grade with minimum shear strength of 450 psi at 28 days. Use Liquid Nails LN-940 or similar. For wood to steel, use Liquid Nails Fuze*It or similar with min., 400 psi shear strength at 28 days. 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 CS20 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 72” 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” min concrete embedment, at 16" OC, unless otherwise shown . Decks: Joist hangers used at decks shall be galvanized, connected to all wood members with corrosion-resistant nails or screws, size per hanger manufacturer. 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. Flashing and waterproofing is by others. 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 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. 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”. Screws: Screws may be substituted for nails in all applications. Screw diameter shall be #9 or #10, UNO. Screw length shall be sufficient for min., 1.5” penetration into all members being connected. Simpson SDS Wood Screws. These are ¼” max. diameter lag bolts. Any similar type or brand may be substituted including SDWS, SDWH, LedgerLOK, Big Screws, or similar. Length shall be sufficient for 1.5” min. penetration into all members being connected, UNO. Min distance from centerline of SDS to wood member end or edge, or another SDS = 1.25”, UNO. 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. Use min., 4*diameter for end, edge, and center-to- center distances, UNO. Bolts. Use washers on all bolts. Tighten all bolts to a very snug wrench tight condition. Use standard A307 bolts, UNO. 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 ................... 2.5 inches 3/4 inch diameter bolts ................... 3 inches Minimum distance between centerline of bolt and any edge of steel plate (angles, gussets, flanges, webs, etc.) shall be 1.25”. 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. Glulams for use as beams shall have camber built in per manufacturer’s recommendation. Use industrial appearance grade, unless visually exposed to interior living space use architectural appearance grade. All glulams shall be manufactured by an AITC approved fabricator. Store and install in accordance with manufacturer's recommendations. 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. 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. If installation risks cracking of wood, predrill pilot holes. 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. 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 ½” 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). O For pad footings equal or smaller than 12” square or round, use two dowels spaced 6” 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 3” or 4” perforated pipe routed downgradient to daylight, unless otherwise specified. CORROSION RESISTANCE: Fasteners, Framing Hardware. Use galvanized, epoxy coated, or stainless steel for all nails, screws, bolts, lags, washers, nuts, framing hardware, etc. for ALL exterior applications. STANDARD CONCRETE: Standard Concrete. Concrete for footings, slabs, and walls shall attain a minimum 28 day strength of f'c = 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 all 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. Notes, Disclaimers: Tim K. Garrison, P.E., dba 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). Standard Structural Specifications© – Copyright, Tim K. Garrison, P.E. ABBREVIATIONS: A: Area AC: Asphalt Concrete BI: By Inspection BRNG: Bearing (wall usually) E: Elastic modulus or Electrical (E): Existing EOR: Engineer of Record CCI: ConstructionCalc, Inc. CIP: Cast in place concrete CMU: Concrete Masonry Unit CO: Callout or Cleanout Conc: Concrete Cont: Continuous DF: Douglas Fir EXT: Exterior FP: Fireplace GW: Gypsum shear wall Gyp: Gypsum wall board GL or GLB: Glulam Beam HF: Hem Fir HVAC: Heating, Ventilation, and Air Conditioning I: Moment of Inertia IBC: International Building Code ICF: Insulated Concrete Form IEBC: International Existing Building Code INT: Interior IRC: International Residential Code K: Kip (1,000 lbs.) LVL: Laminated Veneer Lumber LSL: Laminated Strand Lumber Lt: Left NA: Not Applicable NB: Not Bearing NIC: Not Included OC: On Center spacing OSB: Oriented Strand Board PCF: Pounds per cubic foot PLF: Pounds per Lineal Foot Ply: Plywood PSL: Parallel Strand Lumber PSF: Pounds per Square Foot PSI: Pounds per Square Inch PT: Pressure Treated with preservative PW: Plywood or OSB shear wall RC: Relative Compaction REF: Reference, not actual REQ or Reqd: Required ROW: Right Of Way Rt: Right S: Section modulus SC: See Callout SD: Storm Drain SIP: Structural Insulated Panel SK: Sketch SOG: Slab On Grade SPF: Spruce Pine Fir SS: Sanitary Sewer STAO: Shear Transfer Around Opening SP: SIPs shear wall TYP: Typical U-D: Upside-Down, hanger typically UNO: Unless Otherwise specified elsewhere V or v: Shear (lbs) or unit shear (plf) respectively W: Wall, full length WWF: Welded Wire Fabric STRUCTURAL STRATEGY: Structural Strategy. See page C1, Structural Calculations. APPLICABLE CODES: Code. The designs herein are prepared in accordance with the 2021 IBC and ASCE 7-22. All new construction shall conform with the most recent building code adopted by the approving jurisdiction. 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.” Applicability of these Standard Specifications. These Standard Structural Specifications shall be applied to all work indicated in CCI’s structural calculations, drawings, callouts, and as covered under Tim K. Garrison’s P.E. seal. These Standard Structural Specifications may also contain provisions for work outside our work scope; Contractor is encouraged to use these Specifications for all such work. Scope of Consultant’s Work. The scope of work of CCI is limited to structural analysis of a new single-family residence. CCI takes responsibility only for items specifically addressed in our drawings and calculations. Constructed items not specifically addressed herein shall be built per current building code. Construction Inspection. CCI has not been retained to perform construction inspection. CCI takes no liability or responsibility for ensuring constructed items are built in accordance with these structural analyses, and / or the building code. Further, CCI does not specify Special Inspection per the IBC, IRC, or other local or national building codes. Special Inspection requirements are the responsibility of the approving jurisdiction and the Contractor. LOADS – 2021 IBC and ASCE 7-22: 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. DRAFTED BY: TH E I N F O R M A T I O N , P L A N S , D E S I G N S , N O T E S A N D A R R A N G E M E N T S S H O W N O N T H I S D R A W I N G A R E C O N F I D E N T I A L AN D M A Y N O T B E R E P R O D U C E D I N W H O L E O R I N P A R T W I T H O U T T H E E X P R E S S W R I T T E N P E R M I S S I O N O F ST R A N D B E R G C O N S T R U C T I O N I N C . D R A W I N G S N O T E D A S P R E L I M I N A R Y , S C H E M A T I C , A N D / O R C O N C E P T C O N T A I N IN F O R M A T I O N T H A T I S C O N C E P T U A L A N D S U B J E C T T O C H A N G E . T H E D E S I G N E R M A K E S N O C L A I M F O R A C C U R A C Y OF C O N C E P T U A L I N F O R M A T I O N O R O F I N F O R M A T I O N S U P P L I E D B Y O T H E R S . J.STERLING INITIAL: OWNER APPROVAL PROJECT / CLIENT INFO 03-08-24 1/4" = 1' U.N.O. PAGE #: BUILDER INFO: MAILING ADDRESS: 2018 R AVE. Friday, April 26, 2024 PRINTED: FILE: S:/Strandberg Companies/SCINC/DESIGN JOBS/Hobbs/2_Design/Hobbs 24 X 36 Layout.layout DESIGNED BY: SCALE DATE ANACORTES WA 98221 PHONE: 360-293-7431 WEB: www.strandbergconstruction.com HO B B S R E S I D E N C E 5 0 0 9 D O O N W A Y , A N A C O R T E S , W A 98 2 2 1 J.STERLING STRUCTURAL NOTES PAGE: 16 of 18 S0 24 3/11/24 ENTRY PORCH 83 SQ.FT. LOWER PORCH PLAN AREAS MAIN FLOOR GARAGE 1,915 SQ.FT. 527 SQ.FT. COVERED DECK 163 SQ.FT. 285 SQ.FT. BASEMENT 1,457 SQ.FT. TOTAL LIVING AREA:3,372 SQ.FT. GARDEN STORAGE 44 SQ.FT. STORAGE SPACE/UTILITY 159 SQ.FT. ALT. WALL SHEATHING STOPS OR IS SPLICED HERE ALT. NO SHEATHING SPLICED HERE STHD HOLD DOWNHDU2 HOLD DOWN MSTC STRAP STRONG WALL SB ON UPPER LEVEL FRAMED FLOOR EXTRA RIM BLOCK TYVEK HOUSE WRAP 3/4" OSB SUBFLOOR 11 7/8" BCI FLOOR JOIST SIDING MATERIAL 7/16 OSB SHEATHING 2 X 6 WALL 1/2" SHEETROCK 1 1/2" GYPCRETE FOR RADIANT FLOOR HEATING SIMPSON STRONG-WALL SBPER CALLOUT HGA10 GOUGE RIM ASNECESSARYFOR ANCHOR BOLT ANCHOR BOLTSPER CALLOUT STUD STUDSTUD ANCHOR BOLTSPER CALLOUT HGA10EXTRA RIM BLOCK SIMPSON STRONG-WALL SBPER CALLOUT SIDE VIEW FRONT VIEW ALT. NO SHEATHING SPLICE HERE TRUSS, RAFTER, JOIST, OR CON'T BLKG CEILING SHEATHING SPLICE TRUSS, RAFTER, JOIST, OR CON'T BLKG CEILING OR OTHER BLKG A34 OPTIONLTP4 OPTION SHEATHING SPLICENO SHEATHING SPLICE TYP. SHEAR WALL TOP CONNECTION - FRAMING PARALLEL, RIM OR CON'T BLOCKING TRUSS OR RAFTER TRUSS HEELTRUSS OR RAFTER TYP. SHEARWALL TOP CONNECTION - FRAMING PERPENDICULAR H1 OR H2.5 OPTION SDWC15600 OPTION OR H2.5 OPTION SDWC15600 OPTION OR ROOF EDGE NAILING TRUSS BLOCK OR OTHER FULL HT. CON'T BLOCK SHEARWALL TOP CONNECTIONS TYP. SHEARWALL BOTTOM CONNECTION ON FRAMED FLOOR JOIST JOIST W/ SHEATHING SPLICE NOT TO SCALE TRUSS HEEL NO SHEATHING SPLICE H2.5 OPTION SDWC15600 OPTION OR ROOF EDGE NAILING CONT. BLOCKING RE Q ' D O N L Y I F S H E A T H I N G I S S P L I C E D @ T R U S S T O T O P P L A T E TALL HEEL TRUSS IF SHEATHING SPLICED HERE, USE H2.5 OR SDWC15600 D1 D1 D2D2 TOP OF SHEAR WALL PER PLAN CON'T BLKG SHEATHING STOPS HERE ALT., NO SHEATHING SPLICED HERE JOIST OR RAFTER TOP OF SHEAR WALL @ RAFTER OR JOIST NO SHEATHING SPLICE RIM OR CON'T BLKG TOP OF SHEAR WALL PER PLAN TOP OF SHEAR WALL @ RAFTER OR JOIST SPLICED OR STOPS TOP OF SHEAR WALL PER PLAN SDWC15600 OPTION OR JOIST OR RAFTER RIM OR CON'T BLKG SHEATHING STOPS OR SPLICED HERE WALL, BEAM OR FOUNDATION BOTTOM OF SHEAR WALL PER PLAN NAIL OR SDS PER TABLE JOIST JOIST W/ SHEATHING OVER RIM JOIST WALL, BEAM OR FOUNDATION BOTTOM OF SHEAR WALL PER PLAN CODE MIN. NAILING D3D3 SIDE VIEW - EXTERIOR SHEARWALL SIDE VIEW - EXTERIOR SHEARWALL SIDE VIEW - INTERIOR SHEARWALL 2X4 @ 24" O.C. W/ (3) -16d, TYP. NAIL OR SDS PER TABLE OR JOIST OR RAFTER JOIST OR RAFTER SHEAR WALL PER PLAN RING SHANK OR SCREW @ 4" JOIST OR RAFTER SHEAR WALL PER PLAN CLIP PER TABLE H2.5 OPTION 17 H D 17 H D 17 H D 17 H D 2PW W 2PW W 2PW W 2PW W EXT. 2PW W 2PW W 1PW W 1PW W 5PW W 5PW W 5PW W 5PW W 1PW W 1PW W 17 H D DRAFTED BY: TH E I N F O R M A T I O N , P L A N S , D E S I G N S , N O T E S A N D A R R A N G E M E N T S S H O W N O N T H I S D R A W I N G A R E C O N F I D E N T I A L AN D M A Y N O T B E R E P R O D U C E D I N W H O L E O R I N P A R T W I T H O U T T H E E X P R E S S W R I T T E N P E R M I S S I O N O F ST R A N D B E R G C O N S T R U C T I O N I N C . D R A W I N G S N O T E D A S P R E L I M I N A R Y , S C H E M A T I C , A N D / O R C O N C E P T C O N T A I N IN F O R M A T I O N T H A T I S C O N C E P T U A L A N D S U B J E C T T O C H A N G E . T H E D E S I G N E R M A K E S N O C L A I M F O R A C C U R A C Y OF C O N C E P T U A L I N F O R M A T I O N O R O F I N F O R M A T I O N S U P P L I E D B Y O T H E R S . J.STERLING INITIAL: OWNER APPROVAL PROJECT / CLIENT INFO 03-08-24 1/4" = 1' U.N.O. PAGE #: BUILDER INFO: MAILING ADDRESS: 2018 R AVE. Friday, April 26, 2024 PRINTED: FILE: ENGINEERING INFO BASEMENT PLAN S:/Strandberg Companies/SCINC/DESIGN JOBS/Hobbs/2_Design/Hobbs 24 X 36 Layout.layout DESIGNED BY: SCALE DATE ANACORTES WA 98221 PHONE: 360-293-7431 WEB: www.strandbergconstruction.com HO B B S R E S I D E N C E 5 0 0 9 D O O N W A Y , A N A C O R T E S , W A 98 2 2 1 J.STERLING PAGE: 17 of 18 S1 24 3/11/24 ENTRY PORCH 83 SQ.FT. LOWER PORCH PLAN AREAS MAIN FLOOR GARAGE 1,915 SQ.FT. 527 SQ.FT. COVERED DECK 163 SQ.FT. 285 SQ.FT. BASEMENT 1,457 SQ.FT. TOTAL LIVING AREA:3,372 SQ.FT. GARDEN STORAGE 44 SQ.FT. STORAGE SPACE/UTILITY 159 SQ.FT. 17 H D 17 H D 1PW W 1PW W 2PW W 2PW W 2PW W 2PW W 2PW W 2PW WEXT. 2PW W 2PW W 2PW W 2PW WEXT. 2PW W 2PW W 2PW W 2PW W 1PW W 1PW W 2PW W 2PW W 1PW W 1PW W EXT. 2PW W 2PW W 15 F F 2PW W 2PW W 1PW W 1PW W 5GW W 5GW W 1PW W 1PW W 5GW W 5GW W 15 F F DRAFTED BY: TH E I N F O R M A T I O N , P L A N S , D E S I G N S , N O T E S A N D A R R A N G E M E N T S S H O W N O N T H I S D R A W I N G A R E C O N F I D E N T I A L AN D M A Y N O T B E R E P R O D U C E D I N W H O L E O R I N P A R T W I T H O U T T H E E X P R E S S W R I T T E N P E R M I S S I O N O F ST R A N D B E R G C O N S T R U C T I O N I N C . D R A W I N G S N O T E D A S P R E L I M I N A R Y , S C H E M A T I C , A N D / O R C O N C E P T C O N T A I N IN F O R M A T I O N T H A T I S C O N C E P T U A L A N D S U B J E C T T O C H A N G E . T H E D E S I G N E R M A K E S N O C L A I M F O R A C C U R A C Y OF C O N C E P T U A L I N F O R M A T I O N O R O F I N F O R M A T I O N S U P P L I E D B Y O T H E R S . J.STERLING INITIAL: OWNER APPROVAL PROJECT / CLIENT INFO 03-08-24 1/4" = 1' U.N.O. PAGE #: BUILDER INFO: MAILING ADDRESS: 2018 R AVE. Friday, April 26, 2024 PRINTED: FILE: S:/Strandberg Companies/SCINC/DESIGN JOBS/Hobbs/2_Design/Hobbs 24 X 36 Layout.layout DESIGNED BY: SCALE DATE ANACORTES WA 98221 PHONE: 360-293-7431 WEB: www.strandbergconstruction.com ENGINEERING INFO MAIN PLAN HO B B S R E S I D E N C E 5 0 0 9 D O O N W A Y , A N A C O R T E S , W A 98 2 2 1 J.STERLING PAGE: 18 of 18 S2 ALT. WALL SHEATHING STOPS OR IS SPLICED HERE ALT. NO SHEATHING SPLICED HERE STHD HOLD DOWNHDU2 HOLD DOWN MSTC STRAP STRONG WALL SB ON UPPER LEVEL FRAMED FLOOR EXTRA RIM BLOCK TYVEK HOUSE WRAP 3/4" OSB SUBFLOOR 11 7/8" BCI FLOOR JOIST SIDING MATERIAL 7/16 OSB SHEATHING 2 X 6 WALL 1/2" SHEETROCK 1 1/2" GYPCRETE FOR RADIANT FLOOR HEATING SIMPSON STRONG-WALL SBPER CALLOUT HGA10 GOUGE RIM ASNECESSARYFOR ANCHOR BOLT ANCHOR BOLTSPER CALLOUT STUD STUDSTUD ANCHOR BOLTSPER CALLOUT HGA10EXTRA RIM BLOCK SIMPSON STRONG-WALL SBPER CALLOUT SIDE VIEW FRONT VIEW ALT. NO SHEATHING SPLICE HERE TRUSS, RAFTER, JOIST, OR CON'T BLKG CEILING SHEATHING SPLICE TRUSS, RAFTER, JOIST, OR CON'T BLKG CEILING OR OTHER BLKG A34 OPTIONLTP4 OPTION SHEATHING SPLICENO SHEATHING SPLICE TYP. SHEAR WALL TOP CONNECTION - FRAMING PARALLEL, RIM OR CON'T BLOCKING TRUSS OR RAFTER TRUSS HEELTRUSS OR RAFTER TYP. SHEARWALL TOP CONNECTION - FRAMING PERPENDICULAR H1 OR H2.5 OPTION SDWC15600 OPTION OR H2.5 OPTION SDWC15600 OPTION OR ROOF EDGE NAILING TRUSS BLOCK OR OTHER FULL HT. CON'T BLOCK SHEARWALL TOP CONNECTIONS TYP. SHEARWALL BOTTOM CONNECTION ON FRAMED FLOOR JOIST JOIST W/ SHEATHING SPLICE NOT TO SCALE TRUSS HEEL NO SHEATHING SPLICE H2.5 OPTION SDWC15600 OPTION OR ROOF EDGE NAILING CONT. BLOCKING RE Q ' D O N L Y I F S H E A T H I N G I S S P L I C E D @ T R U S S T O T O P P L A T E TALL HEEL TRUSS IF SHEATHING SPLICED HERE, USE H2.5 OR SDWC15600 D1 D1 D2D2 TOP OF SHEAR WALL PER PLAN CON'T BLKG SHEATHING STOPS HERE ALT., NO SHEATHING SPLICED HERE JOIST OR RAFTER TOP OF SHEAR WALL @ RAFTER OR JOIST NO SHEATHING SPLICE RIM OR CON'T BLKG TOP OF SHEAR WALL PER PLAN TOP OF SHEAR WALL @ RAFTER OR JOIST SPLICED OR STOPS TOP OF SHEAR WALL PER PLAN SDWC15600 OPTION OR JOIST OR RAFTER RIM OR CON'T BLKG SHEATHING STOPS OR SPLICED HERE WALL, BEAM OR FOUNDATION BOTTOM OF SHEAR WALL PER PLAN NAIL OR SDS PER TABLE JOIST JOIST W/ SHEATHING OVER RIM JOIST WALL, BEAM OR FOUNDATION BOTTOM OF SHEAR WALL PER PLAN CODE MIN. NAILING D3D3 SIDE VIEW - EXTERIOR SHEARWALL SIDE VIEW - EXTERIOR SHEARWALL SIDE VIEW - INTERIOR SHEARWALL 2X4 @ 24" O.C. W/ (3) -16d, TYP. NAIL OR SDS PER TABLE OR JOIST OR RAFTER JOIST OR RAFTER SHEAR WALL PER PLAN RING SHANK OR SCREW @ 4" JOIST OR RAFTER SHEAR WALL PER PLAN CLIP PER TABLE H2.5 OPTION 24 3/11/24 Version Date: 04/23/24 5009 Doon Way Storm Water Drainage Report Minimum Requirements 1 through 5 ENGINEERING DEPARTMENT 904 6th Street Anacortes, WA 98221 www.anacorteswa.gov Official Use Only: (Information to Inspectors) Required Storm Water Facility and other related requirements: Dale Herrigstad PE 4320 Whistle Lake Road Anacortes, WA 360-299-8804 Project Address: _5009 Doon Way Submittal Date: __________________ Parcel Number: __P77607 Revision Number: ________________ Permit Number: 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 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. o APPENDIX 8 – Maintenance and Operations Manual 2 Aaron Esterholt 06/13/2024 Stormwater Review Stormwater Management Requirements: o Refer to the 2019 Department of Ecology Manual 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. Project Description and Summary: Summary Table Existing Proposed Development Type Undeveloped single lot Residential Number of Lots 1 1 Lot Acreage in SF 7,707 SF Soil Type(s) Catla Gravelly fine sandy loam Site Sediment Transport Score (High\Low) 160 HIGH Depth to Ground Water Table (Feet and Inches) (See completed Soils Analysis (Volume 1, Chapter 3.1.1) Shallow due to shallow very hard glacial till 12 inches Infiltration Rate during Rainy Season (Inch\Per Hour) Shallow very hard glacial till Impervious Surface (on-site) 0 sf 3,600 SF Impervious Surface (off-site) 0 235 sf New and Replaced Hard Surface Total (SF) 0 3,836 sf Lot Coverage (Percentage) 0 47% BMP (Required Minimum Requirement 5) BMP T5.13 Post Construction Soils 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 Phasing\Sequence ) The site is located at the 5009 Doon Way the 4th Lot uphill of Tug Boat Park facing the water. Croatian Way borders the southwest boundary. Single family homes lie to either side of the undeveloped grass lot. The central portion of the lot where the house will be located slopes at about 8%. The lower potion of the property slopes down to Croatia Way at a 2:1 slope or about 50%. The highpoint of the property is located at the furthest eastern corner of the site at Doon Way The area behind the curb line along Croatia Way is lined with some larger 2 man rocks and larger cobble stone rock for a distance of 10 feet the full length of the property. According to city maps a 4” perforated storm line runs under the rock behind the curb. Stormwater currently sheets from the property into this rocky area or drainage feature. A soils report is included in Appendix 2. The soils are Catla Gravelly fine sandy loam Hydrologic group D. Site test pit found very hard glacial till starting at 12” below the surface. A perched water table would be expected at 10” to 12”. Erosion potential when the site is opened for excavation of the foundation. Landscaping should be delayed until the site is back fill and stabilized. Version Date: 04/23/24 Version Date: 04/23/24 Developed Conditions Summary: (Additionally, to be shown on the site plan. Identify cut and fill areas, proposed slopes of all hard surfaces , proposed contours) The site will be developed with 1 single family lots. Total impervious area will be 3,836 square feet. The house will be a daylight basement with a reasonable cut into the hill side. The house and patio are proposed to sit about 50 feet uphill of the curb line of Croatia Way. Due to the restrictive layer of glacial till 12” below the ground surface, infiltration is not feasible, and the storm water from the roof and driveway will be conveyed in a hard pipe to the top of the rock landscaping extending 10 feet up from the curb line of Croatia Way and will be discharged. An existing perforated infiltration pipe is located under this drainage area to convey storm water to the Bay. See also MR #5 and Appendix 2 (soils report). Drainage Basin (2007 Storm Comp Plan – City website\publicworks\engineering\comprehensive plans): What Drainage Basin are you in? B12 Identify any downstream drainage issues (Storm Comp Plan: Yes. If so, describe: Basin B12 is located along the length of Croatia Way and Burrows Bay. The City Comp. Plan does not indicate any issues with this basin. Complete the Applicability Requirements – Flow Chart (Figure I-2.4.1 Attached, Figure I-2.4.2 Attached and Figure I-2.5.1 Attached) Version Date: 04/23/24 Version Date: 04/23/24 Version Date: 04/23/24 TAB 1 (MINIMUM REQUIREMENT #1) • 1-3.4.1 Minimum Requirement #1 – Prepare a Stormwater Site Plan ‐ III.3.2 – Preparation of a Stormwater Site Plan Note: The level of detail needed for each step depends upon the project size. Provide a narrative description of each step. Step 1 – Analyze Existing Stie Conditions to Determine LID Feasibility The existing site analysis is intended to determine the pre-development conditions on the site in addition to determining the appropriateness for use of Low Impact Development (LID) techniques. Site conditions as identified in this step will determine the feasibility of the overall stormwater design including use of LID techniques. The development context shall be established by an existing site analysis consistent with the requirements detailed in this Step. The initial inventory and analysis process will provide baseline information necessary to design strategies that utilize areas most appropriate to evaporate, transpire, and infiltrate stormwater, and achieve the goal of mimicking the pre-development natural hydrologic conditions on the site. The existing site analysis shall include, at a minimum, the following information: 1. A survey prepared by a registered land surveyor, civil engineer, or other qualified professional showing: (See this section for additional items to include) 2. A soils report prepared by a professional soil scientist certified by the Soil Science Society of America (or an equivalent national program), or by other suitably trained persons working under the supervision of a professional engineer, geologist, hydrogeologist, or engineering geologist registered in the State of Washington. A boundary survey was completed as well as a topography survey but a registered land surveyor and included in Appendix 1. A soils investigation and report was complete and included in Appendix 2. Step 2 - Prepare Preliminary Development Layout Based upon the existing site analysis results, locate the buildings, roads, parking lots, landscaping features, LID BMPs, and preliminary location of Runoff Treatment and Flow Control BMPs for the proposed development. Consider the following points when laying out the site: • Fit development to the terrain to minimize land disturbance; confine construction activities to the least area necessary, and away from critical areas. • Preserve areas with natural vegetation (especially forested areas) as much as possible. • On sites with a mix of soil types, locate impervious areas over less permeable soil (e.g., till), try to restrict development over more porous soils or take advantage of them by locating bioretention, rain gardens and/or permeable pavement over them. • Cluster buildings together. • Minimize impervious areas. • Maintain and utilize the natural drainage patterns. The site plan is shown in Appendix 5. Flow control will utilize a dispersion trench just below the house as noted above. Version Date: 04/23/24 Step 3 - Perform Off-site Analysis City of Anacortes requires an off-site analysis for projects that add 5,000 SF or more of new hard surfaces, or convert ¾ acres of vegetation to lawn or landscape areas, or convert 2.5 acres of forested area to pasture. Off-site analysis extends to ¼ mile downstream of the project site. This project will add 3,836 square feet of new hard surfaces and below the 5,000 square feet threshold noted above. The city comprehensive drainage plan for basin B12 shows the storm system has no capacity issues. Step 4 – Determine and Read the Applicable Minimum Requirements (Place at the front end of the document before MR#1) I-3.3 Applicability of the Minimum Requirements establishes project thresholds for the application of Minimum Requirements to new development and redevelopment projects. Figure I-3.1: Flow Chart for Determining Requirements for New Development (Included in the report) and Figure I-3.2: Flow Chart for Determining Requirements for Redevelopment (Included in the report) provide the same thresholds in a flow chart format. Based on the preliminary layout, determine whether Minimum Requirements #1 and #2 only apply to the project, or #1 through #5 only apply to the project, or #1 through #9 apply. The total new impervious area will be 3,836 square feet of new or replaced hard surfacing and below the 5,000 square foot threshold and triggers minimum requirements 1 through 5. _____________________________________________________________________________ Step 5 - Prepare a Permanent Stormwater Control Plan (Place in Appendix 5 of this report) (Due to the extent of required information for this section, refer to this section of the Ecology Manual for requirements.)A storm water plan is provided in the developed site plan in Appendix 5. The report will require Post-Construction soil quality and depth. Step 6 - Prepare a Construction Stormwater Pollution Prevention Plan (Place in MR#2 – 13 Elements) The Construction SWPPP for projects adding or replacing 2,000 square feet of hard surface or more, or clearing 7,000 square feet or more, must contain sufficient information to satisfy the local government Plan Approval Authority that the potential pollution problems have been adequately addressed for the proposed project. Local governments may adopt a standard SWPPP format for use by projects less than 1 acre. An adequate Construction SWPPP includes a narrative and drawings. The narrative is a written statement to explain and justify the pollution prevention decisions made for a particular project. The narrative contains concise information concerning existing site conditions, construction schedules, and other pertinent items that are not contained on the drawings. The drawings and notes describe where and when the various BMPs should be installed, the performance the BMPs are expected to achieve, and actions to be taken if the performance goals are not achieved. Version Date: 04/23/24 See II-2.4 Preparing Construction SWPPPs for details about what to include in the project's Construction SWPPP. 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: A. Project Overview (Front End) B. Existing Conditions Summary (Front End) C. Off-site Analysis Report (Minimum Requirement 1, Step 3) D. Permanent Stormwater Control Plan (Appendix 5) E. Construction Stormwater Pollution Prevention Plan (Minimum Requirement 2) F. Special Reports and Studies (Survey – Appendix 1, Geotechnical – Appendix 2, all others placed after Appendix 8) G. Other Permits, if applicable H. Operation and Maintenance Manual (Appendix 8) I. Declaration of Covenant for Privately Maintained Flow Control and Treatment Facilities. (See attached Drainage BMP Maintenance Covenant BMP Agreement) (Appendix 7) J. Declaration of Covenant for Privately Maintained On-site Stormwater BMP’s (See attached Drainage BMP Maintenance Covenant BMP Agreement) (Appendix 7) K. Bond Quantities Worksheet, if applicable The project overview has been provided at the beginning of this report along with an existing conditions description. Maps are included in the attachments. Step 8 - Check Compliance with all Applicable Minimum Requirements Before Submitting this report, 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. Note: The report will be returned if determined incomplete. Version Date: 04/23/24 TAB 2 (MINIMUM REQUIREMENT #2) • 1-3.4.2 Minimum Requirement #2 – Construction Stormwater Pollution Prevention Plan (SWPP) All new development and redevelopment projects are responsible for preventing erosion and discharge of sediment and other pollutants into receiving waters. Projects which result in 2,000 square feet or more of new plus replaced hard surface area, or which disturb 7,000 square feet or more of land must prepare a Construction Stormwater Pollution Prevention Plan (SWPPP) as part of the Stormwater Site Plan (see MR1: Preparation of Stormwater Site Plans). Projects below those thresholds (listed above) are not required to prepare a Construction SWPPP, but must consider all of the Construction SWPPP Elements (listed below) and develop controls for all Construction SWPPP Elements that pertain to the project site. General Requirements: The Construction SWPPP shall include a narrative and drawings. All BMPs shall be clearly referenced in the narrative and marked on the drawings. The Construction SWPPP narrative shall include documentation to explain and justify the pollution prevention decisions made for the project. Each of the 13 Construction SWPPP Elements (listed below) must be considered and included in the Construction SWPPP unless site conditions render the Element unnecessary and the exemption from that Element is clearly justified in the narrative of the SWPPP. Clearing and grading activities for developments shall be permitted only if conducted pursuant to an approved site development plan (e.g., subdivision approval) that establishes permitted areas of clearing, grading, cutting, and filling. These permitted clearing and grading areas and any other areas required to preserve critical or sensitive areas, buffers, native growth protection easements, or tree retention areas, shall be delineated on the site plans and the development site. The Construction SWPPP shall be implemented beginning with initial land disturbance and until final stabilization. Sediment and Erosion control BMPs shall be consistent with the BMPs contained in II-3 Construction Stormwater BMPs. Seasonal Work Limitations: From October 1 through April 30, clearing, grading, and other soil disturbing activities shall only be permitted if shown to the satisfaction of the local permitting authority that silt-laden runoff will be prevented 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; and 2. Limitations on activities and the extent of disturbed areas; and 3. Proposed erosion and sediment control measures. 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, and 3. Activities where there is one hundred percent infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. Version Date: 04/23/24 Version Date: 04/23/24 Version Date: 04/23/24 Version Date: 04/23/24 Version Date: 04/23/24 Version Date: 04/23/24 (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 2019 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: Stuart Hobbs Site Address 5009 Doon Way Prepared By:_Dale Herrigstad PE The Stormwater checklist or building permit determined that: The 13 elements must be addressed for construction activity adding under 2,000 sq. ft. of hard surface area. X These elements must be addressed for construction activity adding 2,000 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. Suggested BMPs for Element 1: • BMP C101: Preserving Natural Vegetation • BMP C102: Buffer Zones • BMP C103: High-Visibility Fence • BMP C233: Silt Fence How did you comply with this section? A silt fence BMP C233 will be installed along the perimeter of the construction site. BMP will be installed as first step of construction. BMPs to be monitored daily and repaired as needed. 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. Version Date: 04/23/24 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. Additional Guidance for Element 2 Minimize construction site access points along linear projects, such as roadways. Street washing may require local jurisdiction approval. Suggested BMPs for Element 2: • BMP C105: Stabilized Construction Access • BMP C106: Wheel Wash • BMP C107: Construction Road / Parking Area Stabilization How did you comply with this section? The construction entrance will be limited to one location at the Doon Way driveway entrance to the site with a gravel pad as BMP C105 or C107 (Construction Entrance). Any dirt or mud that is tracked onto the roadway will be clean immediately. 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. Additional Guidance for Element 3 • Conduct a downstream analysis if changes in flows could impair or alter conveyance systems, streambanks, bed sediment, or aquatic habitat. See III-3.2 Preparing a Stormwater Site Plan for off-site analysis guidelines. • Even gently sloped areas need flow controls such as BMP C235: Wattles or other energy dissipation / filtration structures. Place dissipation facilities closer together on steeper slopes. These methods prevent water from building higher velocities as it flows downstream within the construction site. • Control structures designed for permanent detention BMPs are not appropriate for use during construction without modification. If used during construction, modify the control structure to allow for long-term storage of runoff and enable sediment to settle. Verify that the BMP is sized appropriately for this purpose. Restore BMPs to their original design dimensions, remove sediment, and install a final control structure at completion of the project. Version Date: 04/23/24 • Erosion has the potential to occur because of increases in the volume, velocity, and peak flow rate of stormwater runoff from the project site. The local permitting agency may require infiltration or detention BMP designs that provide additional or different stormwater flow control than the designs detailed in this manual. These requirements may be necessary to address local conditions or to protect properties and waterways downstream. • Velocity of water leaving the site should not exceed 3 feet/second, if the discharge is to a stream or ditch. Install velocity dissipation, such as BMP C207: Check Dams or BMP C202: Riprap Channel Lining to ensure reduction of the flow velocity to a non-erosive level. • If the discharge from a project site is to a municipal storm drainage system, the allowable discharge rate may be limited by the capacity of the public system. It may be necessary to clean the municipal storm drainage system prior to the start of the discharge to prevent scouring solids from the drainage system. Obtain permission from the owner of the collection system before discharging to it. Ensure that no downstream pipes are surcharged as a result of increased flows from the project site. • If the discharge from a project site is directly to a flow control exempt receiving water listed in Appendix I-A: Flow Control Exempt Receiving Waters or to an infiltration system, there is no discharge flow limit. Suggested BMPs for Element 3 • BMP C203: Water Bars • BMP C207: Check Dams • BMP C209: Outlet Protection • BMP C235: Wattles • BMP C240: Sediment Trap • BMP C241: Sediment Pond (Temporary) • See also V-12 Detention BMPs How did you comply with this section? The maximum slope of the site is 50% at the bottom of the site near Croatian Way. A sediment trap is not practical on such a steep slope. BMP C235 Wattles will be used where silt fencing is not practical along the bottom of the property. 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 Version Date: 04/23/24 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. Additional Guidance for Element 4 • Outlet structures that withdraw impounded stormwater from the surface to avoid discharging sediment that is still suspended lower in the water column are for the construction period only. If installing a floating pump structure, include a stopper to prevent the pump basket from hitting the bottom of the pond. • If a sediment trapping BMP utilizes a control structure that will also be used in a permanent detention BMP application, the control structure construction must be finalized for the permanent BMP application upon project completion. • Install sediment controls in a manner that protects the sensitive areas and their buffers marked in accordance with Element 1: Preserve Vegetation / Mark Clearing Limits. • Where feasible, direct stormwater to vegetated areas to increase sediment removal and maximize stormwater infiltration. • Seed and mulch earthen structures such as dams, dikes, and diversions according to the timing indicated in Element 5: Stabilize Soils. • Full stabilization includes concrete or asphalt paving; quarry spalls used as ditch lining; or the use of rolled erosion products, a bonded fiber matrix product, or vegetative cover in a manner that will fully prevent soil erosion. • The Local Permitting Authority may inspect and approve areas fully stabilized by means other than pavement or quarry spalls. Suggested BMPs for Element 4: • BMP C231: Brush Barrier • BMP C232: Gravel Filter Berm • BMP C233: Silt Fence • BMP C234: Vegetated Strip • BMP C235: Wattles • BMP C240: Sediment Trap • BMP C241: Sediment Pond (Temporary) • BMP C250: Construction Stormwater Chemical Treatment • BMP C251: Construction Stormwater Filtration How did you comply with this section? The site maximum slope is 50% and a minimum slope of 8% in the center of the site. A silt fence will be provided along where feasible along the bottom portion of the site. BMP C235 Wattles will be used where silt fence is not feasible. 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 Version Date: 04/23/24 covering, erosion control fabrics and matting, soil application of polyacrylamide (PAM), the early application of gravel base early on areas to be paved, and dust control. Control stormwater volume and velocity within the site to minimize soil erosion. Control stormwater discharges, including both peak flow rates and total stormwater volume, to minimize erosion at outlets and to minimize downstream channel and stream bank erosion. Soils must not remain exposed and unworked for more than the time periods set forth below to prevent erosion. o During the dry season (May 1 – Sept 30): 7 days o During the wet season (Oct 1 – Apr 30): 2 days Stabilize soils at the end of the shift before a holiday or weekend if needed based on the weather 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. Additional Guidance for Element 5 • Soil stabilization BMPs should be appropriate for the time of year, site conditions, estimated duration of use, and potential water quality impacts that stabilization agents may have on downstream waters or ground water. • Ensure that gravel base used for stabilization is clean and does not contain fines or sediment. Suggested BMPs for Element 5: • BMP C120: Temporary and Permanent Seeding • BMP C121: Mulching • BMP C122: Nets and Blankets • BMP C123: Plastic Covering • BMP C124: Sodding • BMP C125: Topsoiling / Composting • BMP C126: Polyacrylamide (PAM) for Soil Erosion Protection • BMP C130: Surface Roughening • BMP C131: Gradient Terraces • BMP C140: Dust Control How did you comply with this section? Stabilize exposed and un-worked soils by application of effective BMPs that prevent erosion. BMP C130 will be called out for application on disturbed steep slopes. Additional applicable BMPs include, but are not limited to: temporary and permanent seeding BMP C120, sodding BMP C124, mulching BMP C121 and plastic covering BMP C123. Install plastic covering per BMP C123 on Soils Stockpiles. BMP to be monitored daily and repaired as needed. ______________________________________________________________________________________ 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 Version Date: 04/23/24 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 slope drains or protected channels to prevent erosion. Temporary pipe slope drains must be sized to convey the flow rate calculated by the one of the following methods: • Single Event Hydrograph Method: The peak volumetric flow rate calculated using a 10-minute time step from a Type 1A, 10-year, 24-hour frequency storm, or; • Continuous Simulation Method: The 10-year peak flow rate, as determined by an approved continuous runoff model with a 15-minute time step. o 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. 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. Additional Guidance for Element 6 • Consider soil type and its potential for erosion. • Stabilize soils on slopes, as specified in Element 5: Stabilize Soils. • BMP combinations are the most effective method of protecting slopes with disturbed soils. For example, use both BMP C121: Mulching and BMP C122: Nets and Blankets in combination. Suggested BMPs for Element 6: • BMP C120: Temporary and Permanent Seeding • BMP C121: Mulching • BMP C122: Nets and Blankets • BMP C123: Plastic Covering • BMP C124: Sodding • BMP C130: Surface Roughening • BMP C131: Gradient Terraces • BMP C200: Interceptor Dike and Swale • BMP C201: Grass-Lined Channels • BMP C203: Water Bars • BMP C204: Pipe Slope Drains • BMP C205: Subsurface Drains • BMP C206: Level Spreader • BMP C207: Check Dams • BMP C208: Triangular Silt Dike (TSD) Version Date: 04/23/24 How did you comply with this section? The site maximum slope is 50% at the bottom of the site. As noted in element 5, BMP C130, Surface Roughening will be called out for application on disturbed steep slopes in addition to other effective BMPs that prevent erosion. Applicable BMPs include, but are not limited to: temporary and permanent seeding BMP C120, sodding BMP C124, mulching BMP C121 and plastic covering BMP C123. Offsite runoff onto the site is currently not a problem and the future road will collect offsite runoff. As the utilities are installed along the north and west property lines BMP C200 swales and BMP C207 check dams will be installed as noted on plans. 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). Additional Guidance for Element 7 • 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 (as defined above) unless treatment is provided before the storm drain discharges to waters of the State. • Inlets should be inspected weekly at a minimum and daily during storm events. Suggested BMPs for Element 7 • BMP C220: Inlet Protection How did you comply with this section? Catch basin filter inserts will be used in the catch basin in Doon Way northwest of the northwest corner of the site in the curb line. ELEMENT 8: Stabilize Channels and Outlets Design, construct, and stabilize all on-site conveyance channels to prevent erosion from the flow rate calcultated by one the following methods: o Single Event Hydrograph Method: The peak volumetric flow rate calculated using a 10-minute time step from a Type 1A, 10-year, 24-hour frequency storm, or; o Continuous Simulation Method: The 10-year peak flow rate, as determined by an approved continuous runoff model with a 15-minute time step. 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. Provide stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent Version Date: 04/23/24 streambanks, slopes, and downstream reaches at the outlets of all conveyance systems. Additional Guidance for Element 8 The best method for stabilizing channels is to completely line the channel with BMP C122: Nets and Blankets first, then add BMP C207: Check Dams as necessary to function as an anchor and to slow the flow of water. Suggested BMPs for Element 8 • BMP C122: Nets and Blankets • BMP C202: Riprap Channel Lining • BMP C207: Check Dams • BMP C209: Outlet Protection How did you comply with this section? There are no existing or proposed channels on this site. ELEMENT 9: Control Pollutants Design, install, implement and maintain effective pollution prevention measures to minimize the discharge of pollutants. The project proponent must: 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, or to the sanitary sewer, with local sewer district approval. 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: recycled concrete stockpiles, 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 water quality standards. Version Date: 04/23/24 Assure that washout of concrete trucks is performed off site or in designated concrete washout areas only. Do not wash out concrete truck drums or concrete handling equipment onto the ground, or into storm drains, open ditches, streets, or streams. Washout of small concrete handling equipment may be disposed of in a formed area awaiting concrete where it will not contaminate surface or ground water. Do not dump excess concrete on site, except in designated concrete washout areas. Concrete spillage or concrete discharge directly to ground water or surface waters of the State is prohibited. Do not wash out to formed areas awaiting infiltration BMPs. Obtain written approval from Ecology before using chemical treatment other than CO2, dry ice, or food grade vinegar to adjust pH. Uncontaminated water from water-only based shaft drilling for construction of building, road, and bridge foundations may be infiltrated provided the wastewater is managed in a way that prohibits discharge to surface waters. Prior to infiltration, water from water-only based shaft drilling that comes into contact with curing concrete must be neutralized until pH is in the range of 6.5 to 8.5 (su). Additional Guidance for Element 9 • Wheel wash and/or tire bath wastewater can be combined with wastewater from concrete washout areas if the wastewaters will be properly disposed of at an offsite location or treatment facility. • Do not use upland land applications for discharging wastewater from concrete washout areas. • Woody debris may be chopped and spread on site. • Conduct oil changes, hydraulic system drain down, solvent and degreasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff using spill prevention measures, such as drip pans. • Clean contaminated surfaces immediately following any discharge or spill incident. Emergency repairs may be performed on-site using temporary plastic placed beneath and, if raining, over the vehicle. Suggested BMPs for Element 9 • BMP C151: Concrete Handling • BMP C152: Sawcutting and Surfacing Pollution Prevention • BMP C153: Material Delivery, Storage, and Containment • BMP C154: Concrete Washout Area • BMP C250: Construction Stormwater Chemical Treatment • BMP C251: Construction Stormwater Filtration • BMP C252: Treating and Disposing of High pH Water • Also see the Source Control BMPs detailed in Volume IV How did you comply with this section? Per BMP C154 a Concrete Washout Area is to be installed onsite to capture contaminated water from concrete washouts. To be installed prior to foundation / concrete installation. BMP to be monitored daily and repaired as needed. Contractor is to provide spill prevention kits for excavation and concrete crews are required on Site. ELEMENT 10: Control De-Watering Version Date: 04/23/24 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 BMP C240: Sediment Trap or BMP C241: Sediment Pond (Temporary). Discharge foundation, vault, and trench dewatering water, which have similar characteristics to stormwater runoff at the site, into a controlled conveyance system before discharge to Discharge clean, non-turbid dewatering water, such as well-point ground water, to systems tributary to, or directly into surface waters of the State, as specified in Element 8: Stabilize Channels and Outlets, provided the dewatering flow does not cause erosion or flooding of receiving waters. Do not route clean dewatering water through stormwater sediment BMPs. 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. Handle highly turbid or otherwise contaminated dewatering separately from stormwater. Other dewatering 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. Additional Guidance for Element 10 • Channels must be stabilized, as specified in Element 8: Stabilize Channels and Outlets. • 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 violation of water quality standards for turbidity. The easiest way to avoid discharging muddy water is through infiltration and preserving vegetation. • Dewatering water from contaminated sites must be handled separately from stormwater. Direct contaminated stormwater to a sanitary sewer where allowed by the local sewer authority, or to other approved treatment. Suggested BMPs for Element 10 • BMP C203: Water Bars • BMP C236: Vegetative Filtration How did you comply with this section? Dewatering will discharge through the grass at the bottom of the site. 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. Version Date: 04/23/24 Additional Guidance for Element 11 • Some temporary erosion and sediment control BMPs are biodegradable and designed to remain in place following construction. BMP C122: Nets and Blankets is an example of a BMP with biodegradable options. • 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. Suggested BMPs for Element 11 • BMP C150: Materials on Hand • BMP C160: Certified Erosion and Sediment Control Lead How did you comply with this section? BMP to be monitored daily and repaired as needed and or as required by the City of Anacortes. ELEMENT 12: Manage the Project – Phase development projects to the maximum degree practicable and take into account seasonal work limitations. Inspect, maintain and repair all BMPs as needed to assure continued performance of their intended function. Projects regulated under the Construction Stormwater General Permit (CSWGP) must conduct site inspections and monitoring in accordance with Special Condition S4 of the CSWGP. Maintain, update, and implement the Construction SWPPP. Projects that disturb one or more acres must have site inspections conducted by a Certified Erosion and Sediment Control Lead (CESCL). Project sites disturbing less than one acre may have a CESCL or a person without CESCL certification conduct inspections. By the initiation of construction, the Construction SWPPP must identify the CESCL or inspector, who must be present on site or on-call at all times. Additional Guidance for Element 12 The project manager must ensure that the project is built in such a way to comply with all Construction SWPPP Elements, as detailed in this section. Considerations for the project manager include, but are not limited to: • construction phasing • seasonal work limitations • coordination with utilities and other contractors • inspection • monitoring • maintaining an updated construction SWPPP Phasing of Construction Version Date: 04/23/24 Phase development projects where feasible in order to prevent soil erosion and transporting of sediment from the site during construction. Revegetate exposed areas and maintain that vegetation as an integral part of the clearing activities for any phase. Clearing and grading activities for developments shall be permitted only if conducted using an approved site development plan (e.g., subdivision approval) that establishes permitted areas of clearing, grading, cutting, and filling. Minimize removing trees and disturbing or compacting native soils when establishing permitted clearing and grading areas. Show on the site plans and the development site permitted clearing and grading areas and any other areas required to preserve critical or sensitive areas, buffers, native growth protection easements, or tree retention areas as may be required by local jurisdictions. Inspection All BMPs must be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Site inspections must be conducted by a person knowledgeable in the principles and practices of erosion and sediment control. The person must have the skills to 1) assess the site conditions and construction activities that could impact the quality of stormwater, and 2) assess the effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. For construction sites one acre or larger that discharge stormwater to surface waters of the state, a CESCL must be identified in the construction SWPPP; this person must be on-site or on-call at all times. Certification must be obtained through an approved training program that meets the erosion and sediment control training standards established by Ecology. See BMP C160: Certified Erosion and Sediment Control Lead. Appropriate BMPs or design changes shall be implemented as soon as possible whenever inspection and/or monitoring reveals that the BMPs identified in the Construction SWPPP are inadequate, due to the actual discharge of /or potential to discharge a significant amount of any pollutant. The CESCL or inspector must examine stormwater visually for the presence of suspended sediment, turbidity, discoloration, and oil sheen. They must evaluate the effectiveness of BMPs and determine if it is necessary to install, maintain, or repair BMPs to improve the quality of stormwater discharges. Based on the results of the inspection, construction site operators must correct the problems identified by: • Reviewing the Construction SWPPP for compliance with the 13 elements and making appropriate revisions within 7 days of the inspection. • Immediately beginning the process of fully implementing and maintaining appropriate source control and/or treatment BMPs as soon as possible, addressing the problems no later than within 10 days of the inspection. If installation of necessary treatment BMPs is not feasible within 10 days, the construction site operator may request an extension within the initial 10-day response period. • Documenting BMP implementation and maintenance in the site log book (applies only to sites that have coverage under the Construction Stormwater General Permit). The CESCL or inspector must inspect all areas disturbed by construction activities, all BMPs, and all stormwater discharge points at least once every calendar week and within 24 hours of any discharge from the site. (For purposes of this condition, individual discharge events that last more than one day do not require daily inspections. For example, if a stormwater pond discharges continuously over the course of a week, only one inspection is required that week.) The CESCL or inspector may reduce the inspection frequency for temporary stabilized, inactive sites to once every calendar month Maintaining an Updated Construction SWPPP Retain the Construction SWPPP on-site or within reasonable access to the site. Modify the Construction SWPPP whenever there is a change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the state. Version Date: 04/23/24 The Construction SWPPP must be modified if, during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the Construction SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. Modify the Construction SWPPP as necessary to include additional or modified BMPs designed to correct problems identified. Complete revisions to the Construction SWPPP within seven (7) days following the inspection. Suggested BMPs for Element 12 • BMP C150: Materials on Hand • BMP C160: Certified Erosion and Sediment Control Lead • BMP C162: Scheduling How did you comply with this section? BMP to be monitored daily and repaired as needed and the responsibility of the contractor. The project is under1 acre of disturbed area and does not require a certified CESCL. ELEMENT 13: Protect Low Impact Development BMPS The primary purpose of On-Site Stormwater Management is to reduce the disruption of the natural site hydrology through infiltration. BMPs used to meet I-3.4.5 MR5: On-Site Stormwater Management (often called LID BMPs) are permanent facilities. Protect all LID BMPs (including, but not limited to BMP T7.30: Bioretention, BMP T5.14: Rain Gardens, and BMP T5.15: Permeable Pavements) from sedimentation through installation and maintenance of erosion and sediment control BMPs on portions of the site that drain into the LID BMPs. Restore the BMPs to their fully functioning condition if they accumulate sediment during construction. Restoring the BMP must include removal of sediment and any sediment-laden Bioretention/Rain Garden soils, and replacing the removed soils with soils meeting the design specification. Maintain the infiltration capabilities of LID BMPs by protecting against compaction by construction equipment and foot traffic. Protect completed lawn and landscaped areas from compaction due to construction equipment. Control erosion and avoid introducing sediment from surrounding land uses onto BMP T5.15: Permeable Pavements. Do not allow muddy construction equipment on the base material or pavement. Do not allow sediment-laden runoff onto permeable pavements or base materials. Permeable pavement fouled with sediments or no longer passing an initial infiltration test must be cleaned using procedures in accordance with this manual or the manufacturer’s procedures. Keep all heavy equipment off existing soils under LID BMPs that have been excavated to final grade to retain the infiltration rate of the soils. Additional Guidance for Element 13 See Chapter 5: Precision Site Preparation, Construction & Inspection of LID Facilities in the LID Technical Guidance Manual for Puget Sound (Hinman and Wulkan, 2012) for more detail on protecting LID integrated management practices. Note that the LID Technical Guidance Manual for Puget Sound (Hinman and Wulkan, 2012) is for additional informational purposes only. You must follow the guidance within this manual if there are any discrepancies between this manual and the LID Technical Guidance Manual for Puget Sound (Hinman and Wulkan, 2012). Version Date: 04/23/24 Suggested BMPs for Element 13 • BMP C102: Buffer Zones • BMP C103: High-Visibility Fence • BMP C200: Interceptor Dike and Swale • BMP C201: Grass-Lined Channels • BMP C207: Check Dams • BMP C208: Triangular Silt Dike (TSD) • BMP C231: Brush Barrier • BMP C233: Silt Fence • BMP C234: Vegetated Strip How did you comply with this section? The site is not conducive to infiltration due to restrictive soils. LID techniques will not be utilized. __Dale Herrigstad___________ ____June 11, 2024 Applicant Signature Date Version Date: 04/23/24 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 should be considered in all projects. Supplemental Guidelines Source Control BMPs include Operational BMPs and Structural Source Control BMPs. See Volume IV for design details of these BMPs. For construction sites, see II-3.2 Construction Source Control BMPs. Structural Source Control BMPs should be identified in the stormwater site plan and should be shown on all applicable plans submitted for local government review and approval. An adopted and implemented Basin Plan (see Appendix I-B: Basin Plans) or Total Maximum Daily Load (see I-2.13 Total Maximum Daily Loads (TMDLs)) may be used to develop more stringent source control requirements that are tailored to a specific basin. Identifying Source Control Strategies in a Basin Plan Basin Plans can identify potential sources of pollution within the basin and develop strategies to eliminate or control these sources to protect beneficial uses. A Basin Plan can include the following Source Control strategies: 1. Detection and correction of illicit discharges to storm sewer systems, including the use of dry weather sampling and dye-tracing techniques; 2. Identification of existing businesses, industries, utilities, and other activities that may store materials susceptible to spillage or leakage of pollutants into the storm sewer system or to the ground via wells, drains, or sumps; 3. Elimination or control of pollutant sources identified in (2); 4. Identification and control of future businesses, industries, utilities, and other activities which may store materials susceptible to spillage or leakage of pollutants into the storm sewer system; and 5. Training and public education A Basin Plan that incorporates the standard requirements from this section as well as more stringent requirements does not require Ecology approval. What Source Control BMP’s are applicable to your project? The project is to construct one single family homes with associated driveways. Lawn care and the use of fertilizers will likely be used. Car washing and other home uses. Version Date: 04/23/24 Applicable Operational BMPs: For all real properties, responsible parties must examine their plumbing systems to identify any potential illicit discharges. Review site plans, engineering drawings, or other sources of information for the plumbing systems on the property. l If an illicit discharge is suspected, trace the source using an appropriate method such as visual reconnaissance, smoke test, flow test, dye test with a nontoxic dye, or closed circuit television (CCTV) inspection. These tests are to be performed by qualified personnel such as a plumb-ing contractor. Note: Contact Ecology prior to performing a dye test which may result in a dis-charge to a receiving water. l If illicit connections are found, permanently plug or disconnect the connections. l Eliminate prohibited discharges to storm sewer, ground water, or surface water. l Convey unpermitted discharges to a sanitary sewer if allowed by the local sewer authority, or to other approved treatment. l Obtain all necessary permits for altering or repairing side sewers and plumbing fixtures. Restrictions on certain types of discharges, particularly industrial process waters, may require pretreatment of discharges before they enter the sanitary sewer. It is the responsibility of the property owner or business operator to obtain the necessary permits and to replace the con-nection. l Obtain appropriate state and local permits for these discharges. S417 BMPs for Maintenance of Stormwater Drainage and Treatment Systems Description of Pollutant Sources: Facilities include roadside catch basins on arterials and within residential areas, conveyance systems, detention facilities such as ponds and vaults, oil/water separators, biofilters, settling basins, infiltration systems, and all other types of stormwater treatment systems presented in Volume V . Oil and grease, hydrocarbons, debris, heavy metals, sediments and contaminated water are found in catch basins, oil and water separators, settling basins, etc. Pollutant Control Approach: Provide maintenance and cleaning of debris, sediments, and other pollutants from stormwater collection, conveyance, and treatment systems to maintain proper operation. Applicable Operational BMPs: Maintain stormwater treatment facilities per the operations and maintenance (O&M) procedures presented in Appendix V-A: BMP Maintenance Tables in addition to the following BMPs: l Inspect and clean treatment BMPs, conveyance systems, and catch basins as needed, and determine necessary O&M improvements. l Promptly repair any deterioration threatening the structural integrity of stormwater facilities. These include replacement of clean-out gates, catch basin lids, and rock in emergency spill-ways. l Ensure adequacy of storm sewer capacities and prevent heavy sediment discharges to the sewer system. l Regularly remove debris and sludge from BMPs used for peak-rate control, treatment, etc. and discharge to a sanitary sewer if approved by the sewer authority, or truck to an appro-priate local or state government approved disposal site. l Version Date: 04/23/24 Clean catch basins when the depth of deposits reaches 60 percent of the sump depth as measured from the bottom of basin to the invert of the lowest pipe into or out of the basin. However, in no case should there be less than six inches clearance from the debris surface to the invert of the lowest pipe. Some catch basins (for example, WSDOT's Catch Basin Type 1L (WSDOT, 2011)) may have as little as 12 inches sediment storage below the invert. These catch basins need frequent inspection and cleaning to prevent scouring. Where these catch basins are part of a stormwater collection and treatment system, the system owner/operator may choose to concentrate maintenance efforts on downstream control devices as part of a systems approach. l Properly dispose of all solids, polluted material, and stagnant water collected through system cleaning. Do not decant water back into the drainage system from eductor trucks or vacuum equipment since there may be residual contaminants in the cleaning equipment. Do not jet material downstream into the public drainage system. l Clean woody debris in a catch basin as frequently as needed to ensure proper operation of the catch basin. l Post warning signs; “Dump No Waste - Drains to Ground Water,” “Streams,” “Lakes,” or emboss on or adjacent to all storm drain inlets where possible. l Disposal of sediments and liquids from the catch basins must comply with Appendix IV-B: Management of Street Waste Solids and Liquids. S411 BMPs for Landscaping and Lawn / Vegetation Management Description of Pollutant Sources: Landscaping can include grading, soil transfer, vegetation planting, and vegetation removal. Examples include weed control on golf course lawns, access roads, and utility corridors and during landscaping; and residential lawn/plant care. Proper man-agement of vegetation can minimize excess nutrients and pesticides. Pollutant Control Approach: Maintain appropriate vegetation to control erosion and the dis-charge of stormwater pollutants. Prevent debris contamination of stormwater. Where practicable, grow plant species appropriate for the site, or adjust the soil properties of the site to grow desired plant species. Applicable BMPs: l Install engineered soil/landscape systems to improve the infiltration and regulation of storm-water in landscaped areas. l Select the right plants for the planting location based on proposed use, available main-tenance,soil conditions, sun exposure, water availability, height, sight factors, and space avail-able. l Ensure that plants selected for planting are not on the noxious weed list. For example, but-terfly bush often gets planted as an ornamental but is actually on the noxious weed list. The Washington State Noxious Weed List can be found at the following webpage: https://www.nwcb.wa.gov/printable-noxious-weed-list l Do not dispose of collected vegetation into waterways or storm sewer systems. l Do not blow vegetation or other debris into the drainage system. l Dispose of collected vegetation such as grass clippings, leaves, sticks by composting or recyc-ling. l Remove, bag, and dispose of class A & B noxious weeds in the garbage immediately. l Do not compost noxious weeds as it may lead to spreading through seed or fragment if the composting process is not hot enough. l Use manual and/or mechanical methods of vegetation removal (pincer-type weeding tools, flame weeders, or hot water weeders as appropriate) rather than applying herbicides, where practical. l Use at least an eight-inch "topsoil" layer with at least 8 percent organic matter to provide a suf-ficient vegetation-growing medium. o Version Date: 04/23/24 Organic matter is the least water-soluble form of nutrients that can be added to the soil. Composted organic matter generally releases only between 2 and 10 percent of its total nitrogen annually, and this release corresponds closely to the plant growth cycle. Return natural plant debris and mulch to the soil, to continue recycling nutrients indef-initely. l Select the appropriate turfgrass mixture for the climate and soil type. o Certain tall fescues and rye grasses resist insect attack because the symbiotic endo-phytic fungi found naturally in their tissues repel or kill common leaf and stem-eating lawn insects. The fungus causes no known adverse effects to the host plant or to humans. n Tall fescues and rye grasses do not repel root-feeding lawn pests such as Crane Fly larvae. n Tall fescues and rye grasses are toxic to ruminants such as cattle and sheep o Endophytic grasses are commercially available; use them in areas such as parks or golf courses where grazing does not occur. o Local agricultural or gardening resources such as Washington State University Exten-sion office can offer advice on which types of grass are best suited to the area and soil type. l Use the following seeding and planting BMPs, or equivalent BMPs, to obtain information on grass mixtures, temporary and permanent seeding procedures, maintenance of a recently planted area, and fertilizer application rates: BMP C120: Temporary and Permanent Seeding, BMP C121: Mulching, BMP C123: Plastic Covering , and BMP C124: Sodding. l Adjusting the soil properties of the subject site can assist in selection of desired plant species. Consult a soil restoration specialist for site-specific conditions. Recommended Additional BMPs: l Conduct mulch-mowing whenever practicable. l Use native plants in landscaping. Native plants do not require extensive fertilizer or pesticide applications. Native plants may also require less watering. l Use mulch or other erosion control measures on soils exposed for more than one week during the dry season (May 1 to September 30) or two days during the rainy season (October 1 to April 30). l Till a topsoil mix or composted organic material into the soil to create a well-mixed transition layer that encourages deeper root systems and drought-resistant plants. l Apply an annual topdressing application of 3/8” compost. Amending existing landscapes and turf systems by increasing the percent organic matter and depth of topsoil can: o Substantially improve the permeability of the soil. o Increase the disease and drought resistance of the vegetation. o Reduces the demand for fertilizers and pesticides. l Disinfect gardening tools after pruning diseased plants to prevent the spread of disease. l Prune trees and shrubs in a manner appropriate for each species. l If specific plants have a high mortality rate, assess the cause and replace with another more appropriate species. l When working around and below mature trees, follow the most current American National Standards Institute (ANSI) ANSI A300 standards see ttp://www.tcia.org/TCIA/BUSINESS/ANSI_A300_Standards_/TCIA/BUSINESS/A300_Standards/A300_Standar ds.aspx?hkey=202ff566-4364-4686-b7c1-2a365af59669 Version Date: 04/23/24 ) and International Society of Arboriculture BMPs to the extent practicable (e.g., take care to min-imize any damage to tree roots and avoid compaction of soil). l Monitor tree support systems (stakes, guys, etc.). o Repair and adjust as needed to provide support and prevent tree damage. o Remove tree supports after one growing season or maximum of 1 year. o Backfill stake holes after removal. l When continued, regular pruning (more than one time during the growing season) is required to maintain visual sight lines for safety or clearance along a walk or drive, consider relocating the plant to a more appropriate location. l Make reasonable attempts to remove and dispose of class C noxious weeds. l Re-seed bare turf areas until the vegetation fully covers the ground surface. l Watch for and respond to new occurrences of especially aggressive weeds such as Him-alayan blackberry, Japanese knotweed, morning glory, English ivy, and reed canary grass to avoid invasions. l Plant and protect trees per BMP T5.16: Tree Retention and Tree Planting . l Aerate lawns regularly in areas of heavy use where the soil tends to become compacted. Con-duct aeration while the grasses in the lawn are growing most vigorously. Remove layers of thatch greater than ¾-inch deep. l Set the mowing height at the highest acceptable level and mow at times and intervals designed to minimize stress on the turf. Generally mowing only 1/3 of the grass blade height will prevent stressing the turf. o Mowing is a stress-creating activity for turfgrass. o Grass decreases its productivity when mowed too short and there is less growth of roots and rhizomes. The turf becomes less tolerant of environmental stresses, more dis-ease prone and more reliant on outside means such as pesticides, fertilizers, and irrig-ation to remain healthy. Additional BMP Information: l King County's Best Management Practices for Golf Course Development and Operation (King County, 1993) has additional BMPs for Turfgrass Maintenance and Operation. l King County, Seattle Public Utilities, and the Saving Water Partnership have created the fol-lowing natural lawn and garden care resources that include guidance on building healthy soil with compost and mulch, selecting appropriate plants, watering, using alternatives to pesti-cides, and implementing natural lawn care techniques. n Natural Yard Care - Five steps to make your piece of the planet a healthier place to live (King County and SPU, 2008) n The Natural Lawn & Garden Series: Smart Watering (Saving Water Partnership, 2006) n Natural Lawn Care for Western Washington (Saving Water Partnership, 2007) n The Natural Lawn & Garden Series: Growing Healthy Soil; Choosing the Right Plants; and Natural Pest, Weed and Disease Control (Saving Water Partnership, 2012) l The International Society of Arboriculture (ISA) is a group that promotes the professional prac-tice of arboriculture and fosters a greater worldwide awareness of the benefits of trees through research, technology, and education. ISA standards used for managing trees, shrubs, and other woody plants are the American National Standards Institute (ANSI) A300 standards. The ANSI A300 standards are voluntary industry Version Date: 04/23/24 consensus standards developed by the Tree Care Industry Association (TCIA) and written by the Accredited Standards Com-mittee (ASC). The ANSI standards can be found on the ISA website: www.isa-arbor.-com/education/publications/index.aspx Washington State University's Gardening in Washington State website at http://garden-ing.wsu.edu contains Washington State specific information about vegetation management based on the type of landscape. l See the Pacific Northwest Plant Disease Management Handbook (Pscheidt and Ocamb, 2016) for information on disease recognition and for additional resources. Version Date: 04/23/24 TAB 4 (MINIMUM REQUIREMENT #4) • 1-3.4.4 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 referenced section of the manual for supplemental guidelines and additional information under this section. Will this project disturb the Natural Drainage System or Outfall of the project Site? No. If yes, refer to section I-3.4.4 for Supplemental Guidelines for additional information. The natural drainage is to the southwest to Croatia Way. No change is proposed. Version Date: 04/23/24 Version Date: 04/23/24 TAB 5 (MINIMUM REQUIREMENT #5) •1-3.4.5 Minimum Requirement #5 – On-site Stormwater Management Projects shall employ Stormwater Management BMPs in accordance with the following thresholds, standards, and lists to infiltrate, disperse, and retain stormwater runoff on site to the extent feasible without causing flooding or erosion impacts. 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). It is unclear as to the capacity of the perforated 4” storm system along Croatia Way. It is not clear if the storm pipe is for infiltration or conveyance or a combination of both. If the project is Flow Control Exempt, select from the List 3 below: (Skip List 1 and List 2) o BMP T5.13 Post Construction Soils Quality and Depth Roofs o BMP T5.10A: Downspout Full Infiltration, or; o BMP T5.10B Downspout Dispersion Systems, or; o BMP T5.10C: Perforated Stub-out Connections, Other Hard Surfaces o BMP T5.11: Concentrated Flow Dispersion For each surface, evaluate the feasibility of the BMPs in the order listed, and use the first BMP that is considered feasible. The designer must document the site conditions and infeasibility criteria used to deem BMPs infeasible. Once a BMP is deemed feasible and used for a surface, no other BMP from the list is necessary for that surface. If all BMPs in the list are infeasible, then the designer must document the site conditions and infeasibility criteria used to deem each BMP infeasible. This documentation will demonstrate compliance with Minimum Requirement #5. Feasibility shall be determined by evaluation against: •Design criteria, limitations, and infeasibility criteria identified for each BMP in this manual; and •Competing Needs Criteria as listed below. Version Date: 04/23/24 LIST #2___________________________________________________________ Roofs: 1.BMP T5.30: Full Dispersion is Infeasible. If infeasible, provide the criteria: Full dispersion is not feasible because there is no native vegetation on this site. Or, T5.10A: Downspout Full Infiltration is Infeasible. If infeasible, provide the criteria: Infiltration is not feasible due to very dense hard pan soil at a depth of 12”. 2.BMP T5.14: Rain Gardens are Infeasible. If infeasible, provide the criteria: Infiltration is not feasible due to very dense hard pan soil at a depth of 12”. 3.BMP T5.10B: Downspout Dispersion Systems are infeasible. If infeasible, provide the criteria: Dispersion is not feasible due to steep slopes reaching 50% at about 25 feet from the rear of the house. 4.BMP T5.10C: Perforated Stub-out Connections is Infeasible. If infeasible, provide the criteria: Is not feasible with a restrictive layer about 12” below the surface of the ground. Other Hard Surfaces: List #2 1.BMP T.5.30 Full Dispersion is Infeasible. If infeasible, provide the criteria: Full dispersion is not feasible because there is no native vegetation on this site. 2. BMP T5.15: Permeable Pavements is Infeasible. If infeasible, provide the criteria: Infiltration is not feasible due to very dense hard pan soil at a depth of 12”. 3. BMP T7.30: Biorention Cells, Swales and Planter Boxes is feasible. If infeasible, provide the criteria: Due to the restrictive layer of glacial till 12” below the ground surface, infiltration is not feasible, and the storm water from the roof and driveway will be conveyed in a hard pipe to the top of the rock swale landscaping extending 10 feet up from the curb line of Croatia Way and will be discharged. An existing perforated infiltration pipe is located under this drainage area to convey storm water to the Bay. See also MR #5 and Appendix 2 (soils report). 4. BMP T5.12: Sheet Flow Dispersion is infeasible. If infeasible, provide the criteria: See #3 above. Or, BMP T5.11: Concentrated Flow Dispersion is feasible. If infeasible, provide the criteria: See #3 above. _____________________________________________________________________________________ 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; Version Date: 04/23/24 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.org/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. Dale Herrigstad PE _____June 11, 2024 Version Date: 04/23/24 Version Date: 04/23/24 Version Date: 04/23/24 Version Date: 04/23/24 Version Date: 04/23/24 APPENDIX 1 – Boundary Survey Version Date: 04/23/24 APPENDIX 2 – Soils Report HERRIGSTAD ENGINEERING & SURVEYING Civil Engineering & Land Surveying 4320 Whistle Lake Road Dale Herrigstad, P.E., P.L.S. Anacortes, WA 98221 (360) 299-8804 June 11, 2024 5009 Doon Way Drainage Report Soils testing. The soils are identified as Catla Gravelly Fine Sandy Loam, Hydraulic soil group D, according to the WEB soils Survey. Soils test hole was excavated on June 3, 2024. The hole was dug to 48”. No water was found. Brown top soil for 1 to 12 inches. Very Hard Glacial Till 12” to 48” light gray soil. See the following photo. Dale Herrigstad P.E., P.L.S. E-mail dale@herrigstad.com Version Date: 04/23/24 Version Date: 04/23/24 Version Date: 04/23/24 Version Date: 04/23/24 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: 04/23/24 DEFERRED SUBMITTAL: PROVIDE A TEST REPORT FROM SOILS SUPPLIER TO THE BUILDING DEPT. PROJECT INFORMATION “Model Soil Management Plan for BMP T5.13” age # ____ of ____ pages Complete all information on page 1; only site address and permit number on additional pages. Site Address / Lot No.:_.____ _________________________________________________________________ Permit Type: Permit Number: Permit Holder: Phone: Mailing Address:__________________________________________________________________________________ Contact Person: Phone: Plan Prepared By: ATTACHMENTS REQUIRED (Check off required items that are attached to this plan) ___ Site Plan showing, to scale: ___ Areas of undisturbed native vegetation (no amendment required) ___ New planting beds and turf areas (amendment required) ___ Type of soil improvement proposed for each area ___ Soil test results (required if proposing custom amendment rates) ___ Product test results for proposed amendments AREA # (should match Area # on Site Plan) PLANTING TYPE ___ Turf ___ Undisturbed native vegetation ___ Planting Beds ___ Other: _______________________________ SQUARE FOOTAGE OF THIS AREA: _______ square feet SCARIFICATION ___ Subsoil will be scarified ___ inches (depth) of scarification needed to achieve finished total 12” loosened depth. PRE-APPROVED AMENDMENT METHOD: ___ Topsoil import ___ Amend with compost ___ Stockpile and amend ( ____ cu. yds. stockpiled) ____inches of compost or imported topsoil applied X 3.1 (conversion factor, inches to cubic yards) _____= cu. yards per 1,000 sq. ft. X ___ ,000s sq.ft. in this area ____ = cubic yards of amendment → → → → → (needed to cover this area to designated depth) PRODUCT:_________________________ __________________________________ QUANTITY:________CU. YDS. CUSTOM AMENDMENT ___ Topsoil import ___ Topsoil & compost lift ___ Amend ___ Stockpile and amend (____ cu. yds. stockpiled) Attach test results and calculations. ____ inches organic matter or topsoil import X 3.1 _____= cu. yards / 1,000 sq. ft. X ___ ,000s sq.ft. in this area ____ = cubic yards of amendment → → → → → PRODUCT:_________________________ __________________________________ QUANTITY:________CU. YDS. MULCH ___ ,000 sq.ft. X 6.2 (conversion, to give 2 inch mulch depth) ____ = cubic yards of mulch → → → → → → PRODUCT:_________________________ QUANTITY:________CU. YDS. TOTAL AMENDMENT/TOPSOIL/MULCH FOR ALL AREAS (complete on page 1 only, totaling all areas/pages in this Plan) Product #1:__________________________________________ Quantity: _________cu. yds. Test Results: ___ % organic matter ____C:N ratio <25:1 (except mulch, or <35:1 for native plants) ____ “stable” (yes/no) Product #2:__________________________________________ Quantity: _________cu. yds. Test Results: ___ % organic matter ____C:N ratio <25:1 (except mulch, or <35:1 for native plants) ____ “stable” (yes/no) Product #3:__________________________________________ Quantity: _________cu. yds. Test Results: ___ % organic matter ____C:N ratio <25:1 (except mulch, or <35:1 for native plants) ____ “stable” (yes/no) Date: Inspector: Approved: Revisions Required: Date: Inspector: Approved: Revisions Required: Version Date: 04/23/24 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. Western Washington Phase II Stormwater Permit i. 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. ii. 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. iii. 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 Potential Page 1 of 3 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 100 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 intercepted1: 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.............................................................................................................50 TOTAL POINTS.............................................................................................160 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) APPENDIX 6 – Documented Site Photos (Show all directions of the site, including frontage) Location: Doon Way Description of the photo: Looking down site at the entrance to site. Photo taken by: 5-22-2023 From Croatia Way looking up the lot. Looking up Croatia Way below bottom of property. 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. The storm pipe from the house will discharge directly to the gravel area at the bottom of the lot. No maintenance covenant required. APPENDIX 8 – Maintenance and Operations Manual No maintenance or Operation Manuals.