Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit File BLD-2020-0227 1505 Harbor View Court
,.,� y C) ._ City of Anacortes Invoice/Permit#: BLD-2020-0227 . 904 6th Street • Applied date: 04/23/2020 `""" P.O.Box 547 Issue date: 08/31/2020 ''• CO, Anacortes, WA 9�""Z": -051,' Expire (360) 293-1901 date: 02/27/2022 Job Address: 1505 HARBOR VIEW CT Permit Type: Single Family Residence Permit ANACnRTEF WA 98221 Project: , APN: Remarks: NEW SFR Owner: STEPHAN SMITH Contractor: OWNER Address: PO BOX 727 Address: ALBANY OR 97321 Phone: Phone: License#: General Information: Fees: Occupancy Group it-1 Plan Application Fee 200.00 Use Zone R-2 Building Permit Fee 2,673.75 Basement Square Footage 1024 Plan Review Fee 1,737.94 New or Replaced Hard Surface 6800 Mechanical Permit Fees 151.30 Lot Area 25921 Plumbing Permit Fee 188.00 1st Floor Square Footage 3248 State Building Code Fee Resi 6.50 Garage Square Footage 1316 Sewer Inspection Fee 51.08 Deck Square Footage 840 Storm Drain GFC-Residential 1,696.09 Porch Square Footage 144 Sewer GFC-Residential 9,140.86 Stove, Appliance 1 Park Impact Fee 615.00 Building Valuation 400000 Traffic Impact Fee 2,765.69 # Forced Air Furnace<=100k 1 Non Sprinklered SFR Fire Fee 100.48 #of Heat Pumps <=3 Hp 1 EMS Impact Fee 356.26 SFR/duplex: site plan/design 60.00 #of Air Conditioning Units 1 Stormwater Review 544.00 #of Backflow Devices 1 #of Tubs, bath 2 Total Calculated: 20,286.95 #of Clothes Dryers 1 Deposits/Receipts: 200.00 #of Clothes Washers 1 #of Dishwashers 1 Total Due: 20,086.95 #_of_Gas Outlets 2 #of Gas Fireplace 1 #of Gas Water Heaters <= 100k 1 #of Water Piping 2 #of Hose Bibs 4 g Ht4 omilliwlks- 8LD-2020-0227-2020 1 #121faldgirf#d' Wil... 09/02/2020 08:14AM 7 #I MRargT0 3PHAftsSM ITH 1 tpbyttli#t-S1ftlfsSingle Family Residence Permit 1 #Nrgh}ti}giyt{l,�tFans 20,086.95 5 #1-gn tgrn4i§g14_(Toiletsk,086.95 4 CHECK: 005919 =u City of Anacortes 904 6th Street - P.0.Box 547 le 0 Ana t:CJ('Ee5, �!l.fi 92221 -t f= , r_ =- (360) 293-1901 141"111Illekliirj irak 4 174 d N J' Finance Department. 020320-0001 Erin W . 09/02/2020 08 : 14AM PERMITS AND INSPECTIONS STEPHAN SMITH BLD-2020-0227 Single Family Residence Permit NEW SFR issued 2020 Item: BLD-2020-0227 Plan Application Fee 0 .00 Building Permit Fee 2,673 .75 Plan Review Fee 1 ,737 .94 Mechanical Permit Fees 151 .30 Plumbing Permit Fee 188,00 State Building Code Fee Resi 6 ,50 Sewer Inspection Fee 51 .08 Storm Drain GFC-Residential 1 ,696 ,09 Sewer GFC-Residential 9 , 140 .86 Park Impact Fee 615 .00 Traffic Impact Fee 2,765 ,69 Non Sprinklered SFR Fire Fee 100 .48 EMS Impact Fee 356 .26 SFR/duplex : site plan/design 60 .00 Stormwater° Review 544.00 Payment Id : 292843 The issuance or granting of this permit shall not be construed to be a permit for, 20 6.95 ;e or order of the City, of any state or federal law, or of any order, proclamation, guidance ad' : issuance or granting of this perm' iC Y'ierr'.rPter.i to rr,nC4r I hill.r. ..r`t:Vir'. r57rrr Iry n r Subtotal t0,0U�o�� al .J Sfi;11-F: nr federal law, or order, gudance. C3vcrri Total 200086.95 :>;.r�r+I; t bc: - valid. The building official is authorized to prevent occupancy or use of a stirnces of this jurisdiction or any other ordinance or executive order of the City, or of any state )r decision of the Governor. The building official is authorized to suspend or revoke this pe CHECK 20,0B6 .95 of incorrect, inaccurate or incomplete information, or in violation of any City ordinance, regul Check Number005919 , guidance or decision of the Governor. This permit becomes null and void if work or construc action work is suspended or abandoned for a period of 180 days at any time after work is con the same to be true and correct. Change due 0.00 Paid by : STEPHAN SMITH • SIGNATURE OF OWNER OR AUTHORIZED AGENT III II II U iII IIII OI I II IHI IIiII IIIII !II!II III iI II IIII III I REVISIONS BY // l' // 1 2x6 TOP PLATE ST2 NOTCH DIAGONAL P.T. 4x2 IN // 1[ TOP OF JOISTS NAILED WITH // (2) 16d PER JOIST SW3X //�. 1 KST2 // ! 2x6 BLOCKINC f '-_ / HEADS ANCHOR TOP OF BEAM TO // 30"TOP OF WALL WITH 24"LONG // CS16 OSTRAP NG SIMPSON EOFUL�Y SIMPSON CS16 STRAP TIES (ST2 ST2 NAILED WITH 8D NAILS _ i SW3 IF WALL PANELS BETWEEN OPENINGS ARE LESS co' ,, _ 1 `u - 'r _/ THAN 12", INSTALL A 36 INCH STRAP THAT EXTENDS THROUGH BOTH HEADERS & TRIMMERS — DINING ROOM r, a [ A 2x6 BLOCKIN 2x6 SILL 12'0"x 8'8" 11-10" 2-6x6-8 (ST2 (ST2 .� Ci)TST2 �sT2 — OP OEL OF WAOL�WITH 24 ONG SW3 - SIMPSON CS16 STRAP TIES MASTER BATH N x 12'-4"x 8'-4" ' MASTER - �Y - 1- NOTE: WHERE WINDOWS ARE LOCATED WITHIN BEDROOM 1111, �,� 12"OF END OF A WALL, STRAPS ARE TO BE 18'2"x 15'2" 0 WRAPPED AROUND THE WALL CORNER 0_ MACxr `= 00 (--B SHEARWALL SW(X) DETAIL S( P) NOT TO SCALE Old MASTER CLOSET u� ,,,,, a 12'-4"x 6'6" 0 W LIVING ROOM p ► ST2 ST2 `� 24'-6"x 18'-0" 2'-4 f 4'4" SD 5'-8" a'-r 4" 10'-10" DENOTES INTERIOR Iiiiiiiiiiiii 7 / SW2 � � � � � � � SHEATHED WALLS • A LLl 0 KITCHEN \ Z8 . ST2 ST2 Z 13'-0"x 27' 1D" 1/2 BATH BATHROOM `f SW2 5'-4"x 6'-4" 8'-2"x 8'-8" Z i."? 0 C r 0 ........ 0 vxzx� 5Qxz0 ox / �, BEDROOM 2 / 18'-0"x 13'-0" / SD /, 0 , (4 LI .< & CARBON -sxs- 4,a, �,, 0 / — Z \ 2 -6x6-8 -6x6-8 / K HDU4 , 3-0x6-8 / " Z KHDU4> ] / / Q1o_ 4'_6" / 11'fl" 2'4" 7'4" 2'4" 13'6" 3'-10" / 17'-2" 5' 10" / 1 O 1 tI / c / ' CO n O �i 3Qx68 I . �J L \ J 30x68 L I I 36x68 \ ck car PANTRY ((JDSD x 0 4'-0"x 7'-0" u? 0 17 R ®7 HDU4) D U4) C4 a Ei ,sT.@, ° GARAGE _ci Cooch 2a'o"x zs'o° 1 Z 0 6x6 8 3-Ox6-8 / 4"CONC.SLAB 0 ON GRADE Co r I OFFICE 0Z CC KHDU4� 13'3"x 12'-0" co HDU4 0 GARAGE Pft.1 A 20%0"x 22'-0" 4"CONC.SLAB \ 7'-4''x 144'10" N LAUNDRY ON GRADECC SEWING ROOM SD o s'-a"x 13'-0' R188480/41 x 11'a"x10's" 13'6" N \ — c \ M 6/30/2020 --- BEDROOM 1 - �, 12.-0"x 18'-4" I \ / / ■IS BA HDU4 _ (/7o " y, ), irk „ '.IC v. I \ \ / I / / 4 wasy/MeF HDU4 "' I \ / I I \ / { LT\_ ' % 3-sxa o DU4 HDU4 \ / I \ / 'V \/ I \/ , S�3k II II I � \ f � / \ / \ -o\ " ' , ' _ _ � 44/ FI SW3 ❑ -, -- / \ / \ n .,4<</ DU4) DU4 / ► - I \ \ / \ SRFGISTERE crSNAL HDU4 ---._ - - / _ I \ I / \ I EXPIRES: 10/06/21 / _ - � \ / \ CLOSET I \ / \8'-4"x 5'-0° / _ _ _ ra DU4) "' / - SW3X - SHEAR WALL SCHEDULES / DU4 DU4 HDU4 DU4 HDU4 DU4 SW1 1/2"PLYWOOD WITH ALL PANEL EDGES TO BE NAILED 8D @ MAXIMUM 6"O.C.. it --1, 2x BLOCKING TOP PLATE -N< SW2 1/2"PLYWOOD WITH ALL PANEL EDGES TO BE NAILED 8D @ MAXIMUM 4"O.C.. • SW3 1/2"PLYWOOD WITH ALL PANEL EDGES TO BE NAILED 8D @ MAXIMUM 3"O.C. HDU4 DU4 KHDU4 DU4 I ,, U SW3X 1/2"PLYWOOD WITH ALL PANEL EDGES TO BE NAILED 8D @ MAXIMUM 3" O.C.. PROVIDE I SW2 SW3X �I�I� Z rn STRAPPING AROUND ALL WINDOW AND DOOR OPENINGS AS SHOWN ON SHEARWALL M �� �� GARAGE HEADER DETAIL 8-S1 OR C-S1. Iih 11 HDU4 PROVIDE SIMPSON HDU4-SDS2.5 HOLDOWNS WITH SIMPSON SSTB20 ANCHOR RODS AT MAIN FLOOR REQUIREMENTS LOCATIONS DENOTED HD4U ON THE PLANS. A O NOT TO SCALE vj ST2 PROVIDE (2) 48" LONG SIMPSON CS16 STRAP TIES ACROSS FLOOR FRAMING (WHERE 30"LONG SIMPSON CS16 0 i APPLICABLE)AT ST2 LOCATIONS SHOWN. STRAP TIE FULLY NAILED I I I Z J WITH 8D NAILS �V Q ST3 PROVIDE (3) 48" LONG SIMPSON CS16 STRAP TIES ACROSS FLOOR FRAMING (WHERE (11 z APPLICABLE)AT ST2 LOCATIONS SHOWN. Q \JJ O j .SHEARWALL NOTES: Z U co 1) 7/16" ORIENTED STRANDBOARD (OSB) MAY BE USED IN LIEU OF %" PLYWOOD IN SHEARWALL DOUBLE 2 X 6 TRIMMER APPLICATIONS (MINIMUM) 0 0 co r . 2) FIELD NAILING FOR PLYWOOD TO BE 8D @ 12"O.C. UNLESS NOTED OTHERWISE. "��'RIES III ♦ w x Li 3) UNLESS NOTED OTHERWISE ON PLANS OR BY TRUSS MANUFACTURER, PROVIDE SIMPSON v, uj m H2.5A HURRICANE CLIPS AT ALL TRUSS AND/OR RAFTER SUPPORT LOCATIONS. SIMPSON HDU/SSTB ANCHOR BOLTocc u4) ALL SHEARWALL NAILINGS ARE TO EXTEND DOWN TO THE FOUNDATION PLATE LINE. •5) PROVIDE 2X BLOCKING ALONG ALL UNSUPPORTED PLYWOOD PANEL EDGES UNLESS NOTED (..)OTHERWISE. 6) USE HOT DIP GALVANIZED NAILS FOR ALL NAILS IN PRESSURE TREATED PLATES. (2) 1/2"X 12"7) INSTALL 1/2"SILL BOLTS AT 48"O.C. AROUND ENTIRE PERIMETER OF BUILDING UNLESS NOTED SILL BOLT il *!P"I!-'j�1 . OTHERWISE ON THE FOUNDATION PLAN. .MIEI�I�I� EXTEND FOOTING AND r:::1: ppm 8) PROVIDE 3"X 3"X 1/4"GALVANIZED PLATE WASHERS AT ALL SILL BOLT LOCATIONS. P.T. 2X PLATE REINFORCEMENT 9) FOR FLOOR TO FLOOR HOLDOWN APPLICATIONS, USE 5/8" THREADED RODS FOR SIMPSON co I MIN. 12"BEYOND OPENING DATE HD4U HOLDOWNS; 10'LONG #4 BAR TOP& J ✓UNE2020 10) AT CRAWLSPACE PONY WALL FLOOR TO FLOOR LOCATIONS ST3 STRAP TIES AS SHOWN ABOVE BOTTOM OF FOUNDATION 1iill I SCALE MAYBE SUBSTITUTED FOR HDU4 AND HDUS HOEDOWNS. WALL MIN. (EXTEND AROUND IAS SHOWN 11) THIS SHEARWALL PLAN ONLY ADDRESSES LATERAL DESIGN (WIND AND SEISMIC) CORNER 6'MIN.) �I-_ I __ ` DRAWN CONSIDERATIONS. CDG INC. IS NOT RESPONSIBLE FOR VERTICAL DESIGN ANALYSIS ON THIS PB PROJECT UNLESS A SEPARATE ADDENDUM IS INCLUDED PROVIDING THOSE SPECIFICATIONS. EXTEND BENT#4 DOWEL JOB 20-146B 12) USE BORATE TREATED (GREEN BOARD) SILL PLATES AT FOUNDATION PLATES FOR ALL UP WALL @ 12"O.C. SHEARWALLS. SHOULD AC2 (STANDARD) PRESSURE TREATED BOARDS BE USED, THEN ALL SHEET CONNECTIONS INCLUDING SILL PLATES SHOULD BE STAINLESS STEEL OR HOT DIPPED I GARAGE DOOR OPENING DETAIL S I GALVANIZED. 13) CONTRACTOR RESPONSIBLE FOR ALL MATERIALS TO PREVENT CORROSION DUE TO COASTAL Ck NOT TO SCALE WEATHER ELEMENTS. 2 OF SHEETS SHEAR WALL SCHEDULES REVISIONS BY SW1 1/2"PLYWOOD WITH ALL PANEL EDGES TO BE NAILED 8D @ MAXIMUM 6"O.C.. SW2 1/2"PLYWOOD WITH ALL PANEL EDGES TO BE NAILED 8D @ MAXIMUM 4"O.C.. DU4� SW3 1/2"PLYWOOD WITH ALL PANEL EDGES TO BE NAILED 8D @ MAXIMUM 3"O.C. SW3X 1/2" PLYWOOD WITH ALL PANEL EDGES TO BE NAILED 8D @ MAXIMUM 3" O.C.. PROVIDE ______"/I STRAPPING AROUND ALL WINDOW AND DOOR OPENINGS AS SHOWN ON SHEARWALL SW3X _ �� DETAIL B-S 1 OR C-S 1. HDU4 PROVIDE SIMPSON HDU4-SDS2.5 HOLDOWNS WITH SIMPSON SSTB20 ANCHOR RODS AT l-1DU4 LOCATIONS DENOTED HD4U ON THE PLANS. ST2 PROVIDE (2) 48" LONG SIMPSON CS16 STRAP TIES ACROSS FLOOR FRAMING (WHERE APPLICABLE)AT ST2 LOCATIONS SHOWN. ST3 PROVIDE (3) 48" LONG SIMPSON CS16 STRAP TIES ACROSS FLOOR FRAMING (WHERE HDU4 SW3 _ /DU4) APPLICABLE)AT ST2 LOCATIONS SHOWN. .SHEARWALL NOTES: , BONUS AREA 1 / 1) 7/16" ORIENTED STRANDBOARD (OSB) MAY BE USED IN LIEU OF %" PLYWOOD IN SHEARWALL 12'-0"x 8'-8"- 11-10" / APPLICATIONS — / 2) FIELD NAILING FOR PLYWOOD TO BE 8D @ 12"O.C. UNLESS NOTED OTHERWISE.r� / 3) UNLESS NOTED OTHERWISE ON PLANS OR BY TRUSS MANUFACTURER, PROVIDE SIMPSON / H2.5A HURRICANE CLIPS AT ALL TRUSS AND/OR RAFTER SUPPORT LOCATIONS. HDU4 (HDU4 _ /Du4) SW3 - (HDU4 / 4) ALL SHEARWALL NAILINGS ARE TO EXTEND DOWN TO THE FOUNDATION PLATE LINE. / 5) PROVIDE 2X BLOCKING ALONG ALL UNSUPPORTED PLYWOOD PANEL EDGES UNLESS NOTED ��r / OTHERWISE. t - �' / 6) USE HOT-DIP GALVANIZED NAILS FOR ALL NAILS IN PRESSURE TREATED PLATES. / 7) INSTALL 1/2"SILL BOLTS AT 48"O.C. AROUND ENTIRE PERIMETER OF BUILDING UNLESS NOTED OTHERWISE ON THE FOUNDATION PLAN. / c' 8) PROVIDE 3"X 3"X 1/4"GALVANIZED PLATE WASHERS AT ALL SILL BOLT LOCATIONS. / ccl) 9) FOR FLOOR TO FLOOR HOLDOWN APPLICATIONS, USE 5/8" THREADED RODS FOR SIMPSON / HD4U HOLDOWNS; / 10) AT CRAWLSPACE PONY WALL FLOOR TO FLOOR LOCATIONS ST3 STRAP TIES AS SHOWN ABOVE (/), / MAYBE SUBSTITUTED FOR HDU4 AND HDU5 HOLDOWNS. L / 11) THIS SHEARWALL PLAN ONLY ADDRESSES LATERAL DESIGN (WIND AND SEISMIC) N.. CONSIDERATIONS. CDG INC. IS NOT RESPONSIBLE FOR VERTICAL DESIGN ANALYSIS ON THIS / PROJECT UNLESS A SEPARATE ADDENDUM IS INCLUDED PROVIDING THOSE SPECIFICATIONS. BONUS AREA / ► 12) USE BORATE TREATED (GREEN BOARD) SILL PLATES AT FOUNDATION PLATES FOR ALL `_ 38'4'x 17'-6" / DU4� SHEARWALLS. SHOULD AC2 (STANDARD) PRESSURE TREATED BOARDS BE USED, THEN ALL_ LIJ /DU4) / SW2CONNECTIONS INCLUDING SILL PLATES SHOULD BE STAINLESS STEEL OR HOT DIPPED 717 GALVANIZED. 0 z 13) CONTRACTOR RESPONSIBLE FOR ALL MATERIALS TO PREVENT CORROSION DUE TO COASTAL O WEATHER ELEMENTS. O L Lil SEE RETAINING //41DU4) DU4� 1r 1_� WALL DETAIL B S2 SW2 - v 1 7— = CY HW CRAWL / �,� SPACE / LLI ci)cc W / Cr / 0 L / .. Z / SHED `'' rn / 28'-O'�x12'8' O 12( Lw V T / SEE RETAINING WALL I—. r^ / DETAIL C-S2 cD �/J :) 14-1 L -1:- - 1T . U Q r. 16T. a`71S" ►\ - 0121 � J z L HDU4 DU4 Z Et SEE RETAINING WALL DETAIL D-S2 ,LIJ SEE DIMENSION SCHEDULE THIS PAGE FLOOR FRAMING LOWER FLOOR REQUIREMENTS CCPROTECT FRAMING WITH METAL FLASHING G.-DA NOT TO SCALE JNOTE: DRAWING IS NOT TO SCALE ,n)l/ ..--''''. RETAINING WALL SCHEDULE N FLOOR OR WALL FRAMING �� / SEE DIMENSION SCHEDULE THIS PAGE SEE DIMENSION SCHEDULE THIS PAGE FLOOR OR WALL FRAMING �� INDEX DESCRIPTION 6'-8'WALLS 4'-6'WALLS 0-4' WALLS 1/2"SILL BOLTS @ 48"O.C. r 1/2"SILL BONS @ 32"O.C. A WALL HEIGHT 6'-8' 4'-6' 0-4' WI 3"x 3"x 3"PLATE W/3"x 3"x 4'PLATE I— 1/2"SILL BOLTS @ 48"O.C. No-- B TOTAL FOOTING WIDTH 4'-0" 3'-0" 2'-0" WASHERS a I WASHERS a b W/3"x 3"x 4"PLATE C HEEL LENGTH 1'-0" 1'-0" 0'-8" a I DEEPENED 4"CONCRETE SLAB WASHERS D TOE LENGTH 3'-0" 2'-0" 1'-4" P (WHERE APPLICABLE) ________________\_.....------------ E STEMWALL WIDTH 8" 8" 8" F FOOTING DEPTH 10" 10" 8" I 48"BENT#4 BARS @ 32"O.C. A I G STEMWALL VERTICAL STEEL #4 @ 16" #4 @ 24" #4 @ 32" I SLOPE VARIES W I (OPTION: DRILL AND EPDXY 6"INTO i H STEMWALL HORIZONTAL STEEL #4 @ 16" #4 @ 16" #4 @ 16" b2I CONC. WALL NO SPECIAL INSPECTION BACKFILL SLOPE VARIES K STEMWALL STEEL SPLICE LENGTH 24" 24" 24" I I LT. >REQUIRED) M HEEEEL STEEL ONGITUDINAL STEEL #4 @ 24" NOT READ NOT READ U "H"(HORIZONTAL STEEL) IN TOE STEEL #4 @ 8" #4 @ 12" #4 @ 16" m NOTES: 2 1) USE GRADE 60 STEEL FOR ALL REINFORCEMENT. USE 3000 PSI CONCRETE. NOTE THAT "H"(HORIZONTAL STEEL) 0 I "H"(HORIZONTAL STEEL) CALCULATIONS WERE BASED ON DESIGN OF 2500 PSI CONCRETE, THEREFORE SPECIAL INSPECTION r 0 -� I 2 IS NOT REQUIRED. U W 1 "G"(VERTICAL STEEL) 0 c� 2) TOE STEEL IS TO EXTEND A DISTANCE "K"UP THE STEMWALL _ (CENTERED IN WALL) W `� 6 2 3) BACKFILL OF WALL TO BE OF GRANULAR (ROCK OR SAND) MATERIAL). M I f "G"(VERTICAL STEEL) Q I J I 4) SHOULD SPRINGS OR UNUSUAL UNDERGROUND CONDITIONS BE ENCOUNTERED DURING SITE N. M LL. "G"(VERTICAL STEEL) EXCAVATIONS, CONTACT CASCADE DESIGN GROUP, INC. FOR RECOMMENDATIONS. 0 (CENTERED IN WALL) I G U (CENTERED IN WALL) 0 CT 1'X I GRAVEL BACKFILL m 0 Q Q I x b GRAVEL BACKFILL I (`�O .9 J J INSTALL 4"CONC. SLAB PRIOR I _ GRAVEL BACKFILL cC TO BACKFILLING RETAIA ING WALL PI ( 'C 0 z l' ('G_ Ai IN BASEMENT AREAS I 1 0 "M"(HEEL STEEL) I �� 7 v 0 d Y II 2" c U 1. A Z 1 . Cr) 4"CONCRETE SLAB (OPTIONAL) II I "M"(HEEL STEEL) "N"(TOE STEEL) k 1 Y "L"(LONGITUDINAL STEEL) I c �^ 0V 1 II o "M"(HEEL STEEL) _ x "N"(TOE STEEL) . "N"(TOE STEEL) Y "L"(LONGITUDINAL STEEL) r^LLI m L 2" Y "L"(LONGITUDINAL STEEL) • I1121 _ �+J 0 \_ 1 I c — --R=�co 4 i 8 v, , .1 U W 0 a 6/30/2020 P 8rr „Err � — -is a,qM . . o o o ^ ►� 3"PERF. PVC PIPE o 0 o wasy��eF !?'iili- "D" "C" WRAPPED IN FILTER S `� 8rr rrErr . . . ►- FABRIC. .-Ts: % -. ►. ►• 3"PERF. PVC PIPE 1 rrBrr 8" "E" 3"PERF. PVC PIPE r DATE "D" I "C" WRAPPED IN FILTER (' wl WRAPPED IN FILTER I /�'', ✓UNE2020 FABRIC I ' r rr rr rr FABRIC. --. I,- . t ► ► D C <C/� SCALE I rrBrr NOTE:DRAWING IS NOT TO SCALE 'I' ► �� gGISTERE� �� AS SHOWN . ' rr8 rr ss/0 N AL ENS DRAWN ► PB EXPIRES: 10/06/21 JOB NOTE: DRAWING IS NOT TO SCALE 20-146B SHEET B RETAINING WALL DETAIL C RETAINING WALL DETAIL D RETAINING WALL DETAIL S2 S2 NOT TO SCALE S2 NOT TO SCALE S2 NOT TO SCALE OF 2 SHEETS CiYo�, Storm Water Drainage Report Minimum Requirement 2 ENGINEERING DEPARTMENT 7 47 904 6th Street Anacortes, WA 98221 www.anacorteswa.gov Official Use Only: (Information to Inspectors) Required Storm Water Facility and other related requirements: Project Address: 1505 Harbor View Court Submittal Date: Parcel Number: P105260 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#2 — Construction Stormwater Pollution Prevention (SWPP) o APPENDIX 1 - Survey performed by a Professional Land Surveyor o APPENDIX 2 - Model Soil Management Plan for BMP T5.13 o APPENDIX 3 - Determining Construction Site Sediment Damage Potential (Appendix 7) o APPENDIX 4 - Site Plan with all applicable information (Minimum Size 11x17 — 30 scale) o APPENDIX 5 - Documented Site Photos (North, South, East and West) Stormwater Management Requirements: o Refer to the 2012\14 Department of Ecology Manual, as amended in 2014 for further required information. o See also, City of Anacortes Municipal Code 19.76 for additional information o See also, current Engineering Development Standards, Chapter 2- Storm Drainage for additional information. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Project Description and Summary: Summary Table Existing Proposed Development Type ADU construction Single Family Number of Lots 1 Lot Acreage in SF 25,921 SF Soil Type(s) Site Sediment Transport Score (High\Low) 140 High Depth to Ground Water Table (Feet and Inches) N/A (See completed Soils Analysis (Volume 1, Chapter 3.1.1) Infiltration Rate during Rainy Season (Inch\Per Hour) N/A Impervious Surface (on-site) 9,148 sf Impervious Surface (off-site) 0 New and Replaced Hard Surface Total (SF) 9,148 sf Lot Coverage (Percentage) 35% 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 PhasinglSequence) The existing 25,921 square foot lot is undeveloped with a few trees and grass at a slope of 15 to19% with Oakes Avenue at the bottom of the slope. Harbor View Court fronts the west side of the lot. The upslope undeveloped property sheets onto this site. No critical areas exist on or near the site. Existing drainage sheets to Oakes Avenue with a curb and gutter. An enclosed storm system is stubbed to the site. 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 project is to construct a 4,687 square foot single family home, 647 square feet of deck, and 3,814 square feet of driveway for a total new impervious area of 9,148 square feet. The driveway will wrap around the south side of the site to Harbor View Court along the uphill side of the house. The site plan shows existing and proposed contours. This site is part of a recent short plat that accounted for storm water. The project is Flow Control Exempt due to the site being developed with the downstream system considered in the report for the Smith Short Plat. Complete the Applicability Requirements — Flow Chart (Figure 1-2.4.1 Attached, Figure 1-2.4.2 Attached and Figure 1-2.5.1 Attached) - Highlight the path and attach Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Figure 1-2.4.1 Flow Chart for Determining Requirements for New Development Start Here 1 Does the site have 35% Yes See Redevelopment Minimum or more of existing ► Requirements and Flow Chart impervious coverage? (Figure 1-2.4.2). No Does the project convert ' acres or more of vegetation to Does the project result in lawn or landscaped areas,or 5,000 square feet,or No convert 2.5 acres or more of greater;of new plus ► native vegetation to pasture'? replaced hard surface area? \No Yes Yes Does the project result in 2,000 ■ square feet,or greater,of new plus All Minimum Requirements replaced hard surface area? apply to the new and replaced hard surfaces and converted Yes No vegetation areas. ■ Does the project have land Minimum Requirements#1 disturbing activities of 7,000 through#5 apply to the new , Yes square feet or greater? and replaced hard surfaces and the land disturbed. No ■ Minimum Requirement#2 applies. saft.:= Figure I-2.4.1 Flow Chart for Determining Requirements for New Development DEPARTMENT OF Re,Ased June 2015 EC O LOGY Please see httpl/www.ecy.wa.gav/capyright.himifor copyright notice including permissions, State of Washington limitation of liability,and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume I- Chapter 2-Page 37 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 TAB 1 (MINIMUM REQUIREMENT #2) • 1-2.5.2 Minimum Requirement#2 — Construction Stormwater Pollution Prevention Plan (SWPP) - All projects are required to complete Minimum Requirement 2. - Refer to the 13 Elements of the SWPP (See document below, complete and attach) - See attached Table 4.1.1, Table 4.2.1 and Table - Provide Engineering Calculations as an attachment for Sediment Ponds\Traps, Diversions, Waterways and Runoff/Stormwater Detention Calculations. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Table 4.1.1 Source Control BMP's by SWPPP Element Element it Element i2 Element 05 Elements E lament 09 Element ill Element e12 Element il3 BHP or Element Hare Prperce Estshllsh Stabilize Protect Control Maintain Manage the Protect Low 11ragetdlonlMsk Canstnaetlan Sala Slopes Polluterrta BMPs Project Impact Cleertno Limits Amiss flnrelenment 0EIP C1111: Reaming Natural Vegetation r ®HP C102:®utter Zones r r ®HP C1W:High VisIbIIty Plaetk or Metal Fence ®HP C101: StehltredConstructlon r Entrance!E:dt BHP C101:Wheel%ish r BMP C10T:Construction RoadlParkrrg r Area Stablludon SUP C120:Temporary and Perrmeent r Seeding ®HP C121: Mulching r r ®HP C122: Meta and Blankets r r ®HP C123: Pkudc Cowering r ®HP C124: Sodding r BHP C125: ioptolling!Composting r BHP C126: POI merrlrnide for Soil Erosion r Protection ®HP C131 Sudan Roughening r r ®HP C131:Gradient Terraces r r ®HP C140: Bust Control r ®HP C150: Materiels On Hand r r ®HP C151:Concrete Hiedllag r ®MP C152: Saurautdng and Surfacing r Polutlon Prevention BMP C15.1: Materiel Delver",Storage and Containment ®HP C154:Concrete WluhoutArea r ®MP C110:Ce:nlled Erosion and r r Sediment Control Lead ®EIP C112:Seheduing r Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Table 4.2.1 Runoff Conveyance and Treatment BMP's by SWPPP Element Funs nt#€ i3errrertl lB Element 411 m Eleent r3 Elewerit NUElenwrit 017 I Element MEI Element via BAP en-fIvii rrt Nano • Caelrol lrrdlsll Protaei PI~cGpe# control CentralMAIMED I [50• E'rolcGk L ow •'' rimy R#tai Sed'rr nt Sl iies :[ba p le iamb : Fs ihiLerIi Impact 0pmlrals mod Oali ]tYo lament l CM kW htephlfDike PRI. welu V' GNP C2I t: Grass-UMW CIi uiels it • 0LIR CZIM Charm.'L1ui li • I r BIM e202: Miwr Bare 'f EMIR CZU; Pipe Slopes oreirm mete C20d: 8ubaurfacu dralrp if shin C2U : LOAM Speedo if BMF C Chock Goers I tiF . . . . _ ,,..., Briar( oe: Triangular Sit DIN{I}entg ik'. V Ermaead Chrck Dam) .BMP C Or E%Adukioa . I I • EMIC 4: 9Iorrn Drain InletProheellon• IA Mr"Cat Brush Barrier I V • I iEIMPt:33 GJrh l Filler Berm -- - — �' • EMP C23•& Sit Fgncc I • . 1 1 IMP C2.94: W'Ailed Strip . if V BMP CDR libttiqc V EMIR C2361 VIagIIErtlre nitration d --- — - .__.. . . - - - - - — -- ...i VP SadFgrunE Trgp 1 le EMPC241: TIm etrary'S rtentPewd 1 I i --BMP C296e CosideriBellm 8lor made . I Chrerd eal i'restrrist I EIMP G2S1:Canetructon Stflrrrnralir If FIIlrallon • _— -- i EMP C2hZ Hide PI-1 Neulr'altratIod U irgi COI • BNIP CM:PH ContrdiprHlBh pliVilter I Version Date: October 7, 2019 Previous Version Date: February 20, 2019 13 Elements of SWPPP (Construction Stormwater Pollution Prevention Plan) Please check off boxes to show that each element has been read and understood. Provide details where applicable and if certain aspects are unnecessary or exempt, clearly justify. Details of the 13 Elements and the correlating BMPs are listed Above from the 2014 Stormwater Management Manual for Western Washington (SWMMWW). A link is provided on the City of Anacortes website, under Planning, Community, & Economic Development Department, as well as under Stormwater on the Engineering Division of Public Work's page. Owner Name: Stephen Smith Site Address: 1505 Harbor View Court Prepared By:_Dale Herrigstad P.E. The Stormwater checklist or building permit determined that: ❑ The 13 elements must be addressed ❑ These elements must be addressed for construction activity adding under for construction activity adding 2,000 2,000 sq. ft. of hard surface area. sq. ft. or more of hard surface area. This means that an attached narrative and site plan are required with this document. Under each element, provide the BMP's that will be applicable to your project. Use the attached Tables provided. ELEMENT 1: Preserve Vegetation/Mark Clearing Limits Before beginning land disturbing activities, including clearing and grading, clearly mark all clearing limits, sensitive areas and their buffers, and trees that are to be preserved within the construction area. E Retain the duff layer, native top soil, and natural vegetation in an undisturbed state to the maximum degree practical. A high visibility construction fence BMP C103 will be installed at the perimeter of the construction site except if and existing fence already exists or were silt fence is used. BMP will be installed as first step of construction. BMP C233, Silt Fence will also be used to mark the north and west perimeter of the construction site. BMP 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. ❑ Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective in preventing tracking sediment onto roads. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 n 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. n Control street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tributary to waters of the State. Construction Entrance from Harbor View Court to the West. 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. n 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. A silt fence BMP C233 is to be installed along the downhill north and west side of the property. A sediment trap will be identified on the northwest corner of the site. 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. n Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BMP, before the runoff leaves a construction site or before discharge to an infiltration facility. Runoff from fully stabilized areas may be discharged without a sediment removal BMP, but must meet the flow control performance standard in Element#3, bullet#1. ❑ Locate BMPs intended to trap sediment on-site in a manner to avoid interference with the movement of juvenile salmonids attempting to enter off-channel areas or drainages. ❑ Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas to increase sediment removal, and maximize stormwater infiltration. E 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. Per BMP C233 a silt fence will be installed as noted in element 3. To be installed prior to the start of construction. BMP to be monitored daily and repaired as needed. BMP C162 Scheduling. ELEMENT 5: Stabilize Soils ▪ Stabilize exposed and unworked soils by application of effective BMPs that prevent erosion. Applicable BMPs include, but are not limited to: temporary and permanent seeding, sodding, mulching, plastic covering, erosion control fabrics and matting, soil application of polyacrylamide (PAM), the early application of gravel base early on areas to be paved, and dust control. ▪ Control stormwater volume and velocity within the site to minimize soil erosion. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 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. P 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 P 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. P Minimize the amount of soil exposed during construction activity. ❑ Minimize the disturbance of steep slopes. n Minimize soil compaction and, unless infeasible, preserve topsoil. 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 and plastic covering. Install plastic covering per BMP C123 on Soils Stockpiles. BMP to be monitored daily and repaired as needed. Refer to Table 4.1.1 in MR#2. ELEMENT 6: Protect Slopes n Design and construct cut-and-fill slopes in a manner to minimize erosion. Applicable practices include, but are not limited to, reducing continuous length of slope with terracing and diversions, reducing slope steepness, and roughening slope surfaces (Ex: track walking). ❑ Divert off-site stormwater (run-on) or ground water away from slopes and disturbed areas with interceptor dikes, pipes, and/or swales. Off-site stormwater should be managed separately from stormwater generated on the site. ❑ At the top of slopes, collect drainage in pipe slop drains or protected channels to prevent erosion. o *Temporary pipe slope drains must handle the peak volumetric flow rate calculated using a 10- minute time step from a Type 1A, 10-year, 24-hour frequency storm for the developed condition. Alternatively, the 10-year, 1-hour flow rate predicted/indicated by an approved continuous runoff model, increased by a factor of 1.6, may be used. The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the Western Washington Hydrology Model (WWHM) to predict flows, bare soil areas should be modeled as "landscaped" area. o Where 15-minute time steps are available in an approved continuous runoff model, they may be used directly without a correction factor. n Place excavated material on the uphill side of trenches, consistent with safety and space considerations. ❑ Place check dams at regular intervals within constructed channels that are cut down a slope. ❑ Consider soil types and its potential for erosion. ❑ Stabilize soils on slopes, as specified in Element 5. BMP combinations are the most effective method of protecting slopes with disturbed soils. Ex: Use both mulching and straw erosion control blankets. The site is steep with 15 to 19% slope in the area of the construction. 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. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 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). E Where possible, protect all existing storm drain inlets so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. • Keep all approach roads clean. Do not allow sediment and street wash water to enter storm drains without prior and adequate treatment unless treatment is provided before the storm drain discharges to waters of the State. ▪ Inlets should be inspected weekly at a minimum and daily during storm events. Per detail 1-40.20-00 Storm Drain Inlet protection devices will be installed at existing catch basins in the immediate vicinity of the project. To be installed prior to the start of any construction. The nearest downstream CB is at the intersection of Oakes Avenue and Harbor View Place. BMP to be monitored daily and repaired as needed. ELEMENT 8: Stabilize Channels and Outlets ❑ Design, construct, and stabilize all on-site conveyance channels to prevent erosion from the following expected peak flows: o *Channels must handle same peak volumetric flow rate as temporary pipe slope drains listed in Element 6, above. ▪ Provide stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent streambanks, slopes, and downstream reaches at the outlets of all conveyance systems. ❑ The best method for stabilizing channels is to completely line the channel with a blanket product first, then add check dams as necessary to function as an anchor and to slow the flow of water. No stormwater runoff will be conveyed off site via channels, swales, or streams. ELEMENT 9: Control Pollutants ❑ Design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants. ▪ Handle and dispose of all pollutants, including waste materials and demolition debris that occur on-site in a manner that does not cause contamination of stormwater. ❑ Provide cover, containment, and protection from vandalism for all chemicals, liquid products, petroleum products, and other materials that have the potential to pose a threat to human health or the environment. On-site fueling tanks must include secondary containment. Secondary containment means placing tanks or containers within an impervious structure capable of containing 110% of the volume contained in the largest tank within the containment structure. Double-walled tanks do not require additional secondary containment. ❑ Conduct maintenance, fueling, and repair of heavy equipment and vehicles using spill prevention and control measures. Clean contaminated surfaces immediately following any spill incident. ❑ Discharge wheel wash or tire bath wastewater to a separate on-site treatment system that prevents discharge to surface water, such as closed-loop recirculation or upland land application, or to the sanitary sewer, with local sewer district approval. Wheel wash or tire bath wastewater should not include wastewater from concrete washout areas. ❑ Apply fertilizers and pesticides in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Follow manufacturers' label requirements for application rates and procedures. ❑ Use BMPs to prevent contamination of stormwater runoff by pH-modifying sources. The sources for this contamination include, but are not limited to: bulk cement, cement kiln dust, fly ash, new concrete washing and curing waters, waste streams generated from concrete grinding and sawing, exposed aggregate processes, dewatering concrete vaults, concrete pumping, and mixer washout waters. Adjust the pH of stormwater if necessary to prevent violations of the water quality standards. ❑ Assure that washout of concrete trucks is performed off-site or in designated concrete washout areas Version Date: October 7, 2019 Previous Version Date: February 20, 2019 only. Do not wash out concrete trucks onto the ground, or into storm drains, open ditches, streets, or streams. Do not dump excess concrete on site, except in designated concrete washout areas. Concrete spillage or concrete discharge to surface waters of the State is prohibited. Do not use upland land applications for discharging wastewater from concrete washout areas. ❑ Obtain written approval from Ecology and provide to the City before using chemical treatment other than CO2 or dry ice to adjust pH. ❑ Woody debris may be chopped and spread on site. ❑ Conduct oil changes, hydraulic system drain down, solvent and de-greasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff using spill prevention measures, such as drip pans. ▪ Clean contaminated surfaces immediately following any discharge or spill incident. Emergency repairs may be performed on-site using temporary plastic placed beneath and, if raining, over the vehicle. 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 ▪ Discharge foundation, vault, and trench dewatering water, which have characteristics similar to stormwater runoff at the site, into a controlled conveyance system before discharge to a sediment trap or sediment pond. Discharge clean, non-turbid de-watering water, such as well-point ground water, to systems tributary to, or directly into surface waters of the State, as specified in Element 8, provided the de-watering flow does not cause erosion or flooding of receiving waters or interfere with the operation of the system. Do not route clean dewatering water through stormwater sediment ponds. Note that "surface waters of the State" may exist on a construction site as well as off site; for example, a creek running through a site. P Handle highly turbid or contaminated dewatering water separately from stormwater. Other treatment or disposal options may include: 1. Infiltration 2. Transport off-site in a vehicle, such as a vacuum flush truck, for legal disposal in a manner that does not pollute state waters. 3. Ecology-approved on-site chemical treatment or other suitable treatment technologies. 4. Sanitary or combined sewer discharge with local sewer district approval, if there is no other option. 5. Use of a sedimentation bag with outfall to a ditch or swale for small volumes of localized dewatering. ❑ Construction equipment operation, clamshell digging, concrete tremie pour, or work inside a cofferdam can create highly turbid or contaminated dewatering water. I Discharging sediment-laden (muddy) water into waters of the State likely constitutes a violation of water quality standards for turbidity. The easiest way to avoid discharging muddy water is through infiltration and preserving vegetation. A temporary sediment trap will be located in the North West corner of the construction area. If dewatering is necessary it may discharge to the temporary sediment trap. The sediment trap will be designed for a 9,200 sf impervious area or 0.21 acres where the developed 2 year flow is 0.05 cfs X 2080 sf/cfc flow = 104 sf surface area plan or 11'x11' square surface pond area minimum. ELEMENT 11: Maintain BMPs L Maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to assure continued performance of their intended function in accordance with BMP specifications. ▪ Remove all temporary erosion and sediment control BMPs within 30 days after achieving final site stabilization or after the temporary BMPs are no longer needed. Some temporary erosion and sediment Version Date: October 7, 2019 Previous Version Date: February 20, 2019 control BMPs are bio-degradable and designed to remain in place following construction such as compost socks. ▪ Provide protection to all BMPs installed for the permanent control of stormwater from sediment and compaction. All BMPs that are to remain in place following completion of construction shall be examined and placed in full operating conditions. If sediment enters the BMPs during construction, it shall be removed and the facility shall be returned to the conditions specified in the construction documents. n Remove or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting from removal of BMPs or vegetation. BMP to be monitored daily and repaired as needed and or as required by the City of Anacortes. Weekly reports are required to be submitted to the building department. ELEMENT 12: Manage the Project— Projects subject to Minimum Requirements 1-9 must have a Certified Erosion and Sediment Control Lead (CESCL) for site inspections. Projects subject to Minimum Requirements 1-5 do not require the inspector to be certified. By the initiation of construction, the SWPPP must identify the CESCL or inspector, who shall be present on-site or on-call at all times. ❑ Phase development projects to the maximum degree practicable and take into account seasonal work limits to prevent soil erosion and prevent transporting sediment from the site during construction. ▪ Inspection and monitoring — Inspect, maintain, and repair all BMPs as needed to assure continued performance of their intended function. Maintain, update, and implement the SWPPP. ❑ Clearing and grading activities for developments shall be permitted only if conducted using an approved site development plan (e.g., subdivision approval). ❑ From Oct 1 through Apr 30, clearing, grading, and other soil disturbing activities is permitted only if shown that the site operator will prevent silt-laden runoff from leaving the site through a combination of the following: 1. Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters. 2. Limit activities and the extent of disturbed areas. 3. Proposed erosion and sediment control measures. Weather conditions can influence the seasonal limitation on site disturbance. The City of Anacortes has the authority to take enforcement action per AMC 19.76 Stormwater. The following activities are exempt from the seasonal clearing and grading limitations: 1. Routine maintenance and necessary repair of erosion and sediment control BMPs; 2. Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil 3. Activities where there is 100% infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. BMP to be monitored daily and repaired as needed and the responsibility of the owner. Project does not require a certified CESCL. ELEMENT 13: Protect Low Impact Development BMPS If implementing any bioretention facilities or rain gardens, refer to the applicable BMP sections of the Manual for requirements. No LID BMPS are proposed. Applicant Signature Date Version Date: October 7, 2019 Previous Version Date: February 20, 2019 13MP T5.13: Post-Construction Soil Quality and Depth Purpose and Definition Naturally occurring (undisturbed)soil and vegetation provide important stormwater func- tions including:water infiltration; nutrient,sediment,and pollutant adsorption;sediment and pollutant biofiltration;water interflow storage and transmission;and pollutant decom- position.These functions are largely lost when development strips away native soil and vegetation and replaces it with minimal topsoil and sod. Not only are these important stormwater functions lost,but such landscapes themselves become pollution generating pervious surfaces due to increased use of pesticides,fertilizers and other landscaping and household/industrial chemicals,the concentration of pet wastes,and pollutants that accompany roadside litter. Establishing soil quality and depth regains greater stormwater functions in the post devel- opment landscape, provides increased treatment of pollutants and sediments that result from development and habitation,and minimizes the need for some landscaping chem- icals,thus reducing pollution through prevention. Applications and Limitations Establishing a minimum soil quality and depth is not the same as preservation of nat- urally occurring soil and vegetation. However, establishing a minimum soil quality and depth will provide improved on-site management of stormwater flow and water quality. Soil organic matter can be attained through numerous materials such as compost,com- posted woody material, biosolids,and forest product residuals. It is important that the materials used to meet the soil quality and depth BMP be appropriate and beneficial to the plant cover to be established. Likewise, it is important that imported topsoils improve soil conditions and do not have an excessive percent of clay fines. This BMP can be considered infeasible on till soil slopes greater than 33 percent. Design Guidelines . Soil retention. Retain, in an undisturbed state,the duff layer and native topsoil to the maximum extent practicable. In any areas requiring grading remove and stock- pile the duff layer and topsoil on site in a designated,controlled area, not adjacent to public resources and critical areas,to be reapplied to other portions of the site where feasible. . Soil quality. All areas subject to clearing and grading that have not been covered by impervious surface, incorporated into a drainage facility or engineered as struc- tural fill or slope shall,at project completion,demonstrate the following: 1. A topsoil layer with a minimum organic matter content of 10% dry weight in planting beds,and 5%organic matter content in turf areas, and a pH from 6.0 2014 StormwaterManagement Manual for Western Washington Volume V- Chapter 5-Page 911 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 to 8.0 or matching the pH of the undisturbed soil.The topsoil layer shall have a minimum depth of eight inches except where tree roots limit the depth of incorporation of amendments needed to meet the criteria. Subsoils below the topsoil layer should be scarified at least 4 inches with some incorporation of the upper material to avoid stratified layers,where feasible. 2. Mulch planting beds with 2 inches of organic material 3. Use compost and other materials that meet these organic content require- ments: a. The organic content for"pre-approved"amendment rates can be met only using compost meeting the compost specification for BMP T7.30: Bioretention Cells, Swales,and Planter Boxes(p.959),with the excep- tion that the compost may have up to 35% biosolids or manure. The compost must also have an organic matter content of 40%to 65%, and a carbon to nitrogen ratio below 25:1 . The carbon to nitrogen ratio may be as high as 35:1 for plantings com- posed entirely of plants native to the Puget Sound Lowlands region. b. Calculated amendment rates may be met through use of composted material meeting (a.)above; or other organic materials amended to meet the carbon to nitrogen ratio requirements, and not exceeding the contaminant limits identified in Table 220-B, Testing Parameters, in WAC 173-350-220. The resulting soil should be conducive to the type of vegetation to be established. . Implementation Options:The soil quality design guidelines listed above can be met by using one of the methods listed below: 1. Leave undisturbed native vegetation and soil, and protect from compaction during construction. 2. Amend existing site topsoil or subsoil either at default"pre-approved"rates, or at custom calculated rates based on tests of the soil and amendment. 3. Stockpile existing topsoil during grading, and replace it prior to planting. Stockpiled topsoil must also be amended if needed to meet the organic mat- ter or depth requirements, either at a default"pre-approved"rate or at a cus- tom calculated rate. 4. Import topsoil mix of sufficient organic content and depth to meet the require- ments. 2014 Stormwater Management Manual for Western Washington Volume V- Chapter 5-Page 9/2 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 More than one method may be used on different portions of the same site. Soil that already meets the depth and organic matter quality standards, and is not com- pacted, does not need to be amended. Planning/PermittingllnspectionNerification Guidelines & Procedures Local governments are encouraged to adopt guidelines and procedures similar to those recommended in Guidelines and Resources For Implementing Soil Quality and Depth BMP T5.13 in WDOE Stormwater Management Manual for Western Washington. This document is available at: http:llwww.soilsfcrsalmon.org/pdf!Soil BMP Manual.pdf Maintenance • Establish soil quality and depth toward the end of construction and once estab- lished, protect from compaction,such as from large machinery use, and from erosion. • Plant vegetation and mulch the amended soil area after installation. . Leave plant debris or its equivalent on the soil surface to replenish organic matter. • Reduce and adjust,where possible,the use of irrigation,fertilizers, herbicides and pesticides, rather than continuing to implement formerly established practices. Runoff Model Representation Areas meeting the design guidelines may be entered into approved runoff models as "Pasture" rather than "Lawn." Flow reduction credits can be taken in runoff modeling when BMP T5.13: Post-Con- struction Soil Quality and Depth is used as part of a dispersion design under the con- ditions described in: • BMP T5.10B: Downspout Dispersion Systems(p.905) . BMP T5.11 : Concentrated Flow Dispersion (p.905) • BMP T5.12: Sheet Flow Dispersion (p.908) • BMP T5.18: Reverse Slope Sidewalks (p.937) • BMP T5.30: Full Dispersion (p.939)(for public road projects) 2014 Stormwater Management Manual for Western Washington Volume V- Chapter 5-Page 913 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Figure V-5.3.3 Planting bed Crass-Section MuIc — r..__, Clii $11 Loose sot with visible dark organic matter } 4'' Loose or 1 fractured subsoil Reprinted from Guidelines and Resources For implementing Soil Quality and Depth EI MP T5.13 in WDOE Stormwater Management Manual for Western NOT TO SCALE Washington,2010.Washington Organic Recycling Council MOM= Figure V-5.3.3 ullgi Planting Bed Cross-Section DEPARTMENT OF Revised January 2016 ECOLOGY Please see hffpllwww.ecy.wa.godcopyright.hfmlfa copyright notice including permissions. State Of Washington limitation of liability.and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume V- Chapter 5-Page 914 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 111-3.1.3 Perforated Stub Out Connections (BMP T5.1OC) A perforated stub out connection is a length of perforated pipe within a gravel filled trench that is placed between roof downspouts and a stub out to the local drainage sys- tem. Figure III-3.1 .8 Perforated Stub-Out Connection (p.466)illustrates a perforated stub out connection.These systems are intended to provide some infiltration during drier months. During the wet winter months,they may provide little or no flow control. Applications & Limitations Perforated stub-outs are not appropriate when seasonal water table is less than one foot below trench bottom. In projects subject to 1-2.5.5 Minimum Requirement#5: On-site Stormwater Management (p.55), perforated stub-out connections may be used only when all other higher priority on-site stormwater management BMPs are not feasible, per the criteria for each of those BMPs. Select the location of the connection to allow a maximum amount of runoff to infiltrate into the ground (ideally a dry, relatively well drained, location). To facilitate maintenance, do not locate the perforated pipe portion of the system under impervious or heavily com- pacted (e.g.,driveways and parking areas)surfaces. Use the same setbacks as for infilt- ration trenches in 111-3.1.1 Downspout Full Infiltration Systems(BMP T5.10A) (p_452). Have a licensed geologist, hydrogeologist,or engineering geologist evaluate potential runoff discharges towards landslide hazard areas. Do not place the perforated portion of the pipe on or above slopes greater than 20%or above erosion hazard areas without evaluation by a professional engineer with geotechnical expertise or qualified geologist and jurisdiction approval. For sites with septic systems,the perforated portion of the pipe must be downgradient of the drainfield primary and reserve areas. This requirement can be waived if site topo- graphy will clearly prohibit flows from intersecting the drainfield or where site conditions (soil permeability, distance between systems, etc.) indicate that this is unnecessary. Design Criteria Perforated stub out connections consist of at least 10 feet of perforated pipe per 5,000 square feet of roof area laid in a level,2 foot wide trench backfilled with washed drain rock. Extend the drain rock to a depth of at least 8 inches below the bottom of the pipe and cover the pipe. Lay the pipe level and cover the rock trench with filter fabric and 6 inches of fill (see Figure 111-3.1.8 Perforated Stub-Out Connection (p.466)). Runoff Model Representation Any flow reduction is variable and unpredictable. No computer modeling techniques are allowed that would predict any reduction in flow rates and volumes from the connected 2014 Stormwater Management Manual for Western Washington Volume 111- Chapter 3-Page 465 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 area. Figure III-3.1.8 Perforated Stub-Out Connection random fill He'::nY ''-' -= •::t'fk:+: 6^ :-t, ' yrnn:�,. . s"c Ff" •.-.--'may filter fabric K�;lfe-Ilteli; 4"pert pipe 15 min. r�fi�Fiel .tea is frail;`� .:fir r+��e fl�r �� 1%"-X"washed rack I- 24"min. Trench X-Section slope to road ~ drainage system 2'x 10'' level trench wlperf pipe Plan View of Roof NOT TO SCALE Ma.= Figure III-3.1 .8 ulUI Perforated Stub-Out Connection DEPARTMENT O F Revised December 2015 ECOLOGY Please see httpi/www.ecy.wa.goulcopyright.htmt for copyright notice including permissions. State of Washington limitation of liability,and disdaimer. 2014 Stormwater Management Manual for Western Washington Volume 111- Chapter 3-Page 466 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 APPENDIX 1 - Survey performed by a Professional Land Surveyor SMITH 4 LOT SHORT PLC IN THE S.W. 1/4, SEC. 22, TWP 35 N., RNG CITY OF ANACORTES, WASHINGTON LATER LK TABLE �6E, sEr REBA&CAP IDIUS LE WIN DELTA . 1'WEST OF - � ` � �� 204' 71110. 3v07 r' Da mizr 165 . ' o! 0" LOT 1 '� s .77 :.�`` RESUME MaLINIED ll25,921 SF L 50_32_E Lr29.71' ' Faxw R & = 0.56-44'31' 0 10' PRIVATE UTILITY EASEMENT n/&&&Me CAP FAF 120070103411E a 1' r_.- \ CENTERLINE OF 20' COMMON WOOD r r^ , 'ORNEWAY EASEMENT AF 23.6'..IENCE r'• , \ ‘,9311050076 ENCROACHMENT g 30' PRIVATE ROAD AND EASEMENT I �& Si �# -� r i Ili 109.43' 1D.00' 1 65 c, g . '+ 58B'48'211 199.43' H .I ._ MLITY FJ�SEM+Ex4rT J 1 1 QLD LOT 1 167 r r ND • ',?1 E 1: 7: r 1 I , 25 275 SF ,APE wml !. SSA?�'� / srRMams REQUREo '` �. V ell- J �/ /t ACCESS ANcte : t, a I X .:••_ / Q J UTkLIIY ESLLT JI N9a00'001 143.02'0/41" . .i,'' oLD carp �'�' _x. •; X. ,, L® ai 9 LOT 3 1 .:1'82 la. spRouns25 491 SF k`' Ill dd�l.JI . 24 967 SF `' ,f,`�`,4, )0� RESEO CE i sPfAEM RBQIeiED ,:, # o IN RLSDEMII / I r ,g - .'1.13I. $BB'S0'52W1 14O 1' ,.:f' v lito. 95 1 _ - "r,. 1 a' tau v, PLAT OF HARBOR .,, -=.. , � ;' `'\ ;:�' ''' �` FENCE �' VIEW ESTATES 1 4 -''4..:;--..,, 1 10 ^ _' ? AF 9311050076 1 D' 1LN TE U11 T T r �' - EASEoptur :`" ,_:: 3 ,y' '',t \ h : ORT`'PLAT 05-008 i- e°' r,, 1 < F #200702060091 �- r (41 ,• .,155(....4...--:'141 ,,,,,,,,,,H10- \' !� 7 PLAT OF HARBOR hi N. j+ VIEW PLACE W „ ` 5 AF 0931105007fi — — — L :. : FN CASE&COWER 7 1a-23-os ' VIEW PLACE — — SiIRYEYURS CERTIFICATE SHORT - ---e u- I hereby certify thof. the SAtTFH 4-LOT 5?i PLAT is based upon an I and subdivision performed by me or under my supervision of Section APPENDIX 3 — Model Soil Management Plan for BMP T5.13 An alternate document acceptable to the City of Anacortes is a Test Report provided by the Soils Supplier that identifies the soils to be used meet the specifications outlined under Minimum Requirement 5. The specifications are in both WSDOT and CSI Formats. For specifications, refer to the above referenced PDF. This submittal can be a deferred submittal since most projects are not sure who the supplier will be at the time of building permit application. For projects that trigger Minimum Requirements 1 through 5, the Test Report will be provided to the Building Department. Projects triggering Minimum Requirements 1 through 9, the Test Report will be provided to the Engineering Department. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 DEFERRED SUBMITTAL: PROVIDE A TEST REPORT FROM SOILS SUPPLIER TO THE BUILDING DEPT. PROJECT INFORMATION "Model Soil Management Plan for BMP T5.13" age# of pages Complete all information on page 1;only site address and permit number on additional pages. Site Address/Lot No.: Permit Type: Permit Number: Permit Holder: Phone: Mailing Address: Contact Person: Phone: Plan Prepared By: ATTACHMENTS REQUIRED(Check off required items that are attached to this plan) Site Plan showing,to scale: Areas of undisturbed native vegetation(no amendment required) New planting beds and turf areas(amendment required) L Type of soil improvement proposed for each area ____I Soil test results(required if proposing custom amendment rates) Product test results for proposed amendments AREA# (should match Area#on Site Plan) PLANTING TYPE Turf _Undisturbed native vegetation Planting Beds _Other: SQUARE FOOTAGE OF THIS AREA: square feet SCARIFICATION _inches(depth)of scarification needed to achieve finished total 12"loosened depth. Subsoil will be scarified PRE-APPROVED inches of compost or imported topsoil applied AMENDMENT METHOD: X 3_1 (conversion factor, inches to cubic yards) PRODUCT: Topsoil import =cu.yards per 1,000 sq. ft. _Amend with compost X ,000s sq.ft. in this area _Stockpile and amend =cubic yards of amendment —*—*—*—*—* QUANTITY: CU.YDS. ( cu.yds. stockpiled) (needed to cover this area to designated depth) CUSTOM AMENDMENT Attach test results and calculations. Topsoil import inches organic matter or topsoil import PRODUCT: Topsoil&compost lift X 3_1 Amend =cu.yards/1,000 sq.ft. Stockpile and amend X ,000s sq.ft. in this area ( cu.yds. stockpiled) =cubic yards of amendment ——*—*—— QUANTITY: CU.YDS. MULCH ,000 sq.ft. PRODUCT: X 6.2 (conversion, to give 2 inch mulch depth) =cubic yards of mulch —————— QUANTITY: CU.YDS. TOTAL AMENDMENT/TOPSOIL/MULCH FOR ALL AREAS(complete on page 1 only, totaling all areas/pages in this Plan) ❑ Product#1: ❑Quantity: cu.yds. ❑ Test Results: %organic matter C:N ratio<25:1 (except mulch,or<35:1 for native plants) "stable"(yes/no) ❑ Product#2: ❑Quantity: cu.yds. ❑ Test Results: %organic matter C:N ratio<25:1 (except mulch,or<35:1 for native plants) "stable"(yes/no) ❑ Product#3: ❑Quantity: cu.yds. ❑ Test Results: %organic matter C:N ratio<25:1 (except mulch,or<35:1 for native plants) "stable"(yes/no) Date: Inspector: Approved: Revisions Required: Date: Inspector: Approved: Revisions Required: Version Date: October 7, 2019 Previous Version Date: February 20, 2019 APPENDIX 4— Determining Construction Site Sediment Damage Potential (Appendix 7 — NPDES Phase II Permit) Note: See attached. All projects within the City of Anacortes are required to complete that document under Appendix 4. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 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 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 A site is not hydraulically near a feature if one of the following takes place to provide attenuation before runoff from the site enters the feature: iv. Sheet flow through a vegetated area with dense ground cover v. Flow through a wetland not included as a sensitive feature vi. Flow through a significant shallow or adverse slope, not in a conveyance channel, between the site and the sensitive feature. Identify any of the sediment/erosion sensitive features from step one that are hydraulically near the site, and proceed to step three. If none of the sediment/erosion sensitive features are hydraulically near the site, the assessment is complete. vii. STEP 3 — Construction Site Sediment Transport Potential Using the worksheet below, determine the total points for each development site. Assign points based on the most critical condition that affects 10% or more of the site. If soil testing has been performed on site, the results should be used to determine the predominant soil type on the site. Otherwise, soil information should be obtained from the county soil survey to determine Hydrologic Soil Group (Table of Engineering Index Properties for step 1.D) and Erosion Potential (Table of Water Features for step 1.E) When using the county soil survey, the dominant soil type may be in question, particularly when the site falls on a boundary between two soil types or when one of two soil types may be present on a site. In this case, the soil type resulting in the most points on the rating system will be assumed unless site soil tests indicate that another soil type dominates the site. Use the point score from Step 3 to determine whether the development site has a high potential for sediment transport off of the site. Total Score Transport Rating <100 Low 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°/a 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 0 TOTAL POINTS 140 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) See full scale ECS plan. APPENDIX 6 — Documented Site Photos (Show all directions of the site, including frontage) Location: 1505 Harbor View Court Description of the photo: Looking east from road Photo taken b : Dale Herrigstad •. �. . .. ... „.,.„... ,.. ..,,, .0 . „J. . ..,._,. , _,. . _ .,. _, • . iii,...„.... . •• _.. .,..... . , .,,,,..,..,„ . ., ..,_:, ...... ..„.......,.. _, . . •_ :. , ... ;_., 4... ....,...... ._ ,. ..., .. ,... ,„ , ,......• ... • .. . . .. . _, . i'1:j i.e.. - ' .., ems_. • 4 / r,�v e ,1 , _ _ . - � • w EROSION CONTROL NOTES A. A CERTIFIED EROSION AND SEDIMENTATION CONTROL SUPERVISOR (ESC) IS REQUIRED. Q THE ESC SUPERVISOR MUST HAVE ATTENDED A CERTIFIED EROSION AND SEDIMENTATION CONTROL CALSS WITHIN 3—YEARS FROM TODAY'S DATE. MUST PROVIDE CERTIFICATION G=l B. THE CERTIFIED EROSION AND SEDIMENTATION CONTROL SUPERVISOR WILL OVERSEE AND \ I BE RESPONSIBLE FOR ALL EROSION CONTROL. THE FACILITIES SHALL BE INSPECTED DAILY AND MAINTAINED TO ENSURE PROPER FUNCTIONING. WRITTEN RECORDS SHALL BE KEPT OF WEEKLY REVIEWS AND AFTER EVERY SIGNIFICANT STORM EVENT OF THE ESC FACILITIES DURING THE WET SEASON (OCTOBER 1 TO APRIL 30). MONTHLY REVIEWS DURING THE CID DRY SEASON (MAY 1 TO SEPTEMBER 30). WRITTEN RECORDS SHALL BE TURNED INTO THE z PROJECT MANAGER OR INSPECTOR ON A WEEKLY BASIS AT THE WEEKLY SCHEDULED O PROJECT MEETINGS. - C. EROSION CONTROL MEASURES SHALL BE IN PLACE PER THE APPROVED SET OF PLANS W PRIOR TO ANY CONSTRUCTION START. W \ D. THE EROSION CONTROL SHALL BE INSPECTED ONCE A DAY AND MODIFIED TO MEET THE \ SURROUNDING CONDITIONS AS NEEDED. 0 5i EAST O 1 .5�' E. PROVIDE A SIGN DISPLAYING A 24—HOUR CONTACT NUMBER AND NAME OF THE ESC SUPERVISOR. THE LETTER SIZE SHALL BE A MINIMUM OF 2—INCH LETTERS. THIS SHALL BE h.,,i p IN PLACE PRIOR TO CONSTRUCTION START. REMEMBER, THE LOOK OF THE SIGN WILL BE A C� \6 , REFLECTION OF THE CONTRACTOR, DEVELOPER AND DEVELOPMENT. 0 - LOT 1 � `� i ('J F. THE STORM DRAIN SYSTEM AND EXISTING DITCHES SHALL BE CLEANED DAILY (SECTION 7— fa; / \ 25, 07ADRAINAGESYSTEMSSHALBECEANEDTOTHE ACCEPTANCE OF THE CITY OF �j coo `\ ANACORTES PRIOR TO THE ACCEPTANCE OF THE PROJECT. 1 P 105260 _ e G. STABILIZED CONSTRUCTION ENTRANCES AND ROADS SHALL BE INSTALLED AT THE BEGINNING �1, O BMP C2.40 TEMP. O X X�X N OF CONSTRUCTION AND MAINTAINED DURING THE DURATION OF THE PROJECT. ADDITIONAL �0 _X MEASURES MAY BE REQUIRED SUCH AS WASH PADS TO ENSURE THAT ALL PAVED AREAS ARE Q BMP C233 w cc SEDIMENT TRAP �X r KEPT CLEAN. NO MUD IS ALLOWED TO ENTER ONTO CITY STREETS. E-4 c� �' � _ _ SILT FENCE a� 11 ' X 11 ' SURFACE ARE=/ H. ANY SOILS EXPOSED THAT WILL NOT BE DISTURBED FOR TWO (2) DAYS DURING THE WET ,� ABOVE OVERFLOW ° \ \_� (24 w SEASON OR SEVEN (7) DAYS IN THE DRY SEASON SHALL BE IMMEDIATELY STABILIZED WITH SEE DETAIL \\ �� VBMP C123 \GJ/ APPROVED ESC METHODS (SEEDING, MULCHING, PLASTIC COVERING, ETC.) W R 30.00 \ � LC) I. TWO (2) WEEKS PRIOR TO THE BEGINNING OF THE WET SEASON (OCTOBER 1), ALL DISTURBED x \ \ T ��CKPILE AREAS SHALL BE REVIEWED TO IDENTIFY WITHCH ONES CAN BE SEEDED IN PREPARATION FOR �j - L=29.71 \ LOCATION. COVER WITH THE WINTER RAINS. DISTURBED AREAS SHALL BE SEEDED WITHIN ONE (1) WEEK OF THE x624 \ ST W OR VIS EEN \ BEGINNING OF THE WET SEASON. A SKETCH MAP OF THOSE AREAS TO BE SEEDED AND THOSE D=5 6°44'31 " // / \ _ AREAS TO REMAIN UNCOVERED SHALL BE SUBMITTED TO THE PROJECT MANAGER. THE PROJECT w O BMP C233 ;' \ MANAGER CAN REQUIRE ADDITIONAL AREAS IN ORDER TO PROTECT SURFACE WATERS, ADJACENT CD � C\2 / / / PROPERTIES OR DRAINAGE FACILITIES. cY'D Z CO-7.../, SILT FENCE x P C154 J\ D . PENALTIES FOR AN EROSION CONTROL VIOLATION ARE SUBJECT TO A $300 TO $1,000 FINE 0 RETE BMP T5.10C OUSE �� -h G UNDER CHAPTER 17.66 — PENALTIES FOR VIOLATION (AMC). EACH DAY IS CONSIDERED L_____ 10 PERFORATED Q c C A DIFFERENT VIOLATION. 4-4 _� - ■BOUT X PVC STUB OUT 4'687 J I REMOVE ALL TEMPORARY EROSION CONTROL MEASURE WHEN THE SITE IS LANDSCAPED AND SOILS ARE WP\ ` `\ \ SD SIDE SEE DETAI 1505 HARBOR VIEW N`� 00 STABILIZED. 4 \� / o x x x x FE\CE ALL DEWATERING SHALL DISCHARGE INTO A SEDIMANT TRAP OR SEDIMENT POND. !� 00 � y COURT /� _ ��\ ` 6" \ SIDE UNDERGROUND P THE CONTRACTOR IS TO PROVIDE TO THE CITY INSPECTOR THEIR SPILL PREVENTION PROGRAM TO BE INPLACE \s � / I POWER UGP CONSTRUCTION. B TYPE1 _ v v \ y �— SA\ITAY _ ss RIM=131 .15' y \ ` v \� \ V y \ SEWERcn I.E.=1 I) \ CONCRETE \c) STORN — a' iii \ V� \ �c �� - SD4520 b CD DRIVE AND \ I SEWER BMP C220 30' P IVATE�\ �� �� II^11 \\ �� 4511 461 I I I 4602 9506 9403 DRAIN INLE O ROAD & 1 I ��► ( c } PARKING \ I WATER _ �4517 4515 \ �� +� PROTECTIO Cl) EX. SCO I �I 3,814 SF NAI\ W 96� �� \ 9510 -, 4519 WSDOT UTILITY / K I V AI\ EZL DETAIL EASEVE\T I I I _ __ V Catch 3asin 1118 4610C 4��� 4512 / 4�0 �� I _ I I ® , 4514\ A —40.20-0 — 4 Sanitary Sewer Clean Out ° A 4516 \ 4502 ® � La,` �, 4518 �� / / yy I :: ° �� , �' Sanitary Sewer v a n Hole 9612 V 11, 9506 Q) �� , , I I BMP C105/C107 48 21 E 1 ° 9 .43 L' ‘24 / to 1 \ ONSTRUCTION ENTRANCE FE\CE Water fVeter ® �14 � 4512 �4505 ��' o o I / / I �I 1 EASEVE\T E V E\ 46164514OO_`(�Q4� W O\ / / III \ RUSHED ROCK BASE •' 9518 �� ` - r4/ \ . 4520O ^ w�4618 �, ` 4513 2 V / I I I AREAS ' . 4517 \ i� O / / \ = I 4620 . 4519 O / / \ . I Ii LOT AREA 25,921 SF \ 46°2 ►`<P 0 ,-., a a / / I I C \ ROOF AREA = 4,687 SF 11P ,,A 9606 '�°^ �.���� / O w / / C I DRIVEWAY AND SIDEWALKS =3,814 SF '�` 4610 `y!: a� 1 ,/ 10'4• / 4 / / 0 I I 0 \ DECK = 647 SF •/ / I m 1 /il U TOTAL IMPERVIOUS = 9,148 SF 4J1B /✓ 9618 •' 4�7 4504 4502 ° y�Iu�y, / 4]00 4611 / ® O 1309 1311 1313 1315 _ 4005 ` 4501 In 4706I45064911 4503\ 317 / ^ lI III I I 9907 9808 4604 97I6\ 12 _ 4703 4600 • 4505 O / / I 1319 Ono 470] I9903 _ �� / / 1 I 1401 47114606 4601I / • 4205 /.a ,/ \ \ 1 I 1 GRAPHIC SCALEg �,•/ 9608A 4603 v/)t 9715 ` 20 0 10 20 1w40 80 4815 4811 4809 480] 4803 9]19 \ P� 4605 4 1403 4610 _rA♦r` 1405 - — 4y. 4612 P` 450. 4820 • • / `� V 4708 4607Ns / • Or�` 4706 4609 4502 • 4503 ( IN FEET ) 1 inch = 20 ft. 4902 �1548 3 4817 'Or*" ♦ 4704 4611 4504 4505 4901 r 9819 \ •�� • 4602 4507 4702 4700 . F l 4903 C)• 4509 9604 1. Size the Below Inlet Grate Device (BIGD) for the storm water structure it 4907 9905 4511 will service. '.4909 4606 CONSTRUCTION STANDARDS - ���• 4603 \ ° \ 2. The BIGD shall have a built—in high—flow relief system (overflow bypass). 4605 4 ') 3 The retrieval system must allow removal of the BIGD without spilling the O(Z-- 4608 4506 collected material. ALL IMPROVEMENTS IN CITY RIGHT—OF—WAY SHALL BE CONSTRUCTED TO THE CURRENT WSDOT SPECIFICATION AND 4W Q7 • 460' Perform maintenance in accordance with Standard Specification 8-01.3(15). CURRENT CITY OF ANACORTES ENGINEERING STANDARDS. $r 4610 o O 45N 1 4. ` 4609 O p 4510 9503 4612 CD +ate Q 4512 5" MAX. SOIL AMENDMENT NOTE 4802 4805 • 4611 Q 4505 4514 • 4700 4s°7 DRAINAGE GRATE 4809 4811 TRIM 4613 / BMP T5.13: POST CONSTRUCTION SOIL QUALITY AND DEPTH. ° , 44509 GRATE FRAME & ' SEE APPENDIX OF DRAINAGE REPORT FOR SPECIFICATION ON PROVIDING SOIL AMENDMENTS FOR ALL DISTURBED \iii --� _ A-- SOILS OUT SIDE OF IMPERVIOUS AREA AROUND BUILDING AND PAVED AREAS. DRAINAGE GRATE !f RECTANGULAR GRATE SHOWN RETRIEVAL SYSTEM(TYP.) SEDIMENT AND DEBRIS \/ICI \ TY RI 411 OVERFLOW BYPASS _\I1► 16 C1 1 �T , T1 ,,;„;s:, II , \ 0 T T 0 S C A L E L�u BELOW INLET GRATE DEVICE Sr011, ( i r i '� 4 v A _ V / FILTERED jam= `',, ThIS plan sheet is accepted for construction in accordance with the WATER HERB City of Anacortes ordinances and policie . Actual conformance of the SHEET NO. p CONSTRUCTION SCHEDULE :C'11:7 wasy �\ design with applicable laws is the sole responsibility of the 4, professional engineer, whose name and stamp appear on this sheet. �-6 Acquiring, complying with, and providing mitigation for all Federal,1. Install BMP C105 Construction Entrance, BMP C233 Silt Fence, BMP C103 High Visibility Construciton Fence ` State, County, and Local Laws, permits, and mandates, including but 0 BELOW INLET GRATE DEVICEOVERFLOW BYPASS(TYP.) and catch basin sock inserts. 1 `, not limited to the Endangered Species Act, Federal Wetland Permit,State De artment of Fisheries H draulics Permit, Federal Flood PlainREV.: — D 2. Install BMP C154, Concrete Washout Basin. ' p y3. Install BMP C240, Sediment Trap as required• -po,� ERE° <�� Permits, National Pollutant Discharge Elimination System Permits is JOB NO: 2020-87 00VI4. Excavation of foundation. FNA� ENG\� The issuance the responsibility lof thisth permit e shallr,not Landowner, wconstrued theirasproof of Engineer. D D STORM DRAIN INLET 5. Install footings, foundation and utilities. DATE: August 2020 , compliance with applicable laws and permit requirements. c. ' c 6. Backfill foundation and add additional BMP s to minimize Sediment transfer and erosion. SCALE: Noted D D D . PROTECTION ISOMETRIC VIEW 7. Install dispersion trench. Protect infiltration trench from sediment until site is stabilized. August 17, 2020 DRAWN: D. HERRIGSTAD STANDARD PLAN 1-40.20-00 8. Construct home with gutters and connect to dispersion trench. SECTION VIEW9. Connect to driveway as soon as concrete pavement is in place. CITY ENGINEER DATE CHECK: D. HERRIGSTAD NOT TO SCALE 10. Installation of BMP T5.13 Post Construciton Soils and landscaping. The acceptance will expire one year from the date noted above. SHEET_1 _OF_ _ w Figure 11-4.1.1 Stabilized Construction Entrance Figure 11-4.1.7a Concrete Washout Area area. BMP C107: Construction Road/Parking Area Stabilization Figure 111-3.1.8 Perforated Stub-Out Connection NOT TO SCALE Purpose ■- 3m Minimum +1 Stabilizingsubdivision roads, parkingareas, and other on-site vehicle transportation 0 0 0 0 pLath and flagging routes immediately after grading reduces erosion caused by construction traffic or runoff. E i ) L ( ) O /� on 3 sides o \ �/ �/ / ^� Sandbag 1-1 Conditions of Use I I random fill o o Berm Sandbag 1rg load /0./�// Roads or parking areas shall be stabilized wherever they are constructed, whether per- - 2- -<� 10 mil plastic lining = " ..* ��// �'' manent or temporary, for use by construction traffic. Varies A O A 5 di �� �' - 6" filter fabric O ,40,ad t • High Visibility Fencing (see BMP C103: High Visibility Fence (p.269))shall be o ,._. >_ -� 1 m , - - CO .r" " " "' x- fR /�� ��/ �� 4"pert pipe CO �,.�.�� titi .�� installed, if necessary, to limit the access of vehicles to only those roads and park- • 18"min. • ,417 `""' '�"�'" � T'v!'*��� ,1.04-+, Berm rt�1 ,�!`z, . �X � , sotr v► • �r • •Y g - ,-• t t.�,.,- 1/z /4"washed rock /-�-f�-f-��-�-� ��-� in areas that are stabilized. !�.,• •, ,,. «,�:,�••.� , " 3 [T, � � 0 •� �'ot1 i►iI44 4. 100'min. ( Section A-A �� R /� � /ii Pie 5� ;; G�2 0/ 'tell y.,. i : �u Design and Installation Specifications 10 mil plastic lining .sL"'. �.._ .��.._'Z'. �I 0 A,. 4,A Plan Notes: 1-.1k I Q ,'+ 1. Actual layout 24"min. + CD.OP.Pt:t:f�!, • On areas that will receive asphalt as part of the project, install the first lift as soon determined in the field. I Q 7D �,' �>r�.r •. t> Type "Below Grade" 2. A concrete washout Install driveway �i k liAPA%�A as possible. sign shall be installed Cr) Qr C) culvert if there is a 'u 7„ S 1 v� „ e� �--t ���������� ��, within 10 m of the roadside ditch present 4"-8"quarry �!�k' � ��✓' • A 6-inch depth of 2-to 4-inch crushed rock, gravel base, or crushed surfacing base 3m Minimum temporary concrete Trench X-Section �► w spalls �� �011.1.4�04% washout facility. !`.-u--*�- X - course shall be applied immediately after grading or utility installation. A 4-inch E-, 43.t.. *r !Y� *�-,, course of asphalt treated base (ATB) may also be used, or the road/parking area Wood frame Geotextile �'!�-!f� 'TEE4, may be paved. It may also be possible to use cement or calcium chloride for soil B B securely fastened �--� �rttrOi.+e+.� around entire slope —__ y w � �� �:;•l;•��,• ;+ stabilization. If cement or cement kiln dust is used for roadbase stabilization, pH perimeter with two :�� �ii�ii�ii�ii►� I' stakes rl ,monitoring and BMPs (BMP C252: High pH Neutralization Using CO2 (p.409) and Varies 10mi1 BMP C253: H Control for Hi h H Water 412 are necessa to evaluate and plastic lining to road v47. p gp (p )) ry O drainage system [T� x+ 15 min. minimize the effects on Stormwater. If the area will not be used for permanent O Notes: y roads, parking areas, or structures, a 6-inch depth of hog fuel may also be used, Stake(typ.) 1 o 1. Driveway shall meet 12"minimum thickness the requirements of the Section B-B 2'x 10' permitting agency. but this is likely to require more maintenance. Whenever possible, construction level trench c� roads and parking areas shall be placed on a firm, compacted subgrade. 1°mil plastic lining lwipedevel pipe Q 2. It is recommended that Provide full width Two-stacked the entrance be of ingress/egress 2x12 rough Plan crowned so that runoff area • Temporary road gradients shall not exceed 15 percent. Roadways shall be care- wood frame drains off the pad. fully graded to drain. Drainage ditches shall be provided on each side of the road- Type "Above Grade" with Wood Planks 44 way in the case of a crowned section, or on one side in the case of a super- NOT TO SCALE Plan View of Roof �� elevated section. Drainage ditches shall be directed to a sediment control BMP. �� NOT TO SCALE Figure 11-4.1 .1 . Rather than relying on ditches, it may also be possible to grade the road so that run- Figure II-4.1 .7aPM Stabilized Construction Entrance off sheet-flows into a heavily vegetated area with a well-developed topsoil. Land- Concrete Washout Area a'" Figure 111-3.1 .8 DEPARTMENT OF Revised June scaped areas are not adequate. If this area has at least50feetofvegetationthat DEPARTMENT OF Revised June 2015 liga Perforated Stub-Out Connection ECOLOGY water can flow through, then it is generally preferable to use the vegetation to treat ECOLOGY Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, Please see hftp://www.ecy.wa.gov/copyright.html for copyright notice including permissions, DEPARTMENT O F Revised December 2015 State of Washington limitation of liability,and disclaimer. runoff, rather than a sediment pond or trap. The 50 feet shall not include wetlands State of Washington limitation of liability,and disclaimer. ECOLOGY or their buffers. If runoff is allowed to sheetflow through adjacent vegetated areas, it Please see hftp://www.ecy.wa.gov/copyrighLhtm/forcopyright notice including permissions, State of Washington limitation of liability,and disclaimer. �,,.i is vital to design the roadways and parking areas so that no concentrated runoff is a..) created. A=1 2014 Stormwater Management Manual for Western Washington 2014 Stormwater Management Manual for Western Washington 2014 Stormwater Management Manual for Western Washington 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4 -Page 273 Volume II- Chapter 4 -Page 277 Volume 11- Chapter 4 -Page 322 Volume Ill- Chapter 3-Page 466 ® - o a Cip x to ct Figure 11-4.2.12 Silt Fence Figure 11-4.2.16 Cross Section of Sediment Trap Figure 11-4.2.17 Sediment Trap Outlet Ct Joints in filter fabric shall be spliced t I C) at posts.Use staples,wire rings or P--�� equivalent to attach fabric to posts 2"x2"by 14 Ga.wire or equivalent, 1 if standard strength fabric used Ct CZ) �•Oi 'Oii0•i'iiii'ii•'�iii0•iiOtii•Oiii'iO�imiii� • ❖: ::•S:•.dd❖.:d•:�:❖A.❖3:ti•3:d❖::•33:::•�III 1 tfff �:%ftfftf.f:f f:�3S:%3:tf%:ff:%%ff:�:t2.�.1.111 II . ..............................•. .. ►❖.❖ , .•o.•.00❖.o.,.,.pp,.,..,.,.,.,p.,.,.,.,.,p f..-■.. ■� 'yvPi k\,yy A&' /,V,,A,<VAI_ /,y A��//\,� /\y (\A \ Surface area determined 1777 r i at top of weir 4'Min. [-••• 6'Min. --I I Minimum 6'max r I 1'Min. Overflow 4"x4"trench I I _ 1'Min. I I III In 111-I I EW 1'Min.depth overflow spillway III III I ��l II I l-I I I J 11=1 I I111�11111-III I 1EI 11=1 11=1 11=1 I I�I I-1 11- Post spacing may be increased 7L 1 1'Min. I �_• • •-� • -�_� •-�-• • -� • a 2"x2"wood posts,steel 3.5'-5' �-i 1 1 to 8'if wire backing is used 2i7 I I I�- fence posts,or equivalent of 1.5'Min. 1 _�_ Min. 1'depth 2"-4"rock Flat Bottom =1 1 1—I I IE I I-1 I —111-1 11—I HE I EI I I= /°u 1'" Native soil or 111=11 E11 111E 1 E111=111=111-1 I Min. 1'depth%4' -1.5" Washed gravel Discharge to compacted backfill washed gravel Geotextile stabilized Geotextile 2"x2"by 14 Ga.wire or equivalent, Note:Trap may be formed by berm or by conveyance, if standard strength fabric used partial or complete excavation. 2"-4"Rock outlet,or level Iii AAA si Rip Rap spreader ,\ Filter fabric ;I �. ,j :' lv o H Ads�jc \,\\j IMP 2'min v 15 �Pc �1�0\ El \�� Ndir � /� IN•N �fp. �' Backfill trench with \��%/\ �V Ii __,,� --n 6 1 ��" native soil or%4" WI-i ///\�\/ 1.5"washed gravel \/\\2"min''j�j� Minimum �\////�\ 4"x4"trench ,` RFCISTEREO f 0 - a A FSSIONAL ENG\ I 2"x2"wood posts,steel Ct fence posts,or equivalent NOT TO SCALE NOT TO SCALE NOT TO SCALE August 1 7, 2020 r..iNM FigureiiaMM 11-4.2.12 Figure 11-4.2.16 i"� Figure 11-4.2.17 ggf ula Silt Fence liiCross Section of Sediment Trap IiiSediment Trap Outlet DEPARTMENT 0 F Revised October 2014 DEPARTMENT O F Revised November 2015 DEPARTMENT O F Revised November 2015 SHEET NO. ECOLOGY Please see http:/lwwwecy.wa.govicopyright.html for copyright notice including permissions, ECOLOGY Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, ECOLOGY Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability,and disclaimer. State of Washington limitation of liability,and disclaimer. State of Washington limitation of liability,and disclaimer. C 2 REV.: - JOB NO: 2020-87 DATE: August 2020 2014 Stormwater Management Manual for Western Washington 2014 Stormwater Management Manual for Western Washington 2014 Stormwater Management Manual for Western Washington -SCALE: Noted Volume II- Chapter 4 -Page 369 Volume II- Chapter 4 -Page 386 Volume II- Chapter 4 -Page 387 DRAWN: D. HERRIGSTAD CHECK: D. HERRIGSTAD SHEET OF Project:Misc.Progressive Bldrs 2020 P mg page ---- ',Peter Bambe Location:Harbor View Lot 1-10 ft garage header epS ::a Cascade Design Group,Inc. Multi-Loaded Multi-Span Beam r�+ P.O. Box 1617 �����•• of [2015 International Building Code(2015 NDS)] T-' Pu. Corvallis,OR 97339 5.5 IN x 9.0 IN x 10.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 7/12/2020 5:29:12 PM Section Adequate By:98.9% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.25 IN U477 Dead Load 0.00 in Total Load 0.26 IN U470 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 3360 lb 3360 lb Dead Load 54 lb 54 lb Total Load 3414 lb 3414 lb Bearing Length 0.95 in 0.95 in BEAM DATA Center Span Length 10 ft Unbraced Length-Top 0 ft A loft -- Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.15 Camber Adj.Factor 1 Camber Required 0 UNIFORM LOADq Center Uniform Live Load 672 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 11 plf 24F-V4-Visually Graded Western Species Total Uniform Load 683 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2760 psi Cd=1.15 "it" Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi i Comp.-I to Grain: Fc--1-= 650 psi Fc--1-'= 650 psi • �F":Asy, ve�" Controlling Moment: 8534 ft-lb 4+ 5.0 Ft from left support of span 2(Center Span) it/PA*� y� ,Created by combining all dead loads and live loads on span(s)2rControlling Shear: 3414 lb ._5 At left support of span 2(Center Span) �, 4J Created by combining all dead loads and live loads on span(s)2 �e ,S n�o �� -s�oy��EN Comparisons with required sections: Req'd Provided f� � Section Modulus: 37.1 in3 74.25 in3 �jl Area(Shear): 16.8 in2 49.5 in2 j4 Moment of Inertia(deflection): 167.97 in4 334.13 in4 Moment: 8534 ft-lb 17078 ft-lb Shear: 3414 lb 10057 lb NOTES Truss T01 reaction=1344#=672 plf #2 (1)5.5 x 11.5 3.1%Adequacy Project:Misc.Progressive Bldrs 2020fr_ page IP Peter Bambe Location:Harbor View Lot 1-16 ft garage header 07,..1A4... Cascade Design Group,Inc. Multi-Loaded Multi-Span Beam , P.O.Box 1617 of [2015 International Building Code(2015 NDS)] �'5°` Corvallis,OR 97339 5.5 IN x 10.5 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 7/12/2020 5:32:59 PM Section Adequate By:65.2% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.48 IN U397 Dead Load 0.02 in Total Load 0.50 IN U381 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 2354 lb 2904 lb Dead Load 100 lb 100 lb Total Load 2454 lb 3004 lb Bearing Length 0.69 in 0.84 in 01111111111111111111111111.11111111.111 BEAM DATA Center �'7i".';Li ••'do£�:���''.._sY4 j-:�:.::y..:;tl,'-a;�,:' ::.T.a�:,; ,.�.�55�:; :;k:F:ry(,.ic%.R:`>•-T. '1';yl.;. _ _'.�.'::.L;i Span Length 16 ft ..-..... F, �..;:`:�.� .� z:-.:. .: �:.�.,:•.$ �� r,.. �, - :. :�. � `::�1�:��;t'.c,�.'.Wit. ;;a+t..,-`�'. ^..'c: •:.z�! <:c.:'�:x zti:.0�':: :`:z';�:.t� :x ��:,��t?.m s�`<:a:.-'- Unbraced Length-Top 0 ft A -- 16 ft - --- _ Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.15 Camber Adj.Factor 1 Camber Required q.02 UNIFORM LOADS Center Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 13 plf Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2760 psi Left Live Load 279 plf 439 plf Cd=7.95 Left Dead Load 0 plf 0 plf Shear Stress: Fv= 265 psi Fv'= 305 psi Right Live Load 278 plf 439 plf Cd=1.15 Right Dead Load 0 plf 0 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft 11 ft Comp.-I-to Grain: Fc--I-= 650 psi Fc--I-'= 650 psi Load End 11 ft 16 ft Controlling Moment: 10339 ft-lb Load Length 11 ft 5 ft 8.48 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3005 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 44.95 in3 101.06 in3 Area(Shear): 14.79 in2 57.75 in2 Moment of Inertia(deflection): 321.11 in4 530.58 in4 Moment: 10339 ft-lb 23244 ft-lb Shear: -3005 lb 11733 lb NOTES Truss T02 reaction=878#=439 plf Truss T03 reaction=557#=279 plf i u Project:Misc.Progressive Bldrs 2020 page • -.—,_ 10 Peter Bambe Location:Harbor View Lot 1-Right side covered porch beam q^�,+ Cascade Design Group,Inc. Multi-Loaded Multi-Span.Beam P.O.Box 1617 [2015 International Building Code(2015 NDS)] "`L°'- ,Corvallis,OR 97339 of 5.5 IN x 10.5 IN x 12.0 FT 24F-V4-Visually Graded Western Species-Dry Use . StruCalc Version 10.0.1.6 7/12/2020 5:34:30 PM Section Adequate By: 19.0% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.50 IN U286 Dead Load 0.01 in Total Load 0.51 IN U282 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 6192 lb 6192 lb Dead Load 75 lb 75 lb Total Load 6267 lb 6267 lb Bearing Length 1.75 in 1.75 in BEAM DATA Center Span Length 12 ft Unbraced Length-Top O ft A 12 ft B Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.15 Camber Adj.Factor 1 Camber Required 0.01 UNIFORM LOADS Center Uniform Live Load 1032 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 1045 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2760 psi Cd=9.15 Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=9.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-I-to Grain: Fc--I-= 650 psi Fc--L'= 650 psi Controlling Moment: 18801 ft-lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -6267 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 81.74 in3 101.06 in3 Area(Shear): 30.85 in2 57.75 in2 Moment of Inertia(deflection): 445.75 in4 530.58 in4 Moment: 18801 ft-lb 23244 ft-lb Shear: -6267 lb 11733 lb NOTES Truss T08 and T08a reaction=2064#=1032 plf Project:Misc.Progressive Bldrs 2020 VP' page Peter Bambe Location:Harbor View Lot 1-Headers for center bearing wall -. Cascade Design Group,Inc. Multi-Loaded Multi-Span Beam `" "` P.O.Box 1617 of • [2015 International BuildingCode(2015 NDS)] "'�'� A,--~;Corvallis,OR 97339 3.5 IN x 7.25 IN x 3.8 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 7/12/2020 5:34:38 PM Section Adequate By: 1.2% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/952 Dead Load 0.00 in Total Load 0.05 IN U950 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 3449 lb 3449 lb Dead Load 10 lb 10 lb Total Load 3459 lb 3459 lb Bearing Length 1.58 in 1.58 in BEAM DATA Center Span Length 3.8 ft Unbraced Length-Top 0 ft A 3.s ft --- Unbraced Length-Bottom 3.8 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 1815 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 1346 psi Total Uniform Load 1821 plf Cd=1.15 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi • Comp.-I-to Grain: Fc--I-= 625 psi Fc--L'= 625 psi Controlling Moment: 3286 ft-lb 1.9 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3459 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 29.31 in3 30.66 in3 Area(Shear): 25.06 in2 25.38 in2 Moment of Inertia(deflection): 28.01 in4 111.15 in4 Moment: 3286 ft-lb 3438 ft-lb Shear: 3459 lb 3502 lb NOTES Truss TO3B reaction=3630#=1815 plf Project:Misc.Progressive Bldrs 2020 MNIP _. page . --- .r Peter Bambe Location:Harbor View Lot 1-Office 6 ft.header -�, Cascade Design Group,Inc. Multi-Loaded Multi-Span Beam ;i` P.O.Box 1617 [2015 International Building Code(2015 NDS)] Corvallis,OR 97339 of 3.5 IN x 9.25 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 7/12/2020 5:34:48 PM Section Adequate By:27.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN U1020 Dead Load 0.00 in Total Load 0.07 IN U1012 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 2682 lb 2682 lb Dead Load 21 lb 21 lb Total Load 2703 lb 2703 lb Bearing Length 1.24 in 1.24 in BEAM DATA Center ..i\'�.•'Li..y��.+z3'�'}}p�.',: '„Y.'. r1�F�,ia t� '.4 r� a t"'Fs f�T't T 3FC'�'e.7�7. .�v t .,gr,\: J'::Y.�. Span Length ,... ....._.....u� .. ., ,}......r; ,. t; ;i .,}.. :�'-.._.\a,,.d •', -1.,..,,t". , .. ...". :^fit.. Unbraced Length-Top 0 ft A 6 ft- Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 894 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1242 psi Total Uniform Load 901 plf Cd=1.15 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-I-to Grain: Fc- L= 625 psi Fc--I-'= 625 psi Controlling Moment: 4055 ft-lb 3.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2703 lb At left support of span 2(Center Span) • Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 39.17 in3 49.91 in3 Area(Shear): 19.59 in2 32.38 in2 Moment of Inertia(deflection): 54.3 in4 230.84 in4 Moment: 4055 ft-lb 5166 ft-lb Shear: 2703 lb 4468 lb NOTES Truss T04 reaction=1788#=894 plf - - Project:Misc.Progressive Bldrs 2020 pageI Peter Bambe Location:Harbor View Lot 1-Floor beams over bonus room e dd,' Cascade Design Group,Inc. Uniformly Loaded Floor Beam 1,4 P.O.Box 1617 of 2015 International Buildin Code(2015 NDS)] C 9 )l ;-Y s„ Corvallis,OR 97339 5.5IN x 10.5 IN x 13.0 FT 24F-V4-Visually Graded Western Species-Dry Use I StruCalc Version 10.0.1.6 7/12/2020 5:34:59 PM Section Adequate By:78.9% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.24 IN U644 Dead Load 0.10 in Total Load 0.34 IN U457 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 2340 lb 2340 lb Dead Load 959 lb 959 lb Total Load 3299 lb 3299 lb Bearing Length 0.92 in 0.92 in BEAM DATA Center Span Length 13 ft Unbraced Length-Top 0 ft — 13 ft Floor Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0.1 FLOOR LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 0 psf 24F-V4-Visually Graded Western Species Floor Dead Load FDL= 15 psf 0 psf Base Values Adjusted Floor Tributary Width FTW= 9 ft 0 ft Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Wall Load WALL= 0 plf Cd=9A0 BEAM LOADING Shear Stress: Fv= 265 psi Fv'= 265 psi Beam Total Live Load: wL= 360 plf Cd=9.00 Beam Total Dead Load: wD= 135 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Beam Self Weight: BSW= 13 plf Comp.-I-to Grain: Fc---= 650 psi Fc--I-'= 650 psi Total Maximum Load: wT= 508 plf Controlling Moment: 10721 ft-lb 6.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 3299 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd. Provided Section Modulus: 53.61 in3 101.06 in3 Area(Shear): 18.67 in2 57.75 in2 Moment of Inertia(deflection): 296.55 in4 530.58 in4 Moment: 10721 ft-lb 20213 ft-lb Shear: 3299 lb 10203 lb • ------------------ -- ----- ---- - ---- --- --- Project:Misc.Progressive Bldrs 2020 k Miff`- page ---°"P Peter Bambe Location:Harbor View Lot 1-Deck beams o �',-„��, Cascade Design Group,Inc. Uniformly Loaded Floor Beam `` "4.`'* P.O.Box 1617 [2015 International Building Code(2015 NDS)] " �- �.."yy�s Corvallis,OR 97339 of 5.5 IN x 11.5 IN x 12.0 FT Pressure Treated #2-Hem-Fir-Dry Use StruCalc Version 10.0.1.6 7/12/2020 5:35:09 PM Section Adequate By: 1.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN U937 Dead Load 0.04 in Total Load 0.19 IN U750 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 1440 lb 1440 lb Dead Load 359 lb 359 lb Total Load 1799 lb 1799 lb Bearing Length 0.81 in 0.81 in BEAM DATA Center Span Length 12 ft liwr4.1 ,,._. :._4 _.= -fA __ °'.__ u T. Unbraced Length-Top 0 ft A-- 12ft- Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Hem-Fir Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 0 psf Bending Stress: Fb= 675 psi Fb'= 540 psi Floor Dead Load FDL= 8 psf 0 psf Cd=1.00 CF=1.00 Ci=0.80 Floor Tributary Width FTW= 6 ft 0 ft Shear Stress: Fv= 140 psi Fv'= 112 psi Cd=1.00 Ci=0.80 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1100 ksi E'= 1045 ksi BEAM LOADING Ci=0.95 Beam Total Live Load: wL= 240 plf Comp.-I-to Grain: Fc--I-= 405 psi Fc--I-'= 405 psi Beam Total Dead Load: wD= 48 plf Controlling Moment: 5396 ft-lbBeam Self Weight: BSW= 12 plf 6.0 ft from left support Total Maximum Load: wT= 300 plf Created by combining all dead and live loads. Controlling Shear: -1799 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 119.92 in3 121.23 in3 Area(Shear): 24.09 in2 63.25 in2 Moment of Inertia(deflection): 267.84 in4 697.07 in4 Moment: 5396 ft-lb 5455 ft-lb Shear: -1799 lb 4723 lb :- 1 j'' t j: ` 7 1! • 11 3 I 1 11 • 3i l; 1 a; Project:Misc.Progressive Bldrs 2020 page',Peter Bambe Location:Harbor View Lot 1-Outer deck beams _ Cascade Design Group,Inc. Uniformly Loaded Floor Beam P.O.Box 1617 of [2015 International Building Code(2015 NDS)] 4. .- sA%.Corvallis,OR 97339 .a� 5.5 IN x 9.5 IN x 12.0 FT Pressure Treated #2-Hem-Fir-Dry Use StruCalc Version 10.0.1.6 7/12/2020 5:35:48 PM Section Adequate By:34.5% • Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.14 IN U1056 Dead Load 0.04 in Total Load 0.17 IN U825 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 720 lb 720 lb Dead Load 202 lb 202 lb Total Load 922 lb 922 lb Bearing Length 0.41 in 0.41 in BEAM DATA Center itMd-VAR:Vnee.X.tieff'Af ,WRT., 7154,.Wk•`ppa +,3k��t ,>J�}:,�? .a>:SfC4+`�,'�*i `£>is..:.A>-'•%��Span Length 12 ft ...v.....:b:t.......... ...�.. 1....s R . , �. ..4�.«.,� �_�: �.. ti' Unbraced Length-Top O ft A 12 ft B Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Hem-Fir Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 0 psf Bending Stress: Fb= 675 psi Fb'= 540 psi Floor Dead Load FDL= 8 psf 0 psf Cd=1.00 CF=1.00 Ci=0.80 Floor Tributary Width FTW= 3 ft 0 ft Shear Stress: Fv= 140 psi Fv'= 112 psi Cd=1.00 Ci=0.80 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1100 ksi E'= 1045 ksi BEAM LOADING Ci=0.95 Beam Total Live Load: wL= 120 plf Comp.-I-to Grain: Fc- L= 405 psi Fc--1-'= 405 psi Beam Total Dead Load: wD= 24 plf Controlling Moment: 2767 ft-lb Beam Self Weight: BSW= 10 plf 6.0 ft from left support Total Maximum Load: wT= 154 plf Created by combining all dead and live loads. Controlling Shear: 922 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 61.5 in3 82.73 in3 Area(Shear): 12.35 in2 52.25 in2 Moment of Inertia(deflection): 133.92 in4 392.96 in4 Moment: 2767 ft-lb 3723 ft-lb Shear: 922 lb 3901 lb li I _ 14 if ` ;f ' E it p E , Ili II; I page Project:Misc.Progressive Bldrs 2020 Nfr, Peter Bambe Location:Harbor View Lot 1-Garage joists p Cascade Design Group, Inc. Floor Joist ` P.O.Box 1617 ort [2015 International BuildingCode(2015 NDS)] '''" ( �Corvallis,OR 97339 1.5 IN x 9.25 IN x 13.0 FT(6.5+6.5)@ 16 O.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 7/12/2020 5:35:18 PM Section Adequate By:32.8% Controlling Factor:Shear DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.01 IN U6564 0.01 IN U6564 Dead Load 0.01 in 0.01 in Total Load 0.02 IN U3852 0.02 IN U3852 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS A B C Live Load 190 lb 542 lb 190 lb Dead Load 195 lb 650 lb 195 lb Total Load 385 lb 1192 lb 385 lb Bearing Length 1.08 in 1.76 in 1.08 in SUPPORT LOADS A B C Live Load 143 plf 407 plf 143 plf •<. „ a Dead Load 146 plf 488 plf 146 plf A --6.5 ft ----6.5 ft Total Load 289 plf 894 plf 289 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Right Base Values Adjusted Span Length 6.5 ft 6.5 ft Bending Stress: Fb= 900 psi Fb'= 1139 psi Unbraced Length-Top 0 ft 0 ft Cd=1.00 CF=1.10 Cr=1.15 Unbraced Length-Bottom 0 ft 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=1.00 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi JOIST LOADING Comp.-I-to Grain: Fc--L= 625 psi Fc--L'= 625 psi Code Required Concentrated Live Load LLconc= 2000 LB Controlling Moment: 1328 ft-lb Uniform Floor Loading Center Right 2.92 Ft from left support of span 2(Center Span) Live Load LL= 50 psf 50 psf Created by combining all dead loads and code required concentrated load. Dead Load DL= 60 psf 60 psf Controlling Shear: -1253 lb Total Load TL= 110 psf 110 psf 6.0 Ft from left support of span 2(Center Span) TL Adj.For Joist Spacing wT= 146.7 plf 146.7 plf Created by combining all dead loads and code required concentrated load. Comparisons with required sections: Req'd Provided Section Modulus: 13.99 in3 21.39 in3 Area(Shear): 10.45 in2 13.88 in2 Moment of Inertia(deflection): 9.25 in4 98.93 in4 Moment: 1328 ft-lb 2029 ft-lb Shear: -1253 lb 1665 lb ---------- - • • • Project:Misc.Progressive Bldrs 2020 Ahl 10 - page Peter Bambe Location:Harbor View Lot 1-Garage beams - Cascade Design Group,Inc. j Multi-Loaded Multi-Span Beam P.O.Box 1617 of [2015 International Building Code(2015 NDS)] "`$" --Corvallis,OR 97339 5.5 IN x 9.5 IN x 14.0 FT(7+7) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 7/12/2020 5:35:29 PM Section Adequate By:8.2% Controlling Factor:Moment DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.03 IN U2778 0.03 IN L/2778 Dead Load 0.02 in 0.02 in Total Load 0.05 IN U1616 0.05 IN U1616 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B C Live Load 1246 lb 3561 lb 1246 lb Dead Load 1311 lb 4369 lb 1311 lb Total Load 2557 lb 7930 lb 2557 lb Bearing Length 0.74 in 2.31 in 0.74 in w w BEAM DATA Center Right Span Length 7 ft 7 ft A Unbraced Length-Top O ft O ft 7 ft7 ft Unbraced Length-Bottom 7 ft 7 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center* Right* MATERIAL PROPERTIE4 Uniform Live Load 407 plf 407 plf #2-Douglas-Fir-Larch Uniform Dead Load 488 plf 488 plf Base Values Adjusted Beam Self Weight 11 plf 11 plf Bending Stress: Fb= 875 psi Fb'= 871 psi Total Uniform Load 906 plf 906 plf Cd=1.00 Cl=1.00 CF=1.00 *Load obtained from Load Tracker.See Summary Report for details. Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp.-I-to Grain: Fc--I-= 625 psi Fc--I-'= 625 psi Controlling Moment: -5551 ft-lb Over right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Controlling Shear: -3965 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Req'd Provided Section Modulus: 76.46 in3 82.73 in3 Area(Shear): 34.99 in2 52.25 in2 Moment of Inertia(deflection): 58.38 in4 392.96 in4 Moment: -5551 ft-lb 6006 ft-lb Shear: -3965 lb 5922 lb NOTISS Project:Misc.Progressive Bldrs 2020q-frf page — Peter Bambe Location:Harbor View Lot 1-Garage beam footings Cascade Design Group,Inc. Footing a.a P.O.Box 1617 of 2015 International BuildingCode(2015 NDS)] `"�° I ( • ;Corvallis,OR 97339 Footing Size:3.0 FT x 3.0 FT x 10.00 IN Reinforcement:#4 Bars©9.00 IN.O.C.E/W/(4)min. • StruCalc Version 10.0.1.6 7/12/2020 5:35:39 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3 ft Length: L= 3 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m= 4 in Column Depth: n= 4 in Baseplate Width: bsw= 6 in Baseplate Length: bsl= 6 in FOOTING CALCULATIONS f--4in—I Bearing Calculations: Ultimate Bearing Pressure: Qu= 881 psf -- -- I Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 5.77 sf Area Provided: A= 9.00 sf 10 in Baseplate Bearing: _ 0 0 Bearing Required: . Bear= 10940 lb -T- Allowable Bearing: Bear-A= 99450 lb a in Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 2811 lb 3 ft Allowable Beam Shear: Vc1 = 16875 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo= 45 in Live Load: PL= 3561 lb* Punching Shear: Vu2= 9872 lb Dead Load: PD= 4369 lb* Allowable Punching Shear(ACI 11-35): vc2-a= 63281 lb Total Load: PT= 7930 lb* Allowable Punching Shear(ACI 11-36): vc2-b= 79688 lb Ultimate Factored Load: Pu= 10940 lb Allowable Punching Shear(ACI 11-37): vc2-c= 42188 lb Footing plus soil above footing weight: Wt= 725 lb Controlling Allowable Punching Shear: vc2= 42188 lb *Load obtained from Load Tracker.See Summary Report for details. Bending Calculations: Factored Moment: Mu= 36506 in-lb Nominal Moment Strength: Mn= 251888 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.62 in Steel Required Based on Moment: As(1)= 0.11 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.65 in2 Controlling Reinforcing Steel: As-reqd= 0.65 in2 •Selected Reinforcement: #4's @ 9.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: - Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 12.5 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES Project:Misc.Progressive Bldrs 2020 1 'f • page ' Peter Bambe Location:Harbor View Lot 1-Main basement footings T,•41' ,. Cascade Design Group,Inc. Footing `"l 4` P.O.Box 1617 of [2015 International Building Code(2015 NDS)] �.� Corvallis,OR 97339 Footing Size:2.5 FT x 2.5 FT x 10.00 IN • Reinforcement:#4 Bars @ 11.00 IN.O.C.E/W/(3)min. StruCalc Version 10.0.1.6 7/12/2020 5:55:54 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.5 ft Length: L= 2.5 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m= 4 in Column Depth: n= 4 in Baseplate Width: bsw= 6 in Baseplate Length: bsl= 6 in FOOTING CALCULATIONS 1-4in---H Bearing Calculations: _ Ultimate Bearing Pressure: Qu= 1056 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 4.8 sf Area Provided: A= 6.25 sf 10 in Baseplate Bearing: Bearing Required: Bear= 9790 lb Allowable Bearing: Bear-A= 99450 lb 3 in Beam Shear Calculations(One Way Shear): Beam Shear: Vul = 2040 lb 2.5 ft Allowable Beam Shear: Vc1 = 14063 lb Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 45 in FOOTING LOADING Punching Shear: Vu2= 8413 lb Live Load: PL= 4680 lb* Allowable Punching Shear(ACI 11-35): vc2-a= 63281 lb Dead Load: PD= 1918 lb* Allowable Punching Shear(ACI 11-36): vc2-b= 79688 lb Total Load: PT= 6598 lb* Allowable Punching Shear(ACI 11-37): vc2-c= 42188 lb Ultimate Factored Load: Pu= 9790 lb Controlling Allowable Punching Shear: vc2= 42188 lb Footing plus soil above footing weight: Wt= 503 lb Bending Calculations: *Load obtained from Load Tracker.See Summary Report for details. Factored Moment: Mu= 25494 in-lb Nominal Moment Strength: Mn= 189895 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.55 in Steel Required Based on Moment: As(1)= 0.08 in2 Min.Code Req'd Reinf:Shrink./Temp.(ACI-10.5.4):As(2)= 0.54 in2 Controlling Reinforcing Steel: As-reqd= 0.54 in2 Selected Reinforcement: #4's @ 11.0 in.o.c.e/w(3)Min. Reinforcement Area Provided: As= 0.59 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 9.5 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES • Project:Misc.Progressive Bldrs 2020 ic- 4 page NI peter Bambe Location:Harbor View Lot 1-Max.typ.deck beam footings ' ,,r' ,; Cascade Design Group,Inc. Footing 4'' "'i*` P.O.Box 1617 [2015 International Building Code(2015 NDS)] ,..— ° -- of _' Corvallis,OR 97339 Footing Size:2.0 FT x 2.0 FT x 8.00 IN Section Footing Design Adequate StruCalc Version 10.0.1.6 7/12/2020 5:35:57 PM CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2 ft Length: L= 2 ft Depth: Depth= 8 in Effective Depth to Top Layer of Steel: d= 6 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m= 4 in Column Depth: n= 4 in Baseplate Width: bsw= 6 in , Baseplate Length: bsl= 6 in , FOOTING CALCULATIONS 4 in Bearing Calculations: ' ^ — Ultimate Bearing Pressure: Qu= 900 psf Effective Allowable Soil Bearing Pressure:Qe= 1400 psf Required Footing Area: Areq= 2.57 sf Area Provided: A= 4.00 sf $'n Baseplate Bearing: T Bearing Required: Bear= 5470 lb 3 in Allowable Bearing: Bear-A= 84150 lb ___ i Beam Shear Calculations(One Way Shear): • Beam Shear: Vu1 = 798 lb I eft Allowable Beam Shear: Vc1 = 5280 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo= 44 in Live Load: PL= 2880 lb* Punching Shear: Vu2= 4321 lb Dead Load: PD= 718 lb* Controlling Allowable Punching Shear: vc2= 19312 lb Total Load: PT= 3598 lb* Bending Calculations: Ultimate Factored Load: Pu= 5470 lb Factored Moment: Mu= 10284 in-lb Footing plus soil above footing weight: Wt= 258 lb Nominal Moment Strength: Mn= 19800 in-lb *Load obtained from Load Tracker.See Summary Report for details. ,1 11 I I 11 • I! j _ •- J_ 4�•_.tom - _l ' � -•� - PROJECT:: 20.146E Lot 1 Harbor View F-B DATE: 618r20 GENERAL BUILDING DATA Name: P8 Plate Roof Snow Load 25 psf Max.Ht(ft) Allowable Soil Pressure 1500 psf Roof 0 0 Occupancy Category II 3rd f1 19 29 ElAlEtl- 1st2nd A to 0f 0 LATERAL LOAD SUMMARY -WIND(2014 OSSC,ASCE 7-10,SIMPLIFIED METHOD)- Basic Wind Speed(v): 110 mph(CONSERVATIVE) Wind Exposure: D Adjustment Factor(A): 1.598 Roof Slope: 4 :12 Importance Factor(l): 1 P,=A x I w x Kzt x P,,,,, 18.44 Degree Topographic Factor(Kzt): 1 Zones Horizontal Pressures Vertical Pressures Overhangs, A B C D E F G H Ear Gar Load Case I P„.ese 26.6 -7 17.7 -3.9 -23.1 -16 -16 -12.2 -32.3 -25.3 P. 42.5 -11.2 28.3 -6.2 -36.9 -25.6 -25.6 -19.5 -51.6 -40.4 Left Ws Middle Ws Right Ws Exp.Width Shear Exp.Width Shear Exp.Width Shear Exp.Width Shear Story (ft) (K) (ft) (K) (ft) (K) (ft) (K) 3 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 7 !// " /z-4> 2 29.0 11.89 68.0 27.89 14.0 1.78 0.0 0.00 1 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 - ' nil/ � r - � G ANAL - [EXPIRES /c i/ 1 I --SEISMIC(2014 OSSC,ASCE 7-10,EQUIVALENT LATERAL FORCE PROCEDURE)- Seismic Design Category D2 Seismic Soil Classification: D Roof Dead Load(psf): 15 The short period spectral acce.(S,): 1.124 Response Mod.Factor(R): 6.5 Exterior wall Dead Load(psi): 15 1-sec spectral acceleration(Si): 0.399 Importance Factor(I): 1 Floor Dead Load(psf): 15 resign Spectral Analysis Short Period Time(SDs): 0.899 Structural Period(7): 0.217 Interior wall Dead Load(psn: 8 Design Spectral Analysis 1-sec Time(SD,): 0.681 p Value: 1.3 Total Dead Load(K): 214.6 Design Base Shear(K): 30 (W) ( 0.138 x W) Shear Force Distribution: Left Ws Middle Ws Right Ws Story Weight Height Force Summation Force Weight Shear Weight Shear Weight Shear Weight Shear (K) (ft) Fx(K) (K) FP,(K) (K) (K) (K) (K) (K) (K) (K) (K) 3 0.0 0 0 0 0 0.00 0.00 0.00 0.00 2 103.7 19 19 0.00 39.85 7.30 51.85 9.50 12.00 2.2 0.00 1 .9 10 11 42.14 4.06 15.18 1.5 0.00 NOTE: SOME SHEARWALL MAILINGS AND HOLDOWNS HAVE BEEN UPGRADED FROM THE CALCULATIONS Project: 20-1468 Lot 1 Harbor View F-8 Date: 6/28/20 Loading Direction: F-B Loading Area: Left Ws Nailing: 8d Box Sheathing: 7/16 Rated Min.Wood Capacity(plf): Member Allowable Tension Loads(lbs) SW1 180 Thickness DF/SP SPF/HF SW2 270 SW3 360 HDU2 3 3075 2215 SW4 460 HDU4 3 4565 3285 SW5 540 HDUS 3 5645 4065 SW6 720 HDUS 3 5980 4305 SW7 920 31/2 6970 5020 41/2 7870 5665 Thickness of Sill Plate(in): 1.5 HDU11 51/2 9535 6865 Sill Bolt Size(in): 0.5 71/4 11175 8045 Sill Bolt Capacity(lbs/bolt): 806 HDU14 7 1/4 14390 10360 Max.Sill Bolt Spacing(in): 42 5 1/2 14925 10745 Offset Wind Seismic Wall HD G rout/ L D W H max Co R„ Y/N Vw(plf) HD r(K) Vs(plf) HD,(K) Type Type O 0 0 0 1.00 n 0 1 00 0 0 1.00 3 n 0 O 0 0 0 1.00 n 0 O 0 0 0 1.00 n 0 0 2 0 0 0 0 1.00 3 n 0 O 0 0 0 1.00 n 0 0 O 0 0 0 1.00 n 0 3 0 0 0 0 1.00 3 n 0 O 0 0 0 1.00 n 0 4 0 0 II 1.00 0 5 0 0 1.00 3 0 ,14 . . 6 0 0 07 0 0 08 0 0 1.00 3 09 0 0 1.00 0 4.3 0 0 0 1.00 n 321 3.0 183 1.4 SW2 HDU2 1 6.5 0 0 0 1.00 3 321 3.0 183 1.3 SW2 HDU2 2ND 20.8 0 6 3.5 0.96 335 3.4 191 0.8 SW2 HDU4 8.5 0 3 0 1.00 321 3.0 183 1.2 SW2 HDU2 Total Length:52.1 ft 2 12 6 0 0 1.00 3 321 3.1 183 1.0 SW2 HDU4 Effective Length:37.1 ft 0 00 0 1.00 0 0 Roof Height:10 ft 0 0 0 0 1.00 0 0 Wall Height:9 ft 3 0 0 0 0 1.00 3 0 0 O 0 0 0 1.00 0 0 Tributary Width: 29 ft 4 0 0 0 0 1.00 0 0 Wind Force:11.89 K 5 0 0 0 0 1.00 3 0 0 Roof Area: 2051 ft2 6 0 0 0 0 1.00 0 0 Wall Area: 1211 ft2 7 0 0 0 0 1.00 0 0 Floor Area: 0 ft2 8 0 0 0 0 1.00 3 0 0 Seismic Force:5.21 K 9 0 0 0 0 1.00 0 0 4.3 0 0 0 1.00 260 3.0 237 3.5 SW2 HDU4 1 6.5 0 0 0 1.00 3 260 3.0 237 3.3 SW2 HDU4 1ST 20.8 0 0 0 1.00 260 3.4 237 1.2 SW2 HDU4 8.5 0 0 0 1.00 180 3.0 191 2.0 SW2 HDU2 Total Length:52.1 ft 2 12 0 0 0 1.00 3 180 3.1 191 1.4 SW2 HDU4 Effective Length:52.1 ft 0 0 0 0 1.00 0 0.0 0 0.0 O 0 0 0 1.00 0 0.0 0 0.0 Wall Height:10 ft 3 0 0 0 0 1.00 3 0 0 0.0 0 0.0 O 0 0 0 1.00 0 0.0 0 0.0 Tributary Width: O ft 4 00 0 0 1.00 0 0.0 0 0.0 Wind Force:0.00 K 5 0 0 0 0 1.00 0 0 0.0 0 0.0 Roof Area: 0 ft2 6 0 0 0 0 1.00 0 0.0 0 0.0 Wall Area: 760 ft2 7 0 0 0 0 1.00 0 0.0 0 0.0 Floor Area: 1624 ft2 8 0 0 0 0 1.00 0 0 0.0 0 0.0 Seismic Force: 3.55 K 9 00 0 0 1.00 0 0.0 0 0.0 Note: L:Length of Wall D:Door Opening W.Window Opening Hmax:Max.Height of Opening Co:Perforated Shearwall F. Li=L-D-W %of Shearwall Panel=Li/L *100 Opening Height Ratio=Hmax/Wall Height Project: 20-146B Lot 1 Harbor View F-B Date: 6/28/20 Loading Direction: F-B Loading Area: Middle Ws Nailing: 8d Box 3RD Sheathing: 7/16 Rated Length of Bolt(in): 3.5 Capacity(plf): (In Vertical Wood Member) SW1 180 SW5 540 Anchor Bolt Capacity(ibs): SW2 270 SW6 720 HDU2 3.1(3) PHD2 3.81(3) HD2A 2.06 SW3 360 SW7 920 HDU4 4.56(3) PHD5 4.69(3) HD5A 2.49 SW4 460 HDU5 5.65(3) PHD6 5.21(3.5) HDBA 2.98 Thickness of Sill Plate(in): 1.5 HDU8 5.98(3) 7.9(4.5) HDQ8 5.72(3) 9.23(4.5) HD8A 4.35 Sill Bolt Size(in): 0.5 HDU11 9.5(5.5)11.1(7.25) HHDQ11 11.8(5.5) HD10A 5.54 Sill Bolt Capacity(lbsibok): 806 HDU14 14.4(7.:14.9(5.5) HHDQ14 13.71(5.5)13.1(7.25) Max.Sill Bolt Spacing(in): 23 Offset Wind Seismic Wail HD G,,,,p L D W H.,.,r Co RA, Y/N Vw(pit) HDf(K) Vsfp#) HDf(K) Type Type O 0 0 0 1.00 0 1 0 0 0 0 1.00 3 0 O 0 0 0 1.00 0 O 0 0 0 1.00 0 2 0 0 0 0 1.00 3 0 O 0 0 0 1.00 0 O 0 0 0 1.00 n 0 3 0 0 0 0 1.00 3 n 0 O 0 0 0 1.00 0 4 0 0 0 0 1.00 0 5 0 0 0 0 1.00 3 0 6 0 0 0 0 1.00 0 7 0 0 6 0 1.00 0 8 0 0 0 0 1.00 3 0 9 0 0 0 0 1.00 0 10.2 0 0 0 1.00 N 431 4.1 136 0.7 SW3 HDU4 1 22 0 0 0 1.00 3 431 4.3 136 0.0 SW3 HDU4 2ND 15.5 0 2.5 0 1.00 431 4.2 136 0.4 SW3 HDU4 14 0 0 0 1.00 431 4.2 136 0.5 SW3 HDU4 Total Length:67.2 ft 2 5.5 0 0 0 1.00 3 431 4.0 136 0.9 SW3 HDU4 active Length:64.7 ft 0 0 0 0 1.00 0 0 Roof Height 10 ft 0 0 0 0 1.00 0 0 Wall Height 9 ft 3 0 0 0 0 1.00 3 0 0 O 0 0 0 1.00 0 0 Tributary Width:68 ft 4 0 0 0 0 1.00 0 0 Wind Force:27.89 K 5 0 0 0 0 1.00 3 0 0 Roof Area:2651 ft2 6 0 0 0 0 1.00 0 0 Wall Length:1611 ft 7 0 0 0 0 1.00 0 0 Floor Area:0 ft2 8 0 0 0 0 1.00 3 0 0 seismic Force:6.78 K 9 0 0 0 0 1.00 0 0 10.2 0 0 0 1.00 408 4.1 203 2.1 SW3 HDU4 1 22 0 0 0 1.00 3 408 4.3 203 0.8 SW3 HDU4 1ST 15.5 0 0 0 1.00 408 4.2 203 1.3 SW3 HDU4 14 0 0 0 1.00 408 4.2 203 1.7 SW3 HDU4 Total Length:87.2 ft 2 5.5 0 0 0 1.00 3 431 4.0 210 2.7 SW3 HDU4 active Length:67.2 ft 0 0 0 0 1.00 0 0.0 0 0.0 O 0 0 0 1.00 0 0.0 0 0.0 Wall Height:10 ft 3 0 0 0 0 1.00 3 0 0.0 0 0.0 O 0 0 0 1.00 0 0.0 0 0.0 Tributary Width: ft 4 0 0 0 0 1.00 0 0.0 0 0.0 Wind Force:0.00 K 5 0 0 0 0 1.00 0 0 0.0 0 0.0 Roof Area:0 ft2 6 0 0 0 0 1.00 0 0.0 0 0.0 Wall Area:760 ft2 7 0 0 0 0 1.00 0 0.0 0 0.0 Floor Area:1624 ft2 8 0 0 0 0 1.00 0 0 0.0 0 0.0 >eismic Force:3.82 K 9 0 0 0 0 1.00 0 0.0 0 0.0 Note: L:Length of Wall D:Door Opening W.Window Opening Hmax:Max.Height of Opening Co:Perforated Shearwall Fact Li=L-D-W %of Shearwall Panel=Li/L *100 Opening Height Ratio=HmaxNVall Height Seismic Force(Strength Design)/1.4 Converted to Allowable Stress Design Load Combination: 0.6 DeadLoad+W, .6DeadLoad+0.7 E Project: 20-146B Lot 1 Harbor View F-B Date: 6/2820 Loading Direction: F-B Loading Area: Right Ws Nailing:8d Box 3RD 2ND 1ST Sheathing Thickness(in): 7/16 Rated Length of Bolt(in): 3.5 3.5 5.5 Capacity(lt): (In Vertical Wood Member) SW1 180 SW5 540 Anchor Bolt Capacity(lbs): SW2 270 SW6 720 HDU2 3.1(3) PHD2 3.61(3) HD2A 2.06 2.76 2.76 SW3 360 SW7 920 HDU4 4.56(3) PHD5 4.69(3) HDSA 2.49 3.98 3.98 SW4 460 HDU5 5.65(3) PHD6 5.21(3.5) HD6A 2.98 5.51 5.51 Thickness of Sill Plate(in): 1.5 HDU8 5.98(3) 7.9(5.1 HDQ8 5.72(3 9.23(4 HD8A 4.35 7.91 7.91 Sill Bolt Size(in): 0.5 HDU11 9.5(5.5) 11.1(7 HHDQ1:11.8(5.5) HD10A 5.54 9.90 9.90 Sill Bolt Capacity(lbs/bolt): 806 HDU14 14.4(7.2:14.9(5 HHDQ1,13.71(13.1(7.25) Max.Sill Bolt Spacing(in): 48 Offset Wind Seismic Wall HD G,e„o L D W H,,,u Ad, 17„i, y/N Vw(pltJ HDf(K) Vs(plf)HDf(K) Type Type O 0 0 0 1.00 n 0 1 0 0 0 0 1.00 3 0 O 0 0 0 1.00 n 0 O 0 0 0 1.00 0 2 0 0 0 0 1.00 3 n 0 O 0 0 0 1.00 n 0 O 0 0 0 1.00 n 0 3 0 0 0 0 1.00 3 0 O 0 0 0 1.00 0 4 0 0 0 0 1.00 0 5 0 0 0 0 1.00 0 0 6 0 0 0 0 1.00 0 7 0 0 0 0 1.00 0 8 0 0 0 0 1.00 0 0 9 0 0 0 0 1.00 0 30 0 12 2 1.00 99 0.6 113 0.0 SW1 HDU2 1 0 0 0 0 1.00 3 0 0 2ND 0 0 0 0 1.00 0 0 O 0 0 0 1.00 0 0 Total Length:30 ft 2 0 0 0 0 1.00 3 0 0 ffective Length:18 ft 0 0 0 0 1.00 0 0 Roof Height 10 ft 0 0 0 0 1.00 0 0 Wall Height:9 ft 3 0 0 0 0 1.00 3 0 0 O 0 0 0 1.00 0 0 Tributary Width:14 ft 4 0 0 0 0 1.00 0 0 Wind Forece:1.78 K 5 0 0 0 0 1.00 0 0 0 Roof Area:600 ft2 6 0 0 0 0 1.00 0 0 Wall Length:400 ft 7 0 0 0 0 1.00 0 0 Floor Area: ft2 8 0 0 0 0 1.00 0 0 0 eismic Force:1.57 K 9 0 0 0 0 1.00 0 0 30 0 0 0 1.00 59 0.0 128 0.0 SW1 1 0 0 0 0 1.00 3 0 0 0.0 1ST 0 0 0 0 1.00 0 0 0.0 O 0 0 0 1.00 0 0 0.0 Total Length:30 ft 2 0 0 0 0 1.00 3 0 0.0 0 0.0 ffective Length:30 ft 0 0 0 0 1.00 0 0.0 0 0.0 O 0 0 0 1.00 0 0 0.0 Wall Height:10 ft 3 0 0 0 0 1.00 3 0 0 0.0 O 0 0 0 1.00 0 0 0.0 Tributary Width: ft 4 0 0 0 0 1.00 0 0 0.0 Wind Force:n K 5 0 0 0 0 1.00 0 0 0 0.0 Roof Area:0.0 ft2 6 0 0 0 0 1.00 0 0 0.0 Wall Length: ft 7 0 0 0 0 1.00 0 0 0.0 Floor Area:812 ft2 8 0 0 0 0 1.00 0 0 0 0.0 eismic Force:1.38 K 9 0 0 0 0 1.00 0 0 0.0 Project: 20-146B Lot 1 Harbor View L-R Date: 6/28/20 Loading Direction: L-R Loading Area: Front Ws Nailing: 8d Box Sheathing: 7/16 Rated Min. Wood Capacity(pff): Member Allowable Tension Loads(lbs) SW1 180 Thickness DF/SP SPF/HF SW2 270 SW3 360 HDU2 3 3075 2215 SW4 460 HDU4 3 4565 3285 SW5 540 HDU5 3 5645 4065 SW6 720 HDUB 3 5980 4305 SW7 920 31/2 6970 5020 41/2 7870 5665 Thickness of Sill Plate(in): 1.5 HDU11 51/2 9535 6865 Sill Bolt Size(in): 0.5 71/4 11175 8045 Sill Bolt Capacity(lbsbolt): 806 HDU14 71/4 14390 10360 Max.Sill Bolt Spacing(in): 48 5 1/2 14925 10745 Offset Wind Seismic Wall HD Group L D W Hmax CO Rh,- Y/N VW(plt) HDr(K) Vs(pff) HD,(K) Type Type O 0 0 0 1.00 n 0 1 0 0 00 1.00 3 n 0 O 0 0 0 1.00 n 0 O 0 0 0 1.00 n 0 0 2 0 00 0 1.00 3 n 0 O 0 0 0 1.00 n 0 0 0 00 0 1.00 n 0 3 00 0 0 1.00 3 n 0 O 0 0 0 1.00 n 0 4 00 0 0 1.00 0 50 0 0 0 1.00 3 0 6 00 0 0 1.00 0 7 0 0 0 0 1.00 0 8 0 0 0 0 1.00 3 0 9 0 0 0 0 1.00 0 28.5 20 0 0 1.00 n 267 3.0 221 0.4 SW2 HDU2 1 42 16 9 0 1.00 3 267 3.2 221 0.0 SW2 HDU4 2ND 13 0 6 0 1.00 267 2.7 221 1.3 SW2 HDU2 12.5 3.5 1.5 0 1.00 267 2.8 221 1.3 SW2 HDU2 Total Length:96 ft 2 0 0 0 0 1.00 3 0 0 Effective Length:40 ft 0 0 0 0 1.00 0 0 Roof Height:10 ft 0 0 0 0 1.00 0 0 Wall Height:9 ft 3 0 0 0 0 1.00 3 0 0 O 0 0 0 1.00 0 0 Tributary Width: 26 ft 4 0 00 0 1.00 0 0 Wind Force:10.66 K 5 0 0 0 0 1.00 3 0 0 Roof Area: 2651 ft2 8 0 0 0 0 1.00 0 0 Wall Area: 1811 ft2 7 0 0 0 0 1.00 0 0 Floor Area: 0 ft2 8 0 0 0 0 1.00 3 0 0 Seismic Force:6.78 K 9 0 0 0 0 1.00 0 0 28.5 0 0 0 1.00 104 1.2 138 0.0 SW1 HDU2 1 42 0 0 0 1.00 3 104 1.2 138 0.0 SW1 HDU2 1ST 13 0 0 0 1.00 104 2.1 138 1.0 SW1 HDU2 12.5 0 0 0 1.00 160 2.8 184 1.6 SW2 HDU2 Total Length:96 ft 2 0 0 0 0 1.00 3 0 0.0 0 0.0 Effective Length:96 ft 0 0 0 0 1.00 0 0.0 0 0.0 O 0 0 0 1.00 0 0.0 0 0.0 Wall Height:10 ft 3 0 0 0 0 1.00 3 0 0 0.0 0 0.0 O 0. 0 0 1.00 0 0.0 0 0.0 Tributary Width: 0 ft 4 0 0 0 0 1.00 0 0.0 0 0.0 Wind Force:0.00 K 5 0 0 0 0 1.00 0 0 0.0 0 0.0 Roof Area: 0 ft2 6 00 0 0 1.00 0 0.0 0 0.0 Wall Area: 760 ft2 7 0 0 0 0 1.00 0 0.0 0 0.0 Floor Area: 1624 ft2 8 0 0 0 0 1.00 0 0 0.0 0 0.0 Seismic Force: 3.82 K 9 0 0 0 0 1.00 0 0.0 0 0.0 Note: L:Length of Wall D:Door Opening W.'Window Opening Hmax:Max.Height of Opening Co:Perforated Shearwall F. Li=L-D-W %of Shearwall Panel=Li/L *100 Opening Height Ratio=Hmax/Wall Height 1 28.5 4 0 0 1.00 296 3-2 1137 n 5 RW9 1-111l re PROJECT: PROJECT: HARBOR VIEW LOT 1 06/30/20 LOCATION: LOCATION: 8 FT WALLS RET. WALL DATA: WALL HEIGHT: H= 8 FT WALL THICKNESS: Ts= 8 IN FOOTING THICKNESS: Tf= 10 IN CONCRETE COMPRESSIVE STRENGTH: F'c= 2500 PSI REINF.YIELD STRENGTH #4 BARS: Fy= 60000 PSI #5 AND#6 BARS Fy= 60000 PSI REINFORCEMENT STEEL COVER: STEM: STEMcov= 2 IN HEEL: HEELcov= 2 IN TOE: TOEcov= 3 IN BACKFILL DEPTH: Hbf= 7.5 FT BACKFILL EQUIV.FLUID PRESSURE: EFP= 30 PCF/FT BACKFILL DENSITY: 2= 125 PCF ALLOWABLE SOIL PRESSURE: ASP= 1500 PSF FOOTING LATERAL RESIST.CAPACITY: FLR= 300 PSF SOIL FRICTION FACTOR: f= 0 VERTICAL LIVE LOADS: VLL= 300 PLF VERTICAL DEAD LOADS: VDL= 300 PLF SEISMIC LOAD FACTOR: Qs= 12 PCF/FT LOCATION h= 0.6 X Hbf OR 4.5 FT ABOVE BASE HEEL LENGTH DESI( WALL WEIGHT: Ws= 800 PLF BACKFILL WEIGHT: Wx= 938 PLF HEEL WEIGHT: Wt= 125 PLF TOE WEIGHT: Wh= 375 PLF TOTAL VERTICAL WEIGHT: Wtot= 2238 PLF FOOTING LATERAL CAPACITY: FLC= 250 PLF TOTAL LATERAL CAPACITY: Plrc= 1145 PLF BACKFILL LATERAL LOAD W/1.5 FOS: P= 1266 PLF SEISMIC LATERAL PRESSURE: Ps= 90 MINIMUM HEEL LENGTH HLmin= 1.50 FT TRIAL HEEL LENGTH: HL= 1.00 FT SLAB OR KEY REQD. RESISTANCE: Preq= 211 PLF SLAB OR KEY RESIST. REQD. TOE LENGTH DESIGN: MOMENT SECTION MOMENT SECTION ARM WEIGHT (+) (-) STEM WALL: -0.33 800 -267 DEAD LOADS: -0.33 300 -100 LIVE LOADS: -0.33 300 -100 BACKFILL: 0.50 938 469 FOOTING(HEEL): 0.50 125 63 FOOTING(TOE): -1.50 375 -563 TOTAL VERTICAL LOADS: --- 2838 LBS SEISMIC LOAD : -4.5 90 -405 LATERAL SOIL PRESSURE: -2.50 1266 -3164 MOMENT TOTALS: 531 -4598 RESULT. LOC. FROM FACE OF WALL: Y= 1.43 FT RESULTANT BASE WIDTH: Z= 3.78 FT MINIMUM TOE LENGTH: TLmin= 2.69 FT DESIGN TOE LENGTH: TL= 3.00 FT TOE LENGTH ADEQUATE CHECK HEEL DESIGN !! TOTAL BASE LENGTH: BL= 4.00 FT ACTUAL MAX. SOIL PRESSURE: Qact= 1207 PSF ACTUAL RESULTANT WIDTH: Zact= 4.70 FT FOOTING RESISTANCE CAPACITY: Pr= 3447 LBS FOOTING ADEQUATE PROJECT: PROJECT: HARBOR VIEW LOT 1 06/30/20 LOCATION: LOCATION: 6 FT WALLS RET.WALL DATA: WALL HEIGHT: H= 6 FT WALL THICKNESS: Ts= 8 IN FOOTING THICKNESS: Tf= 10 IN CONCRETE COMPRESSIVE STRENGTH: F'c= 2500 PSI REINF.YIELD STRENGTH #4 BARS: Fy= 60000 PSI #5 AND#6 BARS Fy= 60000 PSI REINFORCEMENT STEEL COVER: STEM: STEMcov= 2 IN HEEL: HEELcov= 2 IN TOE: TOEcov= 3 IN BACKFILL DEPTH: Hbf= 5.5 FT BACKFILL EQUIV. FLUID PRESSURE: EFP= 30 PCF/FT BACKFILL DENSITY: 2= 125 PCF ALLOWABLE SOIL PRESSURE: ASP= 1500 PSF FOOTING LATERAL RESIST.CAPACITY: FLR= 300 PSF SOIL FRICTION FACTOR: f= 0 VERTICAL LIVE LOADS: VLL= 300 PLF VERTICAL DEAD LOADS: VDL= 300 PLF SEISMIC LOAD FACTOR: Qs= 12 PCF/FT LOCATION h= 0.6 X Hbf OR 3.3 FT ABOVE BASE HEEL LENGTH DESIt WALL WEIGHT: Ws= 600 PLF BACKFILL WEIGHT: Wx= 688 PLF HEEL WEIGHT: Wt= 125 PLF TOE WEIGHT: Wh= 250 PLF TOTAL VERTICAL WEIGHT: Wtot= 1663 PLF FOOTING LATERAL CAPACITY: FLC= 250 PLF TOTAL LATERAL CAPACITY: Plrc= 915 PLF BACKFILL LATERAL LOAD W/1.5 FOS: P= 681 PLF SEISMIC LATERAL PRESSURE: Ps= 66 MINIMUM HEEL LENGTH HLmin= 0.48 FT TRIAL HEEL LENGTH: HL= 1.00 FT SLAB OR KEY REQD. RESISTANCE: Preq= 0 PLF ADEQUATE TOE LENGTH DESIGN: MOMENT SECTION MOMENT SECTION ARM WEIGHT (+) (-) STEM WALL: -0.33 600 -200 DEAD LOADS: -0.33 300 -100 LIVE LOADS: -0.33 300 -100 BACKFILL: 0.50 688 344 FOOTING(HEEL): 0.50 125 63 FOOTING(TOE): -1.00 250 -250 TOTAL VERTICAL LOADS: --- 2263 LBS SEISMIC LOAD: -3.3 66 -217.8 LATERAL SOIL PRESSURE: -1.83 681 -1248 MOMENT TOTALS: 406 -2116 RESULT. LOC. FROM FACE OF WALL: Y= 0.76 FT RESULTANT BASE WIDTH: Z= 3.02 FT MINIMUM TOE LENGTH: TLmin= 1.76 FT DESIGN TOE LENGTH: TL= 2.00 FT TOE LENGTH ADEQUATE HEEL LENGTH ADEQUATE TOTAL BASE LENGTH: BL= 3.00 FT ACTUAL MAX.SOIL PRESSURE: Qact= 1212 PSF ACTUAL RESULTANT WIDTH: Zact= 3.73 FT FOOTING RESISTANCE CAPACITY: Pr= 2692 LBS FOOTING ADEQUATE PROJECT: HARBOR VIEW LOT 1 LOCATION: 6 FT WALLS STEMWALL STEEL DESIGN: 06/30/20 LATERAL FORCE: P= 454 PLF SEISMIC LOAD Ps= 66 PLF BACKFILL MOMENT @ BASE OF WALL: M= 832 FT-LBS/FT SEISMIC MOMENT @ BASE Ms= 218 FT-LBS/FT TOTAL MOMENT @ BASE Mt= 1050 FT-LBS/FT FACTORED MOMENT: Mu= 1784 FT-LBS/FT CONC. DESIGN DEPTH: d= 5.75 IN MINIMUM STEEL REQUIRED: As= 0.12 CONC. COMP. BLOCK DEPTH: a= 0.46 IN STEEL TRIALS: # 4 BARS 12 O.C. STEEL AREA: 0.20 SI/FT ADEQUATE SPLICE HEIGHT WHERE STEEL CAN BE CUT: VERTICAL STEEL LOCATION (ENTER 1 FOR CENTER): 2 MATCHED WITH TOE STEEL VERT STEEL CONC. DESIGN DEPTH: 5.75 IN WALL VERTICAL STEEL:3AR SIZE#: 4 SPACING: 24 IN. O.C. SELECTED STEEL AREA As= 0.10 SI/FT MOMENT CAPACITY: M(1/2)= 2490 FT-LB/FT HEIGHT(1/2): H(1/2)= 0.00 FT ABOVE BASE HEEL STEEL DESIGN: MAXIMUM MOMENT: M= 406 FT-LBS/FT FACTORED MOMENT: Mu= 569 FT-LBS/FT CONC. DESIGN DEPTH: d= 7.75 IN MINIMUM STEEL REQUIRED: As= 0.02 SI/FT CONC. COMP. BLOCK DEPTH: a= 0.12 IN STEEL TRIALS: # 4 BARS 48 O.C. STEEL AREA: 0.05 SI/FT ADEQUATE TOE STEEL DESIGN: MAXIMUM MOMENT: M= 1991 FT-LBS/FT FACTORED MOMENT: Mu= 3385 FT-LBS/FT CONC. DESIGN DEPTH: d= 6.75 IN MINIMUM STEEL REQUIRED: As= 0.12 SI/FT CONC. COMP. BLOCK DEPTH: a= 0.46 IN STEEL TRIALS: # 4 BARS 12 IN. O.C. STEEL AREA: 0.20 SI/FT TOE STEEL ADEQUATE HEEL AND TOE LONGITUDINAL STEEL DESIGN: LONGITUDINAL STEEL SIZE: # 4 BARS REQUIRED SPACING: @ 9 O.C. DESIGN SUMMARY: BACKFILL HEIGHT: 5.5 FT HEEL LENGTH: 1.00 TOE LENGTH: 2.00 STEMWALL THICKNESS: 8 FOOTING THICKNESS: 10 STEMWALL STEEL COVER: 2 STEMWALL BASE(FOOTING TOE)STEEL:# 4 BARS @ 12 IN. O.C. VERTICAL STEEL: 4 BARS @ 24 IN. O.C. 0.00 FT ABOVE FOOTING HEEL STEEL COVER: 2 IN HEEL STEEL:# 4 BARS @ 48 IN. O.C. TOE STEEL COVER: 3 IN TOE STEEL: 4 BARS @ 12 IN. O.C. LONGITUDINAL FOOTING STEEL:# 4 BARS @ 9 IN. O.C. OR 4 BARS PROJECT: PROJECT: HARBOR VIEW LOT 1 06/30/20 LOCATION: LOCATION: 4 FT WALLS RET.WALL DATA: WALL HEIGHT: H= 4 FT WALL THICKNESS: Ts= 8 IN FOOTING THICKNESS: Tf= 8 IN CONCRETE COMPRESSIVE STRENGTH: F'c= 2500 PSI REINF.YIELD STRENGTH #4 BARS: Fy= 60000 PSI #5 AND#6 BARS Fy= 60000 PSI REINFORCEMENT STEEL COVER: STEM: STEMcov= 2 IN HEEL: HEELcov= 2 IN TOE: TOEcov= 3 IN BACKFILL DEPTH: Hbf= 3.5 FT BACKFILL EQUIV. FLUID PRESSURE: EFP= 30 PCF/FT BACKFILL DENSITY: 2= 125 PCF ALLOWABLE SOIL PRESSURE: ASP= 1500 PSF FOOTING LATERAL RESIST. CAPACITY: FLR= 300 PSF SOIL FRICTION FACTOR: f= 0 VERTICAL LIVE LOADS: VLL= 300 PLF VERTICAL DEAD LOADS: VDL= 300 PLF SEISMIC LOAD FACTOR: Qs= 12 PCF/FT LOCATION h= 0.6 X Hbf OR 2.1 FT ABOVE BASE HEEL LENGTH DESI( WALL WEIGHT: Ws= 400 PLF BACKFILL WEIGHT: Wx= 293 PLF HEEL WEIGHT: Wt= 67 PLF TOE WEIGHT: Wh= 133 PLF TOTAL VERTICAL WEIGHT: Wtot= 893 PLF FOOTING LATERAL CAPACITY: FLC= 200 PLF TOTAL LATERAL CAPACITY: Plrc= 557 PLF BACKFILL LATERAL LOAD W/1.5 FOS: P= 276 PLF SEISMIC LATERAL PRESSURE: Ps= 42 MINIMUM HEEL LENGTH HLmin= 0.00 FT TRIAL HEEL LENGTH: HL= 0.67 FT SLAB OR KEY REQD. RESISTANCE: Preq= 0 PLF ADEQUATE TOE LENGTH DESIGN: MOMENT SECTION MOMENT SECTION ARM WEIGHT (+) (-) STEM WALL: -0.33 400 -133 DEAD LOADS: -0.33 300 -100 LIVE LOADS: -0.33 300 -100 BACKFILL: 0.34 293 98 FOOTING(HEEL): 0.34 67 22 FOOTING(TOE): -0.67 133 -88 TOTAL VERTICAL LOADS: --- 1493 LBS SEISMIC LOAD: -2.1 42 -88.2 LATERAL SOIL PRESSURE: -1.17 276 -322 MOMENT TOTALS: 121 -832 RESULT. LOC. FROM FACE OF WALL: Y= 0.48 FT RESULTANT BASE WIDTH: Z= 1.99 FT MINIMUM TOE LENGTH: TLmin= 1.14 FT DESIGN TOE LENGTH: TL= 1.33 FT TOE LENGTH ADEQUATE HEEL LENGTH ADEQUATE TOTAL BASE LENGTH: BL= 2.00 FT ACTUAL MAX. SOIL PRESSURE: Qact= 1166 PSF ACTUAL RESULTANT WIDTH: Zact= 2.56 FT FOOTING RESISTANCE CAPACITY: Pr= 1829 LBS FOOTING ADEQUATE /O_ _�_ _� _ 101_57_ _ _ _ _ _ _Q EAST I 0 I Lot#1505 i a; - I 25,921 S.F. co ct I ; -.. u, 0 .0 / R=30.00' 10'PRIVATE UTILITY I L=29.71' IN\ EASEMENT 1 D=56°44'31/ ii\Tal y 16.49' }, CENTERLINE OF 20'COMMON I \ V N DRIVEWAY \ N I EASEMENT I S NA \ 15b"• 0 \ `, �i� 1r.M IIII v I �595 SI 5 j I I 30'PRIVATE 1 1 \ I ROAD AND�\ I I co 30'PRIVATE ROAD AND UTILITY 1 I I 1 1 TILITY EASEMENT I G1 "' EASEMENT _ — S88°48'21"E Site Plan 1 UScale : 1" = 30' Progressive Design Site Plan Project#: #Pln Builders Project Manager: © PO Box 727 Albany,OR 97321 Harbor View Lot 1 Drafted by: EAS (541)740-2948 CCB: 166666 Harbor View P1, Anacortes, WA 98221 Date Printed: 6/24/2020 REVISIONS DATE BY a 2 3 A-08 A-08 A-08 —El— - / 13'0" I/ 23' 10" / 21'-0" ) 13'2" / 8'0" / 28'6" / 31a" 5'-11" / 4'-0" / 4'-0" / 4'-0" / 5'-11" / 6'-8" / 5'-3" / 5'-3" / 3'-10" ) 6'-4" / 3'-5' / 3'-5" / 2'-6" �, 5'-6" / 6'-3" / 8'-0" / 8'-0" / 6'-3" / 2 \ I 13-5viz 3- 6 (� _ Li i'J 323ia„ a \ \ I -V t j1c)::: 0 rn co �3 OXfiO 6 0x6-8 _ I 9-Fx3-0 \ \ \ cD71,_ I=' N 1 a i._I o - io co Zipc T -\ x DINING ROOM M cr 12'-0"x 8'-8"- 11'-10" Q ;c, 2-6x6-8 in q f—F 4 1 - M c9 MASTER BATH - o N \ \ \ \ - - - - - \ cfl 12'-4"x 8'4" \ °' N T MASTER BEDROOM 18'-2"x 15'-2" 0 0 M o a m \ \ in 4 b A-08 MASTER CLOSET 12'-4"x 6'-6" i__J� co / Co LIVING ROOM 24'-6"x 18'-0" ' 2'-4" 4'-4" 5'-8" 8'-6" '-4" 10'-10" / o \ — . / y 3 Ox6 0 \ N C\I , KITCHEN CC - 4? 0 13'-0"x 2T-10" \ 3-0x6 8 _ M 1/2 BATH BATHROOM 5'4"x6'4" 8'2"x8'8" 1 - +r 11 A` \ \ 00 Qco o 6-0x2-0 6-O C 0x2-0 6-0x2-0 o 'v o 9 o, BEDROOM 2 -' 18'-0"x 13'-0" O 0 CO SD \ I — o & CARBON \r/ 4'-0" / 6" \ / p O \ L12 \/6x6= \ > c O \ \ _ In O / 4'-6" / 11'-0" / 2'-4" / 7'-4" / 2'-4" / 13'-6" / 3'-10" / 17'-2" / 5' 10" / 4 -0 ^ 0 L L.L 3-0x6-8 c. \ CO PANTRY �J \ 3 0x6 8 L \ I 3 6x6 8 L )\ co = Cv 4'-0"x 7'-0" SD \ao — p 17R.@7" _. 16T.@11" °0 `" GARAGE - O O 0 o 28'-0"x 29'-0" in 4"CONC.SLAB O 0 -6x6-8 3 0x6 8 ON GRADE \ y OFFICE SD o o (� 13'3"x12'0" co \ GARAGE - ' o 'en - co 20'-0"x 22'-0" ENTRY 6 4"CONC. SLAB co SD \ 7'-4"x 14.-10" M N LAUNDRY ON GRADE SEWING ROOM o 8'4"x13' 0" 9 CX 11'-0"x 10' 6" 13'6" iv \ o \ co \ BEDROOM 1 M I / v / \ W 12'-0"x 18'-4" A / \ / 0 0 II II Ir \ / N A in \ 6-0x6-0 \ \ / \ / \ / \ / c? N \ / 3-6x8-0 \/ \/ / q 6x3 0 IL VCC �� \ o \ o I I / v I I / v N V N in 2L7up J( O / / / as., ' X . CLOSET ��� / / v / / \ \ \ ,- 3'•6" 8'4"x 5' 0" 1 �/ L 12t CO CO 10 Ox10 0 10-0x10-0 \ \ 2t9aia" In co Builder/ M Contractor \ ]< \ \ Progressive 6-0x6-0 3-0x6-0 16-0x8-0 Design Builders Q" El PO Box 727 3' 11" 3' 5" 6'-3" 6'-7" 6'-6" 6'-0" 4'-6" 4'-2" 2'-5" 18'-7" 1'-11" 12.-0" 14'-7" / Albany,OR 97321 2'-6" 1'-6" 12'-0" 9'-2" 2'-10" 12'-10" 12'-6" 8'-8" 21'-0" 28'-6" (541)740-2948 / / / / / / / / / / / CCB: 166666 / 111'-6" / 1st FLOOR SQ. FT. = 3,248 BASEMENT SQ. FT. = 934 1 © © 4 GARAGE SQ. FT. = 1,316 A-08 A-08 A-08 A-08 TOTAL SQ. FT. = 5,498 1 1 First Floor Plan Scale : 1/4" = 1'-0" DRAW DATE EAS 6/24/2020 FILE SCALE 1/4"=1'-0" A-02 #A-02 OF 9 SHEETS REVISIONS DATE BY 2 AN A-08 1 A-08 \ 1 A-08 ILI / 41'-10" / / 2_p j 13'0" j 5'-11" 4'-0" / 4'-0" / - 4'-0" / 6'-5" 3-2 \ / 314" / / 1i2 13-5 \ ` 323j4 \ ih 13 cl):::1 CV `0 BONUS AREA =o M 12'-0"x 8'-8"- 11'-10" Co m 0o c o c 'n (4 'el) `1 ih - - 3-0x6-0 4 A-08 o o 0 o BONUS AREA _. co co x 1 T-6" N W \ 4 0x6 0 cr- c r 0 J L O 0 EDFURN > c \ \ SHED G( 28'-0"x12'8" - - - L_0 a) CD cn kr i, 176 T.@ R.@ 7 11"1/8" L 1 L \ 0 CU \ \ — — 11' 1v1s" 36'-10" , ,' :c 47'-1 1 1/16" / 1 1 J L. 1 � Builder Contractor Progressive Design Builders PO Box 727 Albany,OR 97321 (541)740-2948 CCB: 166666 Mk gik a 2 A-08 A-08 A-08 A-08 Basement Floor 1 Scale : 1/4" = 1,-01, DRAW DATE EAS 6/24/2020 FILE SCALE 1/4"=1'-0" A-03 #A-03 OF 9 SHEETS REVISIONS DATE BY METAL ROOFING ON 15#FELT ON / 1/2"SHEATHING ON TRUSSES W/ R-41 BAIT INSULATIONLLk 4, 20'-311/16" 19'-105ns^ CONT.ALUMINUM GUTTER ON 36"O.H.(TYP.) 13'-85n6" i 1ZiC affil io11. _ 4 12'-0"T.O.P. 2 4 1 i �dl�nng �. 4igiu 9'-0"T.O.P. __ . . T� .'.. i r STUCCO ON VAPOR 1- - [fit BARRIER ON 1/2" -, -"a ]l_c❑ - - SHEATHING ON 2x6 STUD - - ®= - WALL @ 16"O.C.W/R-21 - zit - • H [� INSULATION =a _ ! fai i �■Y ill-2® ` � U - It 00MAINFLR - • 1 r . mto d.t *wig ,_ rkfi , _ii t -7 - OP E% rim emis r 41 4=1 41. ivy. IM 4 1111-1-'14. ,, . A -2'-0"GARAGE FLR. vv -v v Nit��I® grilliril,v v VI -v icv.4-497.1 -v _���I�`!�®®�I®!�®®® ® Front Elevation co N 1 Scale : 1/4" = 1'-0" Q C O O as J N O W CONT.ALUMINUM GUTTER N (U - ON 36"O.H. (TYP.) + 20'-311/16" c V 19'-10"6" L— < co O\ 18'-2"6" ! � W II � 00Eo I _ O 12 5/16" ��0 T - 12 —1 4 1 �..L 4 METAL ROOFING ON 15#FELT ON O - 1,.SL 12 1/2"SHEATHING ON TRUSSES W/ Qm 12'0"T.O.P. '�w 4 R-41 BATT INSULATION L ®off®0■® co _ _ �. fi�*ss . �T,,, it-rear1-I NEI 11-.41I-1111i lalt -' ,s_ 9'0"T.O.P. I II I I _ 7 ... ® :ss �0� ini.- 7.11!-PrliSTUCCO ON VAPOR ��a _ _ a I r - ®g.. BARRIER ON 1/2" 0 �n _ _ SHEATHING ON 2x6 STUD • T • �■� ll ..! WALL @ 16"O.C.W/R-21 r�r •-i_ -- i INSULATION �� _` tin- i.�.. Liii •ssmiNFATI7 r J- r wk.AN i rr `r■■ , I 1 a®ft a®ill .us — — —7— 2,R —"--i r �® ( I_ 0 0 MAIN FLR. •...T ... ��...T �... - iT tea :!gjel - - ❑ �TT■1���T�❑ BT■1 ■- ❑ -1'-06/8"T.O.P. Qi!1 2'-0"GARAGE FLR. tiltkr: ill�=r41 rot�::._ •♦ �rll*117r0 ®®:et®r o!i®®: Da- S S ®.N •■ Builder/ �i141.11�®�11 i VI!I -r tni •• Contractor iED= -=sue ��T■!� — -■■ j--� �� IP Progressive ® ,� Design Builders ®/ ��®❑❑�l - r�� PO Box 727 ��� —l®�� o it � Albany,OR 97321 a� ®: ❑�.�le (541)740-2948 ❑ � � < < � Lust . . n�:®III=E n alik biLl ® ■ ® CCB: 166666 10'05/6"BASEMENT FLR. • • • D - IIIIIII � ♦. � �I �I � � ✓I m � IIIIIIIII � IIIIIIIII � ® I IIIIIIIII � ® IIIIIIIII � ® ♦ ♦ IIIIIII ® ♦ ♦ ♦ IIIIIII ® �IIIIIIIII � ♦ IIIIIII ��� � ♦ ♦ IIIIIII ®� �� ♦ ♦ IIIIIII ® � ®�� IIIIIIIIII � ®�� ♦ ♦ IIIIIII ® ®�� �� ♦ ♦ IIIIIII ®� �� ♦ ♦ IIIIIII ® � ®�� IIIIIIIIII � ®�� �� ♦ IIIIIII Back Elevation 2 Scale : 1/4" = 1'-0" DRAW DATE EAS 6/24/2020 FILE SCALE 1/4"=1'-0" A-04 #A-04 OF 9 SHEETS REVISIONS DATE BY 20'-31 v16" 19'-113/16" ','''. 12 4 METAL ROOFING ON 15#FELT ON 1/2"SHEATHING ON TRUSSES W/ R-41 BATT INSULATION 12 �4 A 14'-105116" I + 14'-25116" [g ; L= GUTTER I � .) (� _ IIIIJI • 9' 0"T.O.P. I r�iJin �„ _ iiii 9'0"T.O.P. LLk �co� - ]( f - Iii I®■Ilia ®1 ■I _ ® oh o®� a7 l•® _r�IIf ._ ` ,��r r ���gr� L ■r- STUCCOONVAPORBARRIERregla �P �T 11:- lTairi I 1 _ r _ ON1/2"SHEATHINGON2x6STUD WALL@16"O.C.W/R- I�L _ q: iil� _ .® +. = 1 21INSULATION411. Ai■�.�r ,� ■ �i■..r�..�r.■.. - � fir- J LJIrJT:'ILJ ill1� 4i 1 t�l'� m ii�:® ■r itiLineitizil-is---1: 7i..li is �I 1�+�01.".•I t .. . ��I � I 1 Jam. AI 0'-0"MAIN FLR. �A �v164-41®>• TiLs��� t-- ®_ _ 1 ,�L� - A 0'-0"MAIN FLR. • 1-o T.O.P. li IAi Illk i_Ii I a®T■!v. . • aiiiAn �,, !� .�A■Iilii i i__ �-;'_ >i iiiiiii•r_4661'alti--i-- irt. ^ sa-- I� ' ,'♦'�'I♦�,II♦♦♦�®®®/♦1�®'�®®® ®!®�®®��♦♦♦♦♦�����II♦♦♦♦♦������III♦♦♦♦♦♦������III♦♦♦♦♦♦���I���IIII♦♦♦♦♦♦����I���IIII♦♦♦♦♦♦�����I���IIIII♦♦♦♦♦♦����I����IIIII♦♦♦♦♦♦♦®�����I���IIIII♦�♦♦♦♦♦�����I���IIII♦♦♦♦♦♦®�����I���IIII�♦®♦♦�♦�!®®�®�♦�®����I®II♦♦��®��I�II�♦���III♦����I®II►♦�♦®♦������I®��IIII♦♦♦♦-♦♦♦�����I���- .lat-Artuomt_j 1114114KWOW � ' o ® w °s® ®'� rrI_ r®Ti�!r �, -, ® ♦ I I ® % 1— . _Tili T� t�1 �r� ®:o _ . _ ow .' •., ii 1r t l 0 ♦.� • 10'-05/sBASEMENT FLR. 11Irtip_�lit r �� 0.� � ® ,'♦''♦,'♦''♦,'♦''♦,'♦''♦,'♦®/1�' ®/1��®'® ''♦,'♦''♦,'♦''♦,'♦''♦,'♦''/1►�'�®/1�'�''® ®'�,'♦''♦,'♦ o Left Elevation 03 a) �, °'1 Scale : 1/4" = 1'-0" Q w O O (o J L_ U, CONT.ALUMINUM GUTTER METAL ROOFING ON 15#FELT ON O -..... ON 36"O.H. (TYP.) 1/2"SHEATHING ON TRUSSES W/ a) co c s/16" R-41 BATT INSULATION \ c 0 19'-10 / _ 12 �4IIIIIIIIIr O - co ::ir' =� W 12 I O + ' —74 14-25/16" 0) O E ID 12'-0"T.O.P. 06 12 2 `~ 4I— —I 9'-0"T.O.P. ��—�� 9'-0"T.O.P. c T■-- fi®Tim rt�T■1 STUCCO ON VAPOR BARRIER - -1 _ E ON 1/2"SHEATHING ON 2x6 ` - c r alit ad STUD WALL @ 16"O.C.W/R- 21 INSULATION iEll On [] 11.®1i• a -- ® ,®E 4_ 1_ 0'-0"MAIN FLR. i - �U a T -.-: A -2'-0"GARAGE FLR. I n Ci i�®�Iiyi �� I r �.� I r 0-11-414111 - IIPW misissall ♦♦�♦♦�♦♦ ® ®♦♦®®%������♦♦�♦♦�♦♦�♦♦�♦♦�♦♦�♦�♦♦� ♦®♦♦®♦♦®®®®���♦♦�♦♦�♦♦�♦♦�♦♦�♦♦�♦ /♦ -Wartt..�•� -Moil Contractor ♦♦ ♦♦ ♦♦ ♦♦��♦♦ ♦♦ ♦♦ ♦♦��♦��♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦���♦ ♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦®��♦♦ ♦♦�♦♦�♦♦�♦♦�♦♦�♦♦�♦♦�♦♦�♦♦®♦•� = E inemi � ® ( ve_�.l T Progressive ♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦ Design Builders ♦♦��I♦♦��I♦♦��I♦♦��I♦♦��I♦♦��I♦♦��I♦♦��I♦♦��I♦♦��I♦♦��I♦♦��I♦♦��I��®®��♦��I♦��I♦��I♦��I♦��I♦��I♦��I♦��I♦��I♦��I♦��I♦��I� ®'♦��I♦��I♦��I♦��I♦��I♦��I♦��I♦��I♦��� - ® 11 : _ - Po Box 727 ''♦''♦''♦''♦''♦''♦''♦''♦''♦''♦''♦''♦ ®®♦''♦♦''♦♦''♦♦''♦♦''♦♦''♦♦''♦♦''♦♦''♦♦''♦♦''♦♦''� ®''♦''♦♦''♦♦''♦♦''♦♦''♦♦''♦♦''♦♦''♦♦''♦®�®. 1.17� ` Albany,OR 97321 ♦♦♦♦♦♦♦♦'♦♦♦♦♦♦'♦♦♦♦♦♦'♦♦♦♦♦♦'♦♦♦♦♦♦'♦♦♦���� ♦♦♦♦'♦♦♦♦♦♦'♦♦♦♦♦♦'♦♦♦♦♦♦'♦♦♦♦♦♦'♦♦♦♦♦♦® ♦♦♦'♦♦♦♦♦♦'♦♦♦�♦♦♦'♦♦♦�♦♦♦'♦♦♦�♦♦♦'♦♦♦����® � �a Right Elevation 2 Scale : 1/4" = 1'-0" DRAW DATE EAS 6/24/2020 FILE SCALE 1/4"=1'-0" A-05 #A-05 OF 9 SHEETS REVISIONS DATE BY 3 , 2 A / 1 A0� A-08 109'-6" 71'-0" / 2 0 / 10'-51/2' / 10'-51/2, / / _ U I ® ® \ JL _ i , T �4' 10" '44 36"x36"x12"CONC. 7 n I / PAD \ 36"x36"x12"CONC. 36"x36"x12"CONC. \ 36"x36"x12"CONC. A` 36"x36"x12"CONC. I PAD PAD PAD \w PAD \ \ CONT. 18"CONC. / I I I ® 1 El ;- 4 FOOTING y / / I I T I I / / I 36"x36"x12"CONC. D / 36"x36"x12"CONC. °' / / / PAD 36"x36"x12"CONC. \ 36"x36'x12"CONC. \ PAD ki Li 13 / 4"CONG.SLAB ON GRADE PAD PAD \ / I I CONT. 18"CONC. 1 — FOOTING — I ° \ I P 1 — — 36"x36"x12"CONC. I `° I I PAD CONT. 18"CONC. I I / FOOTING CONT. 18"CONC. \ r J FOOTING — — — CONT. 18"CONC. CONT. 8"CONC. I I \FOOTING `-- CONT. 18"CONC. 1 STEM WALL 1 — — — — — I � FOOTING I 4 1 I I �_ A-o$ ‘172x6 PONY WALL I ICONT.8"GONG. 28 6 / \ CONT. 8"CONC. / STEM WALL INSULATED 4"CONC.SLAB ON GRADE STEM WALL 4'2" / 4'2" / 20'2" / r I 1 I I I ° I - - - - I N 0 1 I — 1 — I I I CONT. 18"GONG. N I �— CONT. 18"GONG. 1 -/ FOOTING 00 FOOTING L — — — — ° '� 2x6 PONY WALL C 1 1 o CD 1 1 I --I0_o CONT. 8"CONC. STEM WALL 1 0 o T.8"CONC. xI 4"CONC. SLAB ON 2"x12"@ 12"O.C. b ON 6"x12"BEAM \ � � I - 1 a, CONSTEM WALL CONT.8"CONC. / CO 0 CONT.8"CONC. CONT. 18"CONC. I ® ® STEM WALL I o L STEM WALL FOOTING 1 I ° N � � o \ -� I I CONT. 18"CONC. 1 1 — — — FOOTING \ I \ = N ao - I I I It__ I 11 .Co o CONT. 8"CONC. CONT. 18"CONC. FOOTINGI \ L STEM WALL I ° _ L 1 rAo/ — I I CO I I I l J \ CONT.8"GONG. I I STEM WALL \ I 2x6 PONY WALL I CONT. 18"CONC. FOOTING \ o bo H I ' N I L CONT. 18"CONC. o I / FOOTING I 4"CONC. SLAB ON GRADE o L 1 ° I N I F. CONT.8"CONC\ \' 1 �\ -�O CONT. 18"CONC. — a STEM WALL 1 2x6 PONY WALL L FOOTING r l \� H I 1 N I I J N 1 0 N I N J \ M I I Builder/ co I \ CONT. 8"CONC. 1 CONT.8"CONC. Ia, FONT. 18"GONG. I - Contractor STEM WALL 1 I STEM WALL 1 I FOOTING M ° . \ Progressive 1 I 1 I \ \ \ Design Builders t. 1 �_ PO Box 727 Albany,OR 97321 (541)740-2948 CCB: 166666 \ \ / 1' 11' / 16' 2" / 2'5" / 1' 11" / 10'2" / 1' 10"/ 10'2" / 4'5" / 28'-6' / 20'-6" 4'0" 12'0" 12'-0" 12'-10" / 21'-8" / 111'6" AO Foundation Plan Cl Scale : 1/4" = 1,-O„ DRAW DATE EAS 6/24/2020 FILE SCALE 1/4"=1'-0" A-06 #A-06 OF 9 SHEETS REVISIONS DATE BY I ®� I I I I I I I -11 I I I I I I I I 11- I . v - -I- -I- - - - -I- -I. - - I- c --I - - -I- -I- - - - -I- -I- ti _ .. . _ _ _ _Eti_ 1_ _1 _ _ L _ 4 q „ 1 , 1 1 1 1 ,''`)< 1 , 1 1 1 _ , 1 jP.T. Li 13 . — I @16"0.C. lc::)%:ab..) rl 1 1 1 1 1 1 1 1 { 1 1 1 1 1 1 1 1 1 1 1 1 s. 1 °I 1 1 1 1 I I I I I I I I I I I I I I I I I I I ° ° ° 1 1 1 1 1 ° ° ° I°I ° ° ° ° N 1 1 1 CO ° 1 1 1 1 1 0 VJ ° 1 1 I I I I I I I I I I I I I I I I I I I ° ° I I I I I 1 1 1 1 1 1 1 1 1 1 L 1 1 1 1 ° O 1 1 1 I° Oct 1 1 1 ° , 1 4"C NC SL 3 O 2"x12" co 11 7/8"TJI's 12 O. .Of�6"x1N2 B�AM� ° > / L..L 1 1 1 @16"O.C• ° 1 1 1 1 1 1 la- 1 1 L \ L 1 ° 1 1 1 1 1 1 1 1 1 1 1 1 1 ° 0_ 0 1 1 1 1 1 1 1 1 1 1 1 ° I 6 //) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 � - 1„ 1 { ° ° ° ° I 1 I ° ° Ct 1 1 1 I I I I I I I I I I 1 ° ° 4"CONC.SLAB 1 ° ON GRADE 1 1 ° 1 ° °I ° °1 ° ,1 ° ° ° ° ° ° ° 1 1 1 1 , Builder/ 1 1 1 1 °° Contractor 1 1 1 1 ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° Progressive 1 1 1 1 1 1 Design Builders ° ° [ ° 1, ° ° PO Box 727 Albany,OR 97321 (541)740-2948 CCB: 166666 1 First Floor Framing Plan Scale : 1/4" = 1'-0" DRAW DATE EAS 6/24/2020 FILE SCALE 1/4"=1'-0" A-07 #A-07 OF 9 SHEETS REVISIONS DATE BY METAL ROOFING ON 15#FELT ON 1/2"SHEATHING ON ENGINEERED TRUSSES W/R-41 BATT INSULATION 12 4� 12 �4 �I R-41 Il� � �i! d0e�i�i1 �,AA,AI A, P,A,A,A,A . ,A,A,AIAI ermer wormer IIAIAIm1AIII , 1 ` `� mr.. FA t 11— 11— 11- I li li 1 STUCCO SIDING ON VAPOR D ING R M KITCH N SEWING BARRIER ON 1/2"SHEATHING ON f _ ROOM 2x6 STUD WALL @16"O.C.W/R- o o Zsi 21 INSULATION II 1 .i I I . o o no orl 1 o o . 1 4 Ic:%)::-..:th I. tf h R-38 AAAAAAA 11 7/8"TJI 16"O.C. R-38 VaVAAA. R-38 AAA 11 7/8"TJI 16"O.C. R-38 (,;� A AAA Ii Building Section 3 1 3 to, Scale : 1/4" = 1'-0" ii ii 1 r. . . . . . . . . . .1 ce 11 11 I li BONUS ��, ROOM 4K I % I,II,II,I1 / iII , ,��,��,��,��,��,��,��,��,��,��,��, \*♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦�®®� / ♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦�®®� ♦♦♦♦♦♦♦♦♦♦♦♦� 12 ►♦'''♦'''♦'''♦'''♦'''♦'''♦'/� ��♦'''♦'''♦'''♦'''♦'''♦'''♦'''♦'''♦'''♦'''♦'/� ♦'''♦'''♦'''♦'''♦ 4 N , `''♦♦',♦♦''♦♦',♦♦''♦♦',♦♦''♦♦ ®♦♦''♦♦',♦♦''♦♦',♦♦''♦♦',♦♦''♦♦',♦♦''♦♦',♦♦''♦♦ ♦,,♦♦,'♦♦,,♦♦,'♦♦� F ENGINEERED TRUSSES W/ '♦♦♦'♦♦♦'♦♦♦'♦♦♦'♦♦♦'®♦♦' ®® ♦♦'♦♦♦'♦♦♦'♦♦♦'♦♦♦'♦♦♦'♦♦♦'♦♦♦'♦♦♦'♦♦♦'♦♦♦' ���♦��'♦♦'♦♦♦'♦♦♦'♦♦♦� R-41 BATT INSULATION 12 ►,� ° _ � ®'�v��'� = ��'� • ® • •� •® ®®�•� •' •' •��° ►''�',�''�',�''�''��®®�''�'/� -I',�''�',�''�',�''�',�'� /1�®� I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I� I I I I I I I I I I I I A A eir -,-,-Y -;,1 r G, 11����iR P V���Ii1'19 V f- R-41 ������������IP 1 g Buildin Section 1to N— N N Scale : 1/4" = 1'-0" - 7 .- or. CO MASTER BEDROOM 2 STUCCO ON VAPOR Mil m CLOSET GARAGE BARRIER ON 1/2" `cv? cv SHEATHING ON 2x6 STUD °' ceo WALL@16"O.C.W/R-21 �� INSULATION ., -I-0 0 0 O V0 1 - \ O U R-38 11 7/8"TJI 16"O.C. R-38 COMPACTED ROCK 4"CONC.SLAB ON GRADE \ 0 (I) CO 7 2"x12"@ 12"O.C. .: e ♦ ♦ 0) � :410'III♦�% ♦,♦,♦ ® ♦ ♦, ' ♦•I♦ ° ��♦I♦♦I♦ c C ,`. ° �♦,,I♦,,I♦,,I♦,,I♦,,I♦,,I♦,,I I♦,,I♦,,I♦,,I♦,,I♦ I,I♦,I♦,I� 0_ - co III II,II,II,II,II,II,I®�►®�® �� I,II,II,II,II,II,II,II,I ca II ®I I� IIIIIIIIIIIIII ���® ® �IIIIIIIIIIIIIIIIIII� i 0 • ®�®�IIIIIIII Building Section 2 ��= �'�� ,�,♦♦,♦♦,♦♦,♦� I♦Oi,�®`�i3O♦♦♦IiI,I♦♦♦♦♦IiI,I♦♦♦♦♦IiI,I♦♦♦♦♦IIII♦♦♦♦♦IiI,I♦♦♦♦♦IiII♦♦♦I®II♦♦♦II,I♦♦♦♦♦i,�;♦♦1�i®,I♦♦♦♦♦IiI,I♦♦♦♦♦IiI,I♦♦♦♦♦IiI,I♦♦♦♦♦iI,II♦♦♦♦♦IiI,I♦♦♦♦♦IiI,I♦♦♦♦♦IiI,I♦♦♦♦III♦♦♦III♦♦♦III♦♦♦III♦♦♦III L p ♦♦i,♦♦�♦♦i,♦♦i,♦♦ C2I ♦ ♦ ♦ IIIIIII ����®®jI♦jI♦jI♦jI♦jI♦jI♦jI♦jI♦jI♦jI♦jI� �i♦jI♦♦jl��jl♦jI♦jI♦jI♦jI♦jI♦jI♦jI♦jI♦j® ®®®�►♦jI♦ Scale . 1/4" = 11-0" ca®�®® ®♦♦I♦I♦♦I♦I♦♦I♦I♦♦I♦I♦♦I♦I ®♦®I♦I♦♦I♦I♦♦I♦I♦♦I♦I♦♦I♦I♦I♦I �I♦I♦♦I♦I♦♦I♦I♦♦I♦I♦♦I♦I♦♦I��®��®® ♦I♦ Q�►,I ,�♦,I ,�♦,I ,�♦,I ,�♦,I ,�♦,I ,� , ,I ,�♦,I ,�♦,I ,�♦,I ,�♦,I ,�♦ i�♦,I ,�♦,I ,�♦,I ,�♦,I ,�♦,I ,�♦ ® ,I♦ I METAL ROOFING ON 15# FELT ON 1/2"SHEATHING ON 12 ENGINEERED TRUSSES W/ —\ 41 R 41 BATT INSULATION METAL ROOFING ON 15#FELT ON 1/2"SHEATHING ON ENGINEERED TRUSSES , 1 1 t rti ,k,71111* 1111Nrill4•111 : ily- 11111"... Virilir rAAA A : .4.40/fr,est* c;t-41 At 9 R-41 fillikik,Nr4 F A 0 VA it LIVING ROOM OFFICE STUCCO ON VAPOR STUCCO ON VAPOR ' b _ UI er BARRIER ON 1/2"SHEATHING a� BARRIER ON 1/2" Contractor ON 2x6 STUD WALL @ 16" I SHEATHING ON 2x6 ` o GARAGE STUD WALL @ 16"O.C. Progressive = O.C.W/R-21 INSULATION Design Builders PO Box 7 7 _ W OR 97321 ►.N N % o i•ce � Li Albany, 541) 40-2948 1.1 (CCB 7166666 XN P.T. 2"x12"©16"O C. X CI( R-38 11 7/8"TJI 16"O C. R-38 SX � R-38 _ULY\Z 1 11 7/8"TJI 16"O C. R-38 _ J LI ° '�II®I�®I®,�I♦♦♦♦♦.IIIIII♦♦♦♦♦♦III'IIII♦♦♦♦♦♦IIIIIIII♦♦♦♦♦♦♦♦III'IIIII♦♦♦♦♦♦♦♦�IIIIIII III♦♦♦♦�♦♦♦III'IIIIIII♦♦♦♦♦♦♦♦♦♦♦IIIIIIIIIIII♦♦♦♦♦♦♦♦♦IIIIIII�I�I�♦�♦♦♦�®I/®,��®�♦♦��®i'®®II�I♦♦♦♦®♦®iII,®I®♦♦®®♦®''�®II!I�®®♦♦®��♦��II,II�I♦�®♦�♦♦♦'IiIIIIIIIII♦♦♦♦♦♦♦♦♦♦♦♦IjiI',IIIIIIII♦♦♦♦♦♦♦♦♦♦♦IIjiIIIIIIIIIIII♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦IIjiII',IIIIIIII♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦IIjiIIIIIIIIIII♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦IIjiII''IIIIIIII♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦IIjiIIIIIIIIIIII♦♦♦♦♦♦♦♦♦♦♦♦♦♦IIji�I'III IIIII♦♦♦♦♦♦♦♦♦♦♦♦IIjiIIIIIIIIII♦♦♦♦®♦♦♦♦♦♦♦♦♦IIiIjI'IIIIIIIII�®♦♦♦♦�♦♦♦♦♦♦♦♦�®IjiIIIII,IIII♦♦♦♦♦♦♦♦♦♦♦Ii'j IIII�II♦♦♦♦♦♦♦♦jiIII,'I♦♦♦♦♦♦♦i'j®IIIIII M ° 4"CONC. SLAB ON GRADE IIIIIIIIIIIiII♦♦♦♦♦♦♦♦♦♦♦♦CO IIiIIMIIIII�,II,IIP♦♦♦♦♦A♦♦♦♦♦♦'♦♦♦C IiIIIIIIITII,II♦♦♦♦E♦♦♦♦♦♦♦♦♦DIIIII RO '♦CI®II®�IK BONUS RO M "'ce � ®�� `4, likK♦♦ 11K♦- Building Section 4 - ". @ 8'0"OC.2"x/12"@ 12"O.C. I�I®�♦ 4 ♦♦♦♦♦®�I®,�®I®♦♦♦♦♦►®®'III�,I®♦♦♦♦♦�♦♦�III,,♦®®♦�®♦��♦''�Il I���®♦♦♦®�♦��,III►I�,II IIi,I♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦IIiIIIIIIIIIIII,I♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦IIiIII�,IIIIIII,I♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦,IIiIIIIIIIIIIII,I♦♦♦�- ♦♦I♦♦♦♦♦♦♦IiII,�'IIIII,I♦♦♦♦�♦♦♦♦;♦♦♦IIiII,IIII_III,I�♦♦♦♦�♦♦♦♦♦♦♦♦�♦♦♦: -1V ,IiII,�'II�II,I♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦IIiII,IIIIIII�I♦♦♦♦♦♦♦♦♦♦♦�♦♦♦Ii®I,�II�II,♦♦♦�♦♦♦♦♦♦♦♦♦IIiI,III®III♦♦♦♦♦;♦♦♦♦♦♦♦♦Ii�II,IIIIII,® ♦♦♦♦♦♦♦♦♦♦♦♦♦♦ ,IIi ♦♦♦♦♦♦♦♦',IIIIi♦♦♦♦♦♦♦I,IIiI♦♦♦♦♦,IIIi♦♦♦♦♦I,IliI♦♦�♦♦♦♦'.,�IlIi♦♦♦�♦♦I,IlIi♦♦®♦♦♦♦®,IlIi♦♦♦♦♦�,l//%�®® ®®�®♦♦�♦♦iII'iI�♦♦♦�♦♦'i®IIIi♦♦♦♦♦♦♦♦Ii'II'iI♦♦♦♦♦♦♦♦'i'IlIIi♦♦♦♦♦♦♦♦Ii'Il'iI♦♦♦♦♦♦♦♦'ili♦♦li°♦♦I��lIi�♦♦♦�♦♦IiIlIi♦♦�♦♦♦♦'iIlIi♦♦♦♦♦IiIliI♦♦®♦♦®®II° ® ° ®�Ii♦♦♦♦'iIIIi♦♦♦♦♦♦IiIIiI♦♦♦♦♦♦'iIlIi♦♦♦♦♦®♦♦®IiIliI♦♦♦♦♦iIlIi♦♦♦♦♦iIliI♦♦♦♦♦ili♦♦°l°i♦♦II�IlIi♦♦♦♦♦♦♦I,iIl'i♦♦♦♦♦♦♦,�il�®ce�®®®'��®1®1�,®I�®®♦♦♦♦,iIIIi♦♦♦♦♦♦♦,,iIl'i♦♦♦♦♦♦♦,iIlIi♦♦♦♦♦♦♦,,iIl'i♦♦♦♦♦♦♦,iIlIi♦♦♦♦♦♦♦,,iIl'i♦♦♦♦♦♦♦,iIlIi♦♦♦♦♦♦♦,,iIl'i♦♦♦♦♦♦♦,iIlIi♦♦♦♦♦♦♦,,iIl'i♦♦♦♦♦♦♦,iIlI��ce�® ®®'���®®'�®♦♦®♦♦♦IiI�i♦♦♦♦♦♦♦'iIlIi♦♦♦♦♦♦♦,IiIl'i♦♦♦♦♦♦♦'iIlIi♦♦♦♦♦♦♦,IiIl'i♦♦♦♦♦♦♦'iIlIi ♦Ii�♦�♦� / 6"x12" iiiiiiiii '®®®♦♦♦♦,®♦®♦♦♦II�II♦♦♦♦♦♦♦♦IIIIIi♦♦♦♦♦♦♦♦IIlIIi I♦♦♦♦♦♦♦♦IIlIIi♦♦♦♦♦♦♦♦IIlIIi I♦♦♦♦♦♦♦♦IIlIIi♦♦♦♦♦♦♦♦IIlIIi I♦♦♦♦♦♦♦♦IIlIIi♦♦♦♦♦♦♦♦IIlIIi I♦♦♦♦♦♦♦♦IIlIIi♦♦♦♦♦♦♦♦,IliI♦�♦♦♦�II�®♦♦�♦♦�♦IIII♦♦♦♦♦♦IIII♦1♦♦�1♦�®���♦♦�®Ii�®♦♦♦♦�IlIi I♦♦♦♦♦♦♦♦I,lIIi♦♦♦♦♦♦♦♦♦I4"CONC.SLAB ON GRADE f 4"CONC.SLAB ON GRAD ♦ ♦ Scale : 1/4" = 1'-0" I DRAW DATE s ° T ° ♦ EAS 6/24/2020 020 ° ♦ ° , FILE SCALE ��, � ♦ 1/4"=1'-0" I ° b 1 °‘ I ♦ ♦I♦ I♦ ♦I♦I♦I♦I♦I♦� ° I ♦ ♦ ♦ 4.0 l A-08 08��♦ ♦ ♦ ♦ ♦�♦�♦�♦�♦� ♦�♦�♦�♦�♦�♦�♦�♦�♦�♦�♦ I♦�♦�♦�♦ ♦�I♦II♦�I♦II♦�I♦II♦�I♦II I II♦'I♦II♦'I♦II♦'I♦II♦'I♦II♦'I♦�♦�®���® ®I♦,I♦II♦'I♦II♦'I♦II♦'I♦II♦'I♦II♦II♦�� ®I®®I♦II♦'I♦II♦'I♦II♦'I♦II♦'I♦II♦II♦�� ®I® II♦'I♦II♦'I♦II♦'I ♦I♦♦I♦♦I� ,I♦♦I♦♦I♦♦I♦♦I♦♦I♦♦I♦♦I♦♦I♦♦I♦� ®♦♦I♦♦I♦♦I♦♦I♦♦I♦♦I♦♦I♦♦I♦♦I♦♦I♦♦I♦ ®♦♦I♦♦I♦♦I♦♦I #A-08 OF 9 SHEETS ♦ I I I I I I I ® I I I I I I I I I I I I I / I I I ♦ ♦ ♦ I I I I I I I ♦ ♦ ♦ I I I I I I I I I ® I I I I I I I ^♦II♦II♦ % % ♦#N#NII♦ ♦II♦ ♦II♦ ♦II♦ ♦II♦ ♦ ♦ % % ♦II♦ ♦II♦ ♦II♦ ♦II♦ ♦II♦ ♦II♦ % % ♦II♦ ♦II♦ REVISIONS DATE BY O 1 0 400- ' 400- 0 ► 0 STUCCO ON TYVEK BUILDING WRAP ON 1/2"SHEATHING.ON 2"x6"STUDS 411111 4 -- ® R 21 INSULATION C2> 0, STUCCO ON TYVEK BUILDING WRAP ON 1/2"SHEATHING. ON 2"x6"STUDS () 2"x6"SILL PLATE ` (4) 3/4"T&G SHEATHING ® ® 2°x6"P.T. MUD SILL \/'� O5 ,., I O 1/2"Ox10"A.B. @ 4' 0"O.C. MAX. &WITHIN 12"OF CORNERS&ENDS. NO LESS THAP R-38 INSULATION ° BOLTS PER PLATE. (6) FLR.JOIST � © (1) #4 BAR CONT.AT TOP&AT EVERY 12"OF VERTICAL HEIGHT * I� 0 2"x6"P.T. MUD SILL -� `- `'`��`�����♦`� ° \V/ I 1II ®♦�,♦ ♦ ♦ O CONT. EXPANSION JOINT.@ PERIMETER ° (8) 1/2"0x10"A.B. @ 4'-0"O.C. MAX.&WITHIN 12"OF CORNERS& ENDS. NO LESS THAN (2) BOLTS PER ♦♦,♦♦'♦♦,♦♦ , (7 VVV 4 I I I°)' O •l ® ®♦ ♦ ♦♦ �I (6) 4"CONCRETE SLAB W/#4 BARS AT 24"O.C. E.W. 1c1):::b. \9 PLATE. ♦ ® ��'®®'' ° ♦��♦ ® `- , ®���♦`fir 1 ° ° -®''� �® 1 J} i ♦ ♦♦ ♦♦ ��♦ O (2)#4 BARS CONT.W/#4 VERT.@ 48"O.C.W/ALTERNATING HOOKS ® I,'♦I�,'♦I�'♦I,' ° ° 1 O (1)#4 BAR CONT.AT TOP&AT EVERY 12"OF VERTICAL HEIGHT '!�� '!��� °ii° ° ♦• ♦'''♦'''♦''`;,♦,' ®®'®♦♦�''♦♦�'���. -•-/1110 i 1 O 11 (2)#4 BARS CONT.W/#4 VERT. @ 24"O.C.W/ALTERNATING HOOKS ♦♦�''♦♦� ♦''♦♦','♦♦'''♦♦','♦♦',O'' ® 3/4"MINUS GRAVEL(95%COMPACTION)ON 6 MIL.VAPOR BARRIER ° 3"fd PERF. P.V.C. DRAIN PIPE W/HOLES DOWN SURROUND W/FILTER FABRIC&3/4"OPEN RUN ♦ ♦ 1'6" ®♦ ♦ ♦ ♦ ♦ � ♦♦♦♦�®�®���j ° • (12) GRAVEL.SLOPE TO DAYLIGHT, STORM DRAIN OR APPROVED DRYWELL. ♦♦♦♦♦♦� ®®'�®♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦ ♦♦''`♦` rlOc ° ° ' ° . ' ° / �® ♦�����♦��♦��♦��♦�� 6 MIL MOISTURE BARRIER ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦ ♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ ♦♦ Garage Detail uScale : 1" = 1'-0" O Foundation Detail 1 Scale : 1" = 1'-0" U ii. O N ® N (4) O STUCCO CO 5/8"GYPSUM BOARD // 0' O ► '' O 1/2"CONT. SHEATHING `l�I � >C ®R 21 INSULATION O gi; 2 /, 0,2"x6"STUDS 16"O.C. _IO (n ® to ®3/4"T&G SHEATHING0 co (� CO O. 3/4"T&G SHEATHING ®2"x6"SILL PLATE O \ /O R-25 INSULATION O �RIM JOIST � 0 O O3 FLOOR JOIST 10 l\9) *R-25 INSULATION ® 2"x6"STUDS @ 24"O.C. (CRIPPLE WALL)W/2"x6"P.T. PLATE (D DBL.TOP PLATE CO O2 O (2)#4 BARS CONT.W/#4 VERT. @ 24"O.C.W/ALTERNATING HOOKS (11� 11 FLOOR JOIST SYSTEM ® ® 6 MIL MOISTURE BARRIER co • 0 OCONCRETE FOUNDATION L CIII V <4? 1 1.-6-/ 1 I / ( i • r- Pony Wall Detail 00 Floor Detail 3 Scale : 1" = 1'-0" 4 u Scale : 1" = 1'-0" O 0 • • 0 � .� i • • i Builder/ OMETAL ROOFING Contractor 0 -411110-�' ® 15#ROOF FELT Progressive Design Builders OENGINEERED TRUSSES PO Box 727 ® 1/2"SHEATHING Albany,OR 97321 I '' 5 740-2948 CCB: 166666 •° O 1x8 EXPOSED FASCIA - 1 60 \6- DBL TOP PLATE i . O �1 ® 2x6 SUBFASCIA 3'-0" A ® SOFFIT U Roof Detail DRAW DATE 5 EAS 6/24/2020 E UScale : 1" = 1'-0" FILE SCAL1/4"=1'-0" A-09 #A-09 OF 9 SHEETS REVISIONS BY // l' // 1 2x6 TOP PLATE ST2 NOTCH DIAGONAL P.T. 4x2 IN // 1[ TOP OF JOISTS NAILED WITH // (2) 16d PER JOIST SW3X //�. 1 KST2 // ! 2x6 BLOCKINC f '-_ / HEADS ANCHOR TOP OF BEAM TO // 30"TOP OF WALL WITH 24"LONG // CS16 OSTRAP NG SIMPSON EOFUL�Y SIMPSON CS16 STRAP TIES (ST2 ST2 NAILED WITH 8D NAILS _ i SW3 IF WALL PANELS BETWEEN OPENINGS ARE LESS co' ,, _ 1 `u - 'r _/ THAN 12", INSTALL A 36 INCH STRAP THAT EXTENDS THROUGH BOTH HEADERS & TRIMMERS — DINING ROOM r, a [ A 2x6 BLOCKIN 2x6 SILL 12'0"x 8'8" 11-10" 2-6x6-8 (ST2 (ST2 .� Ci)TST2 �sT2 — OP OEL OF WAOL�WITH 24 ONG SW3 - SIMPSON CS16 STRAP TIES MASTER BATH N x 12'-4"x 8'-4" ' MASTER - �Y - 1- NOTE: WHERE WINDOWS ARE LOCATED WITHIN BEDROOM 1111, �,� 12"OF END OF A WALL, STRAPS ARE TO BE 18'2"x 15'2" 0 WRAPPED AROUND THE WALL CORNER 0_ MACxr `= 00 (--B SHEARWALL SW(X) DETAIL S( P) NOT TO SCALE Old MASTER CLOSET u� ,,,,, a 12'-4"x 6'6" 0 W LIVING ROOM p ► ST2 ST2 `� 24'-6"x 18'-0" 2'-4 f 4'4" SD 5'-8" a'-r 4" 10'-10" DENOTES INTERIOR Iiiiiiiiiiiii 7 / SW2 � � � � � � � SHEATHED WALLS • A LLl 0 KITCHEN \ Z8 . ST2 ST2 Z 13'-0"x 27' 1D" 1/2 BATH BATHROOM `f SW2 5'-4"x 6'-4" 8'-2"x 8'-8" Z i."? 0 C r 0 ........ 0 vxzx� 5Qxz0 ox / �, BEDROOM 2 / 18'-0"x 13'-0" / SD /, 0 , (4 LI .< & CARBON -sxs- 4,a, �,, 0 / — Z \ 2 -6x6-8 -6x6-8 / K HDU4 , 3-0x6-8 / " Z KHDU4> ] / / Q1o_ 4'_6" / 11'fl" 2'4" 7'4" 2'4" 13'6" 3'-10" / 17'-2" 5' 10" / 1 O 1 tI / c / ' CO n O �i 3Qx68 I . �J L \ J 30x68 L I I 36x68 \ ck car PANTRY ((JDSD x 0 4'-0"x 7'-0" u? 0 17 R ®7 HDU4) D U4) C4 a Ei ,sT.@, ° GARAGE _ci Cooch 2a'o"x zs'o° 1 Z 0 6x6 8 3-Ox6-8 / 4"CONC.SLAB 0 ON GRADE Co r I OFFICE 0Z CC KHDU4� 13'3"x 12'-0" co HDU4 0 GARAGE Pft.1 A 20%0"x 22'-0" 4"CONC.SLAB \ 7'-4''x 144'10" N LAUNDRY ON GRADECC SEWING ROOM SD o s'-a"x 13'-0' R188480/41 x 11'a"x10's" 13'6" N \ — c \ M 6/30/2020 --- BEDROOM 1 - �, 12.-0"x 18'-4" I \ / / ■IS BA HDU4 _ (/7o " y, ), irk „ '.IC v. I \ \ / I / / 4 wasy/MeF HDU4 "' I \ / I I \ / { LT\_ ' % 3-sxa o DU4 HDU4 \ / I \ / 'V \/ I \/ , S�3k II II I � \ f � / \ / \ -o\ " ' , ' _ _ � 44/ FI SW3 ❑ -, -- / \ / \ n .,4<</ DU4) DU4 / ► - I \ \ / \ SRFGISTERE crSNAL HDU4 ---._ - - / _ I \ I / \ I EXPIRES: 10/06/21 / _ - � \ / \ CLOSET I \ / \8'-4"x 5'-0° / _ _ _ ra DU4) "' / - SW3X - SHEAR WALL SCHEDULES / DU4 DU4 HDU4 DU4 HDU4 DU4 SW1 1/2"PLYWOOD WITH ALL PANEL EDGES TO BE NAILED 8D @ MAXIMUM 6"O.C.. it --1, 2x BLOCKING TOP PLATE -N< SW2 1/2"PLYWOOD WITH ALL PANEL EDGES TO BE NAILED 8D @ MAXIMUM 4"O.C.. • SW3 1/2"PLYWOOD WITH ALL PANEL EDGES TO BE NAILED 8D @ MAXIMUM 3"O.C. HDU4 DU4 KHDU4 DU4 I ,, U SW3X 1/2"PLYWOOD WITH ALL PANEL EDGES TO BE NAILED 8D @ MAXIMUM 3" O.C.. PROVIDE I SW2 SW3X �I�I� Z rn STRAPPING AROUND ALL WINDOW AND DOOR OPENINGS AS SHOWN ON SHEARWALL M �� �� GARAGE HEADER DETAIL 8-S1 OR C-S1. Iih 11 HDU4 PROVIDE SIMPSON HDU4-SDS2.5 HOLDOWNS WITH SIMPSON SSTB20 ANCHOR RODS AT MAIN FLOOR REQUIREMENTS LOCATIONS DENOTED HD4U ON THE PLANS. A O NOT TO SCALE vj ST2 PROVIDE (2) 48" LONG SIMPSON CS16 STRAP TIES ACROSS FLOOR FRAMING (WHERE 30"LONG SIMPSON CS16 0 i APPLICABLE)AT ST2 LOCATIONS SHOWN. STRAP TIE FULLY NAILED I I I Z J WITH 8D NAILS �V Q ST3 PROVIDE (3) 48" LONG SIMPSON CS16 STRAP TIES ACROSS FLOOR FRAMING (WHERE (11 z APPLICABLE)AT ST2 LOCATIONS SHOWN. Q \JJ O j .SHEARWALL NOTES: Z U co 1) 7/16" ORIENTED STRANDBOARD (OSB) MAY BE USED IN LIEU OF %" PLYWOOD IN SHEARWALL DOUBLE 2 X 6 TRIMMER APPLICATIONS (MINIMUM) 0 0 co r . 2) FIELD NAILING FOR PLYWOOD TO BE 8D @ 12"O.C. UNLESS NOTED OTHERWISE. "��'RIES III ♦ w x Li 3) UNLESS NOTED OTHERWISE ON PLANS OR BY TRUSS MANUFACTURER, PROVIDE SIMPSON v, uj m H2.5A HURRICANE CLIPS AT ALL TRUSS AND/OR RAFTER SUPPORT LOCATIONS. SIMPSON HDU/SSTB ANCHOR BOLTocc u4) ALL SHEARWALL NAILINGS ARE TO EXTEND DOWN TO THE FOUNDATION PLATE LINE. •5) PROVIDE 2X BLOCKING ALONG ALL UNSUPPORTED PLYWOOD PANEL EDGES UNLESS NOTED (..)OTHERWISE. 6) USE HOT DIP GALVANIZED NAILS FOR ALL NAILS IN PRESSURE TREATED PLATES. (2) 1/2"X 12"7) INSTALL 1/2"SILL BOLTS AT 48"O.C. AROUND ENTIRE PERIMETER OF BUILDING UNLESS NOTED SILL BOLT il *!P"I!-'j�1 . OTHERWISE ON THE FOUNDATION PLAN. .MIEI�I�I� EXTEND FOOTING AND r:::1: ppm 8) PROVIDE 3"X 3"X 1/4"GALVANIZED PLATE WASHERS AT ALL SILL BOLT LOCATIONS. P.T. 2X PLATE REINFORCEMENT 9) FOR FLOOR TO FLOOR HOLDOWN APPLICATIONS, USE 5/8" THREADED RODS FOR SIMPSON co I MIN. 12"BEYOND OPENING DATE HD4U HOLDOWNS; 10'LONG #4 BAR TOP& J ✓UNE2020 10) AT CRAWLSPACE PONY WALL FLOOR TO FLOOR LOCATIONS ST3 STRAP TIES AS SHOWN ABOVE BOTTOM OF FOUNDATION 1iill I SCALE MAYBE SUBSTITUTED FOR HDU4 AND HDUS HOEDOWNS. WALL MIN. (EXTEND AROUND IAS SHOWN 11) THIS SHEARWALL PLAN ONLY ADDRESSES LATERAL DESIGN (WIND AND SEISMIC) CORNER 6'MIN.) �I-_ I __ ` DRAWN CONSIDERATIONS. CDG INC. IS NOT RESPONSIBLE FOR VERTICAL DESIGN ANALYSIS ON THIS PB PROJECT UNLESS A SEPARATE ADDENDUM IS INCLUDED PROVIDING THOSE SPECIFICATIONS. EXTEND BENT#4 DOWEL JOB 20-146B 12) USE BORATE TREATED (GREEN BOARD) SILL PLATES AT FOUNDATION PLATES FOR ALL UP WALL @ 12"O.C. SHEARWALLS. SHOULD AC2 (STANDARD) PRESSURE TREATED BOARDS BE USED, THEN ALL SHEET CONNECTIONS INCLUDING SILL PLATES SHOULD BE STAINLESS STEEL OR HOT DIPPED I GARAGE DOOR OPENING DETAIL S I GALVANIZED. 13) CONTRACTOR RESPONSIBLE FOR ALL MATERIALS TO PREVENT CORROSION DUE TO COASTAL Ck NOT TO SCALE WEATHER ELEMENTS. 2 OF SHEETS SHEAR WALL SCHEDULES REVISIONS BY SW1 1/2"PLYWOOD WITH ALL PANEL EDGES TO BE NAILED 8D @ MAXIMUM 6"O.C.. SW2 1/2"PLYWOOD WITH ALL PANEL EDGES TO BE NAILED 8D @ MAXIMUM 4"O.C.. DU4� SW3 1/2"PLYWOOD WITH ALL PANEL EDGES TO BE NAILED 8D @ MAXIMUM 3"O.C. SW3X 1/2" PLYWOOD WITH ALL PANEL EDGES TO BE NAILED 8D @ MAXIMUM 3" O.C.. PROVIDE ______"/I STRAPPING AROUND ALL WINDOW AND DOOR OPENINGS AS SHOWN ON SHEARWALL SW3X _ �� DETAIL B-S 1 OR C-S 1. HDU4 PROVIDE SIMPSON HDU4-SDS2.5 HOLDOWNS WITH SIMPSON SSTB20 ANCHOR RODS AT l-1DU4 LOCATIONS DENOTED HD4U ON THE PLANS. ST2 PROVIDE (2) 48" LONG SIMPSON CS16 STRAP TIES ACROSS FLOOR FRAMING (WHERE APPLICABLE)AT ST2 LOCATIONS SHOWN. ST3 PROVIDE (3) 48" LONG SIMPSON CS16 STRAP TIES ACROSS FLOOR FRAMING (WHERE HDU4 SW3 _ /DU4) APPLICABLE)AT ST2 LOCATIONS SHOWN. .SHEARWALL NOTES: , BONUS AREA 1 / 1) 7/16" ORIENTED STRANDBOARD (OSB) MAY BE USED IN LIEU OF %" PLYWOOD IN SHEARWALL 12'-0"x 8'-8"- 11-10" / APPLICATIONS — / 2) FIELD NAILING FOR PLYWOOD TO BE 8D @ 12"O.C. UNLESS NOTED OTHERWISE.r� / 3) UNLESS NOTED OTHERWISE ON PLANS OR BY TRUSS MANUFACTURER, PROVIDE SIMPSON / H2.5A HURRICANE CLIPS AT ALL TRUSS AND/OR RAFTER SUPPORT LOCATIONS. HDU4 (HDU4 _ /Du4) SW3 - (HDU4 / 4) ALL SHEARWALL NAILINGS ARE TO EXTEND DOWN TO THE FOUNDATION PLATE LINE. / 5) PROVIDE 2X BLOCKING ALONG ALL UNSUPPORTED PLYWOOD PANEL EDGES UNLESS NOTED ��r / OTHERWISE. t - �' / 6) USE HOT-DIP GALVANIZED NAILS FOR ALL NAILS IN PRESSURE TREATED PLATES. / 7) INSTALL 1/2"SILL BOLTS AT 48"O.C. AROUND ENTIRE PERIMETER OF BUILDING UNLESS NOTED OTHERWISE ON THE FOUNDATION PLAN. / c' 8) PROVIDE 3"X 3"X 1/4"GALVANIZED PLATE WASHERS AT ALL SILL BOLT LOCATIONS. / ccl) 9) FOR FLOOR TO FLOOR HOLDOWN APPLICATIONS, USE 5/8" THREADED RODS FOR SIMPSON / HD4U HOLDOWNS; / 10) AT CRAWLSPACE PONY WALL FLOOR TO FLOOR LOCATIONS ST3 STRAP TIES AS SHOWN ABOVE (/), / MAYBE SUBSTITUTED FOR HDU4 AND HDU5 HOLDOWNS. L / 11) THIS SHEARWALL PLAN ONLY ADDRESSES LATERAL DESIGN (WIND AND SEISMIC) N.. CONSIDERATIONS. CDG INC. IS NOT RESPONSIBLE FOR VERTICAL DESIGN ANALYSIS ON THIS / PROJECT UNLESS A SEPARATE ADDENDUM IS INCLUDED PROVIDING THOSE SPECIFICATIONS. BONUS AREA / ► 12) USE BORATE TREATED (GREEN BOARD) SILL PLATES AT FOUNDATION PLATES FOR ALL `_ 38'4'x 17'-6" / DU4� SHEARWALLS. SHOULD AC2 (STANDARD) PRESSURE TREATED BOARDS BE USED, THEN ALL_ LIJ /DU4) / SW2CONNECTIONS INCLUDING SILL PLATES SHOULD BE STAINLESS STEEL OR HOT DIPPED 717 GALVANIZED. 0 z 13) CONTRACTOR RESPONSIBLE FOR ALL MATERIALS TO PREVENT CORROSION DUE TO COASTAL O WEATHER ELEMENTS. O L Lil SEE RETAINING //41DU4) DU4� 1r 1_� WALL DETAIL B S2 SW2 - v 1 7— = CY HW CRAWL / �,� SPACE / LLI ci)cc W / Cr / 0 L / .. Z / SHED `'' rn / 28'-O'�x12'8' O 12( Lw V T / SEE RETAINING WALL I—. r^ / DETAIL C-S2 cD �/J :) 14-1 L -1:- - 1T . U Q r. 16T. a`71S" ►\ - 0121 � J z L HDU4 DU4 Z Et SEE RETAINING WALL DETAIL D-S2 ,LIJ SEE DIMENSION SCHEDULE THIS PAGE FLOOR FRAMING LOWER FLOOR REQUIREMENTS CCPROTECT FRAMING WITH METAL FLASHING G.-DA NOT TO SCALE JNOTE: DRAWING IS NOT TO SCALE ,n)l/ ..--''''. RETAINING WALL SCHEDULE N FLOOR OR WALL FRAMING �� / SEE DIMENSION SCHEDULE THIS PAGE SEE DIMENSION SCHEDULE THIS PAGE FLOOR OR WALL FRAMING �� INDEX DESCRIPTION 6'-8'WALLS 4'-6'WALLS 0-4' WALLS 1/2"SILL BOLTS @ 48"O.C. r 1/2"SILL BONS @ 32"O.C. A WALL HEIGHT 6'-8' 4'-6' 0-4' WI 3"x 3"x 3"PLATE W/3"x 3"x 4'PLATE I— 1/2"SILL BOLTS @ 48"O.C. No-- B TOTAL FOOTING WIDTH 4'-0" 3'-0" 2'-0" WASHERS a I WASHERS a b W/3"x 3"x 4"PLATE C HEEL LENGTH 1'-0" 1'-0" 0'-8" a I DEEPENED 4"CONCRETE SLAB WASHERS D TOE LENGTH 3'-0" 2'-0" 1'-4" P (WHERE APPLICABLE) ________________\_.....------------ E STEMWALL WIDTH 8" 8" 8" F FOOTING DEPTH 10" 10" 8" I 48"BENT#4 BARS @ 32"O.C. A I G STEMWALL VERTICAL STEEL #4 @ 16" #4 @ 24" #4 @ 32" I SLOPE VARIES W I (OPTION: DRILL AND EPDXY 6"INTO i H STEMWALL HORIZONTAL STEEL #4 @ 16" #4 @ 16" #4 @ 16" b2I CONC. WALL NO SPECIAL INSPECTION BACKFILL SLOPE VARIES K STEMWALL STEEL SPLICE LENGTH 24" 24" 24" I I LT. >REQUIRED) M HEEEEL STEEL ONGITUDINAL STEEL #4 @ 24" NOT READ NOT READ U "H"(HORIZONTAL STEEL) IN TOE STEEL #4 @ 8" #4 @ 12" #4 @ 16" m NOTES: 2 1) USE GRADE 60 STEEL FOR ALL REINFORCEMENT. USE 3000 PSI CONCRETE. NOTE THAT "H"(HORIZONTAL STEEL) 0 I "H"(HORIZONTAL STEEL) CALCULATIONS WERE BASED ON DESIGN OF 2500 PSI CONCRETE, THEREFORE SPECIAL INSPECTION r 0 -� I 2 IS NOT REQUIRED. U W 1 "G"(VERTICAL STEEL) 0 c� 2) TOE STEEL IS TO EXTEND A DISTANCE "K"UP THE STEMWALL _ (CENTERED IN WALL) W `� 6 2 3) BACKFILL OF WALL TO BE OF GRANULAR (ROCK OR SAND) MATERIAL). M I f "G"(VERTICAL STEEL) Q I J I 4) SHOULD SPRINGS OR UNUSUAL UNDERGROUND CONDITIONS BE ENCOUNTERED DURING SITE N. M LL. "G"(VERTICAL STEEL) EXCAVATIONS, CONTACT CASCADE DESIGN GROUP, INC. FOR RECOMMENDATIONS. 0 (CENTERED IN WALL) I G U (CENTERED IN WALL) 0 CT 1'X I GRAVEL BACKFILL m 0 Q Q I x b GRAVEL BACKFILL I (`�O .9 J J INSTALL 4"CONC. SLAB PRIOR I _ GRAVEL BACKFILL cC TO BACKFILLING RETAIA ING WALL PI ( 'C 0 z l' ('G_ Ai IN BASEMENT AREAS I 1 0 "M"(HEEL STEEL) I �� 7 v 0 d Y II 2" c U 1. A Z 1 . Cr) 4"CONCRETE SLAB (OPTIONAL) II I "M"(HEEL STEEL) "N"(TOE STEEL) k 1 Y "L"(LONGITUDINAL STEEL) I c �^ 0V 1 II o "M"(HEEL STEEL) _ x "N"(TOE STEEL) . "N"(TOE STEEL) Y "L"(LONGITUDINAL STEEL) r^LLI m L 2" Y "L"(LONGITUDINAL STEEL) • I1121 _ �+J 0 \_ 1 I c — --R=�co 4 i 8 v, , .1 U W 0 a 6/30/2020 P 8rr „Err � — -is a,qM . . o o o ^ ►� 3"PERF. PVC PIPE o 0 o wasy��eF !?'iili- "D" "C" WRAPPED IN FILTER S `� 8rr rrErr . . . ►- FABRIC. .-Ts: % -. ►. ►• 3"PERF. PVC PIPE 1 rrBrr 8" "E" 3"PERF. PVC PIPE r DATE "D" I "C" WRAPPED IN FILTER (' wl WRAPPED IN FILTER I /�'', ✓UNE2020 FABRIC I ' r rr rr rr FABRIC. --. I,- . t ► ► D C <C/� SCALE I rrBrr NOTE:DRAWING IS NOT TO SCALE 'I' ► �� gGISTERE� �� AS SHOWN . ' rr8 rr ss/0 N AL ENS DRAWN ► PB EXPIRES: 10/06/21 JOB NOTE: DRAWING IS NOT TO SCALE 20-146B SHEET B RETAINING WALL DETAIL C RETAINING WALL DETAIL D RETAINING WALL DETAIL S2 S2 NOT TO SCALE S2 NOT TO SCALE S2 NOT TO SCALE OF 2 SHEETS REVISIONS BY P.T. 6x10 © P.T. 6x10 / I _111 1 El L �4'-10" 36"x36"x12"CONC. J I L — I I PAD 36"x36"x12"CONC. 36"x36"x12"CONC. I I 1 L PAD PAD Al ® n z I 1 o IA I ® 1n 'I I I. I I lU FOOTING SCHEDULE 1 33 x36"x1 CONC. 36"x36"x12"CONC. 36" 6"x12"CONC. ____ INDEX SIZE DEPTH REINFORCEMENT I — 1 4"CONC.SLAB `H./. 6x12 1 PAD P.T. 6x12 AD CONT.18"CONC. A 2'-0"X 2'-Orr (2) #4s E/W I I I I FOOTING \ — B 2'-6"X 2'-6" 10" (3) #4s E/W 1 A 1 C 3'-0"X 3'-0" 10" (4) #4s EIW — 36"x36"x12"CONC. 5 2'x10 2"GLB PAD 1 \ CONT.18"CONC. I FOOTING -I 1 r \\` CONT.18"CONC. ...„--FOOTING \CONT.8"CONC. I STEM WALL 1 CONT.18"CONC. ° FOOTING 2 ♦ 1 II F Co CONT.8"CONC. CONT.8"CONC. NIT-2x6 PONY WALL 1 1 STEM WALL © INSULATED 4"CONC.SLAB ON GRADE © STEM WALL 1 1 I I I / I Uj5 2"x10 "GLB SEE RETAINING WALL 7 ___J I'm Z Z 11".""" Cr DETAILS PAGE S2 I \ O \ r n \ , CONT.8"CONC. �,\ STEM WALL Z CY IIED CONT.8"CONC. STEM WALL FOOTING CONT.18"CONC. 1111111 Q FII I FOOTING CONC. \ Cr 111J 0 g BASEMENT DECK REQUIREMENTS I— I! 23'10" / 27 0" \1 ISM 3/16"= 1'-0" O Cr (i)ILD 5'-11„ 6x10/ 4'_0" / 4'_0" / 4'-0° / 5'_11" 6-8„ / 5'_3' / V V r,„„,--- 52"x 10z"GLB crj O z 71 � Q Cr :4axS-0 6-0xs-8 3-nx-II iLLJ DINING ROOM Z44:14C 12-0"x 8'�"-11'-19" 'n In 2-6xGB L MASTER BATH - 12'-4'x 8'-4' \ \ \ '') - - 4M11 1 ) MASTER BEDROOM OO 18'-2"x 15'-2" 1110 AMP 1-30 P l a lB°1 m 6x10 ONG Soh O. ' G 1�@�2 MASTER CLOSET I — 01 2" I— _ 7 12'�"x s'-0" C. ,.,.r.,..� ` LL / 1 I ® ® O 5 EM WALL I LIVING ROOM , 24'-6"x 18'-0" ,, 2 4,. / 4'4" tO 4, 5-8'' 1) 8.5. a4 3Ct4' -4' 19'-19" i r,..R J C II �«„, \6x KITCHEN r _ K L \ 3-Oxfr8 L 13'-0^x 27'-7c" r 1/2 BATH 3ATHROOM j 5'-4"x 6'-0" 8'-2"x 8'-8" r -'' m N m BEDROOM 2 r 18'-0"x 73'-0" 1 SJ H &CARBON / 4'-0" / '-6". / 0 U C > zfixs sxCr8 sxs s v CC _ 3.0x6.8 ' SEE RETAINING WALL = M TRUSS BEARING WALL DETAILS PAGE S2 r, / 4'-6" / 11'-0" i 2'-4" 7'-4" i 2'-4" 13'-5" L 3'-10" 17' 5'10" -" 0) �-0, S CONT. 18"CONC. Er I I, \ L/ / / / / / / / / / ,( / / / / / / / /1 L \ FOOTING �p H 3-0x6-8 3Ex6-8 a O PANTRY 2 4'-0"x 7'-0" 4 5D U) o 18 7[n]a r I� I O °��, "' GARAGE v J a Q --_I 28'-0"x 29'-0" Q �n 4'CONC.SLAG Q ❑ -0xs$ 3-0xs$ ON GRADE r n I OFFICE SD Q V 0 ;- 13'-3"x 12'-0" mil' ♦ GARAGE GARAGE FRAMING REQUIREMENTS Q Z N. M 20'-0"x22'-0" S3 1/4"= 1'-O" COo N. ENTRY x 4"CONC.SLAB 10 S \ 7'-0"x 14'-10" M. N LAUNDRY ON GRADE SEWING ROOM SD o IT 4x10 8-4^x13 0" r d ♦ J Q LO 11•-0"x 19'-6'-13'-8. 'c� ,� v 7f V J v�, CO \ �� BEDROOM r I \ / IlicC 12'-0"x 78'-4 / / O W • I r as.cn 1, V a 4 / r 6/30/2020 a ~ I 3-sx5.0 S. oc 6x12 or - ;:.. - 6x12 or -IS Bq,� r� o VCC - I 5�rrx 9"GLB 'of wasy,�eF r - - 2 5 2"x 9"GLB DATE � pm' ✓UNE 2020 r� CLOSET V 5 1 n x- 1%GLB I �' 8'-4"x 5'-0" -2 - I 1 , �\ �C/t I SCALE m - - I O �FGISTERE� \�(Z AS SHOWN _ , _ I ss/ONALEN� DRAWN PB - a"il.a^ \ ^ �-" Ig_ti..011 - EXPIRES: 10/06/21 JOB 20-146B (A ROOF FRAMING REQUIREMENTS SHEET $3) 3/16"= 1'-0" OF 3 SHEETS