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Permit File BLD-2018-0159 3927 Rock Ridge Parkway (2)
City of Anacortes 904 6th Street P.O.Box 547 Anacortes, WA 98221-0547 (360) 293-1901 Invoice/Permit #: Applied date: Issue date: Expire date BLD-2018-0642 10/11/2018 04/10/2020 Job Address: 8222 S MARCH POINT RD Permit Type: Commercial Alteration/Repair Permit ANACORTES WA98221-8684 Project: Remarks: 1,378 SF tenant improvement in existing 14,090 SF. Area is less than 10% as allowed in the CUP the facility is operating under. Contact: Brooks Middleton, Architect, 360-293-0106 Owner: DIDGWALIC WELLNESS CENTER Contractor: QUANTUM CONSTRUCTION INC Address: 8212 S MARCH POINT RD Address: 12761 QUANTUM LN ANACORTES WA 98221-8684 ANACORTES WA 98221-8364 Phone: Phone: (360) 293-0656 General Information: Building Valuation # of Heat Pumps # OF AIR HANDLING UNITS <10000 # of Gas Piping License #: QUANTC1166DF Fees: 195000 Plan Review Deposit 1 Building Permit Fee 1 Plan Review Fee 1 Mechanical Permit Fees State Building Code Fee Comm Total Calculated: Deposits/Receipts: Total Due: 495.87 1,525.75 495.87 49.55 25' 00 2,592.04 0.00 i r1• +--` I I tii h i 4G71 t M, iS i7 .. i 1 r... - V, r+ M g' THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DfYSm'-,C}R 1F CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMEN,',ED; - HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PRROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR: N6t,; THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHERC4ttmiTe�i C LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. :+ m CC, 41 }..; Cl M.o •, t '•o '•o Ai Cl f-J SIGNATURE OF OWNER OR AUTHORIZED AGENT C36_. City of Anacortes 904 6th Street P.O.Box 547 Anacortes, WA 98221-0547 (360) 293-1901 Invoice/Permit #: Applied date: Issue date: Expire date: BLD-2018-0642 10/11/2018 04I10/2020 Job Address: 8222 S MARCH POINT RD Permit Type: Commercial Alteration/Repair Permit ANACORTES WA 98221-8684 Project: APN: P19839 Remarks: 1,378 SF tenant improvement in existing 14,090 SF. Area is less than 10% as allowed in the CUP the facility is operating under. Contact: Brooks Middleton, Architect, 360-293-0106 Owner: DIDGWALIC WELLNESS CENTER Contractor: QUANTUM CONSTRUCTION INC Address: 8212 S MARCH POINT RD Address: 12761 QUANTUM LN Phone: ANACORTES WA 98221-8684 ANACORTES WA 98221-8364 Phone: (360) 293-0656 License #: QUANTC1166DF General Information: Fees: Building Valuation 195000 Plan Review Deposit # of Heat Pumps 1 Building Permit Fee # OF AIR HANDLING UNITS <10000 1 Plan Review Fee # of Gas Piping 1 Mechanical Permit Fees State Building Code Fee Comm Total Calculated: Deposits/Receipts: Total Due: 49.55 25.00 2,592.04 0.00 2,592.04 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY �t DS 8221-0547 f= i nance Depa r tnrerri 018464-,009122 Keri K, 10/23 III. 1:14:OOF'M F�EItI�ITS AND .1N51'Et�(TfIN5 DIDGWALI.0 GLNESS C�PJfEf� BLD-2018-0642. G iiiiieI'C4iai Allerat1on/Repair Perlliit 113'm 5F tenant i111oI ovelflerlt in existll'1g pending 2.01Ci IterolD-2(J1i3-0(i4'2 495,87 Plan Review NOS) t 495 8/ 0,00 Plan Review Eee 0000 Mechanical Permit (i 00 plumbing Permit Fee State Building Code Fee 0.00 Comm Payment Id: 220230 ___.--_----- �391a1� Invoice/Permit #: BLD-2018-0642 Applied date: 10/11/2018 Issue date: Expire date: 04/10/2020 Permit Type: Commercial Alteration/Repair Permit Project: :fisting 14,090 SF. Area is less than 10% as allowed in the CUP the facility is operating r��D1. l4 5ubtt�tal 9�31.14 Total 901.14 CHECK Caheck Number Ol"i48'21 Cljange due o.ao Paid by: M)GWALIC WFLLNI.SS CENTER IIIIII��lllllili�lllll�IIIIIIIII111111Dlllllillllllllllilllll�lllllll -(hank you COI` y�lul" I���ymerit C� HI CIUPI LCATk RECEIPT OI Gf LC 360-293-0106 Contractor: QUANTUM CONSTRUCTION INC Address: 12761 QUANTUM LN ANACORTES WA 98221-8364 Phone: (360) 293-0656 License #: QUANTC1166DF Fees: Plan Review Deposit Building Permit Fee Plan Review Fee Mechanical Permit Fees State Building Code Fee Comm Total Calculated: Deposits/Receipts: Total Due: 5.87 1 95.87 49.55 25.00 2,592.04 0.00 2,592.04 CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF =D FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I 1PPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE 1THORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR MANCE OF CONSTRUCTION. SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY Frisinger, Rob From: Brooks Middleton <brooks@brooksmiddletonarchitect.com> Sent: Wednesday, November 07, 2018 11:53 AM To: Frisinger, Rob Subject: RE: Didgwalic permit Yes, he told me that is what he's requiring I've already told the owner When would the permit be available? Thanks! BROOKS MIDDLETON, ARCHITECT 2415 T P,VENUE SUITE 202 P,NACORTES, \NA 98221 360 293 0106 From: Frisinger, Rob[mailto:robf@cityofanacortes.org] Sent: Wednesday, November 07, 2018 11:41 AM To: 'Brooks Middleton' <brooks@brooksmiddletonarchitect.com> Subject: FW: Didgwalic permit Hey Brooks, Have you spoken with Jack lately? See the email below. Rob F. From: Kennedy, Jack Sent: Wednesday, November 07, 2018 9:36 AM To: Frisinger, Rob <robf@cityofanacortes.org> Subject: FW: Didgwalic permit Rob, We are going to require: 1. An automatic fire alarm system per NFPA 72. 2. Knox lockbox in an approved location. 3. Exhaust in the S-2 space installed per IMC. This will alleviate any separation requirements. Sack Kennedv assistant Chief/Fire Marshal A- nacortes Fire Departmenf. 360-293-1932 Office 360-661-3437 Cell From: Brooks Middleton (mailto:brooks@brooksmiddletonarchitect.com] Sent: Tuesday, November 06, 2018 4:00 PM To: Frisinger, Rob <robf@cityofanacortes.org> Cc: Kennedy, Jack <iackk cityofanacortes.or> Subject: Didgwalic permit 1 Hi Rob I think lack has done his review of the remodel project?? any ETA on the permit? Thanks! BROOKS MIDDLETON, ARCHITECT 2415 T AVENUE SUITE 202 ANACORTES, WA 98221 360 293 0106 Virus -free. www.avast.com z City of Anacortes 904 6th Street P.O. Box 547 Anacortes, WA 98221-0547 (360) 293-1901 Invoice/Permit #: BLD-2018-0642 Applied date: 10/11/2018 Issue date: 11/08/2018 Expire date: 05/08/2020 Job Address: 8222 S MARCH POINT RD Permit Type: Commercial Alteration/Repair Permit ANACORTES WA 98221-8684 Project: APN: P19839 Remarks: 1,378 SF tenant improvement in existing 14,090 SF. Area is less than 10% as allowed in the CUP the facility is operating under. Contact: Brooks Middleton, Architect, 360-293-0106 Owner: DIDGWALIC WELLNESS CENTER Address: 8212 S MARCH POINT RD ANACORTES WA98221-8684 Phone: Contractor: QUANTUM CONSTRUCTION INC Address: 12761 QUANTUM LN ANACORTES WA 98221-8364 Phone: (360) 293-0656 License #: QUANTC1166DF General Information: Fees: Building Valuation 195000 Traffic Impact Fee # of Heat Pumps 1 Plan Review Deposit # OF AIR HANDLING UNITS <10000 1 Building Permit Fee # of Gas Piping 1 Plan Review Fee Mechanical Permit Fees State Building Code Fee Comm Total Calculated: Deposits/Receipts: Total Due: 3,480.73 495.87 1,525.75 495.87 49.55 25.00 6,072.77 991.74 5,081.03 7� lei at i 1 rt- !-* i I lit 0 x> E! rim r-F - .n rm as - T THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS - OR `tF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMEN ED. HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR:,NOT? ..THE GRANTING A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LA REGULATING CON TRUCTION OR THE PERFORMANCE OF CONSTRUCTION. C4 p rl OAS SA I ice, 1�l ti -1 Cf Rio J'�16 SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY rt iL GlTY 0 Anacortes Planning & Community Development Dept. Permit Center 'i w P.O. Box 547, Anacortes, WA 98221-0547 9CORR Don Measamer, Building Official, Planning Director November 7th, 2018 Memo To: Don Measamer, PLED Director and Fred Buckenmeyer, Public RE: 8222 South March Point Road GFCs and Impact Fees assessed PH (360) 293-1901 FAX (360) 293-1938 Works Director The Didgwalic Center is proposing to convert 928 square feet of storage space into office space in the van storage building at 8222 South March Point Road, Storm Water GFC: No Storm Water GFCs assessed as there is no new impervious surface proposed. Sanitary Sewer GFC: No Sanitary Sewer Impact Fees assessed as no new plumbing fixtures are proposed. Traffic Impact fee: Existing Use Credit ITE Land Use: Warehousing/Storage # 150 Formula per 1,000 sf Warehousing/Storage # 150 use area: (Areal], 000 sj) X 0.32 (PM peak hour trip generated for Warehousing/Storage # 150use) X $2, 641 Impact Fee) = Traffic Impact fee (928/1,000) X 0.32 X $2,641.40 = $784.39 Proposed Use ITE Land Use: Single Tenant Office Building #715 Formula per 1,000 sf Single Tenant Office Building 4715use area: 40 (Road (Area/1, 000 v�0 X 1.74 (PM peak hour trip generated for Single Tenant Office Building #715) X $2, 641.40 (Road Impact Fee) =Traffic Impact fee (928/1,000) X 1.74 X $2,641.40 = $4265.12 $4265.12 (Traffic Impact Fee) - �784.39 (Credit for existing use) _ $3480.73 Please let me know if you concur by signing below. Don Measamer, PCED Public Works Director �y D e Date PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT 1 i0l MULTI-FAMILY BUILDING PERMIT APPLICATION MOT , ing Address: P.O. Box 547, Anacortes, WA 98221 ou 1 1 18ceLocation: 904 61h Street, Anacortes WA 98821 W 1 Phone: (360) 2934901 PLEASE REFER T0WYCHGl� EI CAL <I-FAMILYBUILDING PERMIT CHECKLIST FOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS (Street, Suite #): PARCEL(S) #: y Subdivision/Lot #: PROJECT VALUATION: $1 q 5 APPLICANT: Phone: CCt4f6k ZL)AVVW L&E Address (Street, City, State, Zip): I Email Address: ZiZ OUTM MA4614 QDl1\31 ROA fl ANhWULS PROPERTY OWNER: Phone: S Mf Address (Street, City, State, Zip): Email Address: CONTACT PERSON: Phone: 04001c5 PAIvoLcootJ ARc+�n T R00113 010c1 Address (Street, City, State, Zip): Email Address: III 7 Av6uUE AiJAGY061 brooi9Q brw it0h4*61A14e�46narc-h4c4.c�M LENDING AGENCY: Phone: lJ A Address (Street, City, State, Zip): Email Address: CONTRACTOR:* Phone: llAWWA oIJill?UCAW 1(,0 7411 OloScr Address (Street, City, State, Zip): Email Address 1271r1 QU110Apf1 \A'Ai ANACO(41r5 I&%hiPe Uc1r1fom6.C4rn *All Contractors & subcontractors must have a valid City of Anacortes rofessio al License # QUA11'(� 1 (��0 Q r Exp. Date: 2 l(o 19 business license prior to doing work in the City. Contact the City's Business License #: Exp. Date: Finance Department at (360) 2994968. L90D 5 t$ 91 1L 2�8 i fa PROPOSEDWORK: 016 5f TI Ar Ct))ItNG 14 DID SF FIV41.rr1 AREA I < toy /15 ALLOw1Eo 1u 14G CUP THE WitwUl tl 0170ATWU DNQEK. PROPOSED NENNel SQLJARE FOOTAGE: Basement SQ': O I't Floor SQ': 1i8 SF �tJ?6► ioK i 2na Floor SQ': p 3" Floor SQ': � 4tb Floor SQ': O Garage SQ': O Other SQ': Retaining Wall: Yes ❑ No Fire Sprinlder: Yes ❑ No Occupancy Group(s): 11.3 5.1 Occupant Load(s) ,0 Type of Construction: I declare under penalty of perjury that the information I have provided on this form/application is true, correct, and complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Anacortes. Print Name: 1X111 f �b�0 n1.�i 6a Owner ❑ Agent (specify): AI Signature: I AAW Date: it 0W) �clFi Page 1 of 5 Existing Impervious SQ': 1 New Impervious SQ': Total Disturbed Land/Soil SQ': 4Total Proposed: Cut: Fill: V New hard surfaces (pervious & impervious) 0 Land converted from native vegetation to lawn or landscaping SQ': 6Land converted from native iii Equipment Type: vegetation to pasture SQ': Appliance/Equipment Information (new and relocated): Total #: Furnace: Gas #: Elec #: Other #: Wall Heater: Gas #: Elec #: Other: #: Location(s): Gas Water Heater: #: Location(s): Heat Pump: Elec #: Other #: Air Conditioner /Handler: Elec #: ( Other: #: Location(s): Radiant /Hydronic Heating: Gas #: Elec #: Other: #: Location(s): Exhaust Fans: Bath #: Laundry #: Kitchen #: Other #: Range Hood: #: Type 1 or 2 (Circle which one) Location(s): Fireplace: Gas #: Elec #: Other: #: Location(s): Clothes Dryer & Duct: Gas #: Elec #: Other: #: Location(s): Stove/Range/Oven: Gas #: Elec #: Other: #: Location(s): Refrigeration Unit: Elec #: Other: #: Location(s): Gas Piping/ Outlet(s): #: Location(s): TO f CLOCAtEO fP(aCL VICA16K ty Mak" { Boiler: Gas #: Elec #: BTUs: Location(s): Other: #: Location(s): Fixture Type (new and relocated): TOTAL MECHANICAL OUTLETS: PLUMBING Total #: Fixture Type (new and relocated): 3 Total #: Water Closet (Toilet): Refrigerator water supply (for water/ice dispenser): Kitchen Sink: Pressure Reduction Valve/Pressure Regulator: Utility Sink: Water Service Line: Tub: Water Piping: Hand Sink: Clothes Washer: Shower: Electric Water Heater: Tank -less? Yes ❑ No ❑ Dishwasher: Backflow Prevention Device: Urinal: Hose Bib: Floor Drain / Floor Sink: Drinking Fountain: Hydronic Heat in: Floor ❑ Wall ❑ Grease Interceptor: Other: Other: TOTAL PLUMBING FIXTURES: l mw .m PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT COMMERCIAL & MULTI -FAMILY BUILDING PERMIT CHECKLIST Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location: 904 61h Street, Anacortes WA 98821 Phone: (360) 2934901 PRE -APPLICATION MEETING? ❑YES d NO IF YES, FILE #: Plans shall be of sufficient clarity to indicate the location, nature, and extent of the work proposed, and conform to the provisions of the adopted International Codes and City Ordinances, PERMIT TYPE: A� C rD We C3 � SUBMITTAL REQUIREMENTS: col eD The number indicates the number of copies for submittal (if applicable). Ow, o oeD O Commercial & Multi -Family Building Permit Application 1 1 1 1 1 Site Plan Drawn to Scale 2 2 2 0 2 COPY of Boundary Survey 2 2 2 0 2 Buildin Plans Drawn to Scale 2 2 2 2 2 Reduced Site Plan I I" X 17 2 2 2 0 2 Reduced Floor Plan 11" X 17" 2 2 2 2 2 Structural Calculations (if applicable). 2 , 2 - ,2 2 2 : Energy Code NREC Compliance -including Calculations, 1 1 1 1 1 Lighting, & Commissioning ��'- - . .._.. _ ; � �: , ,; =. �.� �' C � � � � C 1' � 1?0 Temporary Erosion & Sediment Control Narrative (13 2 2 2 0 0 Elements of SVWPPP) Temporary Erosion and Sediment Control Site Plan 2 2 2 0 0 Drainage Plan (How the site meets DOE's Stormwater 2 2 2 0 0 Manual) Landscape Plan 2 2 2 0 0 Parking Plan 2 2 2 0 0 Grading Plan/Cut/Fill 2 2 2 0 0 Critical Areas Report if applicable) 1 1 1 0 0 Geotechnical Report if applicable) 1 1 1 0 0 Traffic hn act Analysis if applicable) 1 1 1 0 1 Plan Review Deposit ---- Digital Copy of Plans on Flash/CD due at permit issuance ✓ ✓ ✓ ✓ Page 3 of 5 N L WED a) O 4-j L � Q a) Q E O Q E INO L C L N NEC U N cn ._ r m F— +� MEMER -a CSW �- C � o (1) U cU U) a o N Oo n cLEE 00 Z a � Q M QA U E .= L r O LEE C U CL a)O I O LL DEWONZ) cn N O L cn w E L L V U O N •X N CO 0 LEE 0 � U FL cn 0$ U O � o QNEED U_ N 1■ li � WIMMIJI U_ U) LEE O O w � U 0) U W o U o O ammor (� a �' a � m � y t NEW Isms NEW N O UN o rn V 7 oro E O NEC O O C N co NTWEE = is �J N N a � 3 m NI N OO m m J � ONO v_- C O OCL LEE '^ y/ LEE 7 LEE 7^, L 70 Q W U OU O C O (6 Q C O .� +� LEEi. N O +`O. O U L C _ U � O UO N CIE N O O m U O I� r ((PA i 1 PAD100=PD P POTTER ' OCT 01112018 The Symbol of Protection Photoelectric Smoke Sensor ® `O Features • Low profile, less than 2 inches with the base • Wide selectable sensitivity range of 1.0 to 3.7%/foot • Sensor communicates sensitivity to control panel • UL listed smoke calibration and sensitivity • Optional locking tab to prevent unwanted removal • Simple DIP switch address setting, no programming tool required • LED alarm indicator • Product includes a 5 year warranty Description The Photoelectric Smoke Sensor is a listedAnalogAddressable smoke sensor compatible with fire alarm control panels that utilize the Potter Addressable Device (PAD) protocol. The PAD 100-PD is a low profile smoke sensor with a wide sensitivity range. The sensor and base (not included) are made of a durable plastic in an off-white color to blend in with the ceiling. The PAD100-PD has a sensitivity range of 1.0 to 3.7 %per foot and is UL. The PAD100-PD features drift compensation and has built in dirty detector warning as well as. The PAD100-PD and the control panel communicate over a proven and robust digital communication path and the system analyzes the information at the particular device. The total polling speed is less than five (5) seconds, well under the UL requirements. The sensor is compatible with any of the PAD series sensor bases and simply twists on. The PAD100-PD is addressed using DIP switches in the rear of the sensor and can be easily programmed in the field without special tools. Setting the Address Each addressable device on the SLC. loop must have a unique address from 1 to 127 to function properly. The address is set using DIP switches. Before connecting a device to the SLC. loop, take the following precautions to prevent potential damage to SLC or device. Verify the following: 1. Power to the device is removed 2. Field wiring is correctly installed. 3. Field wiring has no open or short circuits. U` LISTED Technical Specifications Operating Voltage 24 VDC Detector Current Draw 300 µA Alarm indicator 1 LED Alarm set -point range L0 to 3.7 %/$ 3.642 %/m Installation temperature 32 to 120 ° F / 0 to 49 ° C range Operating relative humidity range o 0 0 % to 93 /o (Non -condensing) Start-up time Max, 1 sec. Maximum number of addresses per loop 127 Maximum number of lighted indicators in 30 alarm per loop. Color Eggshell White Weight (without base) l0Ig (3.56oz) Dimensions (without Height: 1.35 in (34mm) base) Diameter: 3.93 in (100 mm) Potter Electric Signal Company, LLC St. Louis, MO Phone: 800-325-3936 www.pottersignal.com 8830108 - REV C 3/18 PAGE 1 OF 2 (E)POTTER ® The Symbol of Protection PAD100-PD Photoelectric Smoke Sensor in Velocity Ratings The PAD 100-PD has an Open Area of Protection air velocity rating of 0 to 300 feet per minute. The system has a maximum of 30 LEDs that can be turned on simultaneously. If the system already has 30 LEDs on, the PAD 100-PD will operate even though the LED may not illuminate. Operation The PAD 100-PD is an analog addressable sensor that uses one address on the Signaling Line Circuit (SLC) of a compatible fire alarm control panel. The unit communicates with the control panel as it is polled. The LEDs flash every time the unit is polled and they will flash at a fast rate if the unit is in an active status. The polling LED can be turned off if desired for less conspicuous operation. The PAD100-PD with the PAD100-4DB or PAD100-6DB has a low profile of less than two (2) inches to blend into the surrounding environment. The sensor includes an insect screen to prevent foreign objects from reaching the chamber and the can be cleaned to restore operation of a dirty detector. Sensor Sensitivity The PAD100-1`1) and the compatible control panel work in tandem to keep the sensitivity consistent. As the sensor is installed over time, the sensor compensates for the dirt in the unit until it is out of range. At that time, the panel will indicate a duty sensor. The sensor will then have to be cleaned or replaced. The PAD 100-PD can be programmed to provide a maintenance alert prior to reaching the dirty sensor level which will allow for intervention prior to the sensor going into trouble. This allows for sensor replacement or cleaning prior to a nuisance trouble occurs. NOTE: As required by NFPA, do not install the sensors until all construction is complete and the work area has been thoroughly cleaned. If the sensors have been installed in a construction environment, they should be cleaned or replaced before the system is placed into service. Spacing The PAD 100-PD is UL listed with a recommended maximum spacing of 30 feet. Refer to NFPA 72 for specific information regarding detector spacing, placement and special applications. Compatible Bases All bases will mount on a single gang, double gang, octagon, 4" square or mud ring electrical box. Device Description Stock No. PAD1004DB 4" Standard Base 3992731 PAD100-6DB 6" Standard Base 3992732 PAD100413 6" base with an isolator module included, 3992730 PAD100-RB 6" base with one Form-C relay contact. 2A @ 30VDC, 0.5A @ 125VAC 3992728 PAD100-SB 6" base with sounder module included. Sound pattern is provided from external source. 3992729 PAD100-SPKB 6" base with speaker included 3992762 Ordering Information Model Description Stock No. PAD 100-PD Photoelectric Smoke Sensor 3992733 Potter Electric Signal Company, LLC St. Louis, MO Phone: 800-325-3936 www.pottersignal.com 8830108 - REV C 3/18 PAGE 2 OF 2 (E)POTTER PAD 10 0 =C D ® The Symbol of Protection Carbon -Monoxide Detector Features Q5S£MB�Fo • Carbon Monoxide detection device compliant with UL 2075 . • 8 year lifespan with built in end of life indication THE �5P • Low profile • Walk Test mode allows for fast easy validation of sensor operation • Reliable detection technology • LED Alarm Indicator • Product includes a 5 year warranty I Description The PAD100-CD is an Analog Addressable carbon monoxide (CO) sensor compatible with any fire alarm conttol panel that has the Potter Addressable Device (PAD) protocol. The CO sensing portion utilizes a proven electrochemical sensor for accurate detection of CO gas for life safety applications. The sensor and base (not included) are made of a durable plastic in an off white to blend in with the ceiling. The PAD100-CD is listed to comply with the requirements of UL 2075. The sensor and the control panel communicate over a proven and robust digital communication path and the system analyzes the information at the particular device. The total polling speed is less than five (5) seconds, well under the UL requirements. The sensor is compatible with any of the PAD series sensor bases and simply twists on. The PAD100-CD is addressed using DIP switches in the rear of the sensor and can be easily programmed in the field without special tools. Setting the Address Each addressable device on the SLC loop must have a unique address from I to 127 to function properly. The address is set using DIP switches. Before connecting a device to the SLC loop, take the following precautions to prevent potential damage to SLC or device. Verify the following: 1. Power to the device is removed 2. Field wiring is correctly installed. 3. Field wiring has no open or short circuits. UL LISTED Technical Specifications Operating Voltage 24 VDC Detector Current Draw 300 µA Alarm indicator 1 LED Alarm set -point range 70 ppm, 150 ppm, 400 ppm Installation temperature 32 to 120 °F / 0 to 49 °C range Op crating relative 0% to 93 % (Non -condensing) humidity range Start-up time Max. 1 sec. Maximum number of addresses per loop 127 Maximum number of lighted indicators in 30 alarm per loop Color Eggshell White Weight (without base) 92g (3.25oz) Dimensions (without Height: 1.43 in (36mm) base) Diameter: 3.93 inches (100mm) Potter Electric Signal Company, LLC St. Louis, MO Phone: 800-325-3936 www.pottersignal.com PRINTED IN USA 8830111 - REV C 3/18 PAGE 1 OF 2 (E)POTTER The Symbol of Protection Operation PAD100-CD Carbon -Monoxide Detector The PAD100-CD is an analog addressable sensor that uses one address on the Signaling Line Circuit (SLC) of a compatible fire alarm control panel. The unit communicates with the control panel as it is polled. The LED flashes every time the unit is polled and they will flash at a fast rate if the unit is in an active status. The polling LED can be turned off if desired for less conspicuous operation. The PAD100-CD with the PAD100-4DB or PAD100-6DB has a low profile of less than two (2) inches to blend into the surrounding environment. Detection Levels The PAD100-CD will provide alarm reports at these required levels: Alarm set -point 70 ppm for 2 hours 150 ppm for 30 min 400 ppm for 10 minutes Compatible Bases All bases will mount on a single gang, double gang, octagon, 4" square or mud ring electrical box. Device Description Stock No. PAD1004DB 4" Standard Base 3992731 PAD100-6DB 6" Standard Base 3992732 PAD100-1B 6" base with an isolator module included. 3992730 PAD100-RB 6" base with one Form-C relay contact. 2A @ 30VDC, 0.5A cr 125VAC 3992728 PAD100-SB 6" base with sounder module included. Sound pattern is provided from external source. 3992729 PAD100-SPKB 6" base with speaker included 3992762 Ordering Information Model Description Stock No. PAD100-CD I Carbon Monoxide Detector 3992736 Potter Electric Signal Company, LLC St. Louis, MO Phone: 800-325-3936 www.pottersignal.com PRINTED IN USA 8830111- REV C • 3/18 PAGE 2 OF 2 (E)POTTER RA=6500 ® The Symbol of Protection LCD Annunciator Features • Industry leading 41ine by 40 Character LCD • Common buttons for navigation • Common LEDs for status indication • 31 annunciator per panel • Maximum wire length of 6,500 feet • Available in 4 colors • Product includes a 5 year wu-ranty Description The RA-6500 is a LCD remote annunciator for the PFC-6000 series fire control panels. The RA-6500 communicates using a RS-485 connection to the main panel providing common indication of Alarms, Supervisory, Trouble and other system status and control functions. The RA-6500 features a 4x40 LCD display with LED's for Power, Alarm, Supervisory, Trouble, and Silenced conditions. It can be mounted on a single gang electrical box or a four square electrical box. The annunciator is enclosed in a sheet metal enclosure and has a Potter lock securing the keypad. Potter Electric Signal Company, LLC St. Louis, MO FRv1G4Uh LISTED Technical Specifications Standby Current 20 mA Alarm Current 25 mA Operating Temperature 0°C-490C (320F4200F) Operating Humidity Range 10%-93% @ 30°C (86°F) non condensing humidity Maximum Wire Length 6500 ft. Maximum Annunciators 31 Size (WxHxD) 10" x 7-7/8" x 1-5/8" Wire Gauge 14 AWG-22 AWG • Phone: 800-325-3936 • www.pottersignal.com 8830113 - REV A 04/16 PAGE 1 OF 3 (E)POTTER RA=6500 The Symbol of Protection LCD Annunciator Installation The RA-6500 is connected to the PFC-6000 series fire control panels using a four wire RS485 connection. The connection is power limited and supervised. Up to thirty-one (31) RA-6500 LCD annunciators can be connected using Class B or Class A wiring. Class A wiring requires an optional Class A Expander. RA-6500 Class B Wiring Example Fig 1 To the Dext device RA-6500 CZassA Wring Example Fig 2 C71C�1�IConnectionn .. FI0inii i0 IJ u0 Device Address Settings The RA-6500 address is set by dip switch 31 located on the back of the RA-6500. The address must be set in the range of 1 to 31 to be recognized by the control panel. RA-6500 Remote (Panel View) Fig 3 o 0 UWWWW O IP SWRCH O A no e O O DWG.#6077-2 Potter Electric Signal Company, LLC St. Louis, MO Phone: 800-325-3936 www.pottersignal.com 8830113 - REV A 04/16 PAGE 2 OF 3 (E)POTTER The Symbol of Protection Dip Switch Settings Refer to the table below for dip switch settings per Annunciator Address. Annunciator Address Dip Switch Settings SW4 SW-2 SW-3 SW-4 SW-5 1 On Off Off Off Off 2 Off On Off Off Off 3 On On Off Off Off 4 Off Off On Off Off 5 On Off On Off Off 6 Off On On Off Off 7 On On On Off Off 8 Off Off Off On Off 9 On Off Off On Off 10 Off On Off On Off 11 On On Off On Off 12 Off Off On On Off 13 On Off On On Off 14 Off On On On Off 15 On On On On Off 16 Off Off Off Off On Ordering Information Model Description Stock No. RA-6500 LCD Annunciator - RED 3992660 RA-6500 LCD Annunciator - BLACK 3992744 RA-6500 LCD Annunciator - GRAY 3992745 RA-6500 LCD Annunciator - LIGHT GRAY 13992746 RP =6500 LCD Annunciator Annunciator Address Dip Switch Settings SW-1 SW-2 SW-3 SW-4 SW-5 17 On Off Off Off On 18 Off On Off Off On 19 On On Off Off On 20 Off Off On Off On 21 On Off On Off On 22 Off On On Off On 23 On On On Off On 24 Off Off Off On On 25 On Off Off On On 26 Off On Off On On 27 On On Off On On 28 Off Off On On On 29 On Off On On On 30 Off On On On On 31 On On On On On Potter Electric Signal Company, LLC St. Louis, MO Phone: 800-325-3936 www.pottersignal.com 8830113 - REV A 04/16 PAGE 3 OF 3 Site Address Project Buildinq Permit #� — Z - F - "6-r 7, 7,17 Building vit Al out - -1 Public Works i � I i Planning i i I 5tormwater I i I � i Fire i � I I I i I Project Inter -Departmental Plan REvieU� I racking o WDW CL ° p N N CL EXSTG COL, CL WALL w I �O WDW CL I0 z , n I z c� �I WALL CL N I = DOOR C z N V �O EX5TG CL COL, CL WALL N O p D r � p 4'-5 1/2" 3'-71/2" C) 2'-3"C) NEW WDW N�VJ OPENING N O �J � o z a m O o O rn 'S D lit O rn ~ uVu lie Az D O p N m w ➢ O 6 F ara sdo�ooa �`/ ° o° Ao�Mal 2A0�008 0 N W 0° z N N w N A � N D EGA GET EX5TlNGFAWE4W OVE CEILING _ ❑ O O I,JJuu� ➢ _ N - N N O row F ND r ' e i Em • 70 I �� co r c Q C o I/2 • a I/2 z � � N � -V n O m r D z F ❑ N A 0 ❑ NO A VERIFY 3'-0" A N ��own* 00 2 NEW WALL TO 31411 ABOVE rn rn z NEW WALL TO ROOF FLOOR OF MECH LOFT zp Oz n N N >F ° 1'-0" RAIL N N N G1 D i N N N N (V UP IT RI E o I I' RU n F O a o mono ADD RC CHANNEL AND 5/&' GWB O N � rn ?ll'dNO .° 7DIL] ul a ❑ rn ❑ � A sD z-� O Z ° rn rN z p r A r ° n °o D �O O DD ❑ ➢ N �A 0 � o � n F z N o� -❑ D w o ❑ o n N� -� ❑� i c9 w N v9 p Z a � Q OCT 11 2018 „.i Cf�Y OF ANACORTES CL EXSTG COL, CL WALL N N DOORC 0 0 N WDW I" m WALL CL� DOORC N EX5TG CL COL, CL WALL X N O Op D A 4'-5 1 /2' 0, 3'-7 1/2" H 2'-3' i NEW WDW N�N/ OPENING o L" ARB BOOKCAS N "0 'A � �� n o i p a �ljfh o a 0 rn 'S D o s� e" rn rn A N D z D O O O O V m n � D O O F HMV �9 O Q O 92AOr008 2A07009 O N W � Z N Nw ivA _ D VGA GET EX STING PA OVE CEILING _ N N N � N N W D N W V Z Z O N_ N W %0 � O zzOLg OO WDW CL O 0�� IOO 0 Fi In Or a � IIII z cn � If i � u N O A m 211VN0 Q N NEW WALL NEW WALL TO ROOF Fl.00R OF NEW WALL TO ROOF �.. O rn21VN0 I D N F � m D � F O N Q K o ➢ O N O A VERIFY 3'-0" O A A O N � S'- "ABOVE O 3 z .H LOFT z0 Oz � N z N N � I'-0" RAIL EN5101I ti� IN I UP 7" Ri 3E NNOWNWROMMM ,ten o moo ADD RC CHANNEL AND 5/8" GWB ti A D r -44 00 O _ A 1/2 A A 1/2 F p D. q 0 P .C� ... i N ➢ N N y ~ F ~ O O n c ra N O 0 0 D 00 - D O - m p��. O N F ,. O N• F n z b G � � ➢ i N - D z �, � N .. N N T 3 4 � R N 112018 Cl i Y OF ANACORTES City of Anacortes 904 6th Street P.O.Box 547 Anacortes, WA 98221-0547 (360) 293-1901 Job Address: 2309 SUNDOWN CT Remarks ANACORTES WA 98221-4832 P117876 SFR Invoice/Permit #: BLD-2018-0380 Applied date: 06/14/2018 Issue date: 07/11/2018 Expire date: 01/07/2020 Permit Type: Single Family Residence Permit Project: Owner: DOE RUN LLC Contractor: STRATEGIC BUILDERS LLC Address: 1004 COMMERCIALAVE Address: 1004 COMMERCIALAVE PMB 547 PMB 547 ANACORTES WA 98221 ANACORTES WA 98221 Phone: (360) 661-2135 Phone: (360) 661-2135 License #: 0TRATBL838KU General Information: Fees: Occupancy Group r-3 Plan Review Deposit 200.00 # of Bedrooms 4 Building Permit Fee 3,233.75 Lot Area 73962 Plan Review Fee 1,901.94 1 st Floor Square Footage 1449 Mechanical Permit Fees 114.65 2nd Floor Square Footage 1121 Plumbing Permit Fee 146.00 Garage Square Footage 460 State Building Code Fee 4.50 Deck Square Footage 285 Sewer Inspection Fee 50.00 # of Stories 2 Storm Drain GFC-Residential 1,597.48 Stove, Appliance 1 Sewer GFC-Residential 9,482.66 Building Valuation 500000 Park Impact Fee 615.00 # Forced Air Furnace <=11000 1 Traffic Impact Fee 27641,40 # of Backflow Devices 1 Total Calculated: 19,987,38 # of Bathtubs 1 Deposits/Receipts: 200.00 # of Clothes Dryers 1 # of Clothes Washers 1 Total Due: 19,787.38 # of Dishwashers 1 # of_Gas Outlets 2 - n-{Trot-.rlr # of Gas Fireplace 1 = � 'i' r 4 `" ' ` IZ• # of Gas Piping 1 1'I = I hi r:a ;. ,r, t;, r1, .:• # of Gas Water Heaters 1 I-h� r' t-,ft , ' r1 1-+. , lil # of Water Piping 1 x: "' � Imo ' 0 , a n E it 1=j 4 # of Hose Bibbs 2 I m � _ 1_� 01_�a I;JJ 1 '17, `� # of Kitchen Sinks 1 PA _ # of Lavatories 5 — r 1 't �. • 1 1 III # of Range Hoods 1 r ,•••I- # of Showers 2 ae --1 , # of Ventilation Fans 4 # of Water Closets 3 n+ h 1 F- N• L I < t'•1 ,-' III 70 t 1 IL Cl Itl t-+ I_ -a CL 171 fL` F-a f1-1 I 1 •1 1 1 GA :1 I}ftI 0p Ir I�rI City of Anacortes 904 6th Street P.O.Box 547 Anacortes, WA 98221-0547 (360) 293-1901 Invoice/Permit # Applied date Issue date Expire date BLD-2018-0380 06/14/2018 07/11 /2018 01 /07/2020 THlS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GO RNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW'REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. OWNER OR AUTHORIZED AGENT PAP -Accredited I sou& Mant Pro m 1,S011test 2015 farm consultants, mc. 2925 Orlggs Or., Moses Lake, Wa 9BB37 - w 4olnestleb.com Participating OHke:(509)765-1622 Fex:1509i765-001/ - i800i764-1622 Laboratory MATERIALS TESTING Date Received: 8/7/2017 777 CHRYSLER DR Grower: RESERVATION ROAD Sampled Bv: Burlington , WA 98233 Field: B17-0826 TYPE A SOIL Laboratory #: S17-16270 Customer Account #: SRESCENT DR 17B033- Customer Sample ID: Soil Test Results pH 1:1 664 E.C.1:1 m.mhos/cm 0.20 Est Sat Paste E.C. m.mhos/cm 0452 Effervescence Lbs Acre Ammonium - N mg/kg Organic Matter W.B. % ENR: Other Tests: Total-N (mg/kg) = 1557 Total-C (mg/kg) = 22420 C:N = 14.4 Organic Matter (LOI): 7.5 %: rh,�.., �j We make every effort to provide an accurate analysis of your sample. For reasonable cause we will repeat tests, but because of factors beyond our control in sampling procedures and the inherent variability of soil, our liability is limited to the price of the tests. Recommendations are to be used as general guides and should be modified for specific field conditions and situations. Note: "u" indicates that the element was analyzed for Uut not detected This is your Invoice #: S17-16270 Account # 234500 Reviewed by: KEB Materials Testing & Consulting, Inc. Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting Sieve Report Project: Reservation Road -Crescent Drive Date Received: 3-Aug-17 ASTM D-2487 Unified Soils Classification System Project #: 1713033-07 Sampled By: Other SM, Silty Sand xkqla Client: Island County Public Works Date Tested:7-Aug-17 Sample Color: ACCREDITED Source: Not Reported Tested By: M. Carrillo dark brown FA re..aee.m. IT Sam le#: B17-0826 ASTM D-2216, ASTM D-2419, ASTM D-4318, ASTM D-5821 Dt„= 0.016 mm % Gravel = 0.0% Coeff. of Curvature, Cc = 1,3 7 Specifications DIIp1= 0.031 mm % Sand= 76.1% Coeff ofUnif rtnity, CI,= 11.68 No Specs Dn51= 0.047 mm % Silt & Clay = 23.9% Fineness Modulus = 1.61 Sample Meets Specs ? N/A DOe1= 0.125 mm Liquid Lint = n/a Plastic Limit = n/a D1501= 0.286 mm Plasticity Index = n/a Moisture %, as sampled = n/a Dt60l=0.366 nun Sand Equivalent = n/a Req'd Sand Equivalent= Drip)- 1.518 » Fracture %, I Face = n/a Req'd Fracture %, 1 Face = Dust Ratio = 11/31 Fracture %, 2+Faces = n/a Req'd Fracture %, 2+Faces = ASTM C-136, ASTM D-6913 Actual Interpolated Grain Cumulative Cumulative size oistnbution Sieve Size Percent Percent Specs Specs - US Metric Passing Passing Max Min 100x son m9s �x �_�.:e-..•u.•.:.e::. ___ too. so.px I i eon eo.an p Max on sp.ox I mn m.on , aeon I an II• :4.p96 I, 10 Ib,p'n on ] en am] n hpp.pW 10.00) Loon atop o.mo ^ #100 0.150 33% 33% 100.0% 0.0% 9140 0.106 � 28% 100.0% 0.0% r°i°'°Sim from) 4170 0.090 G] 26% 100.0% 0.0% #200 0.075 23.9% 23.9% 100.0% 0.0% ste.e me, -A-max Speer -.-Mm sae=, sieese."nr C°pyn& Speers agi Bring & Technical Services PS, 199698 All results vpply only to actuN loeuivns end materiels tested As a mumal protection to chasm, the public and ourselves, as reports arc submitted as the corbilmid pmPamr aclimb, and urhvrizutmu for pubhca ion ofstmemenb, conclusivm or exvam; from or regarding ourrepons is reserved pmeog our coremn appmsil. Comments: 100% passing the 518" sieve by volume. Reviewed by: Corporate � 777 Chrysler Drive Regional Offices: Olympia � 360.534.9777 • Burlington, WA 98233 Phone (360) 755-1990 Fax (360} 755-1980 Bellingham � 360.647.6111 Silverdale � 360.698.6787 Tukwila � 206.241.1974 Visit our website: www.mtc-inc.net n hpp.pW 10.00) Loon atop o.mo ^ #100 0.150 33% 33% 100.0% 0.0% 9140 0.106 � 28% 100.0% 0.0% r°i°'°Sim from) 4170 0.090 G] 26% 100.0% 0.0% #200 0.075 23.9% 23.9% 100.0% 0.0% ste.e me, -A-max Speer -.-Mm sae=, sieese."nr C°pyn& Speers agi Bring & Technical Services PS, 199698 All results vpply only to actuN loeuivns end materiels tested As a mumal protection to chasm, the public and ourselves, as reports arc submitted as the corbilmid pmPamr aclimb, and urhvrizutmu for pubhca ion ofstmemenb, conclusivm or exvam; from or regarding ourrepons is reserved pmeog our coremn appmsil. Comments: 100% passing the 518" sieve by volume. Reviewed by: Corporate � 777 Chrysler Drive Regional Offices: Olympia � 360.534.9777 • Burlington, WA 98233 Phone (360) 755-1990 Fax (360} 755-1980 Bellingham � 360.647.6111 Silverdale � 360.698.6787 Tukwila � 206.241.1974 Visit our website: www.mtc-inc.net Corporate � 777 Chrysler Drive Regional Offices: Olympia � 360.534.9777 • Burlington, WA 98233 Phone (360) 755-1990 Fax (360} 755-1980 Bellingham � 360.647.6111 Silverdale � 360.698.6787 Tukwila � 206.241.1974 Visit our website: www.mtc-inc.net Materials Testing & Consulting, Inc. Geotechnical Enaineerina • SDecial Inspection • Materials Testina • Environmental Consultine Client: Island County Public Works Address: P.O. Box 5000 Coupeville, WA 98239 Attn: MatthewLander Revised on: Date: Project: Project #: August 1I, 2017 Reservation Road - Crescent Drive 17B033-07 Sample#: B17-0826 Sample date: August 3, 2017 As requested MTC, Inc. has performed the following tests) on the sample referenced above. The testing was performed in accordance with current applicable AASHTO or ASTM standards as indicated below. The results obtained in our laboratory were as follows below or on the attached pages: Tests) Performed: Test Results Tests) Performed: Test Results X Sieve Analysis See Report Sulfate Soundness Proctor Bulk Density & Voids Sand Equivalent WSDOT Degradation Fracture Count X Soiltest Farm Consultants, Inc. Attached report Moisture Content Specific Gravity, Coarse Specific Gravity, Fine Hydrometer Analysis Atterberg Limits If you have any questions concerning the test results, the procedures used, or if we can be of any further assistance please call on us at the number below. Respectfully Submitted, Cheryl Meredith WABO Supervising Laboratory Technician Corporate � 777 Chrysler Drive •Burlington, WA 98233 Phone (360) 755-1990 Fax (360) 755-1980 Regional Offices: Olympia � 360.534.9777 Bellingham � 360.647.6111 Silverdale � 360.698.6787 Tukwila � 206.241.1974 Visit our website: www.mtc-inc.net City of Anacortes 904 6th Street P.O.Box 547 Anacortes, WA 98221-0547 (360) 293-1901 Invoice/Permit #: BLD-2018-0380 Applied date: 06/14/2018 Issue date: Expire date: 12/11/2019 Job Address: 2309 SUNDOWN CT Permit Type: Single Family Residence Permit ANACORTES WA 98221-4832 Project: APN: P117876 Remarks: SFR Owner: DOE RUN LLC Contractor: STRATEGIC BUILDERS LLC Address: 1004 COMMERCIALAVE Address: 1004 COMMERCIAL AVE PMB 547 PMB 547 ANACORTES WA 98221 ANACORTES WA 98221 Phone: (360) 661-2135 Phone: (360) 661-2135 License #: STRATBL838KU General Information: Fees: Plan Review Deposit 200.00 State Building Code Fee 4.50 Sewer Inspection Fee 50.00 Storm Drain GFC-Residential 17597.48 Sewer GFC-Residential 9,482.66 Park Impact Fee 615.00 Traffic Impact Fee 27641,40 Total Calculated: 14,591,04 Deposits/Receipts: 0.00 Total Due: 14,591.04 is << � i 4'• _� h j Ui Cp all 0 Cr 0 1 am �n arm i n�. m THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAl`S, OR-,-'Ir- CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED: ! I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE: GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE, _OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. = T C, 0 j, n C 4 IBC SIGNATURE OF OWNER OR AUTHORIZED AGENT �+a i CERTIFICATE OF OCCUPANCY This is to certify that the below listed building or structure has been inspected and occupancy is hereby authorized: Description: New Single Family Residence Location: 2309 Sundown Ct Owner: Doe Run LLC Constructed by: Strategic Builders LLC Building Permit #: BLD=2018-0380 Date issued: July 11t", 2018 Use Zone: R2 Dated: March 8th, 2019 Authorizing Official: PAP-A=edlted sna6 Fent F0n m I IS011test 2015+ farm consultants, inc. 2016 29250siggsDr..iiaita6ke:waiio3I "wr .SoiitiIUWwm Wdcipalln Ottke; 15001765.1622 • F6t;150 05-0014 • 18001769.1622 1ATERIALS TESTING Date Received: 8/7/2017 77 CHRYSLER DR Grower: RESERVATION ROAD Sampled Bv: urlington , WA 98233 Field: B17-0826 TYPE A SOIL �boratory #: S17-16270 Customer Account #: SRESCENT DR 176033- Customer Sample ID: Soil Test Results pH 1:1 6.4 E.C.1:1 m.mhos/cm 0.20 Est Sat Paste E.C. m.mhos/cm 0.52 Effervescence Ammonium - N mg/kg Organic Matter W.B. Other Tests: Total-N (mg/kg) = 1557 Total-C (mg/kg) = 22420 C:N = 14.4 Organic Matter (L01) 1%67�A CC Qf:- Lbs Acre ENR: We make every effort to provide an accurate anal}+sis of your sample. For reasonable cause we will repeat tests, but because of factors beyond our control iu sampling procedures and the inherent variability of soil, our liability is limited to the price of the tests. Recommendations are to be used as genera] guides and should be modified for specific field conditions and situations. Note: "u" indicates that the element was analyzed for but not detected This is your Invoice #: S17-16270 Account # 234500 Reviewed by: KEB Residential Building Air Leakage Test (Blower Door Test) Results Permit#: ib Q1 -LQ2E(> House address or lot number: City: Cond. Floor Area (ft): TU Age of house: New Source (circle one): CPlans Estimated Measured Results shall be reported as Air Changes per Hour at 50 Pascals (ACH50) and shall be calculated as follows: ACH50 = (CFM50 x 60)/ Volume Where: CFM50 = Blower door fan flow at 50 Pascal pressure difference Volume = Conditioned Floor Area of the housing unit x ceiling height Blower Door Test Result: i � ACHso CFM@50Pa Ring (circle one if applicable): Open A B C Blower Door Fan Location:GLCW Weather Conditions: i� ItcL I certify that these blower door rie\sults are accurate and determined using standard industry protocol. Company Name �� "�� t'1e�?i'`� Technician: L 201 Technician Signature/ Date: Phone Number: 2015 Washington State Energy Code reference: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Once visual inspection has confirmed sealing (see Table R402.4.1.1), operable windows and doors manufactured by small business shall be permitted to be sealed off at the frame prior to the test. 1 Structural Calculations Lockhart, unit!) 2309 Sundown Court Anacortes, WA 98221 6/3/2018 Pa e s Contents 240 Standard Structural Specifications 11-16 Lateral Analysis 17-28 Vertical Analysis JUN 14.2018 The engineers seal and signature above indicates that the engineer of record assumes full responsibility for the subject structure. Structural drawings S1 through S3 have been signed and sealed by the engineer of record and represents a required element of the building specifications. No other changes or modifications are required. Notes, Disclaimers: • Bradley Engineering, Inc. takes no responsibility for items not specifically addressed within this report set. • This report is valid only for the specific project shown above and herein. BRADLEY ENGINEERING, INC. 811 Yew St. Bellingham, WA 98229 Ph. (360) 752-5795 E P� STANDARD STRUCTURAL SPECIFICATIONS INTRODUCTION The following Standard Structural Specifications are general guidelines and structural requirements for the construction of typical residential and commercial structures. The intent of this document is to provide answers for common structural questions and to hold the builder/contractor accountable to satisfy the minimum structural requirements listed herein. Please familiarize yourself with this documents prior to starting construction. Contact the engineer of record with any questions or concerns. REFERENCE CODES &STANDARDS International Code, 2015 Washington State Building Code National Design Specification for Wood Construction, NDS 2015 Wood Frame Construction Manual, AWC 2015 Building Code Requirements for Structural Concrete, ACI 318-111 Minimum Design Loads for Buildings and Other Structures, ASCE 7-16 Steel Construction Manual, 15"' Edition, AISC 2015 TABLE 1: LATERAL DESIGN CRITERIA Design Parameter Value Source Seismic Design Category D1 IBC 1613 Risk Category II IBC Table 1604.5 Wind Exposure Category C IBC 1609.4.3 Basic Wind Speed 110 mph IBC Figure 1609.3(1) Design Wind Load 20.31 psf ASCE 746 28.64 TABLE 2: VERTICAL DESIGN CRITERIA Load Source Live Load Dead Load Roof Diaphragm 20 psf 15 psf Floor Diaphragm 40 psf 12 psf Decks & Balconies 60 psf 10 psf Ground Snow Load 25 psf - Roof Snow Load 25 psf - Exterior Wall - 12 psf Interior Wall - 10 psf Interior Partition - 8 psf 3 GENERAL REQUIREMENTS Codes: All materials and work shall adhere to the minimum requirements of the Reference Codes & Standards listed above. Contractor shall be responsible to comply with OSHA, State Labor, and Industry Standards. Contractor assumes full responsibility of construction methods used, safety provisions employed, and the finished condition of the structure. Construction Personnel: Only competent personnel familiar with construction and safety practices relevant to the project should be employed to assemble and construct the work. Construction Methods and Project Safety: The project drawings and specifications represent the finished structure and do not indicate methods, procedures, or sequence of construction. The builder must take necessary precautions to maintain and ensure the integrity of the structure during construction. Bradley Engineering, Inc. will not enforce safety measures or regulations, nor will the owner or designer. Therefore, the contractor shall design, construct, and maintain all safety devices and follow all pertinent regulations. Temporaryport: The builder must provide adequate temporary support to all walls, roofs, beams, columns, and floors during construction. Design of these supports are not included unless specifically shown. Contractor shall be responsible for the adequacy of all temporary support systems. Specifications: All notes, call -outs, and details included within this design package are required unless specifically noted otherwise. Verification: Verify all dimensions, elevations, and site conditions before starting work. Notify the owner of any discrepancies. Conflicts: Notes and details on the structural drawings take precedence over the Standard Structural Specifications and typical details. Written dimensions take precedence over scaled drawing dimensions. Structural notes and details on the structural drawings take precedence over the architectural drawings. Errors: The contractor is responsible to check the plans and site conditions and to notify the architect/designer/engineer of record of any errors or omissions prior to the start of construction. Changes: Written approval from the engineer of record is required for any structural changes to the provided drawings. Changes may be made "in the field" with written consent of Bradley Engineering. Please provide a red -lined drawing or sketch of desired change(s) to provide context and applicable information. Substitutions: Provide manufacturer's approved product evaluation reports and a list of all proposed substitutions to the owner for approval before installation. Similar work: Where construction details are not shown or noted for any part of the project, the area shall be constructed in the same manner as similar work shown on the drawings. Modification of Structural Members: Cuts, notches, and holes bored in trusses, structural composite lumber, glue -laminated members, or I joists are prohibited except where permitted by the manufacturer's recommendations or as shown on the attached allowable hole diagrams. Scope of Work: The scope of work of Bradley Engineering, Inc. is limited to the vertical and lateral analysis of the subject structure. Bradley Engineering, Inc. takes no responsibility for items not specifically addressed in the calculations, drawings, or call -outs. Completion of Work: Submittal of these structural drawings to the client completes the present scope of work and budget of Bradley Engineering, Inc. Other consultation, design, calculations, sketches, inspection, etc. after submittal of this report shall be billed on an hourly basis. C! FOUNDATION Allowable Soil Bearing Pressure = 1,500 psi Frost Zone Depth = 18" (12" allowable in City of Bellingham) Code: Cast -in -place concrete sizing, placing, and testing shall conform to IBC chapter 19 and ACI 31641. Geotechnical Report: Bradley Engineering strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all land -based construction projects. If this information is not supplied to Bradley Engineering, footings are designed for 1,500 psf allowable soil bearing pressure. Earthwork: Locate and protect underground or concealed conduit, plumbing, and other utilities where new work is performed. Footings shall bear on undisturbed native soils and/or clean fill compacted in lifts of one foot or less to 95% of a modified proctor per ASTM D1557. Soils shall be firm and unyielding. All organic and deleterious material beneath the footings, foundations, and slabs to be removed and replaced with 4" min. crushed rock compacted to 95% relative compaction. For sub -grade below slabs, 92% relative compaction is acceptable. Surface Drainage: Finished grades are to be at least 6" below wood siding. Lots shall be graded to drain surface water away from foundation walls. The grade shall fall a minimum of 6 inches within the first 10 feet. If 6 inches of fall is not possible, impervious surfaces shall be sloped a minimum of 2 percent away from the building. Footings: All footings shall conform to accompanying structural details. Specified footing dimensions are minimums unless noted otherwise. Bottom of footings to be below frost zone. Footing Drains: Footing drains shall be provided at the base of all footings and retaining walls which will have earth placed against them. Washed drain rock must extend to within one foot of finished grade. Footing drains shall be 4" perforated pipe routed down gradient to daylight, unless otherwise specified. Concrete: Mix and 28-day strength unless noted otherwise: Basement walls, interior slabs, and foundations not exposed Garage slabs, porches, steps, and foundations exposed to weather ...................... 3,000 psi Reinforced Concrete: Place all reinforcing per plans, details, and applicable code requirements. Lap all continuous bars 24 X diameter minimum. Reinforcing bars, bolts, anchors, etc, shall be securely tied in position prior to concrete placement. Reinforcing steel shall be free of rust and coatings which may inhibit bonding. Anchor Bolts: Provide 1/2"x10" long wet -set or expansion anchor bolts @ 4' O.C. and within 642" of corners with 3"x3"xl/4" square washers. Adhesive Anchors: Epoxy anchors in concrete shall be Simpson SET-XP or Hilti HIT-HY 200-R or equivalent, installed per MFG's guidelines. For extreme temperature applications, when long-term temperature exceeds 110°F or is less than 0°F, use Simpson Set-3G. Concrete Pier Pads: Pre -cast concrete pier pads are an easily installed and low-cost alternative to sonotube foundations in certain low -load applications. Such pads may be substituted only if specifically called out in structural drawings. Waterproofing: Waterproof all basement walls and crawl space foundations below grade. 5 CRAWL SPACE Vapor Barrier: Cover entire crawl space with class I vapor retardant (e.g. 6 mil poly film). Extend minimum 6" up foundation walls. Access: Access shall be provided to all under -floor spaces. Access openings through the floor shall be a minimum of 18" by 24". Openings through a perimeter wall shall be not less than 16" by 24". Foundation Ventilation: Provide a minimum of 1 square foot of crawl space ventilation per 150 square feet of crawl space area. Space vents evenly to provide cross ventilation. Cover with 1/8" corrosion resistant mesh screen. SLAB ON GRADE Slabs on Grade: See foundation plan for concrete slab thickness, reinforcement, and finish requirements. Garage Slabs: Unless noted otherwise, garage slab shall be 4" concrete slab with #3 rebar at 24" O.C. each way or 6x6x10/10 woven wire mesh, over 6 mil poly vapor barrier over 4" compacted crushed rock. 18" thickened slab with (1) #4 continuous rebar required at garage opening. Interior Slabs: Unless noted otherwise, interior slabs shall be 4" concrete slab with 6x6x10/10 woven wire mesh over 6 mil poly vapor barrier over 2" rigid insulation (where insulation is required) over 4" compacted crushed rock. Reinforcing: Reinforcing bars or woven wire mesh shall be as noted on plans and shall be placed 1-1/2" above the bottom of the slab. Drainage: Slabs that drain (garages, porches) shall be sloped 1/8"-1/4" per 1'. Flatness: Floor slabs shall be level to within 1/4" in any ten -foot length. Flatness shall be checked with a ten -foot straight edge within 24 hours of placement. Concrete Topping: If specified on drawings, concrete topping may be installed over floor joists. The concrete topping on a floor shall be installed per manufacturer's specifications. The topping shall not exceed 1-1/2" in thickness and shall be less than 18 psf (12 psf per inch thick). Connection to Interior Walls: Interior walls shall be connected to concrete slab with 1/2"x10" long anchor bolts @ 6' O.C. or 1/4" split pins @ 32" O.C. WOOD FRAMING Default Wood Types: Unless noted otherwise, the material for a structural member is as shown: Posts............................................................ Douglas Fir #2 (D.F.2) Beams.......................................................... 4X10 Douglas Fir #2 unless noted otherwise Sawn Joists .................................................. Douglas Fir #2 (D.F.2) Studs, Sills, &Plates ................................... Hem/Fir (H.F.) or Douglas Fir (D.F.) Rim Joists (2x Joist) .................................... Same as floor joist material Blocking...................................................... Hem/Fir (H.F.) or floor joist material Exposed Structural Members ...................... Pressure Treated (P.T.) or Cedar Glued -Laminated (dry -use) ......................... 24F-V4 (GLB) Glued -Laminated (wet -use) ......................... Rosboro Treated'X-Beam' Moisture Content: The max moisture content shall be 19% at the time of installation of connectors, nails, and bolt0 for framing members. 0 Pressure Treated Lumber: All members in contact with earth/concrete or exposed to the elements shall be pressure treated (P.T.). Colorless end sealer shall be applied immediately to the ends of members after fabrication and field trimming. Pressure treatment is not required for members protected by a roof or overhang (12" minimum overhang required). Cedar may be used in lieu of typical pressure treated lumber. Rusboro Treated'X-Beam' shall be used for all applications requiring P.T. glulam beams. More info: http://www.rosboro.com Blocking: Provide 2X or engineered lumber full depth solid blocking between joists and rafters at beam and bearing wall locations. Trusses, structural composite lumber, glued -laminated members, and I joists shall be supported laterally as required by the manufacturer s recommendations. Bearing: Use a minimum 24/2" bearing length for wood framing members unless noted otherwise. Use enough studs to match or exceed beam width unless noted otherwise. Glued Laminated Members: Glulam beams (GLB) shall conform to the following standards U.N.O. Lumber ....................................................... Douglas Fir -Larch combination, 24F-V4 Laminations ................................................ 2" Nominal Conditions of Use ....................................... Dry -Use Adhesives ................................................... APA approved moisture -resistant Engineered Lumber: Engineered lumber offers certain structural advantages over conventional sawn lumber. All engineered lumber must be APA approved. Install per the aforementioned codes and relevant manufacturer's installation guides for each type: Wood I -Joists: Used extensively in floor and roof framing (Trus Joist TJI's specified) Laminated Veneer Lumber (LVL): Built up on site to reduce heavy lifting (see note below) Parallel Strand Lumber (PSL): Ideal for long spans and cantilevers Laminated Strand Lumber (LSL): Strong and straight engineered lumber LVL Option to GLB and PSL's: Multi -ply LVL beams may be used in lieu of PSL or GLB, if they are installed according to the following standards: 1-3/4" LVL's shall be fastened according to the usage, connector, and connector spacing guidelines considered in International Beams' Technical Bulletin (TB-LVL-2) Multi -ply LVL's shall be bolted together with min (3) rows 1/4" self -tapping screws @ 18" O.C., 1.5" minimum embedment required in all members. The width and height of the multi -ply LVL beam must be equal or greater than the corresponding dimensions called out on the engineer's structural drawings Solid Sawn Lumber Option to I -Joists: Solid sawn lumber may be preferred over I -Joists due to cost, ing availabilityor other reasons. The follow , solid sawn lumber options may be used in lieu of engineered I -Joists (TJIs) without approval from the engineer of record. Maintain original spacing (e.g. 12", 16", or 24" O.C.) 2X10 D.F.2's maybe used in lieu of 9.5" TJI 210's 2X12 D.F.2's may be used in lieu of 11-7/8" TJI 2101s Other options may be acceptable, but require approval from the engineer of record Wood Structural Panels: APA rated sheathing is required for all wood structural panels. Unless noted otherwise, the wood panel for each situation is: Roof Sheathing: 1/2" CDX (recommended) or OSB with ply clips or T&G, lOd nails at 6"/12" O.C., no blocking required. 7 Prescriptive Exterior Wall Sheathing: 7/16 OSB or 15/32 CD ply, 8d nails at 6"/12" O.C., no blocking required. Exterior Shear Wall Sheathing: per shear wall plans. Interior Wall Sheathing: 1/2" Drywall, 10d nails at 6"/12" O.C., no blocking required. Floor Sheathing: 3/4" CD or OSB, 8d nails at 6"/12" O.C., glued & nailed. Panel Adhesive: Per APA Spec AFG-01 Shear Walls: 3/8" thick (minimum) APA rated sheathing is required for all exterior walls. See shear wall plans and shear wall table for sheathing grade, thickness, and nail spacing. Stairs: Use (3) 2X12 D.F.2 for stringers Advanced Framing: Advanced framing is encouraged by B.E. as acost-effective and structurally adequate alternative to conventional framing. Advanced framing shall conform to the construction standards outlined in APA's Advanced Framing Construction Guide (available on www.apawood.org). Studs: For headers from 0-6' long, (2) studs are required (1 trimmer and 1 king stud). For spans over 6', use (3) studs (2 trimmers and 1 king stud). Include additional trimmers as specified. Stud Walls: 2X6 exterior stud walls are typically desirable for insulation/energy code reasons (i.e. not structural reasons). For walls less than 12' tall, it is OK to use 2X4 studs with suitable insulation if preferred by contractor and owner. Stud Holes & Notching: Notch and hole size may not exceed the following max percentage of stud width: Bearing walls: Hole - 40% of total stud width, Notch - 25% of total stud width Non -bearing walls: Hole - 60% of total stud width, Notch - 40% of total stud width In all cases, hole edges must be at least 5/8" from edge of the stud If these requirements cannot be met, an additional stud may be installed adjacent to the existing stud and flush against the wall sheathing TABLE 3: DEFLECTION LIMITS Structural Member Live Snow Live + Dead Roof (plaster ceiling) L/360 L/360 L/240 Roof (non -plaster ceiling) L/240 L/240 L/180 Roof (not supporting ceiling) L/180 L/180 L/120 Floor Members L/360 - L/240 Horizontal Deflection (any case) Farm Buildings &Greenhouses Long Spans (>20 feet) Sliding Glass Doors L/200 - - Note: The above minimum deflection limits are based on the 2015 IRC Table 1604.3. These deflection limits maybe tightened in certain instances at the engineer's discretion. ALLUVV AbLt:HULE5 - TJI JOISTS & KafterS Min, distance from Table A 1}z" hole may be cut in web out side of hatched zone 1 Iran.r.nirirMM ,1*- ho L_1 2 z D1 D1 Closely gr uped'round L 2 x L2 Q2 nn11 Nahotes in minimum holes are permitted if minimum natcnedzones the group perimeter meets requirements for round or square holes. Table. A -Minimum Hole Distance From Support anls-r DEPTH ROUND HOLE SIZE Tits,R 24. 3.. 4" }4 RECTANGULAOLE SIZE 2" 3„ 4.. 210 1 ` 0" 1'-6" 2'�6,. 1' 0" 2.0" 2.6„ 9y2" 230 14-6" 360 1 %6' 2`-0" 2,_0. 2'•6" 3._01. i`-0" 1 ` 6 2.40" 2'-6" S'0" .6" 210 1=_0* 1._6" 2, 0,. 11?N" 230 1. ©" 1 6, V,w 1 %W 2,Q„ 2, V 360 210 1 -0" 2'-EI" I,,0» 3,40 1. 0;. 1.-6. 1,r0. 2._6" 140a 3 6" 2, 0" 14" 230 1'-0" 1"-0" 1"-0" 1`-0" 1'-0" 2'-0" 360 1'�i" 1, 0" 1, ,. 1 two" Generat Notes NOT, under any circumstances cut or notch Joist flanges • leave " of web (minimum) at top and bottom of hole • Round or rectangular hales allowed according to Table A + 1-1 Z max hole size in cantilever + Forsimple span (ra'rnmirrum), uniformly loaded joistsused in residential applications, one maximum size round hole may he located at the center of the joist span provided that no other holes occur in the Joist 8X diameter o#the Hatched areas represent allowable largest hale (min) —Lt80-1 hale zones for he�a`d`eers�,and Eseams (� r8x 0 l—*( l —L18-I Hole Size. The hole diameter should not exceed 2"' or t!i(t the beam depth, whichever is smaller_ General Notes + These guidelines are applicable to glued -laminated, solid sawn, and engineered lumber a Allowed hole zone suitable for header; and beans with unfform leads only Round holes only s No Wes in cantilevers • DO NOT cut, notch, or drill holes in headers or beams except as indicated in illustration DECKS & BALCONIES Railings: Guardrails must be 42 high min with max opening size so that a 4" sphere cannot pass through. Guardrails shall be designed to withstand a 200 lb point load applied in any direction and at any location on the top rail and shall be designed to withstand a uniform load of 501b/ft applied horizontally to the top rail. Attachment to House: For decks over 30" above grade, a 1,5004b deck tension tie is required at each end of the deck: Typically, Simpson DTT2Z's are specified. ROOFS Manufactured Trusses: Unless stick framing is specified on structural drawings, wood trusses are to be engineered by a truss manufacturer (MFG'R). If truss layout is not provided by truss MFG'R, the engineer assumes that trusses all bear on exterior walls and do not bear on interior walls. Girder Trusses: Truss MFG'R to be responsible for placement of girder trusses. Install triple studs (min) directly below all girder trusses. Lateral Bracing: Contractor to install lateral bracing in roof as specified by truss MFG'R. Headers: Bearing wall headers to be 4X10 or 6X8 D.F.2 min (double 2x10 or triple 2x8 OK). Not required for non -bearing wall headers. Over -framing: Use 2X6 @ 24" O.C. for all non-structural over -framing U.N.O. Access: Attic access shall be provided for attics with an area greater than 30 sq. ft and height greater than 30". The minimum opening size is 22"X3011 . FRAMING CONNECTORS Manufacturer: Simpson Strong -Tie construction connectors are specified, however, any nationally recognized brand (Silver, KC, etc.) may be used if they are equivalent in their ability to carry all applied loads in all orientations. Installation: All prefabricated items shall be installed in strict accordance with the manufacturer's recommendations and requirements (locations, exposure, end and edge distances, fasteners, etc.). Simpson Connectors: Unless noted otherwise, the following Simpson Strong -Tie construction connectors shall be used: Post Caps: CBTZ, PCZ/EPCZ, BC/BCS Post Bases: CPTZ, PB/PBS, ABA/ABU/ABW Joist Hangers: LUC/LU/U/HU/HUC, HUTF/HUSTF (top -flange) I -Joist Hangers: IUS/MIU, ITS/MIT/HIT (top -flange) Beam Hangers: HU/HUC/HUCQ/HGUS, LEG/MEG/EG (top -flange) Rafter Hangers: LSU/LSSU, LRUZ Truss and Rafter Connection: H1, H2.5A, or SDWC15600 at each heel to double plate Shear wall Hold-downs: HDU/DTT with SSTB/PAB. STHD14 or STHD14RJ strap -type hold-downs may be used in lieu of aforementioned hold-downs Floor -to -floor Strap -Ties: HDU2, MST48 Deck Tension Ties: DTTZ Fastener Requirements: The number and size of fasteners connecting wood members shall not be less than that set forth in IBC Table 2304.9.1. Staples: For roofs, floors and walls, the IRC permits 16 gage wire staples with a min 7/16" dia. crown (per Table R60).3(1) footnote b). �o SPAN TABLES The following joist and rafter span charts may be used to specify member sizes, provided that the relevant loading conditions (below) are met. For questions on interpreting the charts, or for members which do not satisfy the charts' loading conditions, contact the engineer of record. A member's 'clear span' is the distance between the two inside surfaces of the span supports (i.e. the distance that is unsupported). BEARING WALL OR BEAM FLOOR JOIST OR BEAM BEARING WALL CLEAR SPAN OR BEAM DEFINITION OF CLEARSPAN_ DISTANCE FROM INSIDE OF BEARING POINT TO INSIDE OF OPPOSITE BEARING POINT (i.e. UNSUPPORTED DISTANCE) FLV�R JQf$T �7�Z��� CLEAR SPANEMBEFf MEMBER MAX CLEAR SPAN MEMBER WITHOUT GYPSUM LID D.F.2 (WITH 518" GYPSUTA LID) TJI 51-6" - 2X4 D.F.2 14'-2" (15'-514) 9-1/2 14 TJI 210 8'-9" ' t- 2X6 D.F.2 1'7'-1(18-511) 11-718" TJI 210 11'-6" 2X8 D.F.2 18'-6" (19'-8") — 11-7/814 TJI 360 2X10 D.F2 19'-4" (26'-511) 14" TJI 210 171�6" - 2X12 D.F2 201.5" (21'-7") 14" TJI 360 Loading conditions: Live load = 40 psf; dead load = 10 psf; L1480; TJ Pro Rating = 42, Dry -use; 16" {]_C_ spacing MAX CLEAR SPAN M EM BER 5'-0" —� 2X4 P.T. 7'-641 2X6 P .T. 10'-0" ---- �- 2X8 P.T. - 1214" 15'-9$4 2X10 PT. 2X12 P.T. 18'-041 2X14 P_T, Leading aondiiions: L€ve load = 60 psf; dead laud = 10 psf; L,'480; Wet -rise; 16" t}.C. spacing MAX CLEAR SPAN MEMBER D.F.2 D.F.2 6'-10" = 2X4 D_F_2 MAX CLEAR SPAN '' MEMBER TJI TJI 19'-0" 9-112" TJI 210 10'-4" 2X6 D_F_2 22'-3" 11-7/8"TJI 210 13'-2" +- 2X8 D_F_2 25'-9' 11-7/8"TJI 360 16-3" - 2X10 D.F.2 18'-191 -�- 2X12 D.F.2 24'-344 - 14" TJI 210 28'-6" - - 14" TJI 360 MW Lauding conditions: Snow load = 25 psf; dead load = 10 psf; Lf240; Dry -use; 24" o_C_ spacing 11 Lateral Analysis Lockhart Unit 9 Address: 2309 Sundown Court Anacortes, WA 98221 Wind Analysis - Calculation of Wind Loads Inputs Wind Speed, V 110 mph Height, H 24 feet Roof Angle 22.6 degrees Exposure Category C Horizontal Pressure Zone A ASD Load Comb. Factor, DASD 0.6 Topographic Factor, Kzt 1 Risk Category II Risk Category: Date: S/W User: Low risk to human life in event of failure II Most small residential structures III Substantial risk to human life in event of failure IV Crucial to human life Horizontal Pressure Zone: A End zone of wall B End zone of roof C Interior zone of wall D Interior zone of roof Exposure Category: B Areas closely surrounded by obstructions C Open Lerrain and scattered obstructions D Flat unobstructed areas or close to large body of water Calculate ]t (ASCE 7-10 Figure 27.3.1) Height (ft) Exposure B Exposure C Exposure D 0 1.00 1.21 1.47 15 1.00 1.21 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1.84 60 1.22 1.62 1.87 1.34� Calculate simplified design wind pressure PDestign - � * Kzt * PS30A = 33.85 psf 3 5/30/3018 P. Finfrock � P eR'tic Reference ASCE 7-10, Simplified Directional Procedure (Ch 26) Calculate Ps30 (ASCE 7-10 Figure 28.6-1, V = 110 mph) Roof Angle Zone A Zone B Zone C Zone D 0 19.2 -10 12.7 -5.9 5 19.2 -10 12.7 -5.9 10 21.6 -9 14.4 -5.2 15 24.1 -8 16 4.6 20 26.6 -7 17.7 -3.9 25 24.1 3.9 17.4 4.0 30 21.6 14.8 17.2 11.8 60 21.6 14.8 17.2 11.8 Ps30A 25.30 i µtldpsf Use ASD Load Combination 7 Apply ASD Load Combination Factor DASD 06 �P- DASD *PDesign = 20�31 psf Design wind pressure shall not be less than 16 psf. (2015 IBC 1609.6.3) 12 IBC SECTION 1613 SEISMIC/EARTHQUAKE LOADS 1613.1 Scope. Every structure, and portion thereof, including nonstructural components that are permanently attached to structures and their supports and attachments, shall be designed and constructed to resist the effects of earthquake motions in accordance with ASCE 7, excluding Chapter 14 and Appendix 11A. The seismic design category for a structure is permitted to be determined in accordance with Section 1613 or ASCE 7. Exceptions: 1. Detached one- and two-family dwellings, assigned to Seismic Design Category A, B or C, or located where the mapped short -period spectral response acceleration, Ss, is less than 0.4 g. 2. The seismic force -resisting system of wood -frame buildings that conform to the provisions of Section 2308 are not required to be analyzed as specified in this section. 3. Agricultural storage structures intended only for incidental human occupancy. 4. Structures that require special consideration of their response characteristics and environment that are not addressed by this code or ASCE 7 and for which other regulations provide seismic criteria, such as vehicular bridges, electrical transmission towers, hydraulic structures, buried utility lines and their appurtenances and nuclear reactors. Generally speaking, the lateral structural engineering for residential homes in Washington State is governed by wind rather than seismic. In other words the lateral wind loads exceed the lateral loads generated by seismic forces. Therefore the wind loads are used in the specific lateral analysis in lieu of the seismic loads. This is largely due to the fact that conventionally framed wood structures are relatively light and generate relatively small seismic loads compared to the wind loads. In rare instances when the geometry of the building is such that the aspect ratio (longitudinal length divided by lateral length) exceeds 2.5 then a seismic analysis is warranted. The other exceptions are when the roof or walls are constructed of concrete or other heavy materials or the ground snow load exceed 30 psf . Seismic analysis not required if the following conditions are true: 1) 2) Conventionally framed wood walls and roof? Aspect Ratio < 2.5? Longitudinal wall distance Lateral wall distance Aspect ratio = 55.5 ft Yes 3) Ground Snow Load is < 30 psf Yes Therefore, specific seismic analysis is NOT required. See attached wind analysis for lateral analysis. 13 Wind Analysis - Calculation of Shear Wall Loads Wall Location: Master Bedroom North Walls Description: Wind blast from West Tributary Projected Area (ft) Calculations Height 10 ft Width 16 ft Height 2 (opt.) 0 Width 2 (opt.) 0 Area, A 160 ft Resisting Shear Wall (ft) Shear Wall, Lx 3.5 ft 3.5 ft 0 0 0 0 0 0 Ls = E Lx 7 ft Pres. Wall, Lp 0 P = 20.31 psf Wind Pressure from Wind Analysis page 1 Fwind = P*A = 3250 lb Calculate total wind force acting on wall FP = LP *300plf= 0 lb Load resisted by prescriptive/interior walls Fs = Fwind -FP = 3250 lb Load resisted by shear walls PLFshear = FslLs 464 plf Shear Wall Load (pounds per length foot) Shear Wall Case 2 Case 1: Conventional O.K. PLF < 300 Case 2: SW4 & HDU2's 300 < PLF < 685 Case 3: SW5 or SW8 & HDU2's 685 < PLF < 980 Case 4: SW5 & HDU8's 980 < PLF < 1400 Case 5: Other sheathing methods required 1400 < PLF < 2435 Case 6: Shear capacity for double sided wall exceeded 2435 <PLF Note: Shear nominal capacities taken from SDPWS Table 4.3 and adjusted in accordance with SPDWS Section 4.3. Shear wall aspect ration shall not exceed 3.5:1. If requirements are not met portal framing methods can be used. Summary: Master bedroom North walls are case 2, conventional sheathing does not adequately resist lateral loads. SW4 and HDU2's required. Wall Location: Dining Room North Walls Description: Wind blast from East Tributary Projected Area (ft) Calculations Height Width 15 ft 15 ft P = Note: Shear nominal capacities taken from SDPWS Table 4.3 and adjusted in accordance with SPDWS Section 4.3. Shear wall aspect ration shall not exceed 3.51. If requirements are not met portal framing methods can be used. Summary: Dining room North walls are case 2, conventional sheathing does not adequately resist lateral loads. SW4 and HDU2's required. 14 Wind Analysis - Calculation of Shear Wall Loads (continued) Wall Location: Bonus Room East Walls Description: Upper floor, wind blast from South Tributary Projected Area (ft) Calculations Shear Wall, Lx 2 ft 2 ft 0 0 0 0 0 0 LS=ELX 4ft Pres. Wall, LP 0 P = 20.31 psf Wind Pressure from Wind Analysis page 1 Fwind = P*A = 1625 lb Calculate total wind force acting on wall 'p = Lp *300p1f= 0 lb Load resisted by prescriptive/interior walls FS = Fwind "FP = 1625 lb Load resisted by shear walls PLFshear = Fs/Ls 406 plf Shear Wall Load (pounds per length foot) Shear Wall Case 2 Case 1: Conventional O.K. PLF< 300 Case 2: SW4 & HDU2's 300 <PLF < 685 Case 3: SW5 or SW8 & HDU2's 685 <PLF < 980 Case 4: SW5 & HDU8's 980 < PLF < 1400 Case 5: Other sheathing methods required 1400 < PLF < 2435 Case 6: Shear capacity for double sided wall exceeded 2435 < PLF Note: Shear nominal capacities taken from SDPWS Table 4.3 and adjusted in accordance with SPDWS Section 4.3. Shear wall aspect ration shall not exceed 3.5:1. If requirements are not met portal framing methods can be used. Summary: Bonus room East walls are case 2, conventional sheathing does not adequately resist lateral loads. SWO required (hold downs not required). Wall Location; Description: Tributary Proji Height Width Height 2 (opt.) Width 2 (opt.) Area A Bonus Room South Walls Upper Hoor, wind blast from East Area (ft) ft 9.5 0 0 85.5 ft Shear Wall, LX 3.5 ft 3.5 ft 0 0 0 0 0 0 LS = E L,, 7 ft Pres. Wall, Lp 0 Calculations P = 20.31 psf Wind Pressure from Wind Analysis page 1 Fwind =1'*A = 1737 Ib Calculate total wind force acting on wall Fp = Lp *300plf= 0 lb Load resisted by prescriptive/interior walls FS = Fwind "FP = 1737 lb Load resisted by shear walls PLFshear = Fs/Ls 248 plf Shear Wall Load (pounds per length foot) Shear Wall Case 1 Case 1: Conventional O.K. PLF< 300 Case 2: SW4 & HDU2's 300 <PLF < 685 Case 3: SW5 or SW8 & HDU2's 685 < PLF < 980 Case 4: SW5 & HDU8's 980 < PLF < 1400 Case 5: Other sheathing methods required 1400 < PLF < 2435 Case 6: Shear capacity for double sided wall exceeded 2435 <PLF Note: Shear nominal capacities taken from SDPWS Table 4.3 and adjusted in accordance with SPDWS Section 4.3. Shear wall aspect ration shall not exceed 3.5:1. If requirements are not met portal framing methods can be used. Summary: Bonus room South walls are Case 1, adequately braced by conventional sheathing. No special shearwalls or hold-downs required. The lateral resistance provided by conventional sheating is structurally adequate to resist the tributary lateral loads imposed on them without additional lateral resistance provided by shearwalls and hold-downs/strap-ties, etc. Wall Location: Remaining Walls Summary: Remaining walls are adequately braced by conventional sheathing (not necessarily prescriptive") by inspection. No special shearwalls or hold-downs required. The lateral resistance provided by conventional sheating is structurally adequate to resist the tributary lateral loads imposed on them without additional lateral resistance provided by shearwalls and hold-downs/strap-ties, etc. Calculations P = 20.31 psf Wind Pressure from Wind Analysis page 1 Fwind =1'*A = 1737 Ib Calculate total wind force acting on wall Fp = Lp *300plf= 0 lb Load resisted by prescriptive/interior walls FS = Fwind "FP = 1737 lb Load resisted by shear walls PLFshear = Fs/Ls 248 plf Shear Wall Load (pounds per length foot) Shear Wall Case 1 Case 1: Conventional O.K. PLF< 300 Case 2: SW4 & HDU2's 300 <PLF < 685 Case 3: SW5 or SW8 & HDU2's 685 < PLF < 980 Case 4: SW5 & HDU8's 980 < PLF < 1400 Case 5: Other sheathing methods required 1400 < PLF < 2435 Case 6: Shear capacity for double sided wall exceeded 2435 <PLF Note: Shear nominal capacities taken from SDPWS Table 4.3 and adjusted in accordance with SPDWS Section 4.3. Shear wall aspect ration shall not exceed 3.5:1. If requirements are not met portal framing methods can be used. Summary: Bonus room South walls are Case 1, adequately braced by conventional sheathing. No special shearwalls or hold-downs required. The lateral resistance provided by conventional sheating is structurally adequate to resist the tributary lateral loads imposed on them without additional lateral resistance provided by shearwalls and hold-downs/strap-ties, etc. Wall Location: Remaining Walls Summary: Remaining walls are adequately braced by conventional sheathing (not necessarily prescriptive") by inspection. No special shearwalls or hold-downs required. The lateral resistance provided by conventional sheating is structurally adequate to resist the tributary lateral loads imposed on them without additional lateral resistance provided by shearwalls and hold-downs/strap-ties, etc. 15 HEADER V M i i s N12 [ V*b 1 *h = 532.5*3" 9 = 151727 lbaff ,02 V*b2*h 532.5*3*9 = 15,727 lb-ft 1 - M1/b1 15,727 bWf /3 = 5,245 lb 2 C2 = M2/ S2 = 17,919/3 = 5245 f 1 -Cl -`2= 2 16 e V a 2031PSF v 1 FOR S W PANELING AS ECIFIE N DRAVIVINGS. MEMBER REPORT Level, FLOOR JOISTS PASSE 17 ' 1 piece(s) 11 7/8" T7i@ 360 @ 16" OC Overall Length: 1811 18' 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. D@SIgO ReSUItS Actual @Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 791 @ 1816 1/2" 1505 (3.50") Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 767 @ 1815 1/2" 1705 Passed (45%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3513 @ 10' 5 5/16" 6180 Passed (57%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.303 @ 9' 5 1/2" 0.454 Passed (L/720) - 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.481 @ 9' 7 5/16" 0.908 Passed (L/453) 1.0 D + 1.0 L (All Spans) TJ-ProT'" Rating 48 45 Passed - • Deflection criteria: LL (L/480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 5' o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 18' 9" o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge TM Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProTM Rating include: 5/8" Gypsum ceiling. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Flo'oer Li Snow Total 1 - Stud wall - DF 5.50" 4.25" 1.75" 219 504 54 777 1 1/4" Rim Board 2 - Stud wall - DF 5.50" 4.25" 1.75" 294 504 113 911 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Dead Floor Live Snow Loads Location (Side) Spacing (0.90) (1.00) (1.15) Comments 1 - Uniform (PSF) 0 to 18' 11" 16" 12.0 40.0 Residential - Living Areas 2 - Point (PLF) 121811 16" 158.0 125.0 Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by IOC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www,woodbywy.com/services/sCodeReports.aspx, Th e product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Noyes Luke Sch:veigert Bradley Engineering (360) 510-9514 luke @ bradleyengineeringinc.com System :Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD �S SUSTAINABLE FORESTRY INITIATIVE 10(19/2017 11:09:53 AM Forte v5.2, Design Engine: V6.6.0.14 Page 1 of 1 .. Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 CONURUCTIONCALIC ProBeam 11�1t07Lia0'2%e �.0t Imcourant Top and bomm must be laterally supported at supports and at 4fl mac intervals. No wane in laminations nor cured Gulams. Dynamic loading not Considered. Compliant with 2009 - 2M31BC. All designs should be checked by a competent professional. Al users shall comply with Slate Engineering Law. Injury and / or death can result from improper use of this product Job Name: Lockhart Unit 9 Beam I.D.: BACK PATIO HEADER Other Info.: Main Span, L Main Span Max. Allowed Live Defl: L / 460 = 0.20 in Main Span Max. Allowed Total Defl: L / IF 360 ' = 0.27 in Cantilever (Overhang) Exists? No i W Pitch if Sloped: r 0.0 :12 Load Duration trer..gq Loads From Continuous Member? Na . Add Self Wt.? yes fl No Press Treated? Wet Conc? Temp Cond. For Wood and P Sawn Member Repetitive Use? GluLams Only: Nnt tress trcnra niform Loads Over Full Length of Member low Live Load Red'n? ves Roof Loads (not including snow) Roof Snow (only) Floor 3 Loads Floor 2 Loads Floor Loads Wall Dead Load Other'psf' load and trill. width Additional'ptf Unif. Live Loads. Additional'pif Unif. Dead Loads. Roof pitch for LL Red'n Beam type for LL Red'n 4.0 :12 i All e,n.�. 4x And Smaller (Lumber) Lumber Material I �_ �•1�. ,_ _________„,.„_„_.__ Lumber Grade }Nnz Acceptable Solutions List properties for what size lumber? tax , -. Fb=990 Fv=180 Fcp=625 E=1600000 Slf Wt=10.07 Glued Laminated Members Glulam Grade ear s4 Drorx bl Acceptae Solutions 2.5" x 9" 5.125" x 7.5" 3" x 9" 6.75"x 7.5" at glu lam properties for what size glulam? 3,125" x 9" 8,75" x 9" R:x?S"n77" y.1 5"x 7.5" Fb=2400 Fv=240 Fcp=650 E=1800000 Fbt=1850 Self Wt=9.35 1.9E Microllam LVL " " List properties for what 1-314x 9A/2" (3) 1-314" x 7-114 size LVL? (2) 1-3/a" x SAM" _. (a)zxlo Tributary Uniform Live Reduced Live Uniform Dead Width, ft Load, plf Load, plf. Load, pit. 2.00 ft - - 30.0 lb/ft ft 50.0 Ib/ft 50.0 lb/ft - 9.00 ft 360.0 Ib/ft 360.0 Ib/ft 90.0 Ill/ft 9.00 ft 108.0 Ib/ft Load Subtotals 410.0 Ib/ft 410.0 Ib/ft 228.0 Ill/ft Total Adjusted Uniform Loads wL = 410.0 Ib/ft `/'/o = 228.0 Ill/ft Combined Total Uniform Load w'u = 638.0 Ib/ftbers) 5x And Larger (Tim Timber Material jornx)k, _t Ac.h Timber Grade KVt ;ie i - Acceptable Solutions 6x10 asterisk' _ anon- List properties fort ... - Slf Wt--25.41 acceptable sol'n. what size? �AxTa I:�j Fb=1336 Fv=170 Fcp=625 E=1600000 An indicates x 9-1/4" roperties for. 3.112" x 94/4" Sif Wt= 18.5 List p7 what size? :�'* $ Fb=2900 Fv=290 Fcp=750 E=2000000 Web Stiffeners? ;a i31,' x 1ii F6=260o Fv=285 Fcp=750 E=7900000 SIf Wt=16.4 1.3E Timberstrand LSL An asterisk' List properties for what 3-1/2" x 8-516" indicates anon- List properties size LSL? acceptable sol'n. what size? 3-_I.' a7.114' '*j Fb=1900 Fv=150 Fcp=680 E=1300000 SIf Wt=7.4 ii ii3; i- vY x. id' Final Member isrcnv:ccd .�° Material Library C oayptrp„�, as aFn- ask •' Finxid '. .._._........__....... -__....._.........................:...................i._.._..._ Min. Bearing Lengths ; = 1.50 in. (Left) . = 1.50 in. (Right) Vert Diff (approx): 0.00 ft True Len (approx): Actual Member Size: 5.50" x 9.25" 8.00 ft Reactions Maximums RyLeft R, -Richt Live Load: 11640 lb 1,640 lb Dead Load: 964 lb 964 lb Total Load: 29604 to 2,6041b Live Case Causing Max WA WA ll al Size: f. Minimums Ry_Left R, - Right Live Load: 0 Ill 0 I 0.6 or 1.0 Dead : 578 Ill 57816 Net Reaction 547 Ill 547 Ill Live Case Causing Min WA ITA (2) 1-3/4" x 9-714" SIf Wt- 19.3 Fb=2325 Fv=310 Fcp=800 E=I5 Vvv0 Final Member Results Final Member: 6 x 10, Douglas Fir - Bending Overdesign: 69.4% Larch, WCLIB - No. 1 Shear Overdesign: 174.3% Deflection Overdesign: 158.0% Use Conditions Selected: Bearing / Buckling Overdsgn: WA Max. Positive Moment:5,208 ft-Ill 4ax. Negative Moment:':0 ft-Ill Max Design Shear:�2,1021b Main Span Max Deflection (l Main Span Max Upward Cant. Down. Defl. (Live / Req'd EI, Not Incl. Self Approx. Self We Final member OK by: Controlling criteria is: Load Subtotals 410.0 Ib/ft 410.0 Ib/ft 228.0 Ill/ft Total Adjusted Uniform Loads wL = 410.0 Ib/ft `/'/o = 228.0 Ill/ft Combined Total Uniform Load w'u = 638.0 Ib/ftbers) 5x And Larger (Tim Timber Material jornx)k, _t Ac.h Timber Grade KVt ;ie i - Acceptable Solutions 6x10 asterisk' _ anon- List properties fort ... - Slf Wt--25.41 acceptable sol'n. what size? �AxTa I:�j Fb=1336 Fv=170 Fcp=625 E=1600000 An indicates x 9-1/4" roperties for. 3.112" x 94/4" Sif Wt= 18.5 List p7 what size? :�'* $ Fb=2900 Fv=290 Fcp=750 E=2000000 Web Stiffeners? ;a i31,' x 1ii F6=260o Fv=285 Fcp=750 E=7900000 SIf Wt=16.4 1.3E Timberstrand LSL An asterisk' List properties for what 3-1/2" x 8-516" indicates anon- List properties size LSL? acceptable sol'n. what size? 3-_I.' a7.114' '*j Fb=1900 Fv=150 Fcp=680 E=1300000 SIf Wt=7.4 ii ii3; i- vY x. id' Final Member isrcnv:ccd .�° Material Library C oayptrp„�, as aFn- ask •' Finxid '. .._._........__....... -__....._.........................:...................i._.._..._ Min. Bearing Lengths ; = 1.50 in. (Left) . = 1.50 in. (Right) Vert Diff (approx): 0.00 ft True Len (approx): Actual Member Size: 5.50" x 9.25" 8.00 ft Reactions Maximums RyLeft R, -Richt Live Load: 11640 lb 1,640 lb Dead Load: 964 lb 964 lb Total Load: 29604 to 2,6041b Live Case Causing Max WA WA ll al Size: f. Minimums Ry_Left R, - Right Live Load: 0 Ill 0 I 0.6 or 1.0 Dead : 578 Ill 57816 Net Reaction 547 Ill 547 Ill Live Case Causing Min WA ITA (2) 1-3/4" x 9-714" SIf Wt- 19.3 Fb=2325 Fv=310 Fcp=800 E=I5 Vvv0 Final Member Results Final Member: 6 x 10, Douglas Fir - Bending Overdesign: 69.4% Larch, WCLIB - No. 1 Shear Overdesign: 174.3% Deflection Overdesign: 158.0% Use Conditions Selected: Bearing / Buckling Overdsgn: WA Max. Positive Moment:5,208 ft-Ill 4ax. Negative Moment:':0 ft-Ill Max Design Shear:�2,1021b Main Span Max Deflection (l Main Span Max Upward Cant. Down. Defl. (Live / Req'd EI, Not Incl. Self Approx. Self We Final member OK by: Controlling criteria is: asterisk' _ anon- List properties fort ... - Slf Wt--25.41 acceptable sol'n. what size? �AxTa I:�j Fb=1336 Fv=170 Fcp=625 E=1600000 An indicates x 9-1/4" roperties for. 3.112" x 94/4" Sif Wt= 18.5 List p7 what size? :�'* $ Fb=2900 Fv=290 Fcp=750 E=2000000 Web Stiffeners? ;a i31,' x 1ii F6=260o Fv=285 Fcp=750 E=7900000 SIf Wt=16.4 1.3E Timberstrand LSL An asterisk' List properties for what 3-1/2" x 8-516" indicates anon- List properties size LSL? acceptable sol'n. what size? 3-_I.' a7.114' '*j Fb=1900 Fv=150 Fcp=680 E=1300000 SIf Wt=7.4 ii ii3; i- vY x. id' Final Member isrcnv:ccd .�° Material Library C oayptrp„�, as aFn- ask •' Finxid '. .._._........__....... -__....._.........................:...................i._.._..._ Min. Bearing Lengths ; = 1.50 in. (Left) . = 1.50 in. (Right) Vert Diff (approx): 0.00 ft True Len (approx): Actual Member Size: 5.50" x 9.25" 8.00 ft Reactions Maximums RyLeft R, -Richt Live Load: 11640 lb 1,640 lb Dead Load: 964 lb 964 lb Total Load: 29604 to 2,6041b Live Case Causing Max WA WA ll al Size: f. Minimums Ry_Left R, - Right Live Load: 0 Ill 0 I 0.6 or 1.0 Dead : 578 Ill 57816 Net Reaction 547 Ill 547 Ill Live Case Causing Min WA ITA (2) 1-3/4" x 9-714" SIf Wt- 19.3 Fb=2325 Fv=310 Fcp=800 E=I5 Vvv0 Final Member Results Final Member: 6 x 10, Douglas Fir - Bending Overdesign: 69.4% Larch, WCLIB - No. 1 Shear Overdesign: 174.3% Deflection Overdesign: 158.0% Use Conditions Selected: Bearing / Buckling Overdsgn: WA Max. Positive Moment:5,208 ft-Ill 4ax. Negative Moment:':0 ft-Ill Max Design Shear:�2,1021b Main Span Max Deflection (l Main Span Max Upward Cant. Down. Defl. (Live / Req'd EI, Not Incl. Self Approx. Self We Final member OK by: Controlling criteria is: Minimums Ry_Left R, - Right Live Load: 0 Ill 0 I 0.6 or 1.0 Dead : 578 Ill 57816 Net Reaction 547 Ill 547 Ill Live Case Causing Min WA ITA (2) 1-3/4" x 9-714" SIf Wt- 19.3 Fb=2325 Fv=310 Fcp=800 E=I5 Vvv0 Final Member Results Final Member: 6 x 10, Douglas Fir - Bending Overdesign: 69.4% Larch, WCLIB - No. 1 Shear Overdesign: 174.3% Deflection Overdesign: 158.0% Use Conditions Selected: Bearing / Buckling Overdsgn: WA Max. Positive Moment:5,208 ft-Ill 4ax. Negative Moment:':0 ft-Ill Max Design Shear:�2,1021b Main Span Max Deflection (l Main Span Max Upward Cant. Down. Defl. (Live / Req'd EI, Not Incl. Self Approx. Self We Final member OK by: Controlling criteria is: 69.4% Bending 0.065"/0.103" 00' Main/Main 0.000"/O.00D" 00' Main/Main WA WA N/A WIO Mid-8racina: WA WA I`llA Bending Red'n: 0% 2.205E+08 Actual El: 5.80E+08 13.01 plf Approx Tot. Wt.: 1041b Allowed Moment: = 0.76 in (Left) = 0.76 in (Right) 8.824 ft-lb Back Patio Header 19 �. Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 ONSVITILICTIONCALC ProBeam Imoo rtant Top and bottm must be laterally supported at supports and at Oftmax Intervals. No wane in larninallons nor cured Glulams. Dynamic loading not considered. Compliantwdth 2009-2003 IBC. All designs should be checked by a competent professional. All users shall comply witlt State Engineering Law. Injury and / or death can result from improper use of this product Job Name: Lockhart Unit 9 Load and Span Diagram (Not To scale. Pith, if any, not shown) Beam I.D.: beam by stairs 500 400 Other Info.: L300 Main Span, L = 5.00 ft '00 Main Span Max. Allowed Live Defl: L / 480 0.13 in 90o Main Span Max. Allowed Total Defl: L -100 1 2 3 4 6 Cantilever (Overhang) Exists? No + Pitch if Sloped: 0.0 :12 zoo Span (0) Load Duration L.rcC: .X Loads From Continuous Member? No ;+ Add Self Wt.? ves a No_ For Wood and Press Treated? Wet Cord? Temp Cond. Sawn Member Repetitive Use? No ,r Glul-ams Only: Not fma s nearest + +i 7(1e 1»vr sk lr % +? niform Loads Over Full Leng^tht of Member ow Live Load Red'n? vns -;+t Roof Loads (not including snow) Roof Snow (only) Floor 3 Loads Floor 2 Loads Floor Loads Wall Dead Load Other'psf load and trib. width Additional'plf Unif. Live Loads. Additional'pif Unif. Dead Loads. Roof pitch for LL Red'n Beam type for ILL 4.0 :12 _S7_R:6 f9"fi 11f--Ti IIg11�TT}; Lumber Material oG,�.a,vF-teem _i Lumber Grade Ne.2 .'. Acceptable Solutions List properties for what size hrmbeR =�xI_ Fb=990 Fv=180 Fcp=625 E=1600000 SIf Wt=10.07 Glued Laminated Members Glulam Grade #4c_v4 0r/prt , .ist glu lam properties for what size gluten? Fb=2400 Fv=240 Fcp=650 E=1800000 2x10 (4)2x5 (2)2x6 3x8 (3)2x5 4x6 Fbt=1850 Self Wt=9.35 Load Subtotals 340.0 Ib/ft Total Adjusted Uniform Loads w�= 340.0 Iblft Combined Total Uniform Load Wu = 425.0 Ib/ft Material r.�,gb,n._iv,� Grade c;ae ?rai�� Acceptable Solutions Tributary Uniform Live Reduced Live Uniform Dead Load, plf. Load, plf. 340.0 Ib/ft 85.0 Iblft 340.0 Ib/ft 85.0 Wit w'o = 85.0 l it An asterisk ` indicates anon- acceptable sol'n. List properties what size? for, ,.....,, SIf Wt=25.41 2.0E Parallam PSL 5-114 , x 9-114" 2-11116" x 9-1/4" 7" x 9-1/4" 3-112" x 9-1W9 SIf Wt= 18.5 List properties fora what size? i 5-1X x 11-ifw "w Fb=2900 Fv=290 Fcp=750 E=2000000 List properties for what 1.3/4" x 5-112" (3) 1-3/4" x 5-1/2" size LVL? IZ) 1-3/4" x 5-112" ;1-�<a" s16' _ _! Fb=2600 Fv=285 Fcp=750 E=1900000 SIf Wt=16.4 1 3E T' b t d LSL Web 11-718"TJIIL65 - Stiffeners? 16" TJI / L65 - Na 16" TJI I L90 - 14" TJI H90 11-7I8" TJI 360 11-7I8" TJI 560 Im ersran An asterisk` �1/4'uer List properties for what indicates anon- List properties for 1-3/4" x 9 (3) 1-314" x 9-114" size LSL? acceptable sol'n. what size? (2) 1-3/4" x 9-114" SIf Wt- 19.3 S td xtnt+i Fb=1900 Fv=150 Fcp=680 E=1300000 SIf Wt=7.4 ;;2: i-?�;' xi$' Fb=2325 Fv=310 Fcp=800 E=1550000 Final Member "-- Final Member Results Final Member: 4 x 6, Douglas Fir - Bending Overdesign: 2a1 Material Library Cheo,a trpnS M':r azes 'sal cak Larch, NO. 2 Shear Overdesign: 163.2% _ Final Size: 4x.6 i. ( Deflection Overdesign: 103.0% Min. Bearing Lengths ___.._.-.__._.._.._._.......-..__....... .......... ._.-i�..T : = 1,50 in. (Left) , = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: WA Vert Dill (approx): 0.00 ft True Len (approz): Final member OK by: 28.1 Actual Member Size: 3.50" x 5.50" 5.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reg'd For Max. Positive Moment Full Strength: Maximums RiLeft R, - Rioht 11344 ft-Ib 2.50 ft Main Span Max Negative Moment: 0 ft-lb 0.00 ft Main Span Live Load: 850 lb 850 Ib Lateral bracing Dead Load: 225 lb 225 lb required only at supports Max Design Shear: 878 lb 0.00 ft Main Span Total Load: Live Case Causing Max 11075 lb WA 11075 lb WA Main Span Max Downward Deflection (Live / Total) 0.062" / 0.078" 2.50' / 2.50' Main /Main Main Span Max. Upward Deflection (Live / Total) 0.000" / 0.000" 0.00110.00, Main / Main Minimums R, - Right Live Load: 0 lb 0 lb Cant. Down. Defl. (Live / Tot): WA WA WA III Mid -Bracing: 0.6 or 1.0 Dead: 135 lb 135 lb Cant. U . Defl. Live I Tot): WA WA NIA Bending Red'n: Req'd El, Not Incl. Self Wt.: 3.825E+07 Actual EI: 7.76E+07 Net Reaction 128 Ib 128 lb 0%. Live Case Causing Min N/A WA Approx. Self Weight: 4.92 plf Approx. Tot. Wt.: 25 lb Allowed Moment Min. Calc'd Bearing Lengths: = 0.49 in (Left) = 0.49 in Ilsiort) 1 72n ft-Ih beam by stairs Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 C(y�uSI 7UC.110N IC ALIC ProBearn Vs.o1 Important: Top and toollwn must be laterally supported at supports and at 4-ft max Intenals. No wane in Laminations nor curved Gulams. Dynamic loading not considered. Compliant with 2009-2001 NI designs should be sound! by a competent professional. AI users shall complywOn Stale Engineering taw. Injury and I or death can resullfmm improper use of this product, Job Name: I Lockhart Unit Load and Span Diagram (Not To scale. Pilch, deny, notshown) Beam I.D.: BEAM OVER DINING ROOM 1,500 Other Info.: 1 11000 Main Span, L = 11.50 ft. 500 0 Main Span Max Allowed Live Deft,: L / 480 0.29 in R 2 4 6 8 10 12 14 Main Span Max Allowed Total Defl: L / 360 = rise in 00 Cantilever (Overhang) Exists? -No -1,000 Pitch if Sloped: O.o 12 -11500 Span (R) Load Duration I,. ; �+_'_ Loads From Continuous Member? ?+ _ Add Self Wt.? yes No Press Treated? Wet Cond? Tend Cond. For Wood and P t-_... .....� Sawn Member Repetitive Use? GluLams Only ran ptcureued.s VtT t4-;k.:axs Un'rform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Deatl Allow Live Load Red'n7 -- ^:� Live, psf Dead, sf Width, It Load, pit Load, plf. Load, plf. Roof Loads (not including snow) 20 psf 15 psi 2.00 ft - - 30.0 Ituft Roof Snow (only) 25 psi 2.00 it50.0 IblR 50.0 Ib/ft - Floor 3 Loads Floor 2 Loads - - - Floor Loads 40 1 10 old 9.60 it 360.0 lblft 300.0 Ill 90.0 blift Wall Dead Load 12 psi 9.00 it 108.0 lb/ft Other'psf load and trib. width - - Additional'plP Unif. Live Loads. Desch 'n, o CI: Additional'pif Unif. Dead Loads. Desch 'n, o n: Roof pitch for LL Red'n Beam type for LL Load Subtotals 410.0 Iblft 410.0 lb/ft 228.01b/ft Red'n Total Adjusted Uniform Loads wt, = 410.o blit wo = 228.0 Iblift _ 4.0:12 AII oI'x'tx+'04 Combined Total Uniform Load wu = 638,0 lb/ft Concentrated (Point) Loads Trib. Length Live Load sf Dead Load psf Trib. Width ft ft. Live, Dead, beLocation. ft Point Load A 25 psf 151 - - Xn = Point Load B -xa = Point Load C Descrip'n, oprt 21282 lb 11378 lb ac = 4.00 ft Descrip'o, oprl: 31313 lb 11987 lb 0.75 ft Point Load D Xo = Descrip'n, oprl: Point Load E xE _ Point Load F Xr = Descrip'n, opel: Descrip'n, oprl: Point Load G Xg = Descnp'n, don: Point Load H xi = Note: Location Left Support Measured From 4x And Smaller (Lumber) Sx And Larger (Timbersl Lumber Material - :,gxti LeNtn - Timber Material ,0.44ss--t,yrc -- ... ..... .....- .- - ..... _. Lumber Grade a . .. ... ....v.v...�. Timber Grade C S • Nc . ) Acceptable Solutions Acceptable Solutions 12 x 12 6x 16 14x 14 List properties for what 8 x 14 16 x 16 '-' size lmbeYr ;:4;,:2 " An asterisk 10x14 L=25.41 - SIf W --- indicates a non List properties for - ---- Fb=990 Fv=180 F p 625 E 1600000 SIfWt=10.07 acceptable sot, n. what vze. ` Fb=1336 Fv=170 Fcp=625 E=1600000 ..................... Glued Laminated Members 2.0E Parallel PSL _.... __, Glulam Grade a4t ,« :C# - 5-1/4" x 11-718" Acceptable Solutions 2-11116" x IS" 7" x 11-0/4" 2.5" x 16.5" 5.125" x 12" 3-1/2" x 14" SIf N@= 18.5 List properties for--_-- 3" x 75" 6.75" X 12" what size? -'' `" - - s Fb=2900 Fv=290 FCp=750 E=2000000 at glu lam properties for I -Level. TJI what size glulam? 3.125" x 15" 8.75" x 10.5" r_....._..._...__........_.-.. i 3:235" x':7" 5" x 12" Web Fb=2400 Fv=240 Fcp=650 E=1800000 Fbt-1850 Self AP:9.35 Stiffeners? 1 _____I_?--'' e 1.9E Microllam LVL I= List properties for what size LVL1 (2) 1311 x 18" s - t7;7-v'.t Fb=2600 Fv=285 Fcp=750 E=1900000 SIf Wt=16.4 1.3E Timberstrand LSL An asterisk' 1.55E Timberstrand LSL List properties for what indicates a non- List properties for (3)1.314" x 14" size LSL? acceptable soI'n. what size? (2)1-31V x IS" Sif Wt= 19.3 d `- Fb=1900 Fv=150 Fcp=680 E=1300000 SIf Wt-74 :Z 47 Fb=2325 Fv--310 Fcp=800 E=1550000 .1 Final Member a: Final Member Results Final Member. 5-1/4" x 11-7/8", Bending Overdesign: 35.7% Material Library Cl e^Iz.. �.u'ar.3:zev'.cx^--�xi^. • Parallam 2.0E PSL Shear Overdeagm 133.1% Final Size:$-; Deflection Overdesign: 14.6% _1S Min. Bearing Lengths : = 3.26 in. (Left) n �. = 1.58 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: NIA Final member OK by: 14.6% Vert Ditf (approx): 0.00 ft True Len (approx): Actual Member Size: 54/4" x 11-718" 11.50 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Redid For Max Positive Moment Full Strength: Maximums RiLeR Ra Rich 224003 ft-lb 4.00 ft Main Span Max Negative Moment 0 ft-lb 0.00 ft Main Span Live Load: 6,943 to 3,367 lb Lateral bracing Dead Load: 4179 Ib 2032 lb Max Design Shear. 5J71 lb 0.00 ft Main Span required only at supports Total Load: Ili= lb 5,39916 Main Span Max Downward Live Case Causing Max N/A N/A Deflection (Live / Total) 0209" / 0.335" 5.5715.52' Main / Main Main Span Max Upward Deflection Minimums RyLeR Ri_Plan (Live/Total) 0.000" / 0.000" Deal / 0.00' Main /Main Cant. Down. Defl. (Live /Tot): N/A N/A N/A W/O Mid -Bracing: Live Load: 01b 0lb Cant. Up. Defl. Live I Tot): I N/A N/A IN Sending Red'n: 0.6 or 1.0 Dead : 2 508 Ib 1 219 Ib Net Reaction 2,440 lb 1,152 lb Req'd El, Not Ind. Self Wt.: 1.263E+09 Actual El, 1.47E+09 0% Live Case Causing Min N/A N/A Approx. Self Weight: 19.50 pit Approx. Tot. Wt:: 224 lb Allowed Moment Min. Call Bearing Len ths: = 3.26 in Left = 1.58 in (Right) 29,855 ft-lb BEAM OVER DINING ROOM 21 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 C v5iRUCTIONCALC ProBeann Important: Top and Dotlom must be late ally supported an supports and aloft mac intervals. No wane in laminations nor curved Glulams. Dynamic loading not considered. Compliant with 2009-200316C. All designs should he checked by a competent prefessionaL NI users shall complywith state Engine sing taw. l and I or death can msult from improper use of this product. Job Name: Lockhart Unit 9 Load and Span Diagram )Not To snareditch, if any, nalsixrwn) Beam l.D.: Floor beam under girder truss 20000 Other Info.: t,eoo gpoo Main Span, L = 5.00 ft moo Main Span Max. Allowed Live Defl: L/ 480 - oaain 10 0 7 2 3 4 6 Main Span Max Allowed Total Defl: L / 360 = 0.17b -500 Cantilever (Overhang) Exists? Na .1 Pitch If Sloped: 0.0:12 ". 1,500 Span (ft) Load Duration 10D Loads From Continuous Member? '+__10, Add Self Wt.? 0yes 0 No For Wood antl Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? Glulams Only: yut;<es¢yca;eg Dty Un'rform Loads Over Full Length of Member Tributary uniform Live Reduced Live uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, It Load, pit Load, pit Load, pit Roof Loads (not including snow) 20 Pat 15 Pat 1 7 - - - Roof Snow (only) 25 cat 0.00 ft - - - Floor 3 Loads Floor 2 Loads 10 sf 7.00 ft 280.0 Ib/ft 280.0 lb/ft 70.0Ib/ft Floor LoadstD�crdl Wall Dead Load10 sf - ifl Other'psf load and trib. width - - _ Additional'plf Unif. Live Loads.Additional'plf Unit. Dead Loads. Roof pitch for LL Red'n Beam type for LL Load Subtotals 280.0 lb/ft 280.0 lb/ft 70.0 lb/ft Pectin Total Adjusted Uniform Loads wL = 280.0 Ib/ft wo = 70.0 lb/ft _ 4.0 :12 A" s1^^_€?s Combined Total Uniform Load wu = 350.0 Ib/ft Concentrated (Point) Loads Trib. Length, Live Load. osf Dead Load osf Trih. Width, ft. ft. Live Ibs Dead Ibs Location ft Point Load A 25 psf 15 psf - - xA = Point Load B xe = Point Load Descrip'n, opn: 61959 lb 4,1751to x(c= 1.00ft Descrip'n, opft Point Load D xo = Descrip'n, opfl: Point Load E xE _ Desgripir, opft: Point Load F xF= Descrip'n, opfl: Point Load G xc = Descrip'n, opfl: I Point Load H xH = Note: Location Measured From Left Support 4x And Smaller (Lumber) Sx And Larger (Timbers) Lumber Material Donigin ITT -�.� Timber Material Covetret#atrxcr ........... .. Lumber Grade '. ti,. � _ T± ._... ........ ...._..... w Timber Grade Yw Acceptable Solutions Acceptable Solutions (4)2x 14 12x 12 6x 14 List properties for what 4 x 16 8 x 12 size lumber? I., JZO � An asterisk ` 10 x 10 - Slf Wt-25.41 _------------ indicates a non- List properties for --------------' Fb=990 Fv=180 Fcp=625 E=1600000 Slf Wt=10.07 acceptable sol'n. what size? Fb=1336 Fv=170 Fcp=625 E=1600000 _4x_°4 Glued Laminated Members 2.0E Parallam PSL Glulam Grade 5-114" x 9-1/2" Acceptable Solutions 2-11/16" x 14" 7" x 9-1/4" 2.5"x 13.5" 5.126"x 12" 3-1/214x 14" SIf Wt= 18.5 List properties for, ------ List glu lam properties for 3" x 13.5" 6.75" x 9" what re? ;,,-ykTIT Fb=2900 Fv--29D Fcp=750 E=2000000 what size glulam? 3.125" x 13.5" 8.75" He 9" I -Level. TJI ..... _. 5"x12" Web _ __- Fb=2400 Fv=240 Fcp=650 E=1800000 Fbt=1850 SelfW1=g.35 Stiffeners? " 1.9E Microllam LVL List properties for what Sim LVL? (2)1-3/4" x 16" i Xas Fb=2600 Fv=285 Fcp=750 E=1900000 SIf Wr-16.4 1.3E Timberstrand LSL An asterisk ` 1.55E Timberstrand LSL List properties for what indicates a non- List properties for - (3) 1-3/4" x 9-1/4" age LSL? acceptable sol'n. what sim? (2)1-314" x 14" SIf Wr 19.3 Fb=1900 Fv=150 Fcp=680 E=1300000 SIf Wt=74=A Fb=2325 Fr-310 Fcp=800 E=1550000 " '-- '-- Final Member pM,&-.d„gni.psa Final Member Results Final Member: 5-1/4" x 11-7/8", Bendin Overdesi zos.5% s sn Material Library C'rtwx#rcniv, a nctaen zypc '':w Parallam 2.0E PSL Shear Ovardesign: 27.3% ..___..__._......,.,..._,__......_....................._..... Final Size: Deflection Overdesign: 618.0% Min. Bearing Lengths : _ 2.88 in. (Left) _= 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert D8f (approx): 0.00 ft True Len (approx): Final member OK by: 27.3% Actual Member Size: 5-1/4" x 11.7/8" 5.00 ft Controlling criteria is: Shear Reactions Final Member Additional Information Location Live Case Bracing Read For Max Positive Moment Full Strength: Maximums RiLeft R - Rich 9,646 ft-lb 1.00 ft Main Span Max Negative Moment: 0 Rob 0.00 ft Main Span Live Load: 61267 lb 21092 lb Lateral bracing Dead Load: 35.641b 1059lb Max Design Shear 91465 lb 0.00 ft Main Span required only at supports Total Load: 938311h 311511b Main Span Max. Downward 0.015"/0.023" 2.25'/2.20' Main/Main Live Case Causing Max N/A N/A Deflection (Live / Total) Main Span Max Upward Deflection Minimums RRLeft R� - Right (Live/Total) 0.000" / 01000" 0.00' / 0.00, Main / Main Live Load: 0 to 0lb Cant Down. Defl. (Live /Tot): N/A N/A N/A W/O Mid -Bracing: Cant. U. Defl. (Live If Tot: IN/A N/A N/A Bending Room: 0.6 or 1.0 Dead: 21381to 63516 Net Reaction 211091b 6061b Req'd El, Not Ind. Self Wt.: 12.031 E+08 Actual El : 1.47E+09 0% Live Case Causing Min N/A N/A Approx Self Weight 119.50 pit Approx Tot Wt.: as to Allowed Moment Min. Calc'd Bea rin Len ths:� = 2.88 in Left = 0.92 in (Right) 29,855 fill bm over shower 22 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Sl RUCTICJNCALC ProBeam sot Important: Top and bottom must he laterally supported at supports and at4ft max Intervals. W wane in laminations nor curred Guilders. Dynamic loading not considerec. Compliant with 2009-200IBC . Al designs should be checked by a command prINesslonal. Al users shall comply with Stale Engineenng law. Injury and I ardent can result from improper use of this product - Job Name: 1 Lockhart Unit 9 Load and Sp an Dia gram (Not TO Scale PltcM1, zany, notsM1own) Beam I.D.: Covered Deck Roof Beam 400 Other Info.: 300 20 Main Span, L = 9.00 ftao Main Span Max. Allowed Live Deft: L / 3613 0.30In B a Main Span Max Allowed Total Deft: L / 240 = 0.45in -100 1 2 4 6 6 to Cantilever (Overhang) Exists2.hoo -200 Pitch if Sloped: 0.0 :12 aw Span (e) Load Duration srKw.lai � •�•�- Loads From Continuous Member? tc -I Add Self Wt.? i yes ONO For Wootl antl Press Treated? Wet Condoem TCord....._. P . Sawn Member Repetitive Use? n, Glulams Only: 1 •�, _ .'. Unffonn Loads Over Full Length of Member Tributary uniform Live Reduced Live Uniform Dead Pilaw Live Load Red'n? YSt '. 3 Live, psf Dead, pelf Width, ft Load, pit Load, pit Load, pit Roof Loads (not including snow) 20 Pat 15 Car 2.00 ft - - 30.01b/ft Roof Snow (only) 25 lost 2.00 ft 50.0 lb/ft 50.01b/ft - Floor 3 Loads Floor 2 Loads 10 sf - - Floor LoadstDescrifl - Wall Dead Load10 ad - Other'psf load and trial. width Additione'plf Unit. Live Loads. Addhional'plf Unif. Dead Loads. Roof pitch for LL Red'n Beam type for LL Load Subtotals 50.0 lb/ft 50.0 Ib/ft 30.0 lb/ft Red'n Total Adjusted Uniform Loads Wt- = 50.0 loth wo = 30.0 lb/ft 4.0 :12 x:.,r^.xxs !'- Combined Total Uniform Load wu = 90.0 Ib/ft Concentrated (Point) Loads Trib. Length Live Load Pus f Dead Load. osf Trib. Width f1L fL Live, Dead, Ibs Location Point Load A 25 osf 15 psf 4.00 ft 15.00 ft 1,500 lb 900 lb )(A= 1.50 ft Point Load B - )a = Point Load C DmcnFrR hall: xc = Descdp'n, opfl: Point Load D ND = Deschion, opfl: Point Load E xe = Descripn, halt Point Load F xr = Casenpn, opet Point Load G xn = Desci ip'n, otitti Point Load H x6 = Note: Location Left Support Measured From 4x And Smaller (Lumber) Sx And Larger (Timbers) 'NINII _. b Lumber Material Vowbit pe. trim .. �....,_... Timber Material Lumber Grade i!„_7 ) «� Timber Grade kt{ .. _ _ _ _ ._._.. Acceptable Solutions Acceptable Solutions (4)2x8 (2)2x 10 3x 12 6x8 List properties for what (3) 2 x 8 4 x 10 - sizelumberliAn asterisk' Sit W[=25.41 L-----------' indicates anon- List properties for------------"�1 Fb=1139 Fv-207 Fcp=625 E=1600000 SI(Wt=10.07 acceptable sol'n. what size? Fl=1536 Fv=196 Fcp=625 E=1600000 _°,'_^�:.:.J Glued Laminated Members 2.0E Pamllam PSL Glulam Grade 5-1/4"x9.1/4" Acceptable Solutions 2-11/16" x lill 7" x 9.1/4" 2.5" x 7.5" 5.125" x 6" x 9414" Sif Wt= 18.5 List properties for, f----.-- Liat glu lam properties for 3" x 6" 6.75" x 7.5" ze? what s s a 1121rd'V Fb=3335 Fv=333.5 Fcp=750 E=2000000 what size glulam? 3.125" x 6" 8.75" x 9" I -Level. TJI €..._- ................._.._..__ 5 x 6 t$TSi Web - Fb=2760 Fw276 Fcp=748 E=1800000 Fbt=212T5 SelfWt=9.35 Stiffeners? .. ."1.1 (- 1.9E Microllam LVL ift w t 1-314" x 7-114" (3)1 List properties for what size LVL? (2) 1-314" x 7-1/4" _ 7 1441 xis' j w l Fb=2990 Fv=327.75 Fcp=750 E=1900000 Slf Wt=16.4 1.3E Timberstrand LSL An asterisk* 1.55E Timberstrand LSL 3-1/2" x 7-1/4" indicates a non- "W' x 9.1/4' (3) 1-3/4" lr 9-1/4" List properties for what List properties for acceptable scil'n. size LSL7 a what size? (2) 7-3/4" x 9-1/4" SIF Vvt= 19.3 ?.sra .+ Fb=2185 Fv=172.5 Fcp=6B0 E=1300000 Sit Wk 74 31i 3'IN X! .`. Fb=2674 Fv=356.5 Fcp=800 E=1550000 ..__ ....................................... _-` r'� Final Member, ,, Final Member Results -" -- ----� �tn�c.a• Final Member: 4 x 10, Douglas Fir- Bending Overdesi n s 47.7% Material Library :, � ;rtrn +cs+:. Larch, No. 2 Shear Overdesign: 91.8% ._....��............._................................._....__.._... Final Size: ¢e P, Deflection Overdesign: 279A% Min. Bearing Lengths : = 1.50 in. (Left) . = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: NIA Final member OK by: 47.7% Vert Di8(approx): 0.00 ft True Len (approx): Actual Member Size: 3.50" x 9.25" 9.00 ft Controlling Criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Reo'd For Full Strength: Ma#mum R�Left R2=Right Max Positive Moment j3A97 li 1.50 If Main Span Max Negative Moment: 0 ft-lb 0.00 ft Main Span Live Load: 11475 lb 47516 Lateral bracing Dead Load: 92211b 32211c required only atsupports Max Design Shear. 12,329 to 0.00 ft Main Span Total Load 2,397 lb 7971b Main Span Max Downward Live Case Causing Max N/A N/A Deflection (Live /Total) 0.072" / 0,119" 4.05' /4.05' Main /Main Main Span Max Upward Deffectioni Minimums RiLeft R -Right (Live/Total)] 0.000" / 0.000" 0.00' / 0.00' Main /Main Cant. Down. DeFl. (Live I Tot):: N/A WA N/A W/O Mid -Bracing Live Load: 0lb 0lb Cant. U .DeFl. Live I Tot :-N/A N/A N/A Bending Red'n: 0.6 or 1.0 Dead : 553 lb 19311b Net Reaction 531 Ib 171 Ib Req'd El, Not Ind. Self VA. 9467E+07 Actual El: 3.69E+08 0% Live Case Causing Min N/A N/A Approx. Self Weight 8.28 pit Approx Tot WL: 74 lb Allowed Moment Min. Caldd Bearing Lengths = 1.10 in Left = 0.36 in (Right) B166 ft-lb covered deck roof beam 23 Bradle Engineering, Inc. 811 Yew St. Bellingham, WA 98229 12€1cTIONICA€_c ProBeam Yg a ry :rxmr•nnrrrrreI �5.0 Important: Top and bottom must be laterally supported at supports and at4-ftmex intervals. No wane in laminations nor curved Glulanns. Dynamic loading not considered. Compliant with 2009-2M318C. All designs should be checked by a competent professional. Al users shall comply mlh state Engineering Law. Injury and / or death can result from improper use of this product Job Name: Lockhart Unit 9 Load and Span Diagram (Not To Scake. pitch, if any, not shown) Beam I.D : Covered Patio Beam 350 300 Other Info.: 250 #00 Main Span, L = 11.50 ft 50 21D0 Main Span Max. Allowed Live Defl: L / 360 o.3e in so 0 Main Span Max. Allowed Total Defl: L / 240 = o.sa in -5D 2 a s e 10 1z 14 10 Cantilever (Overhang) Exists? Na _ .� -150 Pitch if Sloped: F, 0.0 :12 290 Span (it) Load Duration 5fncm%15 ............................................................... Loads From Continuous Member? Na !; Add Self Wt.? r Ves a No _ Press Treated? Wet Cond? Temp Cond. For Wood and P Sawn Member Repetitive Use? No GluLams Only: F1o1 pest traxtcp rv^ _� tf ; P tr Iru -+�E Uniform Loads Over Full Length of Member Allow Live Load Red'n? Vxo�- . Roof Loads (not includinc Roof Snm Floor 3 Floor 2 Floor Wall Des Other'psf load and tril Additional'plr Unif. Live Additional'plP Unif. Dead Roof pitch for ILL Red'n Beam type for ILL 4.0 :12 ; All uta,r aFanri 4x And Smaller (Lumber) Lumber Materialrx .roc r-•la Ra� __�_•( Lumber Grade Acceptable Solutions (4)2x8 Tributary Uniform Live Load Subtotals 175.0 Ib/ft Total Adjusted Uniform Loads w� = 175.0 Ih/ft Combined Total Uniform Load `Nu = 280.0 Wit Reduced Live Uniform Dead Load, pit Load, plf. 105.0 1b/ft 175.0 Ib/ft - 175.0 Ibfft 105.0 Ib/ft v�o = 105.0 Ihlft Sx And Larger (Timbers) Material r Grade iv^: crc vp,1 Acceptable Solutions List properties for what size lumber?',1 � I, '. asterisk' € _ ------ anon- List properties Fb=1139 Fv=207 Fcp=625 E=1600000 Slf Wt=10.07 acceptable spin. what size? Glued . An indicates Laminated Members Olulam Grade an; va r Dr ,,,,,,,,,,,,,,,,T! Acceptable Solutions 2.5" x 9" 5.125" x 7.5" _ist glu lam properties for 3" x 9" 6.75" x 7.5" Nhat size glulam? 3.125" x 7.5" 8.75" x 9" Fb=2760 Fv=276 Fcp=748 E=1800000 Fbt=2127.5 Self Wt=9.35 1.9E Microllam LVL " " List properties for what 1-314x 9-1/4" (3) 1-3I4x 7-114" size LVL? (2) 1414" x 7-1/4" �-s ;2€t..ga' XW j Fb=2990 Fv=327.75 Fcp=750 E=1900000 Slf Wt=16.4 11.31E T' b t d LSL asterisk C3Rii - Sx And Larger (Timbers) Material r Grade iv^: crc vp,1 Acceptable Solutions List properties for what size lumber?',1 � I, '. asterisk' € _ ------ anon- List properties Fb=1139 Fv=207 Fcp=625 E=1600000 Slf Wt=10.07 acceptable spin. what size? Glued . An indicates Laminated Members Olulam Grade an; va r Dr ,,,,,,,,,,,,,,,,T! Acceptable Solutions 2.5" x 9" 5.125" x 7.5" _ist glu lam properties for 3" x 9" 6.75" x 7.5" Nhat size glulam? 3.125" x 7.5" 8.75" x 9" Fb=2760 Fv=276 Fcp=748 E=1800000 Fbt=2127.5 Self Wt=9.35 1.9E Microllam LVL " " List properties for what 1-314x 9-1/4" (3) 1-3I4x 7-114" size LVL? (2) 1414" x 7-1/4" �-s ;2€t..ga' XW j Fb=2990 Fv=327.75 Fcp=750 E=1900000 Slf Wt=16.4 11.31E T' b t d LSL asterisk C3Rii - C3Rii - � Slf Wt=25.41 Fb=1536 Fv=196 Fcp=625 E=1600000 roperties for. 5-t14" x 9-t14" 2-11116" x 9-114" 7" x 9-114" 3-112" x 9-1/4" SI Wt= 18.5 List p.... what size? S-t.<'-i x i114- w Flb--3335 Fv=333.5 Fcp=750 E=2000000 Stiffenrerys? Im ers ran An ' List properties for what indicates anon - size LSL? acceptable sol'n. what size? 3-I x7-t/4" '-W Fb=2185 Fv=172.5 Fcp=680 E=1300000 Slf Wt=7.4 Final Member g,,gn4eec;d �r. Material Library heweNnnns ,qe559a1Galx _ Final Size: iix.o..... ................... Min. Bearing Lengths : = 1,50 in. (Left) . = 1,50 in. (Right) Vert Diff (approx): 0.00 ft True Len (approx): Actual Member Size: 3.50" x 9.25" 11.50 It Reactions Maximums R, - Rig ht Live Load: 11006 111 14006 lb Dead Load: 651 lb 651 lb Total Load: 13658 lb 1,658 lb Live Case Causing Max WA WA Minimums RiLeft R, - Right Live Load: 0 lb 0 Ih O.fi or 1.0 Dead : 391 Ib 391 Ih Net Reaction 362 Ib 362 Ib Live Case Causing Min WA WA (2) 1314" x9.114" Slf Wt= 19.3 Fh=2674 Fv=356.5 F800 E=1550000 cp= Final Member Results 8.4% Final Member: 4 x Member g,,gn4eec;d �r. Material Library heweNnnns ,qe559a1Galx _ Final Size: iix.o..... ................... Min. Bearing Lengths : = 1,50 in. (Left) . = 1,50 in. (Right) Vert Diff (approx): 0.00 ft True Len (approx): Actual Member Size: 3.50" x 9.25" 11.50 It Reactions Maximums R, - Rig ht Live Load: 11006 111 14006 lb Dead Load: 651 lb 651 lb Total Load: 13658 lb 1,658 lb Live Case Causing Max WA WA Minimums RiLeft R, - Right Live Load: 0 lb 0 Ih O.fi or 1.0 Dead : 391 Ib 391 Ih Net Reaction 362 Ib 362 Ib Live Case Causing Min WA WA (2) 1314" x9.114" Slf Wt= 19.3 Fh=2674 Fv=356.5 F800 E=1550000 cp= Final Member Results 8.4% Final Member: 4 x RiLeft R, - Right Live Load: 0 lb 0 Ih O.fi or 1.0 Dead : 391 Ib 391 Ih Net Reaction 362 Ib 362 Ib Live Case Causing Min WA WA (2) 1314" x9.114" Slf Wt= 19.3 Fh=2674 Fv=356.5 F800 E=1550000 cp= Final Member Results 8.4% Final Member: 4 x 10, Douglas Fir- Bending overdeslgn: Deflection Overdesign: 87.2% Use Conditions Selected: Bearing /Buckling Overdsgn: WA Final Member Additional Information Max. Positive Moment:'4,766 ft-Ib Max. Negative Moment:�0 ft-Ih Main Span Max. Down Deflection (Live / l Main Span Max. Upward Defle Cant: Down.. Defl. (Live / Final member OK by: 8.4% Controlling criteria is: Bending Location Live Case Bracine Reed For 5.75 ft Main Span Full Strength: 0.00 ft Main Span Lateral bracing 0.00 ft Main Span required only at supports 0.186" / 0.307"5.75' Main /Main Placid Eli Not Incl. Self Wt.: 1.916E+OB Approx. Self Weight: 8.2B plf Tin. Calc'd Bearing Lengths: = 0.76 in 0.00' Main /Main WA WA W/O Mid-Bracino WA WA Bending Red'n: Actual El: 3.69E+08 p% Approx Tot. Wt.: 95 Ib Allowed Moment in (Right) 5,166 ft-lb Covered Patio Roof Beam Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Ct l�iS Rt1CTIONICALC ProBeam �r.ot no rant, Top and bottom must be laterally supported at supports and at Oft max Intervals. No wane in laminations nor curved Glulans. Dynamic loading not considered. Compliant Won 2009 - 20031BC. All designs should be checked by a competent professional. All users shall comply with State Engineering law. Injury and / or death can result from improper use of this product Job Name: Lockhart Unit 9 Beam I.D : FLOOR BEAM BY STAIRS Other In Main Span, L = 14.00 ft Main Span Max. Allowed Live Deft L! 480 0.35 in Main Span Max. Allowed Total Defl: L / 360 = 0.47 in Cantilever (Overhang) Exists? No .r Pitch if Sloped: 0.012 Load Duration (Lim ,00 _ 1...... ..........._.. fo.: 60 Load and Span Diagram (Not To Scale. Pitch, if any, not shown) 40 0 0 00 W0 2 4 6 8 10 12 1 16 zoo -000 �00 Span (it) Loads From Continuous Member? Add Self Wt.? ves a Nc Press Treated? Wet Cond? TerrillCord. �,� Glu � For Wood and Sawn Member Repetitive Use? „`. Lams Onl rn'Y ;� Y 1t �6hFdt pa F I ir#detJfR(p#g +I Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, lost Dead, psf Width, ft Load, plf Load, plf. Load, plf. Roof Loads (not including snow) 20 psf 15 psf - - - Roof Snow (only) 25 psf 0.00 It - - - Floor 3 Loads Floor 2 Loads - - - Floor Loads 40 psf 10 psf 11.00 ft 440.0 lb/ft 440.0 lb/ft 110.0 lb/ft Wall Dead Load 10 psf - Other'psf load and trib. width _ _ Additional'pt' Unif. Live Loads. Descnp'n, cork Additional'pIP Unif. Dead Loads. Desch 'n, con: Roof pitch for LL Redo Beam type for ILL Load Subtotals 440.0 Ib/ft 440.0 Iblft 110.0 lb/ft Red'n Total Adjusted Uniform Loads wt = 440.0 lb/ft wro = 110.0 lb/ft 4.0 :12 i al Combined Total Uniform Load Wu = 550.0 Ib/ft 4x And Smaller (Lumber) 5x And Larder (Timbers) Lumber Material jpoay.M .taFr* _� Timber Material Lumber Grade Na : YI Timber Grade tmKilis. Acceptable Solutions Acceptable Solutions 12 N x 12 6714 14 N( 14 List properties for what I 8x12 - 1 16 x16 size lumber? f�x`rf, An asterisk` 10 x 12 - Slf Wt=25.41 ' indicates anon- List properties for Fb=990 Fv=180 Fcp=625 E=1600000�SIf Wt=10.07 acceptable sol'n. what size?1 Fb=1336 Fv=170 Fcp=625 E=1600000 Glued Laminated Members 2.0E Parallam PSL Glulam Grade ia.. -rt> - 5-1/4" x N-1/4" Acceptable Solutions 2-11116" x 14" 7" x 11A14" 2.5" x 15" 5.126" x 12" 3-1/2" x 14" Slf Wt= 18.5 List properties for, -.. List glu lam properties for 3" x 13.5" 6.75" x 10.5" what size? (5-1f4 x li-ita- '� i Fh =2900 Fv=290 Fcp=750 E=2000000 I -Level. TJI what size glulam? 3.125" x 13.5" 8.75" x 10,5" A.115`xaY 5"x12" Web Fb=2400 Fv=240 Fi :650 E=1800000 Fbt=1850 Self Wt=9.35 Stiffeners? - - 1.9E Microllam LVL aan'1 - (3) 1-3/4" x 11-1/4"- List properties for what size LVL? (2) 1-314" x 14" '.::`.i I-V'10 a: W �_ Fb=2600 Fv=285 Fcp=750 E=1900000 Slf Wt=16.4 1.3E Timberstrand LSL An asterisk 1.55E Timberstrand LSL List properties for what indicates a non- List properties for 1 (3) 1-314" x 11-718" size LSL? acceptable sol'n. what size? (2)1314" x 14" Slf Wt= 19.3 t- 7.,a+ '+ Fb=1900 Fv=150 Fcp=680 E=1300000 Slf Wt=7.4 t1#t-:#?c 413' Fb=2325 Fv=310 Fcp=800 E=1550000 Final Member - ----•. Final Member Results Final Member: 5-1/4" x 11-114", Bending Overdesign: 93.5% Material Library Chaos: l him �3es rNol g4k. F'. Parallam 2.0E PSL Shear Overdesign: 231.3% Final Size: Deflection Overdesign: 15.0% Min. Bearing Lengths : = 1.50 in. (Left) . = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: WA Final member OK by: 15.0% Vert Diff (approx): 0,00 ft True Len (approx): Actual Member Size: 5-1/4" x 11-1/4" 14.00 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Redd For Max Positive Moment: Full Strength: Maximums R -Left R, - Right 13,928 ft-lb 7.00 ft Main Span Live Load: 31080 lb 31080 lb Lateral bracing Max Negative Moment: 0 ft4b 0.00 ft Main Span Dead Load: 900 lb 900 lb - required only at Max Design Shear: 3,447 lb 0.00 ft Main Span supports Total Load: 3,980 lb 31980 to Main Span Max. Downward Live Case Causing Max N/A WA Deflection (Live / Total) 0.304" / 0.393" 7.00' / 7.00' Main / Main Main Span Max. Upward Deflection (Live / Total) 0.0001,10.0001, 0.00, / 0.00' Main / Main Minimums R - Left R, - Right Live Load: 0 Ib 0 He Cant. Down. Defl. (Live / Tot): NIA WA N/A W/O Mid-Bracino: Cant. ,Up.. Defl. Live / Tot): WA WA WA Bending Red'n: 0.6 or 1.0 Dead: 540 Ib 540 Ib Req'd El, Not Inc]. Self Wt.: 1.087E+09 Actual EI: 1.25E+09 Net Reaction 462 Ib 462 Ib 0 Live Case Causing Min N/A N/A Approx. Self Weight 18.50 ph Approx. Tot. Wt.: 259 lb Allowed Moment: Min. Calc'd Bearing Lengths: = 1.17 in (Left) = 1.17 in (Right) 26,955 ft-Ib Floor beam by stairs 25 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 C ins:trtdcrac�v ri1_i PrOBea n : vs.ot Important• Top and bottom must be laterally suppored at supports and at Oft mex intervals. No wane in laminations nor cunad Glulams. Dynamic loading not considered Compliant with 2009-200Inc. NI designs should be checked by a competent professional. NI users shall cemplywilh stale Engineering taw. Injury and for death can resull from improper used this product. Job Name: Lockhart Unit 9 Load and Span Diagram (Not To scale. Pitch, many, not sham) Beam l.D.: Floor beam under girder truss 300 200 Other Info.: goo Main Span, L = 18.00 ft c 0 Main Span Max Allowed Live Deft L/ 480 0.45 in �00 5 10 15 20 Main Span Max Allowed Total Deft L / 360 = o.eo In -200 Cantilever (Overhang) Exists?: Nv ago Pitch if Sloped: 0.0 I]2 -000 Span (ft) Load Duration e Loads From Continuous Member? Add Self Wt.? t yes (Y No For Wood and Press Treated? Wet Cond? repro Cord Sawn Member Repetitive Use? 1 r ...a Glul-ams Only: mpg yd�-,aai4., Of, Uniform Loads Over Full Length of Member Tributary Uniform Liva Reduced Live Uniform Dead Allow Live Load Redn? .rex _ Live, osf Dead, psf Width, ft Load, pit Load, pif. Load, plf. Roof Loads (not including snow) 20 psf 15 Pat - - - Roof Snow (only) 25 psf 0.00 ft - - - Floor 3 Loads - - - Floor 2 Loads - - - Floor Loads 40 psf 10 Pat 1.33 ft 53.21b/ft 53.2 haft 13.3 fief t Wall Dead Load 10 Pat - Other'psf load and trilb width - _ Additional'plf Unif. Live Loads. Descri 'n o V Additional'pIf Unit. Dead Loads. Descrid g p: Roof pitch for LL Red'n Beam type for LL Load Subtotals 53.21b/ft 53.2 bill 13.3 111 Raclin _ Total Adjusted Uniform Loads wt= 53.2 lb/ft We= 13.3 Ihit 4.0 :12 4,i c"'e"tx+"•'+ -";'' Combined Total Uniform Load wu = fi6.51b/ft Concentrated (Point) Loads Trib. Length Live Load. osf Dead Load. osf Trio. Width ft ft. Lips. His Dead, Ibs Location. ft Point Load A 25 psf 15 pat - - xA = Point Load B xa Point Load C Descrip'n, opfl: 1,048 lb 629 lb xe = 12.00 ft Descrip'n, opft 742 Ib 446 to 14.50 ft Point Load D xp = Deacrip'n, opi l: 730 Ib 438 lb 12.50 ft Point Load E YE = Deecrip'n, opfl: Point Load F xr = Descrip'n, opfl: Point Load G xc = Descrip'n, epfl: Point Load H xR = Note: Location Left Support Measured From 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material 'Lk,:xt sr=isYt .� Timber Material aw s1 ............ Lumber Grade +.;.,2 w� _•� .......... ........ f Timber Grade _ _ _ _ _� Acceptable Solutions Acceptable Solutions 12 x 12 6x 14 14x 14 List for what 8 x 12 i6 x 16 properties size lumber? 1 A O*. �.'; An asterisk ` 10 x 12 -I Sif W1=25.41 ._.___�..�...._a Indicates a non- List properties for---------------�-�--[ Fb=990 Fv=180 Fcp=625 E=1600000 Slf V&10.07 acceptable sol'n. what size? {„_-,......_...:.:.J Fb=1336 Fv-170 Fcp=625 E=1600000 Glued Laminated Members 2.0E Parallel PSL Gluten Grade gf y4 h, - j y - I 5-1/4" x 11-7/8" Acceptable Solutions 2-1ltll "x 16" 7" x 11.1/4" 2.5" x 16.5" 5,126" x 13.5" 3-1/2" x 14" Sit Wl= 18.5 List properties for, 3" x 15" 6.75" x 12" what sim9 LLLLL_.- j Fb=2900 FV=290 Fcp=750 E=2000000 List all lam properties for what size alulam? 3.125" x 15" 8.75" X 10.5" I -Level. TJI 5"x 13.5" Web Fb=2400 Fv-240 Fcp=650 E=1800000 Fbt=1850 SelfWt=9.35 Stiffeners? --` r- 1.9E Microllam LVL "xa (3) List properties for what s im LVL? (2) 1.3/4" x 14" Fb=2600 Fv=285 Fcp=750 E=1900000 SIf W1=16.4 1.3E Timberstrand LSL - An asterisk • 1.55E Timlherstrand LSL List properties for what indicates a non- List properties for (3)1-31V x 14.1 tone LSL? acceptable sun rl. what size? (2)1-3/4" x 16"1 Sif Wl= 19.3 l 1 �� Fb=1900 Fv=150 Fcp=680 E=1300000 SlfWt=74 -2325 - �. FbFv=310 Fcp=800 E=1550000 Final Member ps.. am>,g:. Final Member Results Final Member: 5-1/4" x 11-7/8", Bending Overdesign: 77.1% Material Library t ,A�,�yYefLirt ,m rypz ( parallel 2.0E PSL Shear Overdesign: 237.1% Final Size :1_t :. s- r Deflection Overdesign: 4.6% Min. Bearing Lengths : = 1.50 in. (Left) �. = 1.50 in, (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: NIA Final member OK by: 4.5% Vert Die (approx): 0.00 ft True Len (approx): Actual Member Sae: 5-1/4" x 11-718" 18.00 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracing Read For Max Positive Moment: Full Strength: Maximums RiLeft RLRighht 16,859 ft-lb 12.00 ft Main Span Max Negative Moment: 0 f:4 0.00 ft Main Span Live Load: 11 195 lb 2,282 lb Lateral bracing Dead Load: 7251b 7 31�8 Ib Max Design Shear. 3,575 lb 17.51 ft Main Span required only at supports Total Load: 11921 lb 316601b Main Span Max Downward Live Case Causing Max N/A N/A Deflection (Live I Total) 0.358" / 0.574" 9.72' /9,72' Main I Main Main Span Max Upward Deflection 0.060" / 0.000" 0.00' / 0.00' Main /Main Minimums RiLeft Ri_Righht (Live/Total) Cant. Dawn. Deft. (Live / Tot): N/A N/A N/A W/O Mid -Bracing: Live Load: 0 Ito Otto 0.6 or 1.0 Dead : 435 b 82711b Cant. Up. Deft. Live I Tot): N/A N/A WA Bending Red'n: Req d Eli Not Inc. Self W. 1.330E+09 Actual El: 1.47E+09 Net Reaction 3301b 721 Ib 0 j Live Case Causing Min N/A N/A - Approx Self Weight 19.50 plf Approx. Tot. WR: 351111 Allowed Moment: Min. Called Beannn Lengths: = 0.56 in Left = 1.07 in (Right) 29,855 ft-lb floor beam untler laundry nit Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 CCSNS�:RUCT!(?NCALC 9RP9�-r �'"aasegNo ,, raizrt� Important Top antl 5otlom must be IalereltysuppoMtl alsuppods aM at4-fl max irtlenals. nynamic loatlirg rat coisitleretl. ComplleMvnN 20151BC. �1L:......�' Alltleslgm slwNtl be checketl bya wmpelerApmkssiorsl.Allis rssball comply w+N State Ergineenrg Law. byury artl/or tleaN wn resultflom improper use of Ws pmdud. Job Name: Lockhart Unit 9 � -` Beam I.D.: Garage Beam Other Info.: Steel instead of GLB Main Span, L = 21.00 ft Main Span Max. Allowed Live Defl: L / 460 c.s3 in Main Span Max. Allowed Total Defl: L / 480 = o.sa in Cantilever (Overhang) Exists? cep Pitch if Sloped: 0.0 :12 Load Duration _. ,.s ��J m,. ..w..__-�._-. Loads From Continuous Member? no Add Seff Wt2 ; i yes O rvc Sawn Member Repetitive Use? 0 Uniform Loads Over Full Length of Member Allow Live Load Red'n? Yex T Floor Loads Roof pdch for LL Red'n wy Red'n V =_ 0.0:t2 trlailr. be,.•.*s � Concentrated (Point) Loads Live Load. osf Dead Load. osf Point Load C For Wood and Press Treated? Wet Cond? Temp Card. GluLams Only: rrvotpms#cola! !> I Ury tp34eyF6loss �' Tributary Live. rut Dead. osf Width, ft 40 sf 10 sf 6.50 ft Total Adjusted Uniform Loads Combined Total Uniform Load Tdb. Length. Trib. Width, ft. ft. wL = w'u = Live. Ibs Uniform Live Load, plf 260.0 Ib/ft 260.0 Ib/ft 325.0 Ib/ft Dead. 16s � Description, optional 4,058 Ib 2,435 Ib Partial Uniform Loads On Main Span Only Live Load: osf Dead load. osf Partial Load A Partial Load B Partial Load C Partial Load D Partial Load E Glued Laminated Members (GLB) Glulam Grade z:f�ya:DttOr; Acceptable Solutions 3 118" x 24" 5 112" x 19 1/2" List properties for what 31/2" x 221/2" 6 3/4" x 18" size glulam? 51/8" x 21" 8 3l4" x 18" Reduced Live Uniform Dead Load, plf. Load, pit. 260.0Ib/ft 65.016/ft wp = 65.0 Ib/ft xc Tdbutan width. StartfPoint Live Load. off Dead Load. olF Comb'd Load. olf 3.50 ft 140.0 Ih/ft 35.0 Ib/ft 175.0 Ib/ft 12.66 ft 11.00 ft 275.0 Ib/ft 165.0 Ib/ft 440.0 Ib/ft 0.00 ft Fb=2760 Fv--304.75 Fcp=748 E=1600000 Fbt=2127.5 Self Wt=36.4 2.0E Microllam LVL -Multi-oly List properties for what size LVL7 - (4)1.314" x 18" !?� t.)Ja' x t tJ(&" ', � � Fb=2990 Fv=327.75 Fcp=750 E=2000000 51f Wt=7.4 2.0E Microllam LVL List properties for what size LVL? :1. t x'.': JS- Welded End Plate Caps? ...................... kp :'�` List properties I� for what size? ! "..:'. Web Stiffeners? List properties - 7" x 18" for what size? Fb=2990 Fv=327.75 Fcp=750 E=2000000 Slf Wt=7.4 ?;; :•3r`d' xrs., tural Steel Tubes -A500 Grade B I Web Stiffeners? hb � HSS14x4x3/8 HSS12x4x1/2 HS514x6x114 HSS12x6x3I8 HSS12x6x112 HSS12x8x3/9 HSS10x8x1/2 HSS12x10x114 HS512x10x3/8 HSS10x10x1/2 HSS12x12x1l4 HS512x12x3/8 HSS12x12x112 Final Member �assyla:;:v�sb,p� � Material Library:,�r,,,,xfrr.a::�:�:,xsrxxrn,<c:a;o -. Final Size: 'Ist2xz6 � Min. Beadng Lengths - - Vert Diff (approx(: 0.00 ft True Length (approx): Actual Membersize: 6.49" W x 12.20" D 21.00 ft End Points Measured From Left 7" x 18" _ I Slf Wt= 18.5 Fb=3335 Fv=333.5 Fcp=750 E=2000000 �_) Fb=2674 Fv=356.5 Fcp=800 E=155000( Steel Type? W14X2fi W16X26 W18X35 W8X58 W21X44 - W10X39 W24X55 W12X2fi Final Member: W12X26, A36 Steel W-Shape Use Conditions Selected: Maximums Live Load: Dead Load: Total Load: Live Case Causing Max Minimums Live Load: O.fi or 1.0 Dead : Ne[ Reaction Live Case Causing Min Reactions RyLeft 9,4521b 4 908 1blb 14,3fi0 16 WA R�Left 0lb 3 552 lhih 3,388 Ib WA R, - Rich 4,7151b 1 819Ib 6,5341b WA R, - Richt O Ib 1 091 Ib 928 Ib WA Final Member Add'dl Max Posdive Mr Max Negative Mr Maz Design Main Span Max Dow Deflection (Live / Main Span Max. Upward Def !Live / Cant. Down. Defl. (Live! Cant. Ll�. Defl. (Live / Req'd EI, Not Incl. Se Approx Self V Min Calc'd Bearing Le 115 ft-Ib II7 Final Member Results Bending Overdesign: 53.4% Shear Overdesign: 413.6% Deflection Overdesign: 1.2% Beadng /Buckling Overdsgn: 13.4% Final member OK by: 1.2% Controlling cdteria is: Deflection Location Live Case emdnp aep•c 9.87 ft Main Span Euu so-emm 21.00ft Main Span Lateral 0.00 ft Main Soan 0.362" / 0.519" 10.50' / 10.29' Main /Main 0.000" 10.000" 21.00' / 21.00' Main /Main WA WA WA WA WA WA 5.629E+09 Actuai EI: 5.92E+09 26.00 plf Approx Tot. Wt.: 546 Ib aeamng rsed�m Rlloved Moment I Garage Beam 27 Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 CcZ'44si RUCT10NCALC ProBeam 0.01 Imcontent Top and bodom must be laterally supported at supports and at 4-ft max intervals. No wane In laminations nor cur MGlulams. Dynamic loading not considered. Compliant with 2009 - 2003 113C. NI designs should be checked bya component professional. NI users shall comply wit State Engineering law. Injury and I or death can result from Improper use or this product Job Name: Lockhart Unitg Load and Span Diagram(Not To Seale. Pitch, ilany, not shown) Beam I.D.: Garage HDR 600 Soo Other Info,: 400 800 Main Span, L = 16.00 ft goo Main Span Max Allowed Live Defl: L / 480 0.40 in e Main Span Max Allowed Total Defl: L /1 360 = 0.53 in -tn0 2 4 6 8 10 12 14 13 18 200 Cantilever (Overhang) Exists? j:T 71 -300 Pitch if Sloped: 0.0 :12 -400 Span (it) Load Duration i,x. Err Loads From Continuous Member? .d ...._..�:..................... Add Self Wt.? 40 ye: Q No Press Treated? Wet Cond? Temp Cond. r For Wood and P Sawn Member Repetitive Use? ;`�, --.w Glulams Only: _.. Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Rodin? .;y - '� Live, psf Dead, sf Width, ft Load, pit Load, pit. Load, pit. Roof Loads (not including snow) 20 psf 15 psf 3.C) ft - - 45.0 Wit Roof Snow (only) 25 psf 3.00 ft 75.0 Iblft 75.0 lb/ft - Floor 3 Loads - - - Floor 2 Loads - - - Floor Loads 40 psf 10 Psf - - - Wall Dead Load 10 Pat 9.00 ft 90.0 lb/ft Other'psf load and tab. width - - Additional'plf Unit. Live Loads. Descri in o rt Additional'pif Unit. Dead Loads. Descd in, to it 75.0 lb/ft 135.01b/ft wD = 135.0 Ibttt 4.0 :12 Partial Uniform Loads On an Span Only Live Load. osf Partial Load A Partial Load B Partial Load C Partial Load D Partial Load E Load Subtotals 75.0 Iblb/ftt Total Adjusted Uniform Loads wt = 75.0 IbRt Combined Total Uniform Load wu = 210.0 Ib/ft Dead Load. osf Iributak width. Live Load. Dlf Dead Load. olf Comh'd Load. olf Start Point, ft. End Point. ft. 10 gal 3.50 ft 140.0 lb/ft 35.0 lb/ft 175.0 lb/ft 10.00 ft 16.00 ft 15 sf 3.50 ft BT5 Iblft 52.5Iblft 140.0 lb/ft 0.00 ft 10.00 ft Descri 'n o rt -Pon m con 4x And Smaller (Lumber) ��:�€ Lumher Material �;tio:w*.esElr-ta�sP> �� ,gyp Lumber Grade Acceptable Solutions List propenies for what size lumber? yfg, '. Fb=990 Fv=180 Fcp=625 E=1600000 58 Wt=1 g.07 Glued Laminated Members L41m�a1Fr.'r 5x And Larger lTimbersl Material }"gc�;mtra-tie, � y' �m� Acceptable Solutions An asterisk' indicates anon- List propenies for ---- acceotablesol'n. what size? (a:rg 2.5" x 15" 5.125" x 12" List properties for 3" x 13.5" 6.75" z 10.5" what size? -is[ glu lam properties for Nhat size glulam? 3.125" x 13.5" 8.75" x 10.5" 33S'x* 5"x12" Web Fb=2400 Fv=240 Fcp=B50 E=1800000 Flyi 850 Self Wt=9.35 Stiffeners? 1.9E Microllam LVL ( "` l properties for what size (3)1-3/4" x11-1/4" LVL? (2)1-3/4" x14" ,21,3A, Rare Fb=2600 Fv=285 Fcp=750 E=1900000 SIf Wt=16A 1.3E Timberstrand LSL An asasterisk_ist properties forwhat size indicates a non- List properties for LSL9 acceptable sol'n. what size? ..... .r Fb=1900 Fv=150 Fcp -680 E=1300000 Sit Wl=7.4 (i2 13+3 F- Final Member Bx12 t6x16 10x12 - SIf Wl=25.41 Fb=1336 Fv=170 Fcp=625 E=1600000 2.0E Paralleling PSL 5-1/4" x 114/1 2-11116" x 14" 7" x 11-114" 3-1/2" x 14" Sit Wt= 18.5 w Fb=2900 Fv=290 Fcp=750 E=2000000 Results -t (2)1-3/4" x 14" SIf Wl= 19.3 {Fb=2325 Fv=310 Fcp=B00 E=1550000 Final Member: 5.125" x 12", Glued Material Library +E Laminated, 24F-V4 (DF/DF) Final Size Min. shearing Lengths : = 1.50 in. (Left) . = 1.50 in. (Right) use conditions selected: Vert Diff (approx): 0.00 ft True Len (approx): Reactions Final Member Additip ximRiLe Maums ft R,-Right Max. Positive Met Live Load: 1,3591b 1,5561b Max. Negative Mot Dead Loatl: 1 60316 1 5371b Max Design S Total Load: 2,9621b 3,093 to Main Span Max. Downward Defis Live Case Causing Max NIA WA (Live /- Main Span Max. Upward Defle Minimums RiLeft R,.-Right (Live/- Live Load: 0lb 0lb Cant, Down. Defl. (Live! 0.6 or 1.0 Dead, 962 lb 922 lb Cant. .UQ. Defl. (Live / Net Reaction 888 lb 8491b Req'd El, Not Incl. Set Live Case Causing Min WA NIA Approx. Self WI ft-Ib 693 Ib 0.196" / 0.417" Final Member Bending Overdesign: 104.9% Shear Overdesign: 265.a% Deflection Overdesign: 27,8 % Bearing / Buckling Overdsgn: NIA me] member OK by: 27,8% Controlling criteria is: Deflection Location Live Case Bracing Reo'd For 8.16 It Main Span Full Strength: 0.00 It Main Span Lateral bracing required only at 16.00 ft Main Span supports 8.00'l8.00' Main/Main 0.0001! 0.000" 0.00' /0.00' Main /Main A WA WA W/O Mid -Bracing: A WA N/A Bending Red'n: 373E+O8 Actual El: 1.33E+09 g% i.32 plf Approx. Tot. W[.: 2451b Allowed Moment: = 0 09 in (Left) = 0 93 in fRinhfl 94 firm ft-Ih Garage header 4x And Smaller (Lumber) ��:�€ Lumher Material �;tio:w*.esElr-ta�sP> �� ,gyp Lumber Grade Acceptable Solutions List propenies for what size lumber? yfg, '. Fb=990 Fv=180 Fcp=625 E=1600000 58 Wt=1 g.07 Glued Laminated Members L41m�a1Fr.'r 5x And Larger lTimbersl Material }"gc�;mtra-tie, � y' �m� Acceptable Solutions An asterisk' indicates anon- List propenies for ---- acceotablesol'n. what size? (a:rg 2.5" x 15" 5.125" x 12" List properties for 3" x 13.5" 6.75" z 10.5" what size? -is[ glu lam properties for Nhat size glulam? 3.125" x 13.5" 8.75" x 10.5" 33S'x* 5"x12" Web Fb=2400 Fv=240 Fcp=B50 E=1800000 Flyi 850 Self Wt=9.35 Stiffeners? 1.9E Microllam LVL ( "` l properties for what size (3)1-3/4" x11-1/4" LVL? (2)1-3/4" x14" ,21,3A, Rare Fb=2600 Fv=285 Fcp=750 E=1900000 SIf Wt=16A 1.3E Timberstrand LSL An asasterisk_ist properties forwhat size indicates a non- List properties for LSL9 acceptable sol'n. what size? ..... .r Fb=1900 Fv=150 Fcp -680 E=1300000 Sit Wl=7.4 (i2 13+3 F- Final Member Bx12 t6x16 10x12 - SIf Wl=25.41 Fb=1336 Fv=170 Fcp=625 E=1600000 2.0E Paralleling PSL 5-1/4" x 114/1 2-11116" x 14" 7" x 11-114" 3-1/2" x 14" Sit Wt= 18.5 w Fb=2900 Fv=290 Fcp=750 E=2000000 Results -t (2)1-3/4" x 14" SIf Wl= 19.3 {Fb=2325 Fv=310 Fcp=B00 E=1550000 Final Member: 5.125" x 12", Glued Material Library +E Laminated, 24F-V4 (DF/DF) Final Size Min. shearing Lengths : = 1.50 in. (Left) . = 1.50 in. (Right) use conditions selected: Vert Diff (approx): 0.00 ft True Len (approx): Reactions Final Member Additip ximRiLe Maums ft R,-Right Max. Positive Met Live Load: 1,3591b 1,5561b Max. Negative Mot Dead Loatl: 1 60316 1 5371b Max Design S Total Load: 2,9621b 3,093 to Main Span Max. Downward Defis Live Case Causing Max NIA WA (Live /- Main Span Max. Upward Defle Minimums RiLeft R,.-Right (Live/- Live Load: 0lb 0lb Cant, Down. Defl. (Live! 0.6 or 1.0 Dead, 962 lb 922 lb Cant. .UQ. Defl. (Live / Net Reaction 888 lb 8491b Req'd El, Not Incl. Set Live Case Causing Min WA NIA Approx. Self WI ft-Ib 693 Ib 0.196" / 0.417" Final Member Bending Overdesign: 104.9% Shear Overdesign: 265.a% Deflection Overdesign: 27,8 % Bearing / Buckling Overdsgn: NIA me] member OK by: 27,8% Controlling criteria is: Deflection Location Live Case Bracing Reo'd For 8.16 It Main Span Full Strength: 0.00 It Main Span Lateral bracing required only at 16.00 ft Main Span supports 8.00'l8.00' Main/Main 0.0001! 0.000" 0.00' /0.00' Main /Main A WA WA W/O Mid -Bracing: A WA N/A Bending Red'n: 373E+O8 Actual El: 1.33E+09 g% i.32 plf Approx. Tot. W[.: 2451b Allowed Moment: = 0 09 in (Left) = 0 93 in fRinhfl 94 firm ft-Ih Garage header Bx12 t6x16 10x12 - SIf Wl=25.41 Fb=1336 Fv=170 Fcp=625 E=1600000 2.0E Paralleling PSL 5-1/4" x 114/1 2-11116" x 14" 7" x 11-114" 3-1/2" x 14" Sit Wt= 18.5 w Fb=2900 Fv=290 Fcp=750 E=2000000 Results -t (2)1-3/4" x 14" SIf Wl= 19.3 {Fb=2325 Fv=310 Fcp=B00 E=1550000 Final Member: 5.125" x 12", Glued Material Library +E Laminated, 24F-V4 (DF/DF) Final Size Min. shearing Lengths : = 1.50 in. (Left) . = 1.50 in. (Right) use conditions selected: Vert Diff (approx): 0.00 ft True Len (approx): Reactions Final Member Additip ximRiLe Maums ft R,-Right Max. Positive Met Live Load: 1,3591b 1,5561b Max. Negative Mot Dead Loatl: 1 60316 1 5371b Max Design S Total Load: 2,9621b 3,093 to Main Span Max. Downward Defis Live Case Causing Max NIA WA (Live /- Main Span Max. Upward Defle Minimums RiLeft R,.-Right (Live/- Live Load: 0lb 0lb Cant, Down. Defl. (Live! 0.6 or 1.0 Dead, 962 lb 922 lb Cant. .UQ. Defl. (Live / Net Reaction 888 lb 8491b Req'd El, Not Incl. Set Live Case Causing Min WA NIA Approx. Self WI ft-Ib 693 Ib 0.196" / 0.417" Final Member Bending Overdesign: 104.9% Shear Overdesign: 265.a% Deflection Overdesign: 27,8 % Bearing / Buckling Overdsgn: NIA me] member OK by: 27,8% Controlling criteria is: Deflection Location Live Case Bracing Reo'd For 8.16 It Main Span Full Strength: 0.00 It Main Span Lateral bracing required only at 16.00 ft Main Span supports 8.00'l8.00' Main/Main 0.0001! 0.000" 0.00' /0.00' Main /Main A WA WA W/O Mid -Bracing: A WA N/A Bending Red'n: 373E+O8 Actual El: 1.33E+09 g% i.32 plf Approx. Tot. W[.: 2451b Allowed Moment: = 0 09 in (Left) = 0 93 in fRinhfl 94 firm ft-Ih Garage header ft-Ib 693 Ib 0.196" / 0.417" Final Member Bending Overdesign: 104.9% Shear Overdesign: 265.a% Deflection Overdesign: 27,8 % Bearing / Buckling Overdsgn: NIA me] member OK by: 27,8% Controlling criteria is: Deflection Location Live Case Bracing Reo'd For 8.16 It Main Span Full Strength: 0.00 It Main Span Lateral bracing required only at 16.00 ft Main Span supports 8.00'l8.00' Main/Main 0.0001! 0.000" 0.00' /0.00' Main /Main A WA WA W/O Mid -Bracing: A WA N/A Bending Red'n: 373E+O8 Actual El: 1.33E+09 g% i.32 plf Approx. Tot. W[.: 2451b Allowed Moment: = 0 09 in (Left) = 0 93 in fRinhfl 94 firm ft-Ih Garage header 8.00'l8.00' Main/Main 0.0001! 0.000" 0.00' /0.00' Main /Main A WA WA W/O Mid -Bracing: A WA N/A Bending Red'n: 373E+O8 Actual El: 1.33E+09 g% i.32 plf Approx. Tot. W[.: 2451b Allowed Moment: = 0 09 in (Left) = 0 93 in fRinhfl 94 firm ft-Ih Garage header Garage header Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 51 fit1CTIENV C AL.0 v5.o1 Important: Top and bottom must be laterally supported at supports and a14-ft may. intervals. No wane in laminations macurved Glulame Dynamic loading not considered. Compliant with 2009-2003 ll NI designs should be checked bya competent professional. NI users shall comply whip State Engineering law. Injury and for death can insult from improper we of this product - Job Name: Lockhart Unit 9 Load and Span Diagram (Not To Scale. Pilch, ifany, not shown) Beam LD.: header under main girder 600 Other Info.: 400 Main Span, L=. 6.00 ft 100 13 0 Main Span Max Allowed Live Defl: L / 480 0.15m �00 1 2 3 4 5 7 Main Span Max Allowed Total Deft / 360 = 0.20In Cantilever (Overhang) Exists? lie Lj. 400 Pitch if Sloped: 0.0 :12 b00 Span (ft) Load Duration 5. Loads From Continuous Member? ks Add Self Wt.? *Yes NO For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? xul GluLams Only: >, ,np�;,ea:ed _. Div , 'won ' s:ta Uniform Loads Over Full Length of Member Trihutary uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? , � --- -u._ V Live, psif Dead, pid Width, ft Load, pit Load, pif. Load, plf. Roof Loads (not including snow) 20 palf 15 Pat - - - Roof Snow (only) 25 psf 0A0 ft - - - Floor 3 Loads - - - Floor 2Loads - - - Floor Loads 40 psf 10 Did - - - Wall Dead Lead 10 Pat - Other'psf load and trib. width - - Additionit. Live Loads. Desch in, o ft: nal'plf U Additional'plf Unit. Dead Loads. Descri 'n, a dl: Roof pitch far LL Red'n Beam type for ILL Load Subtotals - - - Red'n Total Adjusted Uniform Loads wt- = - wo = - 4.0 :12 a.."=s'rr";>``+ Combined Total Uniform Load wu = Concentrated (Point) Loads Trib. Length Live Load. osf Dead Load. osf Trib. Widl ft. ft. Live his Dead, Ibs Location Point Load A 25 psf 15 psf - - Xn = Point Load B xa = Point Load C Descdp'n, cold: 3,305 Ib 11983 lb Xc = 1.00 ft Descrip'n, opfl: 11266 lb 760 lb 3.00 ft Point Load D xo = Descrip'n, opfi: Point Load E Xa = Descdp'n, apt]: Point Load F XF = Descrip'n, opfl: Point Load G xa = Descrien, cpfl: Point Load H xa = Note: Location Left Support Measured From 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material .� Timber Material „ixr, as. :ar^ Lumber Grade ;'u.. Timber Grade 14KM-- - _--_. ---_-_-_--,-_-W _1 'Acceptable Acceptable Solutions Solutions (4)2x 10 (2)2x 14 3x 16 6x 10 List properties for what (3) 2 x 10 4 x 14 size lumber? ,;:, An asterisk' - SIfNR=25.41 indicates a non indicates List for - Fb=1139 Fv=207 Fcp-625 E=1600000 SIf Wt=10.07 acceptable solo a what size? € 1 ) Fb=1536 W=196 Fcp=625 E=1600000 _�i Glued Laminated Members 2.0E Parallam PSL Glulam Grade -�.1; . - 54W1 x 9-1/4" Acceptable Solutions 2-11116" x 9-1/4" 7" x 9-114" 2.5" x 12" 5.125" x 7.5" 3-1/2" x 9-1/4" Slf Wt= 18.5 List properties for... 361X 10.5" 6.75" x 7.5" n t s ? _ . �' ( Fb=3335 Fv=333.5 Fcp=750 E=2000000 List glu lam properties for what size glulam? 3,125" x 10.5" 8.75" x 9" I -Level. TJI 5"x7.5" Web Fb=2760 Fv=276 Fcp=748 E=1800000 Fbt=2127.5 SelfWt=9.35 Stiffeners? 1.9E Microllam LVL--""' (3)1-3/4" x 7-1/4" List properties for what in LVL? 12) 1-3/4" x 7-1W' Fb=299D Fv-327.75 Fop=750 E=1900000 SIfWt=16.4 1.3E Timberstrand LSL An asterisk' 1.55E Timberstrand LSL 3-1/2" x 8-5/B" indicates a non- 1-3/4" x 14" (3) 1-3/4" x 9-1/4" List properties for what List properties for ize LSL? acceptable sol'n. what size? (2) 1-3/4" z 9-1/4" Sif Wt= 19.3 � Fb=2185 IFcp=680 E=1300000 Sit Wt 74 nir Fb=2674 Fv--356.5 Fc =800 E=1550000 - p- Final Member ,,;� Final Member Results i __ Final Member: 6 x 10, Douglas Fir- Bending Overdesign: 76.7% Material Library g t ., Larch, WCLIB - No. 1 Shear Overdesign: 21.7% Fina1S¢e.+ v Deflection Overdesign: 221.2% Min. Bearing Lengths : = 1,59 in. (Left) . = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgm NIA Vert Diff (approx): 0.00 ft True Len (approx): Final member OK by: 21.7% Actual Member Size: 6.50" x 9.25" 6.00 ft Controlling criteria is: Shear Reactions Final Member Additional Information Location Uve Case Bracing Read For Maximums RiLeft $RiicL Max Positive Moment: 50742 ft-lb 3.00 ft Main Span Full Strength: Live Load: 31387 be 111841b Max Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bracing Dead Load: 2,072 lb 7501b required only at Max Design Shear. 5,449 lb 0.00 ft Main Span supports Total Load: 51459 lb 11933Ih Main Span Max Downward 0.039"/0.062" 2.82'/2.82' Main/Main Live Case Causing Max N/A N/A Deflection (Live / Total Main Span Max Upward Deflection Minimums RiLeft R, - Right (Live/Total) 0.000"/0.000" 0.00'/0.00' Main/Main Cant Down. Defl. (Live / Tot): N/A N/A N/A W/O Mid -Bracing Live Load: 016 0 to Cant. Up. Defl. Live / Tot): I N/A N/A I Bending Red'n: 0,6 or 1.0 Dead: 1 243 Ib 450 Ib Net Reaction 1,220 Ib 4261b Reel Eli Not Ind Self Wt. 1.788E+08 Actual El: 5.80E+08 0% We Case Causing Min N/A N/A Approx Self Weight: 13.01 of Approx Tot Wt: 781tr Allowed Moment Min. Called Beadn Len ths: = 1.59 in Left = 0.56 in (Right) 10, 147 ft-lb hdr under main girder 0 N O_ z e e 1 AIR + IC,2,o 9� a A��nw� ON ��� ^ � � �C1 $� 3�98 �€ �9��§32 s if ��OA�a a $ §e €a _ fA szrim�ao aaaaaa g g" ya a_� asp a_� aa1 I gF s § ^ " r sum a �� �m g " a� AIC_ _� a M a5 "_m^y s Asa s s a^ a mm ZI o g�^a " M g "sa'�a Z$ F 9€= a s A Ia = A 3 _ g 2 a 1€ a ®'^ a ^_88$� s ti @ �� €�G -Jaii _ $s^ a xis � _ 'a oA m = �" Am= § s- ` aa_ a s ��_ ag 9s ox s s _g �F m ���= o __ s p aGO 9 a�s #g 9 a R>^aa � �� _ g, 9 o� " _o ..ive ' tago a Ong01 FF ^akaJE C ; I ams s s� ''-m _ € s a e §� a� 9 a= r ma" m € fg al s�tis m€� C € a g p •l �_ "� qF �m 8`€ € & is Sr 9 1 P $o z -mom= a RP! a =^a 'fin �� s �mm ^ Fss c _ a= 3 �€ 9 � s" -3Qa s- y � € s _ s3 �o 111 1 ate ^ �^� g €_ m^ �a 34`p='N a�= = � €a �g a a < ilk 5 !8 ;_ € �€ I ZIS N I " m s == s a m� ` __" III z � €_ aleAM w � sa a o €a'�� m� fie$ s u ^ aT FIR� u � T= g` gm� � x y� m� s� m� d Mein s� �� a $ �= o S= z €"_ s e ➢^a $ a a au a m �9 & B e� e< o o "smo s �o� �9aQ a - a a € ^ 5 - y - a Leh § =a a,$" £ 5� a =b m _ $ g� m�„ � " a =s x b 9g^ ^ astxj a mg cy m o m ma" € s EN I a� gg s a=R €n gw �1 m j0^o;a p" yoga w o ga M_ M o" -9 76ea vm g 9 1: m A e s g" € o. ag" 16 a €B . T P^YF 428 g - $ $ E _ o = R� o a i m _ - w 9=�NP g M �� s 9�5 om s ¢see wm a _` $ 6 a= _o �";� a =m� € 9W a =a= Vons� = a MR= OOC WFA -ts ME�BTU ZpDQ m rrl nZ�D w (n 8 L � zJ = s 0 " @ z A� z mom awn n � .- M mbty+jK Q=0 0 o r•� o'"`pm p m m p p m m oomorAzm r a 00 ° on � C: e��ro0OP d � C m nl e* m 'JUN 14.2018 aaaaaa► r 9 Cover Sheet Doe Run PUD HERRIGSTAD c� � Sundown Court ENGINEERING & SURVEYING ,� COIIStrllCtlOIl Notes � oar Doe Sm and Sunset Cove Sefate uc DdiB %. DSRIGGsuD P.S., P.LS. vicinity Plan Ameortes T19=1 ANACDMU, x 98221D(360) 2994e04 0 0 mom >>i tl� n �A >.i �n m _ as ,a n I - IV )u W IV _LIK inj \\ lt 37 I O `', I i s I O I � r I . <ga eat r' � I �r lI � Fv I \ � ri _. 3 m " LI _� I L � - C) ru I Gomm ��— zy I i%,'� ��..� 8F a31ff�/Y3atl tANINJ .o[ 6�g �M Ild o " <Mn N'sAe Te ti F S^= a n uriMM m In 4m— MCI - It M m - v a G s oaea^ It MM o M oA M= w aag aov 3 N a %q cc N � 5p z»3ay Q ,= von g € g s $ a3sa $^ N a $" = N -mp�e a: as ^aQ o �a"o n N�— 'g c µ 9 It A rta G `� azp" &e d� »g c8n o� _m _ P fa 9 _ IIA = oFa tz g =& eg m — "npaol g B 5 — Al 0 xERRIcsTan RED°NS ENGINEERING & SURVEYING H � ry Erosion Control & Owner; Doe Ran and Sunset Cove Esfate LLC DALIi g HERRIGSTAD P.E., P.LS. 22 Grading Anacortes AA 98221 ANACORESS �1fA 9822R0(3 °) 299-8804 3W COMMON AREA/BUFFER N 89'4016' E \ 3 r _.... — — 4 C F'l o@ 4 O j O Gl I r_J �A6 I I I I m 1 III c_ I fit 4�c I � fi � � •-� im a 111111� TER NEiERS 11111 I 8 it EVAY li Q i i1 �-7 I L i I rp '\ N J: . in 4� J I p Is 6• yp. �.q4 u g w o OTER METERS it I9 NMI im mw MY ww 19 WE2 tl C I Ste. la I _ 4' M SaE D Iz gg5 i m - I I J I \ G7 �,�,>+I 1 rw s I \ 11 f � C M 1£J MET', I I I J m l ', IL \1 I d y I I 1 1 s �«YSK,._. 1fR !a SS ii 1 mo) 13 Iol I I 21 1 /l 115 1713 - - Vz 10 _ V E, 1 SIa m J - — -OBSERVATION EXIST, - POND ACCESS � Driveway, Drainage Doe Run at Sunset Cove W ` Sewer and Water sundown court Omer. Doe Run at Sunset Cove Estate LLC Plans &Detail T Avenue, Suite Anacortes WA 98221 HERRIGSTAD :INEERING & SDRVEi DALR K. RERRIGSTAD P.S., P.L.S. 9320 WHISTIB LEER ROAD ANACORTRS, WA 98221 (360) 299 40 PIP '� r mail c vR �3 �g 0 z < " 0 <a� a w n o n 3 - �e 0 D Z rIs cn a o 97Pm tag ymm A ri Fl z �F mid F�.�riA d 70 , aA3 +3 - tt �o _ all a Im mm Wm to ti4 9 I G it R�s it's #I m I€ sf v T —T s [ W c $ 1. saw 41$ r e $ HERRIGSTAD REVISIONS BY ATE Bioretention Swale Doe Run PUD Sundown Court ENGINEERING & SURVEYING $ B �.P & Pond Modifications Ovner. Doe Run and Sunset Cove Estate LLC DALE L RERRIOSTAD P.S., P.LS. T Avenue, Suite 4320 WHIM IAEE ROAD Details Anaoortes RA 98221 ANACORTES, MA 98221 (360) 2994804 m r g a am 4 L •' p A 9 €a 1p cc coo M NO ga ifio m g� o m gig A N� z in � o OM m 0mix z39 �a dz $' o M t I o-g $� o qq p ��Z; mw ' Airr[ g i A � 4g � � gsi� � y ,• •/ 39 y 0 sic / 0.4 ..a xI Z � = m MM - 3 cm) mom 4 PA 6p� m i m m 9 �moil� ��'�'a oe3 s6 3 g iKID gc9 o' flyOF � _ S a a e � r ® ,q Ia on UPC O F Rol €fps n1-$, $� py�; x as> - > s. ono $ m��g am r ;o 0z 1. m o �R o Se p qe F �y-Sg3g qq 1� u N + O 11y33 Zm I a �� o 3agpp let gg§�§g 66 m A a g sg` i Rill o' 4i z p o ea : g A$ ru ` HERRIGSTAD REVISIONS BY DATE ECS Details Doe Run PUD _ = c� = Sundown Caurt ENGINEERING &SURVEYING N C.7, Omer. Doe Run and Sunset Cove Estate LLC DALE L HERRIGSfAD P.E., P.L.S. _ T Avenue, Suite 4320 RRIS U LASE ROAD 6 6 Anacortes FA 98221 ANACORTES, WA 98221 (360) 299-8804 FILE COPY rootj G Planning, Community, 6; Economic Development Department PO Box 547, Anacortes, WA 98221 i J 1 PH:360029901984 =TA w� 13 Elements of SWPPP 11 �C _._ (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 RMPS ann trcted on Pg. 236 of the 2014 Stormwater Management Manual for Western Washington (SWMMWW). A link is provided on the City of Anacortes website, under Planning, Community, & Economic Development Department, as well as under Stormwater on the Engineering Division of Public Work's page. Owner Site Address: Prepared By:, The 5tormwater checklist or building permit determined that: ❑ The 13 elements must be addressed for construction activityadding under 2,000 sq. ft. of hard surface area. These elements must be addressed for construction activity adding 2,000 sq. ft. or more of hard surface area. This means that an attached narrative and site plan are required with this document. Under each element explain the best management practices jBMPS) used or justify reasonine for those that will not be used if needed please attach a narrative to further explain plans or justification. ELEMENT 1: Preserve Vegetation%Mark Clearing Limits - Lt!/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. VRetain the duff layer, native top soil, and natural vegetation in an undisturbed state to the maximum degree practical. Page 1 of 8 March, 2017 ELEMENT 2: Establish Construction Access L9' Limit construction vehicle access and exit to one route, if possible. q/ Stabilize access points with a pad of quarry spans, crushed rock, or other equivalent BMPs, to /minimize tracking onto roads. m/ Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective in preventing tracking sediment onto roads. i/ 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 disposalarea. lConduct street washing only after sediment is removed in accordance with the above bullet. VControl street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tributary to waters of the State. ELEMENT 3: Con#rol 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. E7 Where necessary to comply with the bullet above, construct stormwater retention or detention cilities as one of the first steps in grading. Assure that detention facilities function properly before constructing site improvement (e.g. impervious surfaces). If permanent infiltration ponds are used for flow control during construction, protect these facilities from siltation during the construction phase. ELEMENT 4: Install Sediment Controls in/ / Design, install, and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. G1� 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, cluding the range of soil particle sizes expected to be present on the site. @� Direct stormwater runoff from disturbed areas through a sediment .pond or other appropriate sediment removal BMP, before the runoff leaves a construction site or before discharge to an Page 2 of 8 March, 2017 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. Q' 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 yeas to increase sediment removal, and maximize stormwater infiltration. Where feasible, design outlet structures that withdraw impounded stormwater from the surface to avoid discharging sediment that is still suspended lower in the water column. ELEMENT 5: Stabilize Soils (Q�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. LU/Control stormwater volume and velocity within the site to minimize soil erosion. Y 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. [I✓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 [1V 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. Be' Minimize the amount of soil exposed during construction activity. t9�Minimize the disturbance of steep slopes. CV/Minimize soil compaction and, unless infeasible, preserve topsoil. ELEMENT 6: Protect Slopes t9� Design and construct cut -and fill slopes in a manner to minimize erosion. Applicable practices include, but are not limited to, reducing continuous length of slope with terracing and diversions, reducing slope steepness, and roughening slope surfaces (Ex: track walking). Page 3 of 8 March, 2017 f 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 Aormwater 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 an cover condition for oredicting 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. LC4 'Place excavated material on the uphill side of trenches, consistent with safety and space considerations. p/ Place check dams at regular intervals within constructed channels that are cut down a slope. iY Consider soil types and its potential for erosion. 4/Stabilize soils on slopes, as specified in Element 5. Uvoo'%MP combinations are the most effective method of protecting slopes with disturbed soils. Ex: Use both mulching and straw erosion control blankets. 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. LIV'O�Clean or remove and replace inlet protection devices when sediment has filled one-third of the available storage (unless a different standard is specified by the product manufacturer). I;4o"�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. L� 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 rain discharges to waters of the State. Inlets should be inspected weekly at a minimum and daily during storm events. March, 2017 ELEMENT 13: Staze Channels and Outlets (7� Design, construct, and stabilize al( 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. f5' Provide stabilization, including armoring material, adequate to prevent erosion of outlets, adiacent streambanks, sloaes, and downstream reaches at the outlets of all convevance systems. CCt�" 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. ELEMENT g: Control Pollutants 0/Design, instal(, implement, and maintain effective pollution prevention measures to minimize /the discharge of pollutants. hY 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. 17/COnduct maintenance, fueling, and repair of heavy equipment and vehicles using spill prevention and control measures. Clean contaminated surfaces immediately following any spill incident. 3/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. P*� 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. 2< Use BMPs to prevent contamination of stormwater runoff by pH -modifying sources. The sources for this contamination include, but are not limited to: bulk cement, cement kiln dust, fly ash, new concrete washing and curing waters, waste streams generated from concrete grinding and sawing, exposed aggregate processes, dewatering concrete vaults, concrete pumping, and mixer washout waters. Adjust the pH of stormwater if necessary to prevent violations of the water quality standards. Page 5 of 8 March, 2017 L► o Assure that washout of concrete trucks is performed off -site or in designated concrete washout areas only. Do not wash out concrete trucks onto the ground, or into storm drains, open ditches, streets, or streams. Do not dump excess concrete on site, except in designated concrete washout areas. Concrete spillage or concrete discharge to surface waters of the State is prohibited. Do not use upland land applications for discharging wastewater from concrete washout areas. . 2`0�Obtaln written approval from Ecology and provide to the City before using chemical treatment other than CO2 or dry ice to adjust pH. Poo� 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. Yl 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. 0 h..� a-' rat G��.�-�u=nrntr�- �la�•n W ram- a raifnktt d�!?s crr On ELEMENT 10. Con if 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 diment 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. OVIHandle highly turbid or contaminated dewatering water separately from stormwater. U,o her 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 swaie for small volumes of localized dewatering. [4� Construction equipment operation, clamshell digging, concrete tremie pour, or work inside a c fferdam can create highly turbid or contaminated dewatering water. Discharging sediment -laden (muddy) water into waters of the State likely constitutes a violation March, 2017 of water quality standards for turbidity. The easiest way to avoid discharging muddy water is through infiltration and preserving vegetation. ELEMENT 11: Maintain BMPs Maintain and repair all temporary and permanent erasion and sediment control BMPs as needed to assure continued performance of their intended function in accordance with BMP specifications, tY'Remove all temporary erosion and sediment control BMPs within 30 days after achieving final site stabilization or after the temporary BMPs are no longer needed. Some temporary erosion and sediment control BMPs are biodegradable and designed to remain in place following construction such as compost socks. ;elProvide 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. (�emove or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting from removal of BMPs or vegetation. 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. Management details starting on Pg. 250& Q' 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. Lr Inspection and monitoring — Inspect, maintain, and repair all BMPs as needed to assure continued performance of their intended function. ;v Maintain, update, and implement the SWPPP. / tDClearing and grading activities for developments shall be permitted only if conducted using an 09�wroved site development plan (e.g., subdivision approval). i?From Oct 1 through Apr 30, clearing, grading, and other soil disturbing activities is permitted only if shown that the site operator will prevent silt -laden runoff from leaving the site through a combination of the following: Page 7 of 8 March, 2017 1. Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters. 2. Limit activities and the extent of disturbed areas. 3. Proposed erosion and sediment control measures. Weather conditions can influence the seasonal limitation on site disturbance. The City of Anacortes has the authority to take enforcement action per AMC 19.76 Stormwater. The following activities are exempt from the seasonal clearing and grading limitations: 1. Routine maintenance and necessary repair of erosion and sediment control BMPs; 2. Routine maintenance of public facilities or existing utility structures that do not expose u is wn uI i esu,L in me removal Of ine vegetative COVEF t0 soil 3. Activities where there is 100% infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities . 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O — o� - -- -- _ � I , ° IL N 1-3 N O_ W 3 = r m HERRIGSTAD REPLSLDNS BY DATE m 1 E i; I Cover Sheet Doe Run PUD Sundown Court Construction Notes ENGINEERING &SURVEYING Darner: Doe Run and Sunset Cove Estate LLC DALE L HERRIGSPAD P.E., P.L.S. CIO T Avenue, Suite 4320 WHISTLE LAKE ROAD s v & Vicinity Plan Anaeortes WA 98221 ANACORTES, WA 98221 (360) 299-8804 30' COMMON AREA/BUFFER — N 89*401160 E 191.49' -j m o r cO gO c l rrt 4 c o M x I to O r >- 7 w o C) c n el �1 112 _9 evA W PVc R It S IIWVE AY , K 1 ly l ww ^e � - C I � �W Cp ) Regg_=W�. Z \�=Am---------J- ��ur =fie Z� I 1 =gym n8iF TMAMgM D m7 \_ > V €a =R o un z I -^� A e as^g " am f TM I gem MW cgvc.. uo n '=a no a� n xegs - —=.- -----� o zxa u " =_" _- ohm - - - - - - - � � �: 6•PYc saSimoz � o < A PLLY�(- - D s " Ian I y -- � - - - --__ < \ I 15, 't ss f tzj I� a =ma m ---- 30_COMMON AREA/BUFFQk--- --__—_ V E 12> s - _ I --- - -- OBSERVATION AVE. _ r, Ex1sr, - n POND ACCESS t7 d .T1 D Z G1 C C Z f'l N N O 00 � Driveway, Drainage Doe Run at Sunset Cove HERRIGSTAD Sundown Court ENGINEERING & SIIRVEi n, Sewer and Water Umer: Doe Run at Sunset Cove Estate LLC DALE & BERRIGSTAD P.&, P.L.S. T Avenue, Suite 4320 X8ISTLE LA103 ROAD Plans & Detail Anacortes AA 98221 ANACORTES, WA 98221 (360) 299 no M 4 r r7 d --- W <_- i 3 a NG min o N < o o E oy o Z N7 _ D CC7 O E roi r't D Z F9 d i i Zl :K 3 m r U13 m 1 ocm a� n l m m m cm7 -� n D 3 ,�� £ c7 O t7 II p 0 r I ono m tb I m z n I m o I mm-ud D 0O fn D r I u G`E =-u 1 td �� o D _� O i I I f w z I 3 I Ca mm� _0 - I x I£ ` o 0 « A I x I o - lo m I� x m Im 1< 1< I o 1P �o I <mo <d mm 0m 1 03 I x ae_4 II c xg. ap a _ a �I € p�# T c - av, C7 a s�-gn `~g Cgi�_•'� £ qg R' ny€ 2 a s $y $ e�- `z . F Z 'a FTI R (U ti o_ CO Bioretention Swale Doe Run PUD HERRIGSTAD REmsloNs Dr ATE �' c� Sundown Court ENGINEERING & SURVEYING iW g g b CJ & Pond Modifications oener: Doe Run and Sunset Cove Estate LLC DALE L RERRIGSTAD P.E., P.L.S. ME M E T Avenue, Suite 4320 WRLSTLE LAKE ROAD Details Anaeortes WA 98221 ANACORTES, WA 98221 (360) 209-8804 Site :-address a3o5 F3uiic°ina Permit # f ;4,n�c2 Project I Punikc Works i I i Pianning le I � _ I � I i vt::irmwater I I _ I I Fir - I I - Pr:�ect Inter -Departmental Plan Review Tracking DOE RUN AT SUNSET COVE ESTATES UNIT 9 LOCKHART 2309 SUNDOWN COURT ANACORTES, WASHINGTON PARCEL #: P133756 PROJECT DESCRIPTION: NEW CONSTRUCTION OF TWO-STORY SINGLE-FAMILY RESIDENCE. UNIT 9 IN 9-UNIT DEVELOPMENT. ZONING DESIGNATION: R-2 BUILDING CODES cGNSTRUCTION WILL COMPLY WITN� BNLDING 4 STRUGILRAL ]ai51RG MECHANICAL ]0151RG PLUMBING 1815 UPc ENERGY R VENnLATION T015 WSEG GENERAL NOTES • HWSE WILL BE HEATED BY FURNACE LOCATED IN ATTIC oR GARAGE • WATER WILL BE HEATED BY TANKLE55 WATER ' HEATER LocATED IN GARAGE. WATER SUPPLIED Br GTY of ANAGORTE5. DRAINAGE NOTES • DOWNSPOUT AND FOOTING ORNNS TO BE nGHTDNED IN 4° PVC AND CONNECTED TO i]" PUG MAIN NNE 11` P VG TD BE RUN TWARD 50JiHEAST OF PROPERTY TO DETENTIgJ POND AS NOTED qJ 5RE PLAN. • KEEP DRIVEWAYS/PAVED AREA5 SLOPING AWAY FROM BUILDINGS. • NOTE FOR COMPLETE DRNNAGE PLANS 9EE GVIL ENGINEERING 9ET PAGE c3 'DRIVEWAY, DRAINAGE, SEWER AND WATER PLAN5 Q DETAIL' AND c4'BIORETENTCN SWALE 4 POND HODIFlLATON5 DETNLS' EROSION CONTROL NATF� CLNTRACTOR TO IN5TALL 91LT FENGNG ON DGUN SLOPE SIDE DF ENTIRE EMENi5 OF EACH 91TE UNDER CG�STRUGTIGI SILT FENCING t0 REMNN UNTIL ALL CGNSTRUCTION IS COMPLETED AND LANDSCAPE 15 IN PLACE IN ADDITION t0 SILT FENGNG COVER ALL STOCKPILED 5GL WITH 5iRAW OR V15QUEEN NOTE FOR cO11PLETE EROSION CONTROL DETNLS AND SPECIFICAiION5 9EE CIVIL ENGINEERING SEf PAGE O3 'SITE PLAN S EROSION CONTROL G GRADING' AND PAGE C5'EGS DEfNL5' DRAWING INDEX PG • TITLE AI COVER PAGE ENERGY CREDITS Az OVERALL SITE PLAN A3 LANDSCAPE PLAN TMS RESIDENCE 15 A MEDIUM OWEWNG UNIT (I$BB - 5080 S.F.) WHICH WILL REQUIRE 3.5 CREDITS A4 FOUNDATION PLAN A5 FOUNDATION DETAILS oPnaN oEecprnoN cREDlra IA EFFICIENiBUILGNGENVELOF'B AFJ MAIN FLOOR PLAN VERTICAL FENESTRATION U = 8.10 FOR EVERY WINDGU SLAB ON GRADE R-IB PERIMETER UNDER Al UPPER FLOOR PLAN UNCONDInGJED SPACE (GARAGE) G UNDER ENTIRE caNOInoNEo SPACE 9.5 AS LOWER ROOF � UPPER FLOOR FRAMING PLAN lA NR LEAKAGE CONTROL 4No EFHCIEM VENnL4TIOJ� ALL HcusE vENnLAnoN MEr WtH wGH EFFlGENcr A9 UPPER ROOF FRAMINCs PLAN � DETAILS FAN CMA% 0.35 WATTS/GFH) NOT INTERLOCKED WITH FURNACE FAN. BLOWER TEST RESULT5 TO BE 3.0 NR AI e BUILDING SECTIONS CHANGES PER HG1R MAJ4MUM COMPLIANCE BASED ON R402.4.1.]. D.5 Ail ELEVATIONS SOUTH � EAST 3A HIGH EFFICIENCY HYAC EOUIPMENiT GA5 FURNACE WITH MIWMUM AFUE OF 94S 1.6 AI2 ELEVATIONS NORTH � WEST 5C EFFICIENT WATER HEATING 51 STRUCTURAL DRAWINGS GA5 WATER HEATER WITH MINMIIM EF OF 0.91 1.5 TOTAL CREDITS 3.5 S2 STRUCTURAL DRAWINGS 53 STRUCTURAL NOTES .�J11�T IL�a1 "�+.•� JUN 14 a2018 PROPERTY INFO. SITE�ADDRE55+ SUNDOLN CG1RT ANACORTES, WASFANGTGJ 98331 PARCEL F: PI33T56 ASSE55oR'5 TAX x 4lll-IGG-000-OB00 QTR+ sW, SEC ]I, TWN� 35, RNG� BI PARCEL 51IE+ 1.61 ACRES (L',963 5F.) PROPERTY dUNER� DOE RUN AT SUNSET LOVE ESTATES, LLG 1004 cAMHERCIAL AVE N54T ANACORTES, WASHMGTON 9a331 �D jd design SQ. FT. INFO. MNN FLOOR CONDInONEO� 1449 S.F. UPPER FLLbR CONDITIGJED� IIN S.F. TOTAL CONDITIONED ]5lB S.F. GARAGE 46G S.F. MNN FL coVERED PAnO AT FRGNT 64 S.F. RAIN FL COVERED PATIO AT BACKS 136 S.F. UPPER FL COVERED BALCONY 95 S.F. TOTAL COVERED OUTDOOR SPAGE� 3B5 S.F NOTES SQUARE FOOTAGE IS MEASURED TO THE OUTSIDE FADE OF WALLS OF ALL RNISHED SPACE StNRWELLS ARE cOJNTED ONCE, APPROX HALF ON TOP FLOOR, HALF ON BOTTOM OPEN TO BELOW SPAGE9 ARE NOT INCWDED IN CALCULAnGJS. GARAGE AND UNCOWInONED AREAS ARE CALCULATED SEPARATELY. LOT COVERAGE HGJ9E FOOTPRINT INCWDING COVERED PATIO AREA9� ]143 S.F. NOTE+ LOT COVERAGE CALCULATIONS FOR 9-UNIT DEVELOPMENT INLWDED ON PAGE A3 FIRE AREA MNN FLOOR FlRE AREAS UPPER FLOOR FRE AREAS 3143 S.F. I150 S.F. TOTAL FIRE AREAS 3397 S.F. NEAREST FlRE HTDRANT� 50' TO WEST OF PROPERTY LINE AS sNOLN ON PAGE A3 JIM DUNLAP (3fi0) 982-0535 J I M �JDDES I G N DRA FTI N G. C O M UNIT 9 LOCKHART U J J N W LQ ■ W `WJ I O V N Z N H Q Z O =x N3M 0 Or# QGW Q �Z� ¢d W Q a `W 0 U DRAWN BY JAD SCALE I /4" = I'-0" UNo JD JOB# 1122NCI7-FREE DATE OS/12/201E REVISIONS Al SHEET I OF IS DOE RUN AT SUNSET COVE ESTATES OVERALL SITE PLAN I I _ I _I I w-- -- -- ----- - Exam P o 0 30' COMMON AREA/BUFFER ACCESS ,I �I�-c� 'tY 9�J9(E)SO Y -- - - \SD I mi Q 6 59 5 /2° 57-01/2• 66`B`^ \ 3 5 13�--—�IS n w 26 -a3144 �V CENTRAL, I �0=11 3/4" Y 4° SIDE SO = I COMMO T� - m -31/i' ;cl / IV Ll oD.� 3 2315 SUNDOWN CT. ® • °lt BUCKLEY 1825 S.F. FOOTPRINT m ,(, , ER 186 sS.F. FO P nf_1e` LOCKHART(\ . B664LT VER510W . S.F. F�TPRINTSSCO BUCKKLEY 3m 2413 SUNDOWN CT WATER —��I- T1 2411 SUNDOWN CT y 21425.F. �-—FOOTPRINTFOOTPRINTrq 55'-5 u2" '� v'-e'I i�� DARBYWI..249E SUNDOWN CT. 1 1825 S.F. \ 0 I',Wp ''. v FOOTPRINT .. S �I W / ® = m P m m. m - m i n I o I BUCKLEY < m•-•. DARBY / •. /J � 2311 SUNDOWN FOOTPRINT TP d 1 (ALT VERSION) m / / 2B' B U/ IBbB S.F..F. FOOTPRINT I 2319 SUNDOWN CT. n / / dt � I \ 1825 9.F. FOOTPRINT cm r / _ SWALE I ° �, O Off° i I GOT I ss z3 �r O b' PYo VF P I \ t _ 11 6D TER i - W O B" PYL� \ c6 ® I I eR F m m m w ➢ 9� I I m I LOCKHART .!AT R .mow.\\� ep (F)ss o (E7 s ���//y o`�� r I" 0 OVA- 230S 5UNDOWN CT. °_' \ /(E) SO �9 51DE. m' SIDE _ ��\ •� :m Ddd ARBY /1kLLI —1 (� I FOOTPRINT 91��/ / ,16 - \� \\ \ 2411 SUNDOWN CT. SET- O U 1825 S.F. FOOTPRINT llly U _ m WATER \ 59 I pV]I- METERS \11 % �/ \\ ss o v \ % \ i \ — - waTER — — 59 -5 i/z` `s. m s,.l ------------------------ F I W DRM 1 _ \ \ 1 w \ r-_�---T--- �1 mIao 120 y9O (E)55MH� 33i28' 3 - - - - -\ U (EJ 8°PYL 55 - - - Y w � (E)55MH N 00°0900" W 136,73 U NI _ ATER - � P 1---- --- 20' SANTART SEWER EASEMENT- ----__--_-_ 2OV-0, let, U SETBACK r , I / je I L _ _ , II O r--- J PROJECT DATUM I 1 I ® E SSEETIENT I \i / TOP OF MONUMENT IN 1 II 1 CASE ELEV. =115.83 IB' UThITY 3 I EASEMENT 1 I I L—T L-------' (E)FIRE I V) W NI I I. L r II 1 I W I- HYDRANT I Q N 3 (u j I I ------� J W cu l cc a m ------ / / \ sa I I I Q W r--� I j / I I \\ w O a L----J L j 1 1 z 11 L_---J / / I 1 \ u z i (Ewsr. awLDING) I � I 1 I —I I (EXIST. BUILDING) I W I � I I m (u cy-) 'll J O �z Q J I 1 1 I z l I w w Y I 1 F- I L� x I I W I I Z rL,J L_—_---- III I L I 3 Q 11 > I L T ' '1 j- L_ J------� I > u a Ln I `-J II I 0 " Q I H tVO I'1 III I co L... ---------� 1 11 W� IWIo 1 J------------ II II L L I 3 NORTH — —� 94,04' — — — OVERALL SITE PLAN SCALE: I" = 20'-0" �D jd design JIM �DNLAP (360)982-0535. JIM@JDDESI GNDRAFTING,COM UNIT 9 LOCKHART PROJECT DETAILS HOUSE DOE RUN AT SUNSET COVE ESTATES 15 A 9-UNIT DEYELOPHENT, FEATURING 3 DIFFERENT MODELS DARBY, HULKLEY, AND LOLKHART. THERE WILL BE 3 OF EACH HO EEL, PLACED AS SPECIFIED IN THE OVERALL SITE PLAN. LOT IS I.61 ACRES (T3,S62 S.F.) EROSION CONTROL Sr DRAINAGE NOTES FOR COMPLETE EROSION CONTROL DETAILS AND SPECIFICATIONS SEE CIVIL ENGINEERING SET PAGE L2'S1TE PLAN Y ERo51oN CONTROL 4 GRADING' AND PAGE C5'EC5 DETAILS' FOR COMPLETE OR PLAN5 SEE CIVIL ENGINEERING SET PAGE C3'ORIVEWAY, DRAINAGE, SEWER AND WATER PLANS { DETAIL' AND C4'BIORETENTION SWALE 2 POND MODIFICATIONS DIET LOT COVERAGE BUILDING FOOTPRINTS uwr • 61aowG FOOTPIaM WNCL COVERID PORCHES) UNi i 1525 S.F. UNT 2 1515 S.F. am UNIT 3 2124 S.F. UNIT4 1525 S.F. ui UNIT 5 1825 S.F. UNIT 6 181B S.F. UNT T 1825 S.F. UNIT B I518 S.F. UNIT 9 924 S.F. TOTAL BUILDING& 11,182 S.F. Z PAVED SURFACES 0 COMMON DRIVES 5114 S.F. - DRIVEWAYS 5536 S.F. LU w LU TOTAL PAVED 10,6565.F. G O COMMON AREA CENTRAL COMMON AREA 6154 S.F. DRAWN BY JAD SCALE AS NOTED JD JOB# 1122NC17-FREE LEGEND DATE 10/18/2017 REVISIONS _ 06/11/2018 UNIT 7 FTPRT B PAVED COMMON DRIVE AS -BUILT UTILITIES UPDATE �] PAVED DRIVEWAY CENTRAL COMMON AREA -- PROPERTY LINE A2 BUILDING SETBACK LNE OF BUILDING FOOTPRNT SHEET 2 OF 15 DOE RUN AT SUNSET COVE ESTATES LANDSCAPE PLAN m NATURAL VEGETATaN EXISTING TREES Ek15TING TREE NATURAL VEGETATION — — �— .� .0 .. �. 8 � OA I Ad 5 I O I ©Q ©0'°: a OCJ©© O'9nA A 4�SWA'F o 1,All , I� I (EX5T. DAMMING) I L-1 � L I / Al I I I / `. 00 CENT I COMM0 o L_ ti \< P4 IL .� I O LANDSCAPE PLAN 30' COMMON AREA/BUFFER - - STING, TREES — - LLL - -_--iTANRAL'VEGETpTION I I� �A\ 1 TREES / I I :�- i � I .. © Alls' NATURAL tt `Z•ot EGETATIONI ,00aoaN 4 EbSTN� I I ,:L 44 A © BEES it 4 44 It, I I ------= j L------------� II II (E5T. BUILDING) I I I I I I L r-� J I I I I I L_ M' W � a Z , 0 a MN W O I W W �D jd design JIM DUNLAP (360) 982A535 JIM�JDDESI GNORAFTING.COM 2' X 2X IB" THICK R EACH RBNFORAC SLAB Wl (3) N4 REBAH WAY REQUIRE BELPL ALL GIRDER TRUBSU55 PgNT LOADS -- -------------ill I I I I I (2) SSM20 OR _ DETAIL "B', SI I I I I I I I I I I I '• I I I I I I! ° A I I I I - I I I I I I I I I'. I I I I I I I I I � I A5 I . I CONCRETE BLAB m - 4" O. SV.B W/ WIRE MESH ON 4" HICK MN COMPACTED FILL - I CONCRETE BLAB 4" CONCRETE SLAB W/ 6 X 6 X IBIIB WWM, OVER b MIL POLY VAPOR BARRIER, OVER 2" RIGID INSULATION, OVER 4" COMPACTED GRANULAR FILL I I 8 0 BLOCK dR I FOR 3' 000R I AS NEEDED 9 I AS I 6 q5 SLOPE GARAGE SL4B ' FOR DRAINAGE I � CONCRETE eLAI 4" CONCRETE SLAB W1 6 X b X OVER 10110 WWM, ER b ML POLY 11 VAPOR BARRIER, OVER 2" RIGID INSULATION AROUND EDGES, OVER L. 4" COMPACTED GRANULAR FILL J FOOT IN 7-THICKENED L FOOTING W1 (T)ICK BARS EA WAT, 12" THICK, TTP. 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FOR 4NT DISCREPANC155 BEPIJEEN ENGINEERING AND ARCHITECTURAL DRAWINGS REFER TO ENGINEERING. • FOOTINGS ARE TO BEAR ON UNDISTURBED LEVEL 5qL DEVOID of ANY ORGANIC MATERIAL AND STEPPED A5 REQUIRED TO MAINTAIN IB" DEPTH BELOW GRADE • SqL BEARING ASSUMED TO BE 2000 P51. • COVER CRAWL SPACE GRADE WITH HIGH DENSTY POLYETHYLENE HIGH QUALITY VAPOR RETARDER. LAP EDGE512" MIN AND EXTEND 12" MN UP Fd1NDATION WALL • FILL UNDER SLAB5 ON GRADE TO BE MN 4" DEPTH GRANULAR HATERIAL COMPACTED TO 558. • CONCRETE SLAB5 TO HAVE CONTROL JOINTS AT 75' MAX INTERVALS EACH WAY. • CONCRETE SIDEWALKS TO HAVE We TOOLED JOINTS AT 5" O.G EACH WAY. • WIRE MESH TO BE USED IN CONCRETE SLABS, Po5rtIONED I-I/2" FROM BOTTOM OF SLAB, • USE HIGH DENSRY POLYETHYLENE HIGH QUALITY VAPOR RETARDER UNDER CONCRETE SUBS IN GARAGE AND BASEMENT. • A WATERPRooF MEMBRANE 15 TO BE USED ON FOUNDATION WALLS BELOW GRADE • A DRAIN TILE WITH HOLES, NOT SLITS, 15 TO BE USED. DRAIN TILE 15 TO BE POSITIONED 50 THAT HOLES ARE PALING Dd IN. • A LATER OF ROUND, WASHED, DRAINAGE -GRADE GRAVEL IS To BE USED OVER DRAIN TILE, NE TO FOOTINGS. 3G-LB. FELT PAPER 15 TO BE USED OVER THE GRAVEL • ALL BOTTOM PLATES AND ANY UUMBER IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. • BEAM POCKETS IN CONCRETE TO HAVE 124 AIRSPACE AT SIDES G ENDS WITH MIN. BEARING OF 3". • FOLLOUI ALL JOIST FRAMING DETAILS PER MANUFAciURER. • PROVIDE BLOCKING ABOVE ALL BEARING WAI I A AND BEAMS. • ALL CgJNEGTORS AND FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE HOT DIPPED GALVANIZED OR ECUVALENT PROTECTION. • AOGE55 SHALL BE PROVIDED TO ALL UNDER -FLOOR SPACES. ACGE55 OPENING THROUGH PERIMETER WALL SHALL BE NOT LESS THAN 184 X 24". IF ANY PORTION of THROUGH -WALL ACCESS 15 BELOW GRADE AN AREAWAY NOT LESS THAN IB" X 24" SHALL BE PROVIDED 6RC R408.4). • CONTRAOTOR TO COORDINATE FOUNDATION Q SLAB BLOCK -OUTS W/ MECH. Y ELECT, FOR SIZE R LOCATIONS. • ALL CONCENTRATED LOADS FROM ROOF TRUSSES RUST BE TRANSFERRED TO THE FOUNDATION WITH A BWLT-I1P Po5T AND FOOTINGS AS REOURED, VERIFY LOCATIONS WITH TRUSS ENGINEER AND/OR STRUCiLRAL ENGINEER. NOTE THERE SHALL BE NO CRAWL SPACE THEREFORE NO CRAWL SPADE VENTILATION OR CRAWL SPACE AccE5515 NEEDED. FOUNDATION LEGEND FOUNDATION STEH WALL FOUNDATION FOOTING . I CONCRETE BLAB m - 4" O. SV.B W/ WIRE MESH ON 4" HICK MN COMPACTED FILL - I CONCRETE BLAB 4" CONCRETE SLAB W/ 6 X 6 X IBIIB WWM, OVER b MIL POLY VAPOR BARRIER, OVER 2" RIGID INSULATION, OVER 4" COMPACTED GRANULAR FILL I I 8 0 BLOCK dR I FOR 3' 000R I AS NEEDED 9 I AS I 6 q5 SLOPE GARAGE SL4B ' FOR DRAINAGE I � CONCRETE eLAI 4" CONCRETE SLAB W1 6 X b X OVER 10110 WWM, ER b ML POLY 11 VAPOR BARRIER, OVER 2" RIGID INSULATION AROUND EDGES, OVER L. 4" COMPACTED GRANULAR FILL J FOOT IN 7-THICKENED L FOOTING W1 (T)ICK BARS EA WAT, 12" THICK, TTP. U) PL I I SSTB20 OR PER DETAIL °B', 51 55TB 20OR PER m f —__—_—__--DETAILO 51 __ AIL STEEL POSTS SET ON BASE PLATE AND ANCHORED INTO CONCRETE b W/ WEDGE OR EPDXY ANCHOR A5 BOLTS, MIN 6" EMBEDMENT. 2-161/2" Ib=3" 2-IB I/2" BASE PLATE PER DET'G, 91 41�-0` CONCRETE BLAB - 4" GONG. SLAB WI WIRE MESH ON 4" THICK MIN COMPACTED FILL I -4` X 12" THICKENED FOOTING W/ U) n4 BARS (TTP.) F.— — as Y1Ins"ICI r-J -------- 11 X 2'-6" THICKENED OOTING WI (3) 94 BARS EA. WAY, 13°THICK _ I I I I I .I I - 9=11114` I A5 55TB2e OR PER DETAIL �0, SI FOUNDATION PLAN B" STEM WALL OJ Ie" X B" FO OTING CTTP.) I I m I I I 5 A5 64 STEM WALL jd design JIM DUNLAP (360)982-0535 JIM@JDDESI GNDRAFTING. COM FOUNDATION NOTES • WRITTEN DIMEN51NTAKE PRECEDENCE OVER O SCALED DIHENSFIELD. VERIFY ALL DIMENSIONS AND HE G CONDITIONS IN THE FIELD. • ENGINEERING SPECIFICATIONS, NOTES AND DRAWINGS AOCOMPAWED WITH PLANS TO SUPERCEDE ALL INFORHATICN dN ARCHITECTURAL DRAWINGS. FOR 4NT DISCREPANC155 BEPIJEEN ENGINEERING AND ARCHITECTURAL DRAWINGS REFER TO ENGINEERING. • FOOTINGS ARE TO BEAR ON UNDISTURBED LEVEL 5qL DEVOID of ANY ORGANIC MATERIAL AND STEPPED A5 REQUIRED TO MAINTAIN IB" DEPTH BELOW GRADE • SqL BEARING ASSUMED TO BE 2000 P51. • COVER CRAWL SPACE GRADE WITH HIGH DENSTY POLYETHYLENE HIGH QUALITY VAPOR RETARDER. LAP EDGE512" MIN AND EXTEND 12" MN UP Fd1NDATION WALL • FILL UNDER SLAB5 ON GRADE TO BE MN 4" DEPTH GRANULAR HATERIAL COMPACTED TO 558. • CONCRETE SLAB5 TO HAVE CONTROL JOINTS AT 75' MAX INTERVALS EACH WAY. • CONCRETE SIDEWALKS TO HAVE We TOOLED JOINTS AT 5" O.G EACH WAY. • WIRE MESH TO BE USED IN CONCRETE SLABS, Po5rtIONED I-I/2" FROM BOTTOM OF SLAB, • USE HIGH DENSRY POLYETHYLENE HIGH QUALITY VAPOR RETARDER UNDER CONCRETE SUBS IN GARAGE AND BASEMENT. • A WATERPRooF MEMBRANE 15 TO BE USED ON FOUNDATION WALLS BELOW GRADE • A DRAIN TILE WITH HOLES, NOT SLITS, 15 TO BE USED. DRAIN TILE 15 TO BE POSITIONED 50 THAT HOLES ARE PALING Dd IN. • A LATER OF ROUND, WASHED, DRAINAGE -GRADE GRAVEL IS To BE USED OVER DRAIN TILE, NE TO FOOTINGS. 3G-LB. FELT PAPER 15 TO BE USED OVER THE GRAVEL • ALL BOTTOM PLATES AND ANY UUMBER IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. • BEAM POCKETS IN CONCRETE TO HAVE 124 AIRSPACE AT SIDES G ENDS WITH MIN. BEARING OF 3". • FOLLOUI ALL JOIST FRAMING DETAILS PER MANUFAciURER. • PROVIDE BLOCKING ABOVE ALL BEARING WAI I A AND BEAMS. • ALL CgJNEGTORS AND FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE HOT DIPPED GALVANIZED OR ECUVALENT PROTECTION. • AOGE55 SHALL BE PROVIDED TO ALL UNDER -FLOOR SPACES. ACGE55 OPENING THROUGH PERIMETER WALL SHALL BE NOT LESS THAN 184 X 24". IF ANY PORTION of THROUGH -WALL ACCESS 15 BELOW GRADE AN AREAWAY NOT LESS THAN IB" X 24" SHALL BE PROVIDED 6RC R408.4). • CONTRAOTOR TO COORDINATE FOUNDATION Q SLAB BLOCK -OUTS W/ MECH. Y ELECT, FOR SIZE R LOCATIONS. • ALL CONCENTRATED LOADS FROM ROOF TRUSSES RUST BE TRANSFERRED TO THE FOUNDATION WITH A BWLT-I1P Po5T AND FOOTINGS AS REOURED, VERIFY LOCATIONS WITH TRUSS ENGINEER AND/OR STRUCiLRAL ENGINEER. NOTE THERE SHALL BE NO CRAWL SPACE THEREFORE NO CRAWL SPADE VENTILATION OR CRAWL SPACE AccE5515 NEEDED. FOUNDATION LEGEND FOUNDATION STEH WALL FOUNDATION FOOTING d design �D j SIDING PER ELEVATIONS JIM DUNLAP 2 x 6 STUDS . 16° O.C. ' -_ 1/24 GWB TYP. (360) 982-0535 W/ R-21 IN5UL4TION Ih" GWB TYP. JIM�JODESIGNORAFTING.COM _ EXTERIOR SHEATHING PER - - FINISH FLOORING SEE DET4IL'i'FOR OTHER �' FINISH FLOORING y 5HE4RW4LL PL4N5 PG. 51 - TYPICAL LALL-OUTS 4" C011CRETE SLAB ON 6 MIL 4" CONCRETE SLAB ON & MIL 1w LONG I/2" DIA ANCHOR - VAPOR BARRIER` VAPOR BARRIER } BOLTS 0 4'-a" O.c. _ _ 6 %6 k 19/l0 WOVEN WIRE MESH - 6 X & X 10/10 WOVEN WIRE MESH 9LOPE AWAY FROM HOUSE '~�", P.T. 2 X 6 51LL PLATE - - R-Ia RIGID FOAM INSULATION R-10 RIGID FOAM INSULATION WATERPROOFING MEMBRANE CONTINUE OVER FOOTING GRADE, SLOPED AWAY ,IN _ — „°A `";_ ". 2X STUD WALL PER PLAN - FROM BUILDING LW� - .'�� UNIT 9 _ _ _ '" _'-' _ y.%JSl - 1/2" DIA 10" LONG ANCHOR if e - h Y O.G.O'G BOLTS ° `'-a`OCKHART 4" DIA DOWNSPOUT NE y- 1 I P.T. BOTTOM PLATE \l SEE ENGINEERING FOR ENGINEERING �i 4" CONCRETE BLAB W/ WIRE MESH 4" MIN. COMPACTED GRANULAR FILL REBAR SPELIFIGATIONS 4 M N COMPACTED GRANULAR FILL .. SLOPE AWAY FROM STRUCTURE •II (Z) #4 REBAR CONT. 11 (2) #4 REBAR CONT. al _ a IN FOOTINGS IN FOOTINGS 4" MIN. COMPACTED GRANULAR FILL 4 I 11 •" •" V DRAINAGE GRADE GRAVEL f )�' —�• 0° , • Li ° FILTER FABRIC m . _ e . UNDISTURBED EARTH UNDISTURBED EARTH 5 8" 5 (2) #4 REBAR CONT. 4" DIA PERFORATED DRAIN TLE 1•_4+ _ W TYP. FND. WALL DETAIL HOUSE @ PATIO DETAIL THICKENED FOOTING DETAIL F SCALE: 3/4" = I'-0• SCALE: 3/4" = 1'-0" J SCALE: 3/4" = I'-0" W W SIDING PER BEv4TIOJs rn 'F 2 X & STUDS 0 Ib" DO, O I/2" GWB OPTION EXTERIOR SHEATHING PER v SHEARWALL PLANS PG. 51 104 LONG 1/2" DIA. ANCHOR 4" CONCRETE SLAB ON b MIL BOLTS P X-0" O.G. VAPOR BARRIER W P.T. 2 X 6 SILL PLATE 6 X 6 X 10U10 WOVEN WIRE MESH IA < V+ R-10 RIGID FOAM INSULATION WATERPROOFING MEMBRANE z CONTINUE OVER FOOTING L GRADE, SLOPED AWAY FROM ll.q 4" CONCRETE SLAB ON b MIL (4) #4 T. REBAR BARRIER _ BUILDING -- — VAPOR II LS AS SHOWN SLOPE AWAY FROM HOUSE O 4" DIA. DOWNSPOUT TIGHTDNE /� y- 1 ii%� ��J '_ ^ .= 0" GRADE F _ SEE ENGINEERING FOR O L REBAR SPECIFICATIONS I • 4" MIN PACTED GRANULAR FILL (2) tt4 REBAR GMT. IA - IN FOOTINGS DRAINAGE GRADE GRAVEL 0 _- d FILTER FABRIC Ly\— N 4 nIR COMPACTED = O UNDISTURBED EARTH GRANULAR FILL 3 M p- 4' DIA PERFORATED DRAIN TILE THICKENED SLAB P EDGE W w w OMIX I v~aa GARAGE WALL DETAIL r=�) PATIO EDGE DETAIL SCALE: 3/4" = V-D" SCALE: 3/41 = I'-0" 1/24 GWB TYP. SEE DETAIL'I' FOR OTHER FINISH FLOORING TYPICAL CAUL -OUTS CONCRETE SIRS ON 6 MIL - VAPOR BARRIER _- 6 X 6 X l0/10 WOVEN WIRE MESH O SLOPE AWAY FROM HOUSE - - R-IB RIGID FOAM INSULATION A 1 QN -.may 5 II II z yw 11 GARAGE DOOR 0 Z J 3 X e" OFFSET l • _ Vl4" 2 0" ERIFY WI DOOR SIZE 9LO=E GARAGE CONIC, PAD 4 MIN COMPACTED GRANULAR FILL DRIVEWAY BLAB Y TOWARD GARAGE DOOR w o O R-10 RIGID FOAM INSULATION (2) tt4 RESAR CONY. al IN FOOTINGS Y a LL Q COMPACTED FILL DRAWN BY JAD UNDISTURBED EARTH SCALE 3/4" = '-O" UNO COMPACTED FILL (2) #4 REBAR CONT. B JD JOB# 1122NC17-FREE 6" DATE 05/162018 1 REVISIONS HOUSE @ GARAGE DETAIL GARAGE FOOTING DETAIL 3 ill SCALE 3/4" = I'-0" SCALE 3/4" = 1'-0"Cis 1 L EN A5 SHEET 5 OF IS =6` 7-b" 0 SL DR 5.G. EGRESS r m m MASTER BEDROOM 6-3 3-6 4'-44 2668 BARN DR EX / % m bFAN m W ILIL 0 m 0 CSIIGGE9TED) DIRECT-V NT GAS YIREPLAC CONTRACTOR VERIFY M NUF. FRAMING FURN. O BOLLARD 112" MIN GWB GARAGE TO HOUSE WATER To HEATER 19 REQUIRED 5/B' TYPE'X GW0 HAVE A VACUUM RELIEF UP THROUGHOUTGW DEVICE AND TEMPERATURE Q PRESSURE RELIEF VALVE GARAGE, SCREWED PER 2BI5 UPC 504.6 .OFF AT 6` D.C. IN FIELD AND ON EDGES 20-1'IIN. FIRE -RATED SELF -CLOSING DOOR GARAGE ^ r EU I LaaJ I I I I I I I I I 16050 O.H. DOOR b k 6 NBE STEEL Pot 22-0" ALFREBG � ROOM W (coVERED PA O) O p m 0 Ai 8080 SL DR I.G. RANGE HOOD IXHAU5T DINING DIRECT -VENT G49 RREPL4LE CONTRACTOR VERIFY MANUF. FRAMNG REQUIREMENTS LIVING ROOM 0 S' LpLUNG HT. THROUGHOUT FAN W/ MIN 100 CFM 0 RATING m � m 0 Qz 2668 2x6 O EX I-6" �AN PWDR OFFICE a 9' CEILING NT. 0 e 3080 W SIDFJJTES 0 2650 PIG 2650 PIG CC ERED ENTRY 1,_e• 4=41/4 4'-43/4" 2'-3" 3-3 41'-0" MAIN FLOOR PLAN 14A9 S.F. LIVING SPACE 460 S.F. GARAGE 3=0` �D jd design JIM DUNLAP (360)-982-0535 JIM�JDDESIGNDRAFTING.COM FLOOR PLAN NOTES • WRITTEN gMEN510N5 TAKE PRECEDENCE OVER SCALED gMEN5VERIFY ALL DIMENSIONS AND HE FIELD. LONDITION9 IN THE FIELD. • CONFIRM ALL DOOR, WINDOW, CLOSET, AND ANY OMER ROUGH OPENING SIZES WITH OWNERI cONT12ACTOR PRIOR TO WALL CONSTRUCTION • ALL WORD IN CONTACT WITH CONCRETE MUST BE PRESSURE TREATED MATERIAL USE CORROSION RESISTANT FASTENERS WHEN IN CONTACT WITH PRESSURE TREATED LUMBER • ALL EXTEROR WAl I5 (EXCEPT GARAGE) TO BE FRAnED WITH 3 X 6 STUDS AT le O C. AND SHEATHED WITH The DEB PLYWOOD OR BETTER WITH 15a BUILDING PAPER. • EMERIOR GARAGE WALL5 TO BE FRAMED WITH 2 k 4 5TUD5 AT 16" O.C. AND SHEATHED WITH The 055 PLYWOOD oR BETTER WITH 15a BUILDING PAPER • ALL INTERIOR WALLS TO BE FRAMED WITH 2 k 4 S1LDs AT I6" O.C. AND SHEATHED WITH 112" GYPSUM WALLBOARD UNLE55 NOTED OTHERWISE • ALL GLA55 TO NAVE LOW E (OAO) GLA➢NG. GLAZNG IN MACAROONS LOCATIONS TO BE TEMPERED PER IRc SECTION R305. SEE R308.4 FOR DEFINITION OF HAZARDOUS AREAS. • PROVIDE SMOKE DETECTORS ON OR NEAR THE CEIWNG GF EACH FLOOR, IN ALL BEDROOMS, AND JUST WTSIDE EACH BEDROOM. SMOKE DETECTORS TO BE WIRED TO THE Fi TRILAL SYSTEM WITH 04TTERY BACKUP (IRC R3I1.1 Q RST.2). • BEDROOMS TO HAVE AT LEAST ONE WINDOW MEETING THE FOIOWING CONDITIONS WINDOW SILLS TO BE WITHIN 44" OF FINISHED FLOOR WITH A NET CLEAR OPENING OF 5.l $0. FT. MIN THE OPENING TO HAVE MIN CLEAR OPENING HEIGHT OF 24" AND WIDTH OF 10" URL SECTION R31B). • ALL SHOWER AREAS TO BE FINISHED WITH A SMOOTH, HARD 2 HON-ABSORBENT MATERIAL TO MIN 12" ABOVE DRAIN INLET. THIS MATERIAL TO BE INSTALLED OVER WATER RESISTANT PLASTER BOARD. • TOI£TS To BE LocATED IN AREA WITH MIN 30" WIDTH 6 TOTAL FINISHED CLEARANCE, AND HAVE CLEARANCE OF MIN 21" IN FRONT OF TOILET. TOILETS TO BE LIMITED TO 1.6 GALLONS PER FLUSH. • PROVIDE ATTIC ACCESS WITH REMOVABLE PANEL WITH MIN 22` x 30" OPENING AND 30" UNOBSTRUCTED HEAD ROOM. FRAME WITH 2 x 12 MEMBERS. • PROVIDE IXNAUST FAN IN KITCHEN AT MIN 10B CFM AND BATHROOM5 AT MIN 50 GPM. ALL FANS AND DRYER IXHAIIST TO BE VENTED TO OUTSIDE OF RESIDENCE • PRWIDE MIN Ih" GWB OR EQUIVALENT TO GARAGE SIDE, BETWEEN GARAGE AND RESIDENCE AND/OR GARAGE AND ATTIC URC R302.b). • PROVIDE I-HR FRE-RESISTIVE GONST. 518" TYPE'X' GWB GH GARAGE UP FOR FIRE SEPARATION UNDER HABITABLE SPACE ABOVE GARAGE URC R302.61 • DOOR BETWEEN HOUSE AND GARAGE TO BE 1-I12" THICK SOLID LORE, 2B-MIN SELF-CL051NG FRE-RATED DODR(R302.S.N. • PROVIDE FIRESTOP6 AT ALL APPLICABLE LOCATIONS, INCWADING HOLES AND ANY OPEN AREAS. • ALL ELEMENTS AND SWITCHES FOR FURNACE AND WATER HEATER TO BE 184 MIN. ABOVE SLAB. STAIR NOTES • 9TAlR9 TO BE FRAMED WITH MIN. (3) 2 X 12 STRINGERS, ONE AT EACH SIDE AND ONE AT CENTER. PROVIDE FIRE BLOCKING BETWEEN STRINGERS AT iOP, MIDDLE AND BOTTOM, AND BETWEEN STUDS ALONG THE RUN OF THE STAIRS. • MINIMUM HEADROOM CLEARANCE TO BE H-e" VERTICALLY ABOVE TREAD 105ING TO NEAREST OBJECT ABOVE • STAIRS TO HAVE MAX RISE OF 1-314" AND MIN RUN OF iB" WRH NOSING OF 314" TO I-I/4". NO RISER TO BE LE95 THAN 4 DIMENSIONS BETWEEN RISE AND RUN ARE NOT TO VARY MORE THAN 315". • ENCLOSED USABLE SPACE UNDER STAIRS TO BE FIRE-RE5ISTIVE CON5T. 5184 TTPE Y GWB. • STAIRWAYS WITH 4 OR MORE RISERS TO HAVE AT LEAST ONE f%JNTINUOUS HANDRAIL AT 34" - 38" ABOVE TREAD NOSING WITH ENDS RETURNED TO TERMINATE INTO WALL OR NEWEL POST. • HANDRAILS To HAVE GRIP PORTION NOT LESS THAN I-I/4` OR MORE THAN 2" IN CROSS SECTIONAL DIMEN51oN WITH 1-1/2" BETWEEN[ WALL AND HANDRAIL GUARDRAIL NOTES • ALL UNENCLOSED FLOORS, LANDINGS, BALCONIES OR PORCHES THAT ARE MORE THAN 30" ABOVE GRADE GR FLOOR BELOW SHALL BE PROTECTED BY A GUARDRAIL THAT IS MIN. HEIGHT OF 364 . • OPEN GUARDRAILS SHALL HAVE INTERMEDIATE RAILS SUCH 1HAT A 4° DI4. SPHERE CANNOT PASS THRQIGH AT ANT PONT. • GUARDRAILS SHALL BE ATTACHED TO THE SiRUGTURE IN SUCH A MANNER TO WITHSTAND A SINGLE CONCENTRATED LOAD OF 2B0 L55. APPLIED IN ANY DIRECTION AT ANY PONT ALONG THE TOP. PLYWOOD HANGERBOARD F45TENEO TO CARRIAGES 5/4" T Q G PLYWOOD oR osB SueFLc�R FIRE BLOCKING (37 2 X 12 STRINGERS PER PLAN IB.(., 5/B" TYPE "X° GYP. BOARD ON ALL SURFACES DF U5ABLE SPACE UNDER STAIRS n STAIRS AT LANDING SCALE: 3/A" = I'-0° TOP OF HANDRAIL >_ SEE STAIR NOTES oN PAGE AB.I FOR 6TAIR Q HANDRAIL NOTES / Q EXTEND TD TOP J} _ 1.r Q BOROM RISER 0 RETURN TO WALL 5/B" TYPE "X" GYP. BOARD ON ALL SURFACES OF USABLE G SPACE UNDER STAIRS IB" MIN. F (5)1 X 12 STRINGERS c TICRETE SLAB —� _ _ _ FIREBLOGKING AT TOP AND BOTTOM ACROSS STRINGER B/W STUDS STAIRS AT FLOOR SCALE: 3/4"=1'-D" WI�Fi�]R•:�1 UPPER FLOOR PLAN SCALE: I/A" = I'-0" 1121 S.F. LIVING SPACE �D jd design ENERGY CODE NOTES • CONTRACTOR TO ADD ADDRIGJAL FRAMNG OR BLOCKING AS REQUIRED TO HEEf CURRENT ENERGY LODE REOWREMENTS. • AIR LEAKAGE SOLE PLATE 15 TO BE CAULKED OR GWED TO FLOOR RIM JGST BETWEEN 5TORE5 TO BE CAULKED/5EALED. ALL HOLE5IN BWLDING ENVELOPE ARE TO BE CAULKEDISEALED INGWDING BUT NOT 11MITED TO ELECTRICAL, PWMBING Q HVAG PENETRATIGJS. OUTLETS, SWITCH BOXES AND RECESSED FIMURES GN EXTERIOR WA1L5 OR CBLINGS ARE TO BE CAULKED/SEALED WrtH APPROVED 5EAL4NT, OR HAVE FOAH GASKETS INSTALLED. ALL RECESSED LIGHTS ARE TO BE Ic RATED, AIR TIGHT Q SEALED TO SURRGINDING GWB. RWGN OPENING AROUND ALL WINDWIS Q DOORS TO BE SEALED/CAULKED. • ALL CBl1NG EXHAUST FAN DUciING TO BE INSULATED A5 PER CODE, TO NAVE AS FEW BENDS A5 POSSIBLE, AND TO TERMINATE AT THE EMERIOR OF THE BUILDING. • INSULATION TO FILL ALL EMERIOR WALL CAVITIES. DO NOT COMPRESS. CUT TO FIT ARGIND WIRE9, PIPES Q OVREf BOXES. • ALL HVAG DUCTB INSTALLED WTSDE THE HEATED HABITABLE SPACE TO HAVE SEALED JGNTS, CORNERS Q BOOTS, AND INSULATED IN ACCORDANCE WITH W5Ec 2015 EDITION SPEGFICATIONS ("W5Ec 2BI5") • A ONE PERM G2 LESS VAPOR RETARDER UB KRAFT PAPER, PVA PAINT, ETC.) IS TO BE INSTALLED ON THE WARM SIDE OF ALL INSULATION • 4LL RECESSED LIGHT FIXNRE9IN THE THERMAL ENVELOPE TO BE CERTIFIED UNDER ASTM E-183 AND 50 LABELED, OR SEALED ARGIND THE EMEROR IN AN APPROVED MANNER TO BE AIR TIGHt. • ALL WATER PIPES IN UNHEATED SPACES TO BE INSULATED IN ACCORDANCE WRH WSEC 2BI5. • EXTERIOR DOORS TO BE ADJUSTED 50 WEATHER-STRIPPING, THRESHOLD, Q DOOR SWEEP ARE WORKING PROPERLY Q SEAL WELL • BLOWN -IN AtTIC INSULATON TO BE INSTALLED IN STRICT cONFORMANGE WITH MANUFACNRERS RECOMMENDATIONS FOR DENSITY Q COVERAGE PROVIDE VENT BAFFLES A5 REOJIRED Q INSULATE Q WEATHER-STRIP AtTlc ACCESS DOOR • PROVIDE MAKEJP NR WITH FRESH AIR DUCTED DIRECTLY INto THE RETURN AIR PLENUM OF THE FURNACE SYSTEM INSULATE THE DUCT IN ACCORDANCE TO W5Ec 3815. PROVIDE DAMPER TO REGULATE INCOHING FRESH AIR. • ALL GAs cOHBUSTION 4PPLIANCES, EXCEPT STOVES Q CLOTHES DRYERS, To HAVE COMBUSTION AIR DUCTED DIRECTLY TO THEM • ALL COMBUSTION EXHAU5T5 t0 BE 5EPARATED 6Y A MIK 3 VERY. Q IB' HORIL WHOLE -HOUSE VENTILATION ONE OF THE FOLLOWING METHODS WILL BE USED TO MEET THE REOUIREMENT9 OF THE INTERNATIONAL MECHANICAL CODE UMW GHAPtER OF THE 20151RG W. A SINGLE WHOLEHWSE EXHAUST FAN, WHICH CAN PERFORM DOUBLE DUTY AS A ROOM 5POT FAN, IS REOWRED. FAN MUST BE CGJTROLLED BY TIMER SET TO OPERATE MIN. OF B HalRS PER DAY. THE CFM cAPAGTT OF FAN RUST BE 8.25 W.G. AND HAVE MAX 5GJE WGSF� RATING OF 1.5. MN SIZE OF FAN M115T BE IB5 CFH. fB). FRESH AIR WILL BE GRCULATED BY THE CENTRAL FORCED AIR FURNACE 5YS1EM WRNALE RUST HAVE FRESH AIR INTAKE DUCT AND BLGUER FW51 BE ACTIVATED BY TIMER TO GRCULATE DAILY. INSULATION VALUES WALLS ABWEGRADE RBI BELOW GRADE RBI CEILING FLAT R-49 VAULTED R-3B FLOOR CRAWL SPACE• R-BB SLAB ON GRADE R-IB R-3B INTENDED FOR U5E WItH 9 I/2" I-JGSTS. IF ii l/e" I-JG5t5 USED THEN R-3B INSULATION TO BE INSTALLED. JIM DUNLAP (360)482-0533 JIM�JDDESIGNDRAFTING.COM UNIT 9 LOCKHART V N W Q N W `WJ I O LV ■ �Ww) _/ Z N a Z I� W O Z a I� O O J LL 0 0 �� y 3 M pF# QOW =ZU N 6 d O - a DRAWN BY JAD SCALE I/4' = I'-0" uNa JD JOB# 1122NCI7-FREE DATE OS/16/2018 REVISIONS SHEET 7 OF IS TIIb" GDX OR OSB SHEATHING - PRE-ENG. ROOF TRUSSES WI HEEL Q 14" O.G. INSULATION BAFFLE WI 11 I" MIN. AIR SPACE 5/4 X 6 FASGA 5 CONY. METAL GUTTER � S CONNECT WALL TO RLOF PER DETAIL'E', 52 1 X4OR2 X6 I'-6" 90FFlT BOARD OR TQG DECKING CONY. SOFFIT VENT l/I6" CDX OR OSB SHEATHING �// SIDING PER EFVATIONs J NOTE HEEL HBGHT TO MATCH GHT OF UPPER FLOOR JgSTs - -PLUS SUBFL�R -� ..- -. R-49 INSULATION ��,' I/2" GWB HURRICANE TIE 6 EA TRU55 R-211NSULAncN I/2' GWB TRUSS/EAVE DETAIL � SCALE: 3/A" = I'-0` INSULATION BAFFLE W/ I" MIN. AIR 5PACE 5/4 X 6 FASGA LONi. METAL GUTTER CONNECT WALL TO ROOF PER DETAIL'E, 52 2 k40R2k6 SOFFIT BOARD OR RG DECKING LgNT. SOFFIT VENT lllb" CDX OR OSB SHEATHING - SIDING PER ELEYATIgJ5 - cOMPo51TE ROOFING T/16` LDX OR OSB SHEATHING - PRE-ENG. ROOF TRUSSES w/ HEEL 6 ]a" o.G yI-11 5 / NOTE HEEL HBGHT To MATCH HEIGHT OF UPPER FLOOR Jd5T5 -- --PLUS BUBFLOd2 - - -- - I'-b" ` R-49 IN5ULATIdJ i/2" GWB - HURRCANE TIE P EA TRU55 - - R-21 INSULATION II]" GWB TRUSS/EAVE DETAIL L SCALE: 3/4" = I'-0" SIDING PER ELEVATIdJS - R-]I INSULATION i11" GWB 1/16" CDx OR OSB SHEATHING 3/4" TQG PLYWOOD OR - OSB 5UBFLOOR SEE UPPER FLOOR JgSTb PER PLAN CgJNECTq\' DETAIL'J, 52 � - CONY. RIM JdST R-211N5ULATIgJ ] X b FRAMING - I/1" GWB Ilf' GWB TYP. WALL DETAIL 3 SCALE: 3/A" = I'-0" TRU55 TO WALL PER DETAIL'K', BI NO HEEL FOR MONO TRUSSES OVER TOP of FLooR Jgst9 BEARING PGNi FROM - GIRDER TRUSS ABOVE HANG ENGINEERED TRU55E5 OFF STEEL BEAM PER DETAIL'R', 51 B=6" LONG 6 X 8 D.F. I � - I � g �e m 3.5�115i �3.5�115Lq'E p BEARING WALLS a-T-T=1= I I 5 W SLOE X II l/B" 0 y UP � I I I 27 �� 12'S` LONG 6 X 8 D.F. l -b" LONG b X. B D.F. V I HEEL P 14" O.G. B I T zI O ATTIC SPALE I d fQ I 0 �^+ _ %' 3.SI1 ELOPE �l X IB DFi HDR � T 5T/4° % II-l/B" PSL, HELD UP (3) 5TUD5 MIN. FOR I I � � � � % SPANS OVER b' (TYP.) I ��m B ING ALL I I I I I I I I III I I I I I I I I _I_' I II I I II I I I I BE.pRING IPGNt FRQ)M I II GIrypER TRU55 ABG}YE ' I II I I �I� I I mlll I �i = � I I III I I +� I I �I I I I dl 1� � TJI 3 6 F J I I ll I YII I I III I II '. I F,FdQ�u�U ��lel4 I I I I I I I I III I I !II I I I I I TINE OF UPPER FL� I I I III I I I I I I I I I UN� OF I�PPEI� FLO�R I I I �� I---�� WEER I„_LL �� � I Ili�4 II y�i�"�^'. II I IIII; I I I I I I� I I I II I I I I I I I I I I� I I I I wW1s IDw19LE JdsT I I I II I I II I I I UNDER WALL (TYP� I I I II I I I I I I I IIII I I sr�PSOH w$ I I I - I—. % 6 pF B LOPE Q ATTIC SPACE 2 IIII/ 1 �T ATTIC VENTILATION ATTic vENTILATION REOWRED. REFER TO IRL RBG6.I AND RBB6.]. 50UARE FOOTAGE OF ATTIC SPACE FOR'ATTIL SPALE I' = 111 B.F. l]2/300 = 2.4 B.F. NET VENT AREA REQUIRED. 6QUARE FOOTAGE OF ATTIC SPALE FOR 'ATTIC SPACE 1' = IB6 S.F. IBbl30B = 0.35 S.F. NEf VENT AREA REQUIRED. PROVIDE MIN I/150 OF ATTIC AREA, GR 113BB IF HALF IS AT EAVE AND REMAINDER AT MIN 3' ABOVE PLATE LINE OPEWNGS TO BE COVERED WRH IIB" GORROSIGJ RESISTANT METAL MESH oR EQUAL EAVE OR CORNICE VENT SHALL NOT BE BLOCKED. MAINTAIN MIN I" AIR SPACE BETWEEN INSUV TIgJ AND ROOF SHEATHING AT THE LOCATION OF THE VENT. FOR OPEN EAVE 50FFIT USE BIRD BLOCK TRU55 BLOCKING, WITH C5) I I/2" DIA. Hd F4 AND ME5H SCREEN COVERING THE HOLES, BETWEEN EACH TRU55. FOR CLOSED EAVE SOFFlT USE CONTINUd15 SOFFIT VENTING. ---bll1"%12"GCB HDR NOTE P05T P BEAM ENDS IS (]) 5TUD5 LLNO. BRAOLEY ENGINEERING IS NOT RE5PON51BLE FOR WATERPROOFING COVERED DECK AREA To GET WATERPROOF MEMBRANE DECK Jd5T5 SHALL BE I I I I I I I I I� I I � SLOPED Va" - Ila" PER FAT FOR DRAINAGE - TL- la'4°LG(NC -XI/ N STE-�- L HS5 6" X 6" X Il4" POSTS TO BEAR dJ WALL 6EE �' DETAIL'F', BI No HEEL FOR MONO TRUSSES �� I''B" qJ OVER TOP OF FLOOR Jg5T5 l LINE d= UPPER FLOOR P.T. 2 X 4 Jd5T5 To (y B=5-I/1" LdJG H556X6X1/4 SUPPORT PARAPET AREA TUBE STEEL P05T5 (TYP.) PARAPET DETAIL'H', 51 ALL HEADERS TO HE 4 X IB OR b X D OF] LPSJ2D NOTED OTNERJX9E I I N�1 WI D _ �G� .L I ` I I O — _ � — _ _ 0 SLOPE S ��� � �� I I I I x — — — I I I QI \ U NANG �IgST OFF ((TEEyyy _ / -G = I I I I BE n ER �Era4'D; y2 ry 4k BDFHDR I -S/ " X II -IIB" VL M, C T FR EN RY W LL T W _ I I I II LOWER ROOF FRAMING 8� UPPER FLOOR FRAMING PLAN SCALE: I/A° = I'-0° �D jd design JIM DUNLAP (360)982-0535 JIM@JDDESIGNDRAfTING.COM FLOOR FRAMING NOTES • WRITTEN DIMENSIONS TAKE PRECEDENCE OVER SCALED DIMEN51dJ5. VERIFY ALL DIMENSIONS AND GLNdTION5IN THE FIELD. • ENGINEERING SPEGFICATIONS, NOTES AND DRAWINGS AGCOHPAWED WITH PLANS TO SUPERCEDE ALL INFORMATIdJ ON ARCHRELiLRAL DRAWINGS. FOR ANY DISLREPANGES BETWEEN ENGINEERNG AND ARCHITECTURAL DRAWING5 REFER TO ENGINEERING. • REFER TO FLOOR FRAMING PLAN FROH FLOOR JgST HANUFACNRER/SUPPLIER FLOOR JgST HANUFALTURER/SUPPLIER SHALL PROVIDE AND SUBMIT ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FGR APPROVAL PRIOR TO FABRGATIGN ANO INSTALLATION • PROVIDE TEMPORARY BRAGNG A5 REWIRED UNTIL 4LL PERMANENT CONNECTIgJS AND STIFFENERS HAVE BEEN INSTALLED. • FOR FLOOR SHEATHING UBE 3/4" LDX GR O5B SNRDI-FLGbR TGG, GWE AND NAIL W/ RING SHANK eD'S P 6" EDGES Q 12" IN FELD LLNO. FACE GRAIN PERPENDICULAR TO SUPPORTS. • PROVIDE BLOCKING BETWEEN I-Jg5T5 4T INTERIOR BEARING LOCATIONS WHERE THERE 15 A LOAD BEARING WALL 4BOVE • PROVIDE TIMBERSTRAND RIMS WHERE FLocR JdsTb BEAR AT EXTERIOR WALLS. • 4LL EXTERIOR WALLS ASSUMED TO BE BEARING. • ALL BEAMS AND HEADERS TO BE 4 % IB DF •1 OR 6XB DF S]LLNO. • JgST HANGERS Q CONNELTIgJS TO BE'SIMP50N' LLN.o. • ALL CONNECTORS AND FASTENERS IN LLNTALT WITH PRESSURE TREATED WOOD SHALL BE NOT DIPPED GALVANIZED d2 EOWVALENT PROTEGTIg1 ROOF NOTES • TRU55E5 TO BE SPACED AT 14" D.C. UNLESS NOTED OTHERWISE • ROOF PITCH 15 TD BE YI3 dl WEST SIDE OF HQ15E, 3.5�12 ON EAST SIDE • ROORNG MATERIAL I6 COMPOSITE • OVERHANGS ARE IB" WITH cONTINUOJS HEAL GUTTER THRCUGHCUi. • FASCIA SHALL BE 5/4 x 6 WTH VNTINUdJS METAL GUTTER • ALL BEAMS Q HEADERS TO BE 4 X IO DF S2 OR 6X8 DF 112 UNO. • PROVIDE 901JD BLOCKING OVER SUPPORTS. • TRU55E5/RAFTERS TO BE SHEATHED WITH TIIb" LDk OR 05B SHEATHING WITH 15N FELT OR BETTER USE PLYWOOD 9HEATHMG ON ALL 50FFITED AREAS. • PROVIDE ROOF LR055 vENTILATION FOR EACH SEPARATE SPADE WHERE APPLICABLE. TRUSS NOTES • TRU55 MANUFACTURER SHALL PROVIDE DESIGN DETNLS AND ENGINEERING FOR ALL TRU55E5. COPY TO BE AVAILABLE ON SITE FOR FRAMING INSPECTONS. • ALL TRUSSES SHALL CARRY THE HANUFALNRER'S STAMP. • ALL TRU55E5 SHALL BE STORED, INSTALLED Q BRACED PER MANUFAGNRER'S SPEGFICATI TI5. • TRU55E5 SHALL NOT BE ALTERED IN THE FIELD WITHdA THE APPROVAL OF THE BWLDING OFFIGAL 4ND/OR 4PPROVED ENGINEERING LALG1LgTION5 PROVIDED BY THE TRU55 MANUFACTURER. • ROOF TRU55E5 TO BE SHEATHED W TH l/Ib" CDX OR OSB SHEATHING WITH 15a FELT OR BETTER. USE PLYWOOD SHEATHING dJ ALL BOFFITED AREAS. PROVIDE ROOF GROSS VENTILATION FOR EACH SEPARATE SPACE WHERE APPWLABL.E. NOTE ROOF TRU55E5 AND FLOOR Jg5T5 SHWN.IN DRAWING 4RE FOR SCHEMATIC PURPOSES gJLY. FOR TRU55 PLACEMENT, DESIGN AND ENGINEERING REFER TO TRUSS DESIGN Y SPEGRLATIDN5 FRd1 TRUSG SUPPLY COMPANY. FOR FLOOR JdST LAYdIT REFER to JgST DESIGN 4 SPEGFIG4TIdJS FROM FLOOR JgST SUPPLIER FLOOR 8L ROOF FRAMING LEGEND FLOOR JgST BEAM/HEADER g1TLINE OF WALLS OF FLOOR BENEATH g1TWNE OF SUPPORTED FLOOR/EMENTS OF FLOOR Jg5T5 BEARING WALL LINE of ROOF/EXTENTS of UPPER FLOgx WING SPACE dITIINE OF UPPER FLctOR WALLS .. Jg5T HANGER p POST UNIT 9 LOCKHART J J LI_ ■ W U W f� N a Z3 7YY �o I` rn rn3n O G F � Q O w Q F Q K tiQa /� v Z� LL � LL � OD O� � LLMM -_ � IL pad a J � a DRAWN BY JAD SCALE I/A" = I'-0" UNU JD JOB# 1122NC17-FREE DATE 05/Ifi/2018 REVISIONS SHEET B OF IS COMPOSITE ROOFING T/i6" LDX OR OSB SHEATHING - PRE-ENG. R� TRU55E5 P 34" O.G. INSULATIOJ BAFFLE W/ 1� I" MIN AIR SPACE ...��/////// 5 5l4 % 6 FASCIA - - - CONT. METAL GUTTER � � CONNECT WALL TO ROOF _ - PER DETAIL'E', 5] R-49 INSULATIOJ Ih" GWB — r 1 - HURRICANE TIE P E4 TRU99 3X4pR]X6 - I�_6� - _ 3 X 6 FRAMING TTP. 50FFIi BOARD OR TGG DECKING - GONT. 50FFIi VENT - LINE OF FLOOR BELGL - R-T INSULATCN lllb` LDX OR CSB SHEATHING f I/z" GWB SIDING PER ELEVATIONS i I TRUSS/EAVE DETAIL � SCALE: 3/4" = I'-0" COMPOSITE ROOFNG l/I6" cDX OR 090 SHEATHING - PRE -ENO. ROOF TRUs5E5 P 34" O.G. INSULATION BAFFLE W/ � I? I" HIN AilR SPACE /// 5 511 X 6 FASGA LONt. METAL GUTTER - coNNELT WALL TO ROOF PER DETAIL'E, 53 3X40R2X6- SOFFIT BOARD OR TQG DECKING GONT. 50FFR T/I6" CDX OR 09B SHEATHING SIDING PER ELEVATIONS � R-491N5ULATroN - IIY` 6WB - HURRICANE TIE P EA TRU55 I'-6" - 3 X 6 FRAMING TYP. - R-311NSULATILN -...�- I/1" GWB SCISSOR TRUSS/EAVE DETAIL SCALE: 3/4° = I'-0" INSULATION BAFFLE W/ I` MN AIR SPACE HURRICANE TIE P EA TRU59 FASTENED TO Y X e NAILER 5/4 X 6 FASCIA CONT. METAL GUTTER COMPO6ITE ROOFING TII6" LDX OR 05B SHEATHING - PRE-ENG. ROOF TRUSSES P 34" O.G. R-49 INSULATION 5 I�� ,.� �^ 1 � � .� 1 6 5cFgT 3 X 4 OR 3 X 6 SOFFIT BOARD OR TAG DECKING I"-6" Xbxl/4 TUBE STEEL BEAM 50FFIi BOARD OR TGG DECKING CONT. SOFFIT VENT 3 X 8 DF NAILER BOLTED TO 6%6X1/4 TUBE STEEL BEAM TRUSS/EAVE DETAIL J SCALE: 3/A" = I'-0" r 1 I I I i i i i i i UPPER ROOF FRAMING PLAN SCALE: I/A° = I'-D" STEEL BEAMS W 1l4" cgJT. (TYP.) �D jd design JIM DUNLAP (360)982-U535 J I M �J ODES I O N ORAFTI N G. COM ROOF NOTES • TRUSSES TO BE SPACED AT 34" O,G. UNLESS NOTED OTHERWISE • ROOF PTLH 19 To BE &li. • ROOFING MATERIAL IS COMPOSITE • ovERHANG54RE IS" WITH CgJTINUQIS METAL GUTTER THRGIGHOJT. • FASGA SHALL BE 5I4 X 6 WRH LONTINUg15 METAL GUTTER • ALL BEAM5 Q HEADER5 TO BE 4 X 10 DF #3 OR 6XBOF a;!UNO. • PROVIDE SOLID BLLCKING OVER SUPPORTS. • TRUs5E5/RAFTERS TO BE SHEATHED WTH T/I6" LDX OR OSB SHEATHING WITH 15a FELT OR BETTER USE PLTUIOOD SHEATHING LN ALL SCFFITED AREAS. • PROVIDE ROOF CR059 VENTILATION FOR EACH SEPARATE SPACE WHERE APPLICABLE TRUSS NOTES • TRU55 MANUFACNRER SHALL PROVIDE DESIGN DETAJLS AND ENGINEERING FOR ALL TRU55E9 COPY To BE AVAILABLE ON SITE FOR FRAMING INSPECTIONS. • ALL TRUSSES SHALL CARRY THE MANUFACTURER'S STAMP. • ALL TRUSSES 5HALL BE STORED, INSTALLED G BRACED PER MANUFACNRER 6 SPELIFILATIONS. • TRUSSES SHALL NOT BE ALTERED IN THE FIELD WITHOUT THE APPROVAL OF THE BALDING OFFlGAL ANDIOR APPROVED ENGINEERING LALLULATI N5 PRovIDED BY THE TRU55 MANUFACTURER • ROOF TRUSSES TO BE SHEATHED WITH l/I6" cDk OR OSB SHEATHING WITH 15% FELT OR BETTER. USE PLYWOOD SHEATHING ON ALL 90FFITED AREAS. • PROVIDE ROOF LR099 VENTILATION FOR EACH SEPARATE SPACE WHERE APPLICABLE.. ATTIC VENTILATION AND Rs9613, non McaulRCD. MCFeM to IRc Rseb.l SQUARE FOOTAGE OF ATTIC SPACE FOR UPPER ROOF = 1]5B S.F. IlSG/5GB = 4.M S.F. NET VENT AREA REOWRED. PROVIDE MIN i/15GOF ATTic AREA, GR II5B0 IF HALF 19 AT EAVE AND REMAINDER AT MIN 3 ABOVE PLATE LINE. OPEWNG9 TO BE COVERED WITH 1/B" CORROSION RESSTANT METAL MESH OR EQUAL EAVE OR CORNICE VENT SHALL Not BE BLOCKED. HANTAIN MIN I" AIR SPACE BETWEEN INSULATION AND ROOF SHEATHING AT THE LOCATION OF THE VENT. FOR OPEN EAVE SOFFIT USE BIRD BLOCK TRU55 BLOCKING, WITH i5) I 1/l" DA HOLES AND MESH SCREEN COVERING THE HOLES, BETWEEN EACH TRU99. FOR CLOSED EAVE SOFFIT USE LONTINUglS SOFFIT VENTING. NOTES RAF TRUs5E5 AND FLOOR Jg9TS SHOWN IN DRAWING ARE FOR SCHEMATIC PURPOSES ONLY. FOR TRU59 PLACEMENT, DESIGN AND ENGINEERING REFER TO TRU55 DESIGN Q SPEGFlLATIONS Fl20M TRU59 SUPPLY COMPANY. FOR FLOOR Jg9i CATGUT REFER TO Jg6T DESIGN Q SPEGPCATIONS FROM FLOOR JGST SUPPIJER ROOF FRAMING LEGEND g1TLINE � ROOF ------ HIDDEN LINE OF ROOF — � BEAM/HEADER WTWNE GF WALLS BENEATH VAULTED OR HIGHER LEWNG AREA O TUBE STEEL POST UNIT 9 LOCKHART J J W a N W `WJ O U W N N Q O Z3 7 �O M o3 O �ru ¢Ow ~�� N Q d DRAWN BY JAD SCALE I/4" = I'-0" UNo JD JOD# 1122NCIJ-FREE DATE OS/I6/2015 REVISIONS A9 SHEET 9 OF I5 TOP PLATE OF'F GEiS WAtERPRc HEMBRANE a SL FOR POSITIVE DI GRADE toP PLATE oF'F GETS WATERPRC MEMBRANE 4 SW FOR POSITIVE DF P.T. 3 X 4 SUPPORT P R GRADE BUILDING SECTION C — C �D jd design JIM GUNLAP (3fi0).982-0535 JIM�JO�ESIGNDRAFTING.COM IN511LATION SALE: �,�. _ _o. wnPoSrtE ROOFING TOP of PLATE 5I6 X 6 FASGA W/ CONT. METAL GUTTER 0 FIBER CEMENT PANELS TOP OF BUBFLOOR TOP OF PLATE ---I 6" X 1' 6° TILES TOP OF 5LA0 HIGH PT. OF ROOF TOP OF PLATE 3' T/ 6 X 6 TUBI PARA TOP of SUBFLOOR TOP OF PLATE TOP OF BLAB 6e�e Pic l 3656 PIG tTP. Ifi W X B' H DOOR SBBO 6 x 6 TUBE STEEL POSTS SOUTH ELEVATION SCALE: I/A" = I'-0" EAST ELEVATION 6839 Plc 6E RAILING b X b TUBE STEEL POSTS �D jd design M DUNLAP (360).982-0535 JIM@JDDESI G NDRAFI NG. COM Ifi W X B' H DOOR SBBO 6 x 6 TUBE STEEL POSTS SOUTH ELEVATION SCALE: I/A" = I'-0" EAST ELEVATION 6839 Plc 6E RAILING b X b TUBE STEEL POSTS �D jd design M DUNLAP (360).982-0535 JIM@JDDESI G NDRAFI NG. COM TOP of PLATE TOP OF WINDOWS 514 X S FASGA W/ CONT. J METAL GUTTER TOP OF SUBFLOOR TOP OF PLATE TOP OF WINDOWS_ "0 TOP OF SLAB lab* PIC Base SL DR S05e SL DR NORTH ELEVATION SCALE: I/4" = I'-0" WEST ELEVATION � FIBER CEHENT PANELS A VERAGE GRADE TOP OF PLATE (GATED METAL TOP OF SUBFLOOR _ PLATE OP OF SLAB �D jd design JIM OUNLAP (3b0) 982-0535 JI MCJDDESIGNDRAFTING.COM SHEAR WALL TABLE PANEL SHEATHING ON DGES BLOCKED EDGE NAILING / MIN. THICKNESS OF EDGE LATERAL RESISTANCE (PLF) WALL SHEATHING ONE OR BOTH OR UNBLOCKED NAIL SIZE FIELD NAILING LOAD TRANSFER MEMBERS SILL SIDES OF WALL ® DISTANCE (MAX) ® PLATE WIND SEISMIC SWP �6" OSBPLY OR1 l%2" ONE UNBLOCKED 8d 6" / 12" O.C. NO 2X (NOMINAL) 300 240 SWO 7�s' OR 15/301 2 ONE BLOCKED 8d 3" / 12" O.C. YES 2X (NOMINAL) 685 490 PLY 1 PLY SW4 7X160' OSB OR 15/z' ONE BLOCKED 8d 3" / 12" O.C. YES 2X (NOMINAL) 685 490 PLY 1 1O PLY = CDX, C-C, OR C-D PLYWOOD. OSB OF SIMILAR THICKNESS AND SPAN RATING MAY BE SUBSTITUTED FOR PLYWOOD. ® NAILS SHALL BE COMMON OR GALVANIZED BOX, UNLESS NOTED OTHERWISE. O FOR WALLS DESIGNED TO HAVE LOADS TRANSFERED AROUND THE WINDOW OPENINGS, DOUBLE STUDS MUST BE PLACED ON EITHER SIDE OF EACH WINDOW WITH EDGE NAILING ALONG BOTH STUDS. 4) NO HOLD-DOWNS ARE REQUIRED FOR THIS SHEARWALL NOTES: (1) AS AN ALTERNATIVE TO THE SSTB20 HOLD-DOWN ANCHOR BOLTS, USE a" ALL-THREAWTHREADED ROD A-307 WITH A MINIMUM EMBED OF 104p. USE SIMPSON EPDXY -TIE BOLT SYSTEM WITH "SET" HIGH STRENGTH EPDXY. CONCRETE MUST BE AT LEAST 7 DAYS OLD. (2) UNLESS NOTED OTHERWISE, ALL EXTERIOR WALLS SHALL BE CONSTRUCTED IN ACCORDANCE WITH SW-P (PRESCRIPTIVE WALL). (3) ALL CONNECTIONS NOT SHOWN ABOVE, SHALL CONFORM TO IBC TABLE 2304.9.1. SWP SWP SWP SW4 SW4 m; HI W012�j SWP SWP SWP SWP (2) HDU5 PER DETAIL'A', St SWO SWP SW4 SW4 SW4 SW4 MAIN FLOOR SHEAR WALL PLANS SWP SWP UP TO HDU2 3" MIN WOOD THICKNESS o FASTEN TO POST WITH OF To (14) 1/4"X2-1/2" SDS SCREWS F P.T. SILL PLATE A D I I SSTB20 OR PER"<;i I DETAIL'B', Si OKAY TO USE SIMPSON CNW COUPLER TO EXTEND ROD. GALVANIZED THREADED ROD MIN 18" EMBEDMENT DEPTH INTO STEM WALL. HDU5: H5/8" THREADED ROD (2) 3" WASHER AND NUT ON BOTTOM OF THREADED ROD, AS SHOWN. n HDU5 HOLD DOWN DETAIL n 5/8" ROD ALTERNATIVE TO SST620 SCALE: N.T.S. SCALE: N.T.S. SWP SWP SWP SWP SWP SWP S SWO WP SWP SWP UPPER FLOOR SHEAR WALL PLANS ANCHOR BOLTS TO SILL PLATE S(;ALE; N.T.S. REQUIRED AT ALL LOCATIONS SHEAR WALL LEGEND PER SHEAR WALL TABLE, S1 SHEARWALLS ARE SWP, PRESCRIPTIVE SHEAR WALL, UNLESS NOTED OTHERWISE. 7/16" OSB OR2" 1513PLY ON ONE SIDE OF WALL, UNBLOCKED, 0 8d NAILS AT 6" O.C. ALONG EDGES, 12" O.C. IN. THE FIELD. HOLD DOWNS ARE NOT REQUIRED. SHEARWALL4 PER SHEARWALL TABLE, S4.2" SV1/4 = 7116" OSB OR 15/3PLY ON ONE SIDE OF WALL, BLOCKED, 8d NAILS AT 3" O.C. ALONG EDGES, 12" ® O.C. IN THE FIELD. HOLD DOWNS ARE REQUIRED. SHEARWALL 0 PER SHEARWALL TABLE, S4. SWO = 7116" OSS OR 15132" PLY ON ONE SIDE OF WALL, BLOCKED, Bd NAILS AT 3" O.C. ALONG EDGES, 12" O.C. IN THE FIELD. HOLD DOWNS NOT REQUIRED. HDU5 PER DETAIL'A', S1 WITH SSTB20 OR? THREADED = ROD -WASHER ASSEMBLY DETAIL'B', S1 O N p a � J w � O � � Z � O ° N Q ❑ M w N p } [q m Y Y ED } } w 0 m 0 � p K D p w ❑ " N W Z Y Z O w I Z ll LL m ❑ w U a. ¢ co DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE I �` � �V LU24 TOP PLATE OF PARAPET TO HAVE WATER PROOF MEMBRANE AND SLIGHT SLOPE FOR POSITIVE DRAINAGE. 2X4 FRAMING @ 16 D.C.(ALL MEMBERS) STUDS @ i6" O.C. 2X4 LEDGER FASTENED W/ X 3f"SDS SCREWS OR SIMILAR @ 16" O.C. FASTEND 2X6 NAILER TO STEEL BEAM W/ T814fi05 OR SIMILAR WOOD TO STEEL SCREWS STAGGERED @ 16" O.C. 11-7/8" TJI 360 @ 16" O.C. LU24 HANGER HSS 6"X6"X}"TUBE STEEL BEAM 124X 11}"LVL RIM (H PARAPET WALL DETAIL SCALE: 1-1/2" = V - 0" 2X SIMPSON H1 @ EACH TRUSS TOP OF FULL LENGTH SHEATHING FLASHING REp'[ A36 ANGLE TO FASTEN TRUSS TO WALL BLOCKING FLASHING REO'D 2X6 BLOCKING BETWEEN WALL STUDS TO PROVIDE A35 ANGLE TO FASTEN BACKING FOR TRUSS ATTACHMENT. FASTEN TRUSS TO WALL BLOCKING FPERSH�R SHEATHING BLOCKING BETWEEN STUDS W/(3)16tl NAILS L PLANS, Si S@24"O.C. RIP2 8 OF. NAILER TO EXACT WIDTH NAILER TO EXACT WIDTH OF TOP FLANGE WHICH IS 6-1/2"LANGE WHICH IS 6-1 a' S @ 6" O.C. }" T&G CD/OSB SUBFLOOR RIMBOARD 11-7l8" TJI 360 @ i6" O.C. 11 -7/8" TJI 360 @ 16" O.C. �'IMYsury Luszlu HArvGER FLOORJOISTS \ ATTACHED TO RIM JOIST 11-T/6•TJI 360@i6" MANUF.TRUSS @ 24" O.C. 2}"WOOD SCREWS 22'LONG WI 2X26 STEEL BEAM SIMPSON TOP FIANGE HANGER, STAGGERED @6"O.C. SIMPSON TOP FLANGE HANGER, LUS2IO HANGER' LBV OR SIMILAR LSV OR SIMIIAR PRE ORILL' DIA. HOLE, 'y"FROM ATTACHED TO RIM JOIST FLANGE EDGE, @ 18" O.C. 2X6 OF 22' LONG W12X26 STEEL }%T SOS SCREWS @ 18" O.C. W-FLANGE BEAM TRUSS/RAFTER EN =EDGE NAILING, 8d NAILS @ 6" O.C. JOIST TO STEEL BEAM SCALE: 1" = 1' - 0" i WALL TO ROOF CONNECTION SCALE: N.T.S. #4 REBAR WITHIN TOP 6' OF WALL HORIZONTALS IN FTG. HEIGHT'H' IN VERTICAL HORIZONTAL FEET REINFORCING REINFORCING MONOLITHIC MONOLITHIC OTY (1)#4 0' 2• •#6"ABOV WITHIN 6" OF FT 16" ABOVE FTG TOPOFWALL 2' -4' #4 @ 24" G.G. #4 @ 24" G.C. © 4'-6' #4@12"O.C. #4@12"O.C. Q FOOTING FOR 4' - fi' FOUNDATION TO BE 24" WIDE X 8"THICK AND STEM WALL TO BE 8" WIDE. FOUNDATION REINFORCING 2X4 DIAGONAL B AT EACH END OF 10 Fl n TRUSS TO STEEL BEAM SCALE: 1" = 1' - 0" STUD WALL 2X6 BLOCKING BETWEEN WALL STUDS TO PROVIDE BACKING FOR TRUSS ATTACHMENT. FASTEN BLOCKING BETWEEN STUDS W/ (3) 16d NAILS 1-7/6" TJI 360 @ 16" O.C. n TRUSS TO WALL DETAIL SCALE: 3/4" = V - 0" /� \ � QTY (6) ID11/16" HOLES AS SHOWN FASTEN BASE PLATE TO CONC. W/ a" WEDGE OR EPDXY ANCHOR BOLTS, MIN 6" EMBEDMENT INTO CONC. CITY (8) ID5/i6" HOLES AS SHOWN FASTEN �1} BASE PLATE DOWN TO DOUBLE TOP PLATE APPROXIMATE LOCATION OF OF WALL W/}" X 3" SDS SCREWS OR SIMILAR �} O O 6"X6"Xi/4" TUBE STEEL POST. ° _ _ ATTACH STEEL POST TO PLATE �1.8. s WITH 1/4" CONT. FILLET WELD APPROXIMATE LOCATION OF 6"X6"X1/4" TUBE �� ° ° � I STEEL POST. ATTACH STEEL POST TO PLATE �� I� �I II� 3/8" THICK STEEL PLATE WITH 1/4" CONT. FILLET WELD L = J L =JJ ° ° Id � — —L ��318" THICK STEEL PLATE , O O O I s< I n STEEL PLATE DETAIL SCALE: 1-1/2" = 1' - 0" LATERAL BRACE H (2) 10d NAILS WEB (TYP.) © POSITIVE CONNECTION REQ'D, A35 ANGLE OR BLOCKING NOTE: REFER TO TRUSS ENGINEERING TO DETERMINE WHICH MEMBERS REQUIRE BRACING PERMANENT TRUSS BRACING n STEEL PLATE DETAIL SCALE: 1-1/2" = 1' - 0" �" PLY OR OSB SHEATHING ifitl NAILS @ t2" O.C, ifitl NAILS @ 12" O.C. C516, 30" LONG @ 5' O.C. 1g" PLY OR OSB AND AT ALL CORNERS }"SUB -FLOOR SHEATHING }"SUB -FLOOR EDGE NAIL PER NO E IL PER EDGE NAIL PER NOTE BELOW 15 FLOORJOISTS FLOOR JOISTS it-7/8"TJI 366@18" � 11-7I6"TJI360@i6" ENO OF FULL LENGTH sHEATHwc PLATE j^PLV OR OSBJ I `DOUBLE TOP PLATE SHEATHING OPTION A ^,ORMORIEFROMTOPORBOTTOM 2" OPTION B EDGE OF RIM JOIST. NOTES: (t) BOTH OF THE OPTIONS SHOWN ABOVE ARE STRUCTURALLY ACCEPTABLE. (2) IF THE DOUBLE LENGTH SATE, AND EXTENDS E) THEN NEITHER SHEATHING JOIN CONNECTION IN IONS ARE REQUIRED. RIM JOIST, DOUBLE TOP PLATE, AND SOLE PLATE) THEN NEITHER OF THETWO CONNECTION OPTIONS ARE REQUIRED. EDGE NAILING: • NON RWALS: SE (PRESCRIPTIVE/CONVENTIONAL): 64 NAILS @6"O.C. • SHEARWALLS: SEE SHEARWALLTABLE, S%. n UPPER FLOOR CONNECTION TYPICAL WALL SCALE: 1"=1'-0" z g z O a Q 1 Z ' W � Z � O W w o i m Y Y N W Z Y Z W M Z LL U LL Q n Za =a ❑ W U W 0Q mN J H ci U Z co DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE I S2 of 3 STANDARD STRUCTURAL SPECIFICATIONS - 2015 IRC INTRODUCTION The following Standard Structural Specifications are guidelines Rod structural requirements for the construction of typical residential and commercial structures. The intent of this document is to provide answers for common structural questions and to hold the builder/contractor accountable to satisfy the minimum structural requirements listed herein. Please familiarize yourself with this documents prior to starting construction. Contact the engineer of record with any questions or concerns. REFERENCE CODES &STANDARDS • International Residential Code, IRC 2015 • Washington State Building Code • National Design Specification for Wood Construction, NDS 2015 • Wood Frame Construction Manual, AWC 2015 • Building Code Requirements for Structural Concrete, ACI 318-11, • Minimum Design Loads for Buildings And Other Structures, ASCE 7-16 • Steel Construction Manual, 15th Edition, AISC 2015 1. Vertical loads come from 2015 IRC Table R301.5, Minimum Uniformly Distributed Live Loads DEFLECTION LIMITS STRUCTURAL MEMBER LIVE SNOW LIVE+DEAD oof (plaster ceiling) U360 U360 U240 oof (non -plaster ceiling) L/240 U240 U180 oof (not supporting ceiling) U180 U1 SO U120 loor Members L/360 - U240 onzontal Deflection (any case) - - U200 arm Buildings & Greenhouses - - U180 ong Spans (>20 feet) - - U480 tiding Glass Doors Notes: 1. The above minimum deflection limits are required by the 2015 IRC Table 1604.3. These deflection limits are used unless noted otherwise. GENERAL REQUIREMENTS Codes: All materials and work shall adhere to the minimum requirements of the Reference Codes & Standards listed above. Contractor shall be responsible to comply with OSHA, State Labor, and Industry Standards. Contractor assumes full responsibility of construction methods used, safety provisions employed, and the finished condition of the structure. Construction Personnel: Only competent personnel familiar with construction and safety practices relevant to the project should be employed to assemble and construct the work. Construction Methods and Project Safety: The project drawings and specifications represent the (nished structure and do not indicate methods, procedures, or sequence of construction. The builder must take necessary precautions to maintain and ensure the integrity of the structure during construction. Bradley Engineering, Inc. will not enforce safety measures or regulations, nor will the owner or designer. Therefore, the contractor shall design, construct, and maintain all safety devices and follow all pertinent regulations. Temporary Support: The builder must provide adequate temporary support to all walls, roofs, beams, and floors during construction. Design of these supports are not included unless specifically shown. Contractor is responsible for the adequacy of all temporary support systems. Specifications: All notes, call -outs, and details included within this design package are required unless specifically noted otherwise. Verification: Verify all dimensions, elevations, and site conditions before starting work. Notify the owner of any discrepancies. Conflicts: Notes and details on the structural drawings take precedence over the Standard Structural Specifications and typical details. Written dimensions take precedence over scaled drawing dimensions. Structural notes and details on the structural drawings take precedence over the architectural drawings. Errors: The contractor is responsible to check the plans and site conditions and to notify the a rchitect/designer/engineer of record of any errors or omissions prior to the start of construction. Changes: Written approval from the engineer of record is required for any structural changes to the provided drawings. Changes may be made "in the field" with written consent of Bradley Engineering. Please provide a red -lined drawing or sketch of desired change(s) to provide context and applicable information. Substitutions: Provide manufacturer's approved product evaluation reports and a list of all proposed substitutions to the owner for approval before installation. Similar work: Where construction details are not shown or noted for any part of the project, the area shall be constructed in the same manner as similar work shown on the drawings. Modification of Structural Members: Cuts, notches, and holes bored in trusses, structural composite lumber, glue -laminated members, or I -joists are prohibited except where permitted by the manufacturer's recommendations or as shown on this page. (See ALLOWABLE HOLES) Scope of Work: The scope of work of Bradley Engineering, Inc. is limited to the vertical and lateral analysis of the subject structure. Bradley Engineering, Inc. takes no responsibility for items not specifically addressed in the calculations, drawings, or call -outs. Completion of Work: Submittal of these structural drawings to the client completes the present scope of work and budget of Bradley Engineering, Inc. Other consultation, design, calculations, sketches, inspection, etc. after submittal of this report shall be billed on an hourly basis. FOUNDATION • Allowable Soil Bearing Pressure = 13500 psf • Frost Zone Depth = 18 inches It 2" within City of Bellingham) Code: Cast -in -place concrete sizing, placing, and testing shall conform to IBC chapter 19 and ACI 318-11. Geotechnical Report: Bradley Engineering strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all land based construction projects. If this information is not supplied to Bradley Engineering, footings are designed for 1,500 psf allowable soil bearing pressure. Earthwork: Locate and protect underground or concealed conduit, plumbing, and other utilities where new work is performed. Footings shall bear on undisturbed native soils and/or clean fill compacted in lifts of one foot or less to 95% of a modified proctor per ASTM D1557. Soils shall be firm and unyielding. All organic and deleterious material beneath the footings, foundations, and slabs to be removed and replacEd with 4" min. crushed rock compacted to 95% relative compaction. For sub -grade below slabs, 92% relative compaction is acceptable. Surface Drainage: Finished grades am to be at least 6" below wood siding. Lots shall be graded to drain surface water away from foundation walls. The grade shall fall a minimum of 6 inches within the first 10 feet. If 6 inches of fall is not possible, impervious surfaces shall be sloped a minimum of 2 percent away from the building. Footings: All footings shall conform to accompanying structural details. Specified footing dimensions are minimums unless noted otherwise. Bottom of footings to be below frost zone (18"). FGoting Drains: Footing drains shall be provided at the base of all footings and retaining walls which will have earth placed against them. Washed drain rock must extend to within one foot of finished grade. Footing drains shall be 4" perforated pipe routed down gradient to daylight, unless otherwise specified. Concrete: Mix and 28 day strength unless noted otherwise: • Basement walls, interior slabs, and foundations not exposed to weather ............. 2,500 psi • Garage slabs, porches, steps, and foundations exposed to weather .................... 3,000 psi Reinforced Concrete: Place all reinforcing per plans, details, and applicable code requirements, Lap all continuous bars 24 X diameter minimum. Reinforcing bars, bolts, anchors, etc shall be securely tied in position prior to concrete placement. Reinforcing steel shall be free of rust and coatings which may inhibit bonding. Anchor Bolts: Provide z'x10" long wet -set or expansion anchor bolts @ 4' O.C. and within 6-12" of comers with 3"x3"x4'-" square washers. Adhesive Anchors: Epoxy anchors in concrete shall be Simpson SET-XP or Hilti HIT-HY 200-R or equivalent, installed per MFG's guidelines. For extreme temperature applications, when long-term temperature exceeds 1106F or is less than 0•F, use Simpson Set-3G. Concrete Pier Pads: Pre -cast concrete pier pads are an easily installed and low cost alternative to sonotUbe foundations in certain low -load applications. Such pads may be substituted only if specifically called out in structural drawings. Waterproofing: Waterproof all basement walls and crawl space foundations below grade. CRAWL SPACE Vapor Barrier: Cover entire crawl space with class I vapor retardant (e.g. 6 mil poly film). Extend fi" up foundation walls. Access: Access shall be provided to all under -floor spaces. Access openings through the floor shall be a minimum of 18 inches by 24 inches. Openings through a perimeter wall shall be not less than 16 inches by 24 inches. Foundation Ventilation: Provide a minimum of 1 square foot of crawl space ventilation per 150 square feet of crawl space area. Space vents evenly to provide cross ventilation. Cover with g' corrosion resistant mesh screen. SLAB ON GRADE Slabs on Grade: See foundation plan for concrete slab thickness, reinforcement, and finish requirements. Garage Slabs: Unless noted otherwise, garage slab shall be 4" concrete slab with il3 rebar at 24" O.C. each way or 6x6x,o woven wire mesh, over 6 mil poly vapor barrier over 4" compacted crushed rock. 16" thickened slab with (1) #4 continuous rebar required at garage opening. Interior Slabs: Unless noted otherwise, interior slabs shall be 4" concrete slab with 6x6x,o woven wire mesh over 6 mil poly vapor barrier over 2" rigid insulation (where insulation is required) over 4" compacted crushed rock. Reinforcing: Reinforcing bars or woven wire mesh shall be as noted on plans and shall be placed 1-1/2" above the bottom of the slab. Drainage: Slabs that drain (garages, porches) shall be sloped a" q" per 10 . Flatness: Floor slabs shall be level to within q' in any ten foot length. Flatness shall be checked with a 10 to straight edge within 24 hours of placement. Concrete Topping: If specified on drawings, concrete topping may be installed over floor joists. The concrete topping on a floor shall be installed per manufacturer's specifications. The topping shall not exceed 1-1/2" in thickness and shall be less that 18 psf (12 psf per inch thick). Connection to Interior Walls: Interior walls shall be connected to concrete slab with s"x10" long Tr bolts @ & O.C. or 1/4" split pins @ 32" O.C.. ALLOWABLE HOLES -TJI Joists &Rafters Mln. eisrance horn Table A hole may be cut in web B„ ❑ U -- o 0 '� Lt 2x D, D, Closely grouped roune Lz 2x Lz Du minlmum M1oles are permitted if minlmum nercneezones iM1e group perimeter meets requirements for round or square M1nlea. Table A - Minimum Hnle Distanre From Sunnnrt olPrx Tile ROUND HOLE SIZE RECTANGULAR HOLE SIZE 2., 2. 3.. 4.. 360 T-0" 3'L" Te 210 - 1-6" 114n 1.5. 360 7-a' T4" 1'E• YE' 210 y o• u• 1W ;.5� - ;.5. 360 1�01, a'. 2.�. General Notes . DO NOT under any dramslances,Per «nmMjoist ranges asveY"dweb (minimum) at my and batnatm or bole • Rountl or rectangular holes allowed according mTable A be homsimmamfieyer • Forsimpie span(S Or mum), unommy Icad ad joists used in residential appliranons, one Monsanto size roune hole May he located al the center 0 the joist span provided Nat no other holes «cur in Me joist WOOD FRAMING Default Wood Types: Unless noted otherwise, the material for a structural member is as shown: • Posts & Sawn Joists.................................... Douglas Fir#2 (D.F.2) • Beams..................................................4..... 4X10 Douglas Fir#2 unless noted otherwise • Stutla, Sills, & Plates.............4..........4......... Hem/Fir (H.F.) or Douglas Fir (D.F.) • Blocking & Rim Joists.......... 4...................... Hem/Fir (H.F.) or floorjoist material - • Exposed Structural Members ..................... Pressure Treated (P.T.) or Cedar • Glued -Laminated (dry -use) ......................... 24F-V4 (GLB) • Glued -Laminated (wet -use) ........................ Rosboro Tmated'X-Beam' Moisture Content: The max moisture content shall be 19% at the time of installation of connectors, nails, and bolts for framing members. Pressure Treated Lumber: All members in contact with earth/concrete or exposed to the elements shall be pressure treated (P.T.). Colorless end sealer shall be applied immediately to the ends of members after fabrication and field trimming. Pressure treatment is not required for members protected by a roof or overhang (12" minimum overhang required). Cedar may be used in lieu of typical pressure treated lumber. • Rosboro Treated 'X-Beam' shall be used for all applications requiring P.T. glulam beams. • More info: http://www.rosboro.com Blocking: Provide 2X or engineered lumber full depth solid blocking between joists and rafters at beam and bearing wall locations. Trusses, structural composite lumber, glued -laminated members, and ]-joists shall be supported laterally as required by the manufacturer s recommendations. Bearing: Use a minimum 2-1/2" bearing length for wood framing members unless noted otherwise. Use enough studs to match or exceed beam width unless noted otherwise. Glued Laminated Members: Glulam beams (GLB) shall conform to the following standards U.N.O. • Lumber.......................................4............... Douglas Fir -Larch combination, 24F-V4 • Laminations................................4............... 2" Nominal • Conditions of Use...................4................... Dry -Use • Adhesives ................................................... APA approved moisture -resistant Engineered Lumber: Engineered lumber offers certain structural advantages over conventional sawn lumber. All engineered lumber must be APA approved. Install per the aforementioned codes and relevant manufacturer's installation guides for each type: • Wood I -Joists: Used extensively in floor and roof framing (Trus Joist TJI's specified) • Laminated Veneer Lumber (LVL): Built up on site to reduce heavy lifting (see note below) • Parallel Strand Lumber (PSQ: Ideal for long spans and cantilevers • Laminated Strand Lumber (LSL): Strong and straight engineered lumber LVL Option to GLB and PSUs: Multi -ply LVL beams may be used in lieu of PSL or GLB, provided that they are in according to the following standards: • 1-3/4" LVL's shall be fastened according to the usage, connector, and connector spacing guidelines considered in International Beams' Technical Bulletin (TB-LVL-2) • Multi -ply LVUs shall be bolted together with min (3) rows 1/4" self -tapping screws @ 18" O,C., 1.5" minimum embedment required in all members. • The width and height of the multi -ply LVL beam must be equal or greater than the corresponding dimensions called out on the engineer's structural drawings Solid Sawn Lumber Option to I -Joists: Solid sawn lumber may be preferred over I -joists due to cost or other reasons. The following solid sawn lumber options may be used in lieu of engineering I -Joists (TJIs) without approval from the engineer of record. Maintain original spacing (e.g. 12", 16", or 24" O.C.) • 2X10 D.F.2's may be used in lieu of 9.5" TJI 210's • 2X12 D.F.2's may be used in lieu of 11-7/8" TJI 210's • Other options may be acceptable, but require approval from the engineer of record Wood Structural Panels: APA rated sheathing is required for all wood structural panels. Unless noted otherwise, the wood panel for each situation is: • Roof Sheathing: 1/2" CDX (recommended) or OSB with ply clips or T&G, 1 Did nails at 6712" O.C., no blocking required. • Prescriptive Exterior Wall Sheathing: 7/16" OSB or 15/32" CD ply, 8d nails at 13 712" O.C., no blocking • Exterior Shear Wall Sheathing: per shear wall plans. • Interior Wall Sheathing: 1/2" Drywall, 10d nails at 6"/12" O.C., no blocking required. • Floor Sheathing: 3/4" CD or OSB, 8d nails at 6"/12" O.C., glued & nailed. • Panel Adhesive: Per APA Spec AFG-01 Shear Walls: 3/8" thick (minimum) APA rated sheathing is required for all exterior walls. See shear wall plans and shearwall table for sheathing grade, thickness, and nail spacing. Stairs: Use (3) 2X12 D.F.2 for stringers Advanced Framing: Advanced framing is encouraged by B.E. as a cost-effective and structurally adequate alternative to conventional framing. Advanced framing shall conform to the construction standards outlined in AP Advanced Framing Construction Guide (available on www.apawood.org). Studs: For headers from 0-6' long, (2) studs are required (1 trimmer and 1 king stud). For spans over 6', use (3) studs (2 trimmers and 1 king stud). Include additional trimmers as specified. Stud Walls: 2X6 exterior stud walls are typically desirable for insulation/energy code reasons (i.e. not structural reasons). For walls less than 12' tall, it is OK to use 2X4 studs with suitable insulation if preferred by contractor and owner. Stud Holes & Notching: Notch and hole size may not exceed the following max percentage of stud width: • Bearing walls: Hole - 40 % of total stud width, Notch - 25 % of total stud width • Non -bearing walls: Hole - 60% of total stud width, Notch -40% of total stud width • In all cases, hole edges must be at least 5/8" from edge of the stud • If these requirements cannot be met, an additional stud may be installed adjacent to the existing stud and flush against the wall sheathing DECKS 8r BALCONIES Railings: Guardrails must be 42" high min with max opening size so that a 4" sphere cannot pass through. Guardrails shall be designed to withstand a 200 Ib point load applied in any direction and at any location on the top mil and shall be designed to withstand a uniform load of 50 Ib/ft applied horizontally to the top rail. Attachment to House: For decks over 30" above grade, a 1,500-lb deck tension tie is required at each end of the deck; Typically, Simpson DTT2Z's are specified. ALLOWABLE HOLES -Headers and Beams BX diameter of the Hatched areas represent allowable largest hole (min) hole zones for headers and beams D/2 D/4_FSx I DYL D DL EMMEWHEMEEMEMM 0/4 u4 2 t/4 L Hole Size: The hole diameter should not exceed 2" or 1/10 the beam depth, whichever is smaller. General Notes • These guidelines are applicable to glueVaminated, solid sawn and Monumental lumber • owed hole zone suitable for header: and beams with uniform loads only found holes only • No holes in ranulevers . DO NOT cal, nation. or call holes in headers or beams except as indicated in inustration ABBREVIATIONS (Used throughout structural drawings) (E) Foisting D.F. Douglas Fir MAX Maximum SPEC. Specification (N) New DEL Double MFG Manufacturer STD Standard (R) ReuselRemodel EA. Each MIN Minimum STR'L Structural A.B. Anchor Bolt ELEV. Elevation N.A. Not Applicable B.S. Select Structural ARCH'L Archllectural EXT. Exterior O.C. On Center T.O. Top Or BLD'G Builtling FIND -Foundation Opp. Opposite TJI Thus Joist, I Series BLK'G Blocking Fro Fooling OSB Drafted Strand Seam TPL Triple BM Beam GALV. Galvanized PL, Plate TYp. Typical BTM Bottom GLB Glulam Beam PLY. Plywood UNF. Unfinished CL'G Ceiling GA. Gauge P.T. Pressure Treated U.N.O. unless rvmedom•.dze CLR Clear G.B. Gypsum Board REINF. Reinforced V.B. Vapor Barrier CMU coot. Masonry unit G.E. Gable End RED'D Required VERT. Vertical CONC. Concrete HORIZ. Horizontal S.F. Square Foot W/ With CONT. Continuous INSUL. Insulation SGL Single W/O Without C.S. ClearB an INT. Inteder SIM. Similar WD Wood ROOFS Manufactured Trusses: Unless stick framing is specified on structural drawings, wood trusses are to be engineered by a truss manufacturer (MFG'R). If truss layout is not provided by truss MFG'R, the engineer assumes that trusses all bear on exterior walls and do not bear on interiorwalls. Girder Trusses: Truss MFG'R to be responsible for placement of girder trusses. Install triple studs (min) directly below all girder trusses. Lateral Bracing: Contractorto install lateral bracing in roof as specified by truss MFG'R. Headers: Bearing. wall headers to be 4X10 or 6XB D.F.2 min (double 2x10 or triple 2x8 OK). Not required for non -bearing wall headers. Over -framing: Use 2X6 @ 24" O.C. for all non-structural over -framing U.N.O. Access: Attic access shall be provided for attics with an area greater than 30 sq. ft and height greater than 30". The minimum opening size is 22"X30". LLI FRAMING CONNECTORS Manufacturer: Simpson Strong -Tie construction connectors are specified, however, any nationally recognized brand (Silver, KC, etc) may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. LCI Installation: All prefabricated items shall be installed in strict accordance with the manufacturers recommendations and requirements (locations, exposure, end and edge distances, fasteners, etc.). Simpson Connectors: Unless noted otherwise, the following Simpson Strong -Tie construction connectors shall be used:wk • Post Caps: CBTZ, PCZ/EPCZ, BC/BCS • Post Bases: CPTZ, PB/PBS, ABA/ABU/ABW • Joist Hangers: LUC/LU/U/HU/HUC, HUTF/HUSTF (top -flange) • I -Joist Hangers: IUS/MIU, ITS/MIT/HIT (top -flange) • Beam Hangers: HU/HUC/HUCQ/HGUS, LEG/MEG/EG (top -flange) • Rafter Hangers: LSU/LSSU, LRUZ • Truss and Rafter Connection: HI, H2.5A, or SDWC15600 at each heel to double plate • Shea Holdowns: HDU/DTT with SSTB/PAB. STHD14 or STHD14RJ strap -type hold-downs may be used in lieu of aforementioned holdowns • Floor -to -floor Strap -Ties: HDU2, MST48 • Deck Tension Ties: DTTZ Fastener Requirements: The number and size of fasteners connecting wood members shall not be less than that set forth in IBC Table 2304.9.1. Staples: For roofs, floors and walls, the IRC permits 16 gage wire staples with a min 7116" dia. crown (per Table R602.3(1) footnote b). SPAN TABLES The following joist and rafter span charts may be used to specify member sizes, provided that the relevant loading conditions (below) are met. For questions on interpreting the charts or for members which do not satisfy the charts' loading conditions, contact the engineer of record. FLOOR JOIST OR BEAM BEARING WALL BEARING WALL OR BEAM OR BEAM CLEAR SPAN DEFINITION OF CLEAR SPAN: DISTANCE FROM INSIDE OF BEARING POINT TO INSIDE OF OPPOSITE BEARING POINT (i.e. UNSUPPORTED DISTANCE) FLOOR JOIST SIZING MAX CLEAR SPAN MAX CLEAR SPAN MEMBER WITHOUT GYPSUM LID MEMBER D.F.2 (WITH 5/8"GYPSUM LID) TJI 2X4 D.F.2 14'-2" (15'-5") -- 9-1/2" TJI 210 2X6 D.F.2 17'-1" (18'-5") � 11-7/8" TJI 210 ZX8 D.F.2 18'-6" (19'-8") -- 11-7/8" TJI 360 2X10 D.F.2 19'-4" (20'-5") 14" TJI 210 1T-6" 2X12 D.F.2 20'-5" (21'-7") -- 14" TJI 360 20'-1 D" 22'-0" Loading conditions: Live load = 40 psf; dead load = 10 psf; U480; TJ Pro Rating = 42, Dry -use; 16" O.C. spacing DECK JOIST SIZING MAX CLEAR SPAN MEMBER 2X4 P.T. 2X6 P.T. 2X8 P.T. 2X10 P.T. 2X12 P.T. 2X14 P.T. Loading conditions: Live load = 60 psf; dead load =,0 psf; L/480; Wet -use; 16" O.C. spacing ROOF RAFTER SIZING MAX CLEAR SPAN MEMBER D.F.2 D.F.2 MAX CLEAR SPAN MEMBER TJI TJI 6'-10" 2X4 D.F.2 19'-0" — 9-1/2" TJI 210 2X6 D,F.2 22'-3" 11-718" TJI 210 2X8 D.F.2 25'-0" — 11-718" TJI 360 2X10 D.F.2 24'-3" 14" TJI 210 18'-10" 2X12 D.F.2 28'-6" 14" TJI 360 Z g O a � Q W Z m O m w N Q } y m Y Y In Y } m m ❑ J LLI ❑QQ N w Z Y Z O Do W co Z LL LL m Zo =a a❑ Uz ❑ w U Q to Z 2 ,•Z W 7 7a F V' 2 y W " V� 1 W m y 2 W W V Di ti W w w Lo w q` Loo o y [cq Z ti W � O � U z � O S � J N U Loading conditions: now load = 25 psf; dead load = 10 psf, U240; Dry -use; 24" O.C. spacing ' } Y CERTIFICATE OF OCCUPANCY This is to certify that the below listed building or structure has been inspected and occupancy is hereby authorized: Description: New Single Family Residence Location: 3927 Rock Ridge Pkwy Owner: Susan and Alan Smith Constructed by: Strandberg Construction Building Permit #: BLD-201&0159 Date issued: March 29t", 2017 Use Zone: R2 Dated: March 12th, 2019 Authorizing Official: _ Groc From: Kennedy, Jack Sent: Friday, April 06, 2018 8:49 AM To: Fyrrce, Groc Subject: 3927 Rockridge 1. Minimum required fire flow = 2000 gpm. 2. Must provide residential sprinkler system per NFPA 13D or provide proof of adequate fire flow. Jack Kenned`� Assistant Chief/Fire Marshal Anacortes Fire Department 360-293-1932 Office 360-661-343 7 Cell 1 f0 >7 Hydrant Flow Test Report Test Date 5/22/2018 Test Time 9:00 AM Location 7 / 3aZ4-A'333 ock Ridge Parkway Anacortes, WA 98221 Tested by Mark Taitano Commercial Fire Protection, Inc. 17199 Bennett Rd Mount Vernon, WA 98273 (360) 848-9093 Notes �;, Read Hydrant Hydrant 920 & Hydrant 921 ' 59 psi static pressure Read Hydrant= Hydrant 921 26 psi residual pressure Flow at 2.5" ports of both hydrants using 2" pitotless hydrant elevation nozzle on 2.5" Hose Monster. 75 60 45 psi 30 15 0 Flow Hydrants) Pitot Outlet rim lev Size C Pressure NOW #1 2.0 1.38 7 436 gpm #2 2.0 1.38 7 436 gpm #3 2.0 1.38 9.2 500 gpm #4 2.0 1.38 9.8 516 gpm Flow Graph Total 1888 gpm 0 500 1000 1500 gpm 2000 2066.4 gpm at 20 psi Created with the free hydrant flow test program from www.igneusinc.com ` Residual:1 In Vey �ot psi In III, yn �K #4= 526 .• In � '� VL ile In I I IV J-11 yen Ill I ynal rely Yi f I� ti s a. Flie, Ix WVIz v Lyl" / r/ 9 y�FIyI IV I i r1 1 / > / E VP ofIn 1401 /i 9 �v. '�, c iliy e NYI yF 4 r y s =1 i t o w i ter. y In lend In I IV— V;4fIge, Vel", I In I, It Hydrant 921 • psiResidual:• psi Y `be iiII III .H, d • • • 4 IV yV'IIV I, In yen I y C In IIn In, 0 on».._ Plan View Back of Sidewalk Sect..... . . Catch Basin 9xd IA)nnrl Cti orl �zumm� '/<" Drain Gravel (20mm) Ponding Height Concrete Block Overflow —_ ------------ Curb Inlet Wire Screen or Filter Fabric \��{ Catch Basin 4 Wood Stud (100x50 Timber Stud) NOTES: 1. Use block and gravel type sediment barrier when curb inlet is located in gently sloping street segment, where water can pond and allow sediment to separate from runoff. 2. Barrier shall allow for overflow from severe storm event. 3. Inspect barriers and remove sediment after each storm event. Sediment and gravel must be removed from the traveled way immediately. Figure 4.2.9 —Block and Gravel Curb Inlet Protection Volume II —Construction Stormwater Pollz�tion Prevention - Aa�gust 2012 4-85 C I T Y O F A N A C O R T E S A S■ B U I L T DATE: 9U6 ,�G7 'OSANITARY SEWER CONTRACTOR: �'TIy%J �/ Cr OSTORM SEWER LOT ADDRESS: PLAT/DIVISION: PERMIT NUMBER: BLOCK: SCALE: J I KUH/A May 1, 201$ Steven Lange Project Manager City of Anacortes, Public Works Department RE: Public Works Review, Building Permit Application: BLD-2018-0159 39�7 Rock Ridge Parkway Steve, I have incorpprated the addition information you requested. Below is a detailed list of the updates: 1. Identified the driveway Type 3 per WSDOT detail F80.10.04 on the site plan. 2. Verified the driveway cross section and use of CB on driveway to keep water runoff from crossing the sidewalk. Please let me know if you have any other questions. Jim Sykora Sykora Home Design 360-929-4639 jim@syl<orahomedi�5ign.com lemo Date: aril , 201 s Sul�jec#: drainage Pfan Review #1 for 3927 Rodc Ridge FariclNay cc. Eric Shjarac#c, Justin Symonds. The siabmifted site plan for 3927 Rock Ridge Park Way was reviewed: by the .Public. Works Engineering Department, on April 6, 2018; 44-03-18: Submittal to Public Works Engineering:: • 04-;M18= Public Works review and memo back to Building Department 04-1248; Accepted Drainage Report, ,dated April 10, 2018 04-23-18: Subdivision Drainage Review complete and routed to Building Dept. The.: following comrnentS are provided for the Drainage Review:. Identify which type of Driveway Entrance will be constructed. s Identify the WSDQT Standard. Detail on the site plain. +► Verify the cross-section design of the private driveway and the slope of the sheet flow runoff. Project will need to collect the runoff before enteringthe sidewalk and driveway entrance: This can be achieved via:: 1) No cross�slope'and install a:strip drain across the:: driveway, 2� A catch basin'to one -side and transition the drive from one side fo-the other, installing a thickened edge, or 3) V Shape the driveway to allow the water to run to the middle and install a Burlington box to collect the runoff 104eet from the; back of sidewalk. f WatQr' ♦ vUastewater • Streets � Storm Drainage • Engineering • 5glid Waste • "rransportatian � Equipment • Capital Projects i pevelopment Services C 0 XX PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT RESUBMITTAL/ PLAN REVISION /ADDITIONAL INFO COVER SHEET Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location: 904 61h Street, Anacortes WA 98821 Phone: (360) 299-1984, Fax: (360) 2934938 Permit /Project #:gt,p• Zola - OlSq Date: 5 • Z —I � Project Name: 5m►TMt R-r,,s r oBNc.E Project Address: ?jq 27 Ructic. p)V&E Fkwv1�{ Project Contact: J $m Svw,g" Company Name: Contact Phone: *;W-JZgP 4&99 Contact Email: 1%WJ� Has the permit been issued yet? ❑ Yes ® No All revisions must be either clouded or hi�hli�hted &wet stamped by an architect/ engineer (if applicable). Has this been done? ® Yes ❑ No What departments) is this resubmittal/ revision /additional information to go to? � Planning Dept. ❑Building Dept. ❑Fire Dept. III Stormwater ❑Public Works Dept. Is the plan revision or additional information, in response to a plan review letter? F Yes. A copy of the plan review letter with itemized responses to each item is required. ❑ No, the revision or additional information is initiated by the applicant, landowner, designer, or builder. If not in response to a Plan Review Letter, please explain the nature of the revisions and/or additional info: Are you submitting a full replacement? � Yes No If not what page # is being replaced? � 1 Two full sized copies of all revised /additional information is required. Has this been done? ❑ Yes AZ, A1S, HJ� ❑ No Two 11" X 17" reduced copies of revised site or floor plan is required. Has this been done? ❑Yes ❑ No intormation F can D• toui Site Plan W Building Plans ❑ Structural Plan ❑ Landscape Plan ❑ Parking Plan ❑ Tree Preservation Plan ❑ Arborist Report ❑ SEPA checklist ❑ Wetland Report ❑ Geotechnical Report ❑ Storm Drainage Analysis ❑ TESC Plan ❑ Civil Plan ❑ Lot Coverage Calculations ❑ Impervious Surface Calculations ❑ FAR Calculations ❑ Grading Plan ❑ Survey (Boundary /Topo) rE:1 Mechanical Plan ❑ Plumbing Plan 0 Other: Y KU1 0"IF Rr�7N May 1, 2018 Kevin Cricchio Associate Planner City of Anacortes Ix:IWI=2DM&WkWI• • •: RE: Building pept. Review, Building Permit Application: BAD-2018-0159 3927 Rock Ridge Parkway Kevin, I have incorporated the addition information you requested. Below is a detailed list of the updates: 1. Added information to show the compliance with the 35' height restriction from average of original grade. This shows on page A15 -West Elevation and page A16 — East Elevation. 2. Dimensions were added to site plan property lines to match the recorded plan map. 3. 10' / 10' access easement for Lots 11/12 now scales at 20' on the site plan. Please let me know if you have any other questions. Jim Sykora Sykora Home Design 360-M29-4639 lim@sykorahomedesign.com Jim Sykora From: Sent: To: Cc: Subject: CrICChlo, Kevin <kevinc@cityofanacortes.org> Thursday, April 12, 2018 2:53 PM Jim Sykora FyrIce, Groc; Ingalls, Paul BLD-2018-01591 3927 Rock Ridge Pkwy Rf: BLD-2Q1S-fl159 3927 Rack Ridge Pkwy Just an FYI. I have completed my review of the building permit application to construct a residence at 3927 Rockridge Parkway. The following revisions are needed: 1. Please show average original grade on the elevations and how you are complying with the maximum permitted height of 35' above it. 2. Dimensions for all lot lines need to be shown on the site plan and be verbatim per the recorded plat map. 3. The recorded survey shows a 10 foot access easement across Pots 11 & 10 for the benefit of both of these lots. Total width is 20 feet. The site plan shows this but it does not scale to 20 feet wide. Please correct. Please note that additional departments are reviewing this application and additional revisions may be requested. Thanks. Kevin Cricchio, AICP, WPIT � Associate Planner � Planning, Community &Economic Development Dept. City of Anacortes � P.O. Sox 547 � 904 bt`' Street j Anacortes, WA 98221 360.293,1937 (work) I kevinc@cityofanacortes.org I www.citvofanacoifies.org My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 1 Tim K. Garrison, P.E. Consulting Engineer 2316 Antone Way Anacortes, WA 98221 Phone: (360) 708-1865 Time@TimKGarrison.com Structural Analysis: New Home at 07L r Rock Ridge Parkway, Anacortes, WA Client: Alan Smith Job Number: T18026 Building Design: Jim Sykora, Strandberg Date: March 19, 2018 Design INDEX: Design Sketches Callouts and Tables Standard Specifications Calculations. Total No. of pages excluding cover sheet: Notes, Disclaimers: ConstructionCalc, Inc. (CCI) takes responsibility only for items specifically addressed within this report set. This report is valid only for the specific project shown above and herein. Further, this report is valid only if it is stapled or otherwise bound as it originally left this office, and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendums). Foundation and Retaining Walls 1/8° = 1 - All slabs are OPA. - Footings and retaining walls are OPA except as noted. A4 4 � A4 --- --- ---- r- - I L FF _J IF rr JA4 P or 1 1, A dr� Y I o. ° ° " ,t �• I - r r I 1 .I': I. _ R161D FOAM AT ��1 Y J a a I CONLRETEPAD oil I I ° ° • IT P ' ° ' • • ; , A4 .I• I A4 I 1 1' ' �' PERIMETER ry [[ {{ 116 SQ.FT. 'I q .BULKOUT FOR— ---------------------- J' 11 .1 1 'l. IF I I° .°. . A. I ° ' , •P - J . MAN DOOR I r I I I: FF& I �._oT --- ---- — FF — ; —T.. — 1 I I IF FF p I f: 1. 7, l I 1 I. I I' I I''FF L. I I. I. I 10 I I k ..I. I,..L. q: I A4 I j A4, I I • SLOPE GARAGE FLOOR ° I. o 'J. . l.' L I .. , • FF . '..� I: I I 1 �• • I- 1 — I I•• .,IFI , LI I I L..--- — -1 I AN I b I I .' r"l. 1 I 4 I I I �, _ ° - — — — + 4 — — — LOCATE HAND SAFE I I 6 L — C 6 CONCRETE FLOOR A4 . i I IN CONCRETE FLOOR L _� I. 1• .'I I 1 4 '' , I I 1 I 1206 5Q.FT. k' AANNA I 4 •° r °, Cj BUCKOUT FOR .pl Io - ----v----/-�t LJ I " • ' '° Am •• -4 'GARAGE DOOR 1, I IN V I I,IF R10 RIGID FOAM I' °✓ ° . ° — 0 UNDER 5LA8 I I. BUCKOUTFOR r---- �- -� I 1 t1. 1.%. Q "I: I Q 5 GARAGE DOOR - '�' — „X v .. `v A4 I 4 4 I/ 4 - 4 4— -- ---------------- o I G :I I - - - -- r \d; ', 2'-41/2" A4 9'-3" -]'-4 t11" N O, �� RI RI0 FOAM METER AT J. ---- 5----------- I N I ---�--- In o ''PE In 2-1010" 18'-3' 2-101r1"—I .• .. . `. .. m b II 24'-0' FOUNDATION PLAN SCALE: 114" = 1• SLABS SUBGRADE: USE STRUCTURAL FILL OR NATIVE MATERIAL, COMPACTED TO 95% RELATIVE COMPACTION. IT IS STRONGLY RECOMMENDED THAT ALL STRUCTURAL FILL EE CHECKED BY A GEOTELHNILAL CONSULTANT. VNDERSLAB INSULATION: MAY USE XIFS OR EPS R151P FOAM WITH MIN, 25 P51 COMPRESSIVE STRENGTH UNDER 5LA0. IF USED, PROVIDE AND ALL PER MANUFACTURERS RECOMMENDATIONS. SLAB THICKNESS: USE 4' MINIMUM, REINFORCEMENT: USE ANY OF THE FOLLOWING: - MINIMUM 43 REBAR AT 24•O.L. EACH NLAY CENTERED IN SLAB. WELDED WIRE FABRIC, MINIMUM W2.9 X, b X 6 (6 04) CENTERED IN SLAB. SPLICES OVERLAY 8" MIN. - FIBERMESH PER MANUFACTURERS RECOMMENDATION. - HELIX MICRO REBAR. MIN 51.55 PER CUBIC YARD. CONTROL JOINTS: MAXIMUM RECOMMENDED SPACE = b• O.G. EACH WAY. THIS 15 ANON STRUCTURAL ITEM AND MAYBE CHANGED OR OMITTED BY OWNER. OR BARRIER: USE MINIMUM 6 MIL PLASTIC VAPOR BARRIER UNDER ANY INTERIOR SLAB. INNINNINA I 1 TOP OF WALL RAISED TO 6MIL VISQUEEN I I; I / :._. I. •.'.'-. '. .•... RIGID FOAM AT .1 I a N A4 ALLOW TOP HUNG J015TS 1 I I 1 I •I: .. , : ;PERIMETER I. I IF GRA{^IL5FACE VENTILATION I I( iI I A4 CRPWLSPALEAREA.56150.FT I O I . 6 FOUNDATION VENTS 6 VENTS An RED' ONE SUCH VENTIATNOOFERNO L � I t o I I ED DE 2015IFFITHIN 3.EE.O.E OR ORNEROFTHE GRA}NL5PAGE AREA / I I IN I I E,ER°CETIONSOFFOUNDATIONVENTSTOBE N END5615Q.FT. d 4 I 1 4 I I A4 I I Aa I I 2 / 6 MIL V15QUEEN I I? I L I t I ------------------i J2 I 1 L------------- ------ E� Structural Plan: LO�noE . All floor sheathing is 12FD, ty - Floor joists are OPA, type . Stair framing per Arch and co Decking is 13DD, type . Fireplace and chimney framir LSO' 1 6' I 11 i lip Structural Plan: Upper Level and Roof Framing 1/s=1 - Roof is 11RD, type - Roof rafters and layout is OPA, typo - Exterior pony walls at roof pop -ups are 1PW, typo - Ledgers at lower roof to upper shear wall are 65L, type Cad o yCOO ci � ri 04 �i �" �+ [� M l� 0 IA �' i+ 1 3•a Y M 0 0 �� 1 i••I Y frl Q O Q�1 �v� O \ Hqq3 ccoo �4 00�Hgq3 00 00 � 09 Pa w W ° 1 it O o a s .;ate b a oV°pkn2�O cc u In U o U O o E°. 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Y U OQ cad o -� 0 � U N � N O O rA -c �o o a 2 o m 0 o to ¢ o° v 0 cn rA ° °� ^d O Y rA % C r°, i cd cao:'o CIO N cn of U °p' A c N Q ' U � ed '� 4°• v � � � a maNc/ GO)° C :. ^� � �y ad Cd W yy O it rA }.i U •� N' "" L � CC ° CIS Y '�• � O •� N � o b � M Gam$ Headers Default header material is Doug Fir No. 2 or better 2x headers must be in tall orientation with flat 2x nailed at bottom in "L" configuration Default Trimmer, use 1, 2x stud or Simpson LUC hanger, each end. Default King Stud, opening 6-feet wide and less use 1, full height stud each end (plate to plate.) Default King Stud, opening wider than 6-feet, use 2, full height studs each end (plate to plate.) Callout Min, use Alt 1 min. use Trimmer, each end Alt 2 min., use (if blank use default above.) King Stud, each end (if blank use default above.) 20H 2x6, "L" config 4x6 21 H 2x10, "L" config 2- 2x8 4x8 22H 2- 2x12 4x10 23H 5x7.5 glulam 3 studs ea. End �v5 Beams_ Default sawn material is Doug Fir No 2 or better. Default glulam, LVL, PSL materials - see Standard Structural Specs herein. Default wall connection: 3" bearing in pocket or on plate with min., 2 studs below. Default end post connection: LCE, ACE, EPCZ, ECCQ, or similar. Default corner post connection with mitered beams over: LCE4, LCE4Z, or RTC44. Default mid -post connection: LPCZ, PCZ, CCQ, or similar. Default beam to beam connection: HU, HUC, HUCQ or similar. Connector (if blank Callout Min., use Alt 1 min., use Alt 2 min., use use default, above) 31 B 5x18 glulam _32B �� 4x8_- - — 33B 4x8 - - 34B 4x6 35B 3x10.5 glulam 5x9 glulam 5x10.5 glulam 36B 3x12 glulam 37B 3x12 glulam 5x10.5 glulam 38B 1.75x14 LVL 39B 1.75x14 LVL 4x8 41 B 412 PT 6x10 PT 42B 3x10.5 glulam 5x9 glulam 43B 5x10.5 PT glulam WPU or HW to 45B, 46B HW with offset top flange 44B 3x10.5 PT glulam 5x9 PT glulam to 45B, 46B W18x35 with 20' min backspan. Embed in 2x8 wall, bear on double top plate, connect with SDS 1/4 x 3 45B at 16" OC, staggered. Bear on 73P, connect with with 2, 5/8 x 6 lag bolts. Use 2x8 nailer on top connected with SDS 1/4 x 1.5 at 18" OC, staggered. W18x35 with 18' min backspan. Embed in 2x8 wall, bear on double top plate, connect with SDS 1/4 x 3 46B at 16" OC, staggered. Bear on 74P, connect with 2, 5/8 x 6 lag bolts. Use 2x8 nailer on top connected with SDS 1/4 x 1.5 at 18" OC, staggered. 47B 1.75x11.8 LVL 48B 5x10.5 glulam 2- 1.75 x 11.8 LVLs WPU or HW to 46B 49B 2- 1.75 x 11.8 LVLs i 50B 5x10.5 glulam 3x13.5 glulam 51 B 5x9 glulam 3x12 glulam C c�� Callout 70P _i, 71P 72P 73P 74P Default material is Doug Fir No 2 or better. Default bottom connection on plate: 2, FC or 2, A34 with screws, or 4, 16d face nails. Default bottom connection on beam: 2, FC or 2, A34 with screws, or PCZ. Default bottom connection on concrete: PB, or AB, or ABU, or ABW, or CBSQ MFConnector if blank use in., use Alt 1 min., use Alt 2 min., use default, above) 3- 2x6 6x8 PT 6x6 I 4x4 2- 2x6 6x6 4x6 at bottom use default connector to concrete Standard Structural Specifications° — Copyright, Tim K. Garrison, P.E. BASIS OF DESIGN —APPLICABLE CODES: Code. The designs herein are prepared in accordance with the 2015 IBC. Construction shall conform with the most recent building code adopted by the approving jurisdiction. Calculations. The calculations included herein are only those required to ensure compliance with code. We do not intend to compute every structural element nor every load combination. Much of our analysis is "BI" (By Inspection.) A: Area AC: Asphalt Concrete BI: By Inspection E: Elastic modulus or Electrical (E): Existing Cl: ConstructionCalc, Inc. CMU: Concrete Masonry Unit CO: Callout or Cleanout Conc: Concrete Cont: Continuous DF: Douglas Fir HF: Hem Fir HVAC: Heating, Ventilation, and Air Conditioning GW: Gypsum shear wall Gyp: Gypsum wall board GLB: Glulam Beam I: Moment of Inertia IBC: hitemational Building Code ICF: Insulated Concrete Form IRC: International Residential Code K: Kip (1,000 lbs.) KS I: Kips per Square Inch LVL: Laminated Veneer Lumber LSL: Laminated Strand Lumber Lt: Left NA: Not Applicable NB: Not Bearing NIC: Not Included OC: On Center spacing OSB: Oriented Strand Board PCF: Pounds per cubic foot PLF: Pounds per Lineal Foot Ply: Plywood PSL: Parallel Strand Lumber PSF: Pounds per Square Foot PSI: Pounds per Square Inch PT: Pressure Treated with preservative PW: Plywood or OSB shear wall RC: Relative Compaction LIlVIITED SCOPE OF CONSULTANT'S WORK: REF: Reference, not actual REQ or Reqd: Required ROW: Right Of Way Rt: Right S: Section modulus SC: See Callout SD: Storm Drain SIP: Structural hnsulated Panel SK: Sketch SOG: Slab On Grade SPF: Spruce Pine Fir SS: Sanitary Sewer STAG: Shear Transfer Around Opening UNO: Unless Otherwise specified elsewhere V or v: Shear (lbs) or unit shear (plf) respectively W: Wall, full length WWF: Welded Wire Fabric Consultant. The consultant in responsible charge of the work indicated herein is Tim K. Garrison, P.E., doing business as COriatrUCtlOnCalC, Inc., hereafter indicated as "CCL" Scope of Consultant's Work. The scope of work of CCI is limited to structural analysis of a new single. family residence. CCI takes responsibility only for items specifically addressed in our drawings and calculations. Constructed items not specifically addressed herein shall be built per minimum code. LOADS Following are the loads used for the subject design /analysis: O Roof live: 20 psf. O Exterior wall w/ cultured stone dead: 25 O Roof +ceiling dead: 15 psf psf. O Roof snow: 25 psf O Interior wall dead: 7 psf O Floor live: 40 psf O Seismic Factors: Ss— 1.105, Sl— 0.438 O Floor dead: 15 psf O Seismic Des Category: "D" O Deck live: 40 psf O Wind Exposure `C', 3-sec gust: 120 mph. O Deck dead: 10 psf. O Assumed allowable soil bearing pressure: O Exterior wall dead: 10 psf 200 psf. SINGLE PROJECT: The calculations, drawings, notes, specifications, and / or tables prepared by CCI are valid only for the project indicated herein. These documents are not valid, are not applicable to, and shall not be used for any other project at any other location. COMPETENT CONSTRUCTION PERSONNEL / SAFETY: Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the finished as -built condition of the structure and related systems. MATERIALS AND METHODS: Provide and install all materials in accordance with manufacturer's requirements and recommendations. It is the contractor's responsibility to ensure all field personnel understand and adhere to this. TEMPORARY SUPPORT AND BRACING: General. Provide adequate temporary support to all walls, roofs, beams, columns, and floors during construction. Design of same is not included herein. Contractor or owner should check all temporary - supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. Retaining. Do not backfill against retaining walls until concrete has cured to at least 2,500 psi (okay to use high early strength admixtures or additional cement in the mix to achieve this). For retaining walls that are to be connected at their top to horizontal floor diaphragms, do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. FOOTINGS, FOUNDATIONS, SLABS ON GRADE: Geotechnical Report: CCI is not aware of a geotechnical report for this project. CCI strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all construction projects. Soils analysis and geotechnical engineering are not a specialty of CCI. CCI depends on others for the provision of soils data, which includes but is not limited to: allowable bearing capacity, liquefaction potential, slope stability, active and passive lateral pressures, internal friction angle, and cohesion. In the absence of a geotechnical report CCI will make assumptions regarding soil parameters, however, CCI takes no responsibility or liability for future settlement, or damage or injury due to earth movement or failure of any kind. Structural Fill: "Structural Fill" shall be granular material conforming to local or state highway specifications for imported road base or sub base; or use sand or other clean granular materials no larger than pea gravel. All structural fill must be compacted per the following section. Non -Structural Fill: "Non -Structural Fill" is soil (native or imported) without: organic materials; rocks and lumps greater than 3" in any dimension; trash; and the like. If used as compacted fill, it must be compacted per the following section. Compaction: Place all fill materials in lifts not exceeding 84nches. Compact using mechanical (vibratory or impact) methods. In paved areas and under structures, use structural backfill compacted to 95% relative compaction. In non -paved or non -footing areas use structural backfill or native backfill minus rocks, lumps, and organic matter, compacted to 92% relative compaction. Where pipes enter and exit structures (distribution boxes, utility boxes, catch basins, manholes, etc.) use structural fill around the structure. Carefully place and compact to 95% relative compaction under and around all pipes. When roots, rocks, or other undesirable materials cause over -excavation, fill over -excavation and compact per the above. Foundations, Footings on Soil: All footings and foundations to bear on undisturbed existing soil or structural fill. All organic and deleterious material beneath footings and foundations to be removed and replaced with structural fill. Bottom of footings to be below locally prescribed frost zone, not less than 12". Foundations, Footings on Rock: Where footings bear on rock, clean the rock free of loose rock, dirt, moss, debris, or other deleterious substances. Pressure wash as necessary. Use bonding agent prior to pouring concrete on rock. Where rock is sloped less than 3:1 (18-degrees), no dowels into rock are necessary. Where rock is sloped 3:1 (1 °rees) or greater (up to 45-degrees max), use #4 x 18" long dowels rotohammered min., 8" into solid rock. Rotohammered holes to be 1/z" diameter, perpendicular to face of rock. No epoxy is necessary. Dowels to be located as follows: O For continuous footings, use dowel within 6" of ends, corners, and intersections and at 36" OC max spacing. Dowels to be centered on stemwall. O For pad footings, use three dowels spaced 8" apart, centered on footing. If dowel is too long to fit in footing, bend as necessary to provide 2" cover at top and / or side(s). Slabs on Grade. Subgrade below slabs shall be similar to the above. A layer of free draining material and a suitable vapor barrier (designed by others) are recommended for all interior slabs. Footing Drains. Footing drains, with washed drain rock or Mira Drain or equivalent extending to finished grade, shall be provided at the base of all footings and retaining walls which will have earth placed against them. Footing drains shall be 4" perforated pipe routed downgradient to daylight, unless otherwise specified. STANDARD CONCRETE: Standard Concrete. Concrete for footings, slabs, and walls shall attain a minimum 28 day strength of fc = 2,500 psi unless otherwise noted on Plans. Minimum cement content = 5 sacks per cubic yard. Maximum water/cement ratio shall be 0.45. All materials shall be in accordance with ACI 318, latest edition. Mixing and placing of all concrete to be in accordance with IBC and ACI 304, latest edition. Admixtures. Industry recognized and approved admixtures affecting set time, flowability, and / or waterproofing may be used provided the strength and durability of the concrete is not adversely affected. Air Entrainment. Provide 5% air entraining in all concrete exposed to the earth or weather. Fly Ash. High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a corresponding reduction in cement content. Any such concrete shall obtain at least the strength and durability characteristics as Standard Concrete listed above. CONCRETE REINFORCING: Strength: Retaining Walls and other Structural Elements. Reinforcing bars (rebar) for retaining walls retaining more than 44eet of soil and their footings, and for structural beams, structural columns and the like shall be grade 60 (Fy = 60 ksi) unless otherwise specified in the Plans. Strength: Standard Footings, Stem walls, Slabs on Grade. Reinforcing bars (rebar) for standard footings, stem walls, and slabs on grade shall be grade 40 (Fy = 40 ksi) or better, unless otherwise specified in the Plans. Splicing, Bending. All reinforcing shall be spliced, detailed, bent, and supported in accordance with the most recent ACI code adopted by the jurisdiction. Welded Wire Fabric. Unless otherwise specified, welded wire fabric (WWF) shall be W2.9, 6"x6" (6 Ga.), ASTM A4 85. Splice by lapping one mesh +2" all sides. Cover. Provide the following minimum cover: Footings and other unformed surfaces, distance from the bar to earth face. .03" Formed surfaces in direct contact with earth ......2" Surfaces exposed to weather ........................1-1/2" Surfaces exposed to salt water.... ss**9.03 For slabs on grade, center the reinforcement in the slab unless otherwise specified. BOLTS AND DOWELS IN CURED CONCRETE. General. This section shall apply to bolts and dowels installed in cured concrete using rotohammer techniques. Minimum concrete embedment = 44nches unless otherwise specified. Minimum distance to any edge or end of concrete = 3" from hole centerline unless otherwise specified. Existing Reinforcing. It is important that no existing rebars are drilled or cut during rotohammer operations. Location of existing reinforcing bars may be by non-destructive methods (pachometer, radar, or similar). Washers. Use 3"x3"x.229" washers on all wood mud sill anchor bolts. Such washers may be slotted, with plate washer under the nut as allowed by the IBC. At non -mud sill locations, smaller washers may be used. Use a steel plate or malleable iron washer under nuts and the heads of all bolts that connect wood. Non -Epoxy sty. Use Simpson Titen HD where shown in the Plans. These anchors may be used to resist tension loads and shear loads. Install per manufacturer's recommendations. Epoxy Systems. For bolts, use Simpson epoxy -tie bolt system with ET -HP or SET high strength epoxy, with zinc plated, A307 `all -thread' bolts as shown in the sketches. For dowels, use ET -HP or SET high strength epoxy and rebar as specified on the Plans and Callouts. Drilling of holes and installation shall be in strict accordance with epoxy manufacturer's recommendation. CONVENTIONAL WOOD FRAMING: General Construction: Predrill all nail holes where required to avoid splitting. Connect all wood members per the Plans and applicable building code. Where Structural Plans do not specifically address a structural element, construct said element per minimum building code. Framing Material. All sawn framing lumber, not including beams, posts, and columns, shall be Spruce Pine Fir, Hem Fir, or Douglas Fir - Larch, Number 2 or better, unless otherwise shown. All sawn wood shall have moisture content less than 25%. Beams and Posts. All sawn structural beams, headers, and posts shall be Doug Fir Larch No 2 or better, except where exposed to weather and specified as PT (Pressure Treated) may be Hem Fir No. 2 or better. Glulams, PSLs, LVLs, etc. shall be per Prefabricated Wood Products section below. Nails: Nails called out herein are "common" sizes, i.e. 16d, 12d, 10d, 8d. Smaller diameter, similar length nail gun nails may be substituted provided 50% more nails are used. For example if 8, 16d are called out, the number of similar length .131 diameter nail gun nails required is 8*1.5 = 12. As another example if 16d nails are called out at 4" spacing, the spacing of similar length, narrower nail gun nails shall be 4/1.5 = 2.7. Shear Walls: Walls called out as shear walls on the Plan shall be constructed per the Structural Shear Wall Table herein using materials designated for lateral load resistance by nationally -approved manufacturers. A11 shear walls must be positively connected at top and bottom to diaphragms. Walls not specifically called out, or labled "NS" are not intended as shear walls and shall be built per minimum code. Sheathing. "PW" walls, use plywood or OSB, minimum thickness and nailing as indicated in Shear Wall Table, oriented either direction. "GW" walls are drywall shear walls, use per Shear Wall Table. Sheathing Joints. Use blocking behind joints if indicated in the Shear Wall Table. With "PW" and "GW" walls, no sheathing joints are allowed within 24eet in any direction of a door or window corner. Multiple Ply Members. Trimmers, King Studs, Headers. Where more than one 2x is placed against another and used as a multiple ply king stud, trimmer, or header, connect all plies with 16d at 4" OC, staggered. Beams, Columns. Where more than one 2x, or LVL, or LSL is placed against another and used as a multiple ply beam or column, connect all plies with glue and 2, 16d at 4" spacing. Glue. Where specified, wood glue shall be commercial grade with minimum shear strength of 450 psi at 28 days. Use Liquid Nails LN-940 or equivalent. Prep and apply per manufacturer's recommendations. Window and Door Openings. Header. Use minimum size as called out on Plans. All headers shall be installed with their tall dimension vertical. If header is less than 3 inches wide (I.E. a single 2x or single LVL) use a flat 2x nailed to the bottom of header in an "L" configuration with 16d at 4" max spacing. If no header is specified, the wall is assumed non -load bearing and wall top plate may serve as the header. Multiple Adjacent Openings. Where adjacent door or window openings occur in a wall, headers for each opening shall be individual members with full -height king studs between them. Each header shall use the number of king studs specified below or in the Structural Callouts. Trimmers, aka Jack Studs. Use size (or larger) per Structural Callouts. Concealed flange hanger of similar bearing length and capacity may be substituted for trimmer. King Studs. Unless otherwise shown on Plans use the following. These must be full -height, bottom plate to top plate, IE diaphragm to diaphragm. * Opening less than 6' wide — use min., one king stud each end of header. * Opening 6.1' wide to 9' wide — use min., two king studs each end of header. * Opening 9.1' wide to 16' wide, use min., three king studs each end of header. Discontinuous Top Plate. Where wall top plates are cut, omitted, or otherwise discontinuous at a header, the end of the header shall be connected to the remaining top plate beyond with a horizontal CS18 strap with minimum 12" length on the header and 12" length on the top plate beyond. Strap may be on top, inside, or outside of wall. Anchor Bolts. Shear wall anchor bolts connecting mud sills, usediameter x 8" min embedment at the spacing shown in the Plans but never greater than 60" OC and within 12" of ends and corners, with 3" x 3" x .229" steel washers, wrench tight. Wet set anchor bolts shall have a hook or head on the embedded end. Rotohammered anchor bolts at the same spacing may be used in lieu of wet set - see specifications in previous section. An alternate to wet -set anchor bolts and washers may be Simpson MASA or MASAP at the same spacing specified for wet set anchor bolts. Non -shear wall anchor bolts shall be spaced a maximum of 72-inches and within 124nches of ends and corners and shall be fitted with 2" steel plate washers. Use either 1/2" diameter x 8" min embedment wet - set, or 1/2" Titen HD with 4" min embedment. Non -shear wall anchors may be 0.145" diameter powder -actuated pins with 14/2" min concrete embedment, at 16" OC, unless otherwise shown. Pressure Treated Lumber. Use pressure treated lumber in contact with concrete and / or soil, and when directly exposed to weather. Pressure treating chemicals shall be inert, or otherwise non -reactive with metal connectors (including nails, bolts, framing connectors, etc.) or structural steel members. In certain cases non -pressure treated lumber may butt against concrete. In these cases use a layer of heavy, asphaltic -treated construction paper between wood and concrete. Blocking / Bridging. Provide continuous blocking at all bearing locations. Provide full depth bridging or blocking at 8' OC max. in joist or rafters without continuous plywood diaphragm connection on the top . Framed floors which support posts shall be solidly blocked within the floor cavity to positively transfer post, column, or other concentrated loads through the floor to the supports beneath. Lag Bolts. All lag bolts greater in diameter than 1/4" shall have pilot holes pre -drilled. Size of pilot hole in threaded portion shall be 70% of the unthreaded shank diameter (or alternatively, 90% of the root diameter of the threaded portion). Pilot hole diameter of unthreaded portion shall be the same diameter as the unthreaded shank. PREFABRICATED FRAMING CONNECTORS. Manufacturer: Simpson brand is specified, however any other nationally recognized brand may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. Installation: The Contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements. The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to. Nails and screws which will be exposed to weather shall be galvanized or stainless steel. If installation risks cracking of wood, contact engineer for alternate nailing and / or alternate connector. Simpson SDS Wood Screws. Where specified, install per manufacturer's recommendations. In general these do not need pilot holes. However, if wood is old and or very dry pilot holes may be required to avoid splitting. Use length as specified in Plans but never less than required to ensure full strength. Simpson SD Wood Screws. With most Simpson connectors, Contractor may use SD9 in lieu of 10d nails, and / or SD10 in lieu of 16d nails. These are provided in 1-1/2" and 2-1/2" lengths. Use the length necessary for full penetration into the member(s) connected. PREFABRICATED WOOD PRODUCTS, Engineered Wood — General. These products must be provided, stored, and installed in accordance with manufacturer's recommendations. Failure to do this may void the warranty and diminish load carrying capacity. Any nationally -recognized brand that meets the below specifications is acceptable. I-beam Composite Web / Flange Joist Products. The contractor shall install the I -Joist products complete with web stiffeners and other blocking / bracing as shown on the Plans and / or as recommended by the manufacturer. PSL (Parallel Strand Lumber) and Versa -Lam. Use minimum 2.OE, 2,900 psi minimum allowable bending stress. LVL (Laminated Veneer Lumber). Use minimum 1.9E, 2,600 psi minimum allowable bending stress. 0 LSl, (Laminated Strand Lumber). Use minimum 1.3E, 1,700 psi minimum allowable bending stress. Glue -Laminated Timbers. Unless otherwise noted, all glulam beams shall be 24F-V4 DF/DF. Any that span continuously over one or more interior supports or are cantilevered, use 24F-V8 DF/DF. Use industrial appearance grade, unless visually exposed to interior living space use architectural appearance grade. Pressure Treated (PT) glulams shall be not less than 10% weaker than the above in bending, shear, and modulus of elasticity, using suitable wood species for pressure treating. All glulams shall be manufactured by an AITC approved fabricator. Store and install in accordance with manufacturer's recommendations. STRUCTURAL STEEL. General. All fabrication and erection of Structural Steel shall comply with the requirements of AISC (Ninth Edition). Structural Shape Materials. All structural shapes shall comply with the following standards except where noted otherwise. O Wide flanges: ASTM A992, (Fy = 50 ksi.) O Angles, channels, and plates: ASTM A36 (Fy=36 ksi) or better. Welding. All welding by state -certified structural welders. For shielded metal arc welding, use only low hydrogen electrodes, min. 70 ksi., in conformance with current ANSI / AWS code. All base plates, beam end plates, steel end connectors, stiffener plates, and bent plates at column ends shall be shop fabricated unless otherwise noted or shown in the Plans or structural sketches. Weld size shall be equivalent to or better than the element being welded, and shall be welded all around unless otherwise noted. Care shall be taken to avoid excess warping of welded elements. Bolts. Bolts and anchor bolts to be ASTM A307 grade A, unless otherwise shown. Provide standard washers under all nuts and anchor bolts, unless specifically prohibited elsewhere. Steel Coating Systems. The requirements of this section are strongly recommended but are optional at the Owner's discretion. All coating systems shall be installed in strict accordance with manufacturer's instructions and recommendations. Touch up shall also be in accordance with manufacturer's recommendations. Structural steel systems that will be exposed to weather shall be shop coated with a 3 coat system. Preparation shall be a commercial sandblast, 2 — 3 mil anchor pattern. The prime coat shall be a 3 mil thick organic zinc primer. The intermediate and topcoats shall be 3 mils thick each using a vinyl high -build coating system. Unless otherwise specified by the owner, the final color shall be `primer grey'. Contractor shall verify this color with owner prior to any paint application. Steel which will not be exposed to weather shall be shop or field coated with a 2 coat system consisting of a 2 mil red oxide zinc chromate alkyd primer under a 2 mil long oil alkyd enamel. Preparation shall be wire brush cleaning. Unless otherwise specified by the owner, the final color shall be `primer red'. Contractor shall verify this color with owner prior to any paint application. Gi . 2316 Antone Way Tarn K. Garrison, P.E. Anacortes, WA 98221 Phone: (360) 708-1865 Consulting Engineer (vi TimG@TimKGarrison.com ALL�acw c2 Structural Design Loads = IBC 2015 & ASCE 740 Seismic Calculations - Per ASCE 7=10 Project Smith Job No t1so26 Date 3/15/18 Location 3927 Rock Ridge Parkway, Anacortes, WA USGS 0.2 Second Response SS =1 1.105 % of gravity USGS 1.0 Second Response S, =1 0.438 1 % of gravity No. of stories above ground lev. ITwo Stories • Site Class Very Dense Soil &Soft Rock, C • Risk Factor Comm'I, Industrial, Residential - Med Hazard, II • Equiv Lateral Force Method Seis importance, IE = 1.00 Structural System ': Bearing wall -wood or light steel shear wall V .2 sec response, Ss = 1.105 Is structure regular and 5 stories or less? ves • Use Ss=1.5 max for Cs calc Redundancy factor, p= 1 EQUIVALENT FORCE METHOD, ASCE7-10, 12.8 Ss use for Cs 1.105 Wind Loads Per ASCE 7-10 -Analytical Procedure Wind Loads On Buildings - MWFRS, Directional Procedure -All Heights ASCE7-10, Chapter 27 Projecti Smith Job No t18026 Date 1 3/15/18 Building Wind Exposure Exp D - Up to 600' of B or C +flat, unobstructed or water. •' Enclosure Classification !Enclosed Building (Typical) • 3-Sec Gust, Basic ;120 mph • ASCE7-10 maps, Fig 26.5, p247 Method ASD, Basic Combos. Stress increases allowed for wood only. •', Load Comb Factor 0.6 Roof Pitch 1, max. 1 1.00 /12 Slope 1 0 = 4.8 deg Roof Pitch 2, max. 1 1.00 /12 Slope 2 6 = 4.8 deg A Mstr - 2012 IBC Loads Calcr 6-6-17 3/15/18 c3 Hill Shape , Topographic Factor Not Applicable Building Width Perp. To Ridge B = Building Length Parallel To Ridge L = Mean Height Of Roof (ft) hin = Eave Height (ft) heave = Directionality Constant Kd = 26.8 ASCE 7 Height of Hill or Escarpment (ft) H = Narrowest Half -Width of Hill at Half -Height (ft) Lh = Horiz. Distance From Crest To Bldg. Site (ft) x = Windward Wall Pressures Elev Intermed. Windward Valueg, Wall 0-15 feet 1.030 19.37 psf 13.17 psf 15-20 feet 1.083 20.36 psf 13.85 psf 20-25 feet 1.126 21.17 psf 14.39 psf 25-30 feet 1.162 21.85 psf 14.86 psf 30-40 feet 1.222 22.97 psf 15.62 psf 40-50 feet 1.270 23.88 psf 16.24 psf 50-60 feet 1.311 24.65 psf 16.76 psf 60-70 feet 1.347 25.32 psf 17.22 psf 70-80 feet 1.378 25.91 psf 17.62 psf Transverse (Perp. To Ridge) Leeward Wall -8.58 psf (Outward) 15.62 psf 120 14.86 psf 14.39 psf 13.85 psf 13.17 psf Side Walls -1 2.01 psf (Outward) 56 ft 88 ft 19.0 ft 16.0 ft 0.85 Slope 1 - 1.00 ! 12 14.39 psf -12.40 psf -9.56 psf j psf 0.08 rods LAG hIL Gust Effect Factor 3-Second Gust Power Law Exponent Normal Ht. Of Atmosp. Bndry Layer Velocity Press. Exposure Coefficient IBC Load Factor for ASD Wind - 1605.3.2 Topographic Factor Velocity Pressure @ mean roof It. Internal Pressure Internal Pressure +/ 6.05 psf 0.22 G = 0.85 q = 11.5 zg = 700 ft Kh = 1.073 = 0.60 Kzt = 1.000 qh = 33.64 psf Longitudinal (Parallel To Ridge) Leeward Wall -6.62 psf (Outward) Roof Pressures - Based On Posn. Down Ridge 0 to h/2 h/2 to h hto2h > 2h -8.58 psf Side Walls 01 psf (Outward) Pressure Longitudinal (Parallel To Ridge) Leeward Wall -6.62 psf (Outward) Roof Pressures - Based On Posn. Down Ridge 0 to h/2 h/2 to h hto2h > 2h -8.58 psf Side Walls 01 psf (Outward) Pressure 44 psf 44 psf 44 psf 44 psf Horiz proi 24.2 psf 23.4 psf 23.0 psf 22.4 psf 21.7 psf Roof 2 slope: 1:12 0.08 rods 4.76 deg Press, slope 2, roof, horiz proj: 2.2 psf A Mstr - 2012 IBC Loads Calcr 6-6-17 3/15118 ConstructlonCalc, Inc Lateral Load Calculator Job No.: 1:18026 Job Name: Smith By: tkg Architect / Designer: Sykora Date: 3/15/2018 Building: house + gar R basic 6.5 rho basic 1.0 Dim 1 Dim 2 N Mul factor, Trib Area Dead weight, psf. Seismic factor. Calc'd seis load SEISMIC LOAD CALCULATOR Seismic Factor: 0.113 (Basic. Ma Roof Snow 25 psf Fir Storage LLO Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: gar n-s house up e-w house up n-s 223 42,00 58,00 29,00 48,00 1,00 1,00 1.00 1,00 1,00 1,00 1,00 1.00 1222.2 2793.E 0.0 0WW1WM.0 0.0 0.0 0.0 0.0 15.0 I 15.0 1 15.0 1 15.0 1 15.0 1 15.0 15.0 15.0 J_____________J_____________J__-_---___-_-J_____________J-__ 11 1 0.113 ; 0,113 ! 0,113 ; 0,113 i 0,113 1 0,113 i 0,113 0113 -------J-------------J -- -J 2071.7 4735.2 0.0 -- - 0.0 - J -- - •--- -- -..... 0.0 0.0 0.0 • - - 0_0 Dim 1 Dim 2 m Mul factor 126.00 309.00 73.00 5,00 6,00 9,00 1.00 1,00 1,00 1.00 1.00 1.00 1.00 1,00 '. Trib Area 630.0 1854.0 0.0 657.0 0.0 0.0 0_0 w Dead weight, psf. 10.0 10.0 10.0 10.0 - 10.0 10.0 -0.0 - 10.0 10.0 Seismic factor.; ------ - - - - 0,113 - - - - - - - - - - - -� i 0.113 - -h 0,113 ---- - j 0,113 a - -- - 0,113 1-- j 0.113 ; 0,113 0,113 Calc'd seis load 711.9 2095.0 0.0 742.4 0.0 0.0 0.0 0.0 Dim 1 Dim 2 Mul factor 20.00 55,00 1,00 1,00 1.00 1,00 1,00 1.00 1.00 1.00 o Trib Area 0.0 0.0 0.0 1100.0 0.0 0.0 0.0 0.0 Dead weight, psf.; 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 Seismic factor.] 0.113 0.113 0,113 ; 0.113 ; 0,113 ; 0,113 0113 0113 --------------------------------------------------------------------------------------------------------------- Calc'd seis load 0.0 0.0 0.0 1864.5 0.0 0.0 0.0 0.0 Other GLs 6830.3 3415.1 Seismic Applied V 2783.E 6830.3 6830.3 6022.0 0.0 0.0 0.0 0.0 Dim 1 Dim 2 Mul factor WIND LOAD CALCULATOR Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: gar n-s house up e-w house up n-s 2 3 0 0 0 0 1.00 1,00 1,00 1,00 1,00 1.00 1.00 1,00 Trib Area 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ----------- ------------ Wind psf load i 2.2 I 2.2 ' Calc'd wind load 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 50.00 55.00 � Dim 2 n Mul factor 7.00 7.00 1,00 1.00 1,00 1,00 1,00 1,00 1,00 1,00 X Trib Area 0.0 350.0 385.0 0.0 0.0 0.0 0.0 0.0 Wind psf load 23.0 1 23.0 I 23.0 ; 23.0 ; 23.0 1 23.0 � 23.0 I 23.0 ' Calc'd wind load 0.0 8050.0 8855.0 0.0 0.0 0.0 0.0 0.0 Dim 1 26.00 16.00 � Dim 2 v Mul factor 7.00 10.00 1.00 1,00 1,00 1.00 1,00 1,00 1.00 1.00 X Trib Area 182.0 0.0 0.0 160.0 0.0 0.0 0.0 0.0 Wind psf loadI 21.7 ; 21.7 ; 21.7 21.7 21.7 i 21.7 I 21.7 I 21.7 I Calc'd wind load 3949.4 0.0 0.0 3472.0 0.0 0.0 0.0 0.0 Other GLs 4025.0 Wind Applied V 3949.4 8050.0 8855.0 7497.0 0.0 0.0 0.0 0.0 Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: gar n-s house up house up 273 0 0 0 0 e-w n-s Controlling V 0 lb 0 lb 0 lb 0 lb - - - - 31949 lb 83050 lb 87855 lb 71497 lb Controlling Force Type wind wind wind wind G� ConstructionCalc, inc Description: gar n-s Total V, unfactored 3,949 lb Wind orSeiscontrol9(wore)l wind Total V, factored 2,370 lb Grids 2a 2c Percentage VI 50% 1 50% V/grid 1,1851b 1,185Ib Grid Pnl1 Pnl2 Pnl3 Distribution or Lateral Loads Building: house + gar Rho adi Grid 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 2,370 lb Sum check OK Min. Min. Pn14 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use _. 38.0 If 38.0 If 31 plf 1 PW 5GW ... 11'0 If 108 plf 1PW 5GW 3.0 If 3.0 If 2.5 If 2.51f Description: house up e-w Total V, unfactoredl 81050 lb Wind or Seis control? (w or e) vvind Total V, factored 4,830 lb Grids 24 25 Percentage V1 50% 1 50% V / grid 2,415 lb 1,715 lb Grid Pnl1 Pnl2 Pnl3 Use mom-res mullions at 25, good for 700 Seismic Adjustments per Grid R adiust Grid I Rho adi Grid Olb 0lb 0lb 0lb 0lb 0lb 0lb 4,130lb SumcheckNG Min. Min. Pn14 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use ,..,. 3.31f 3.31f 7.31f 4.OIf 17.91f 135p1f 1PW 6GW 2.3 If 3A If 3.0 If 8.7 If 197 plf 2PW 6GW Description: house up n-s Total V, unfactored 8,855 lb Wind or Seis control? (w or e)l wind Total V, factored 51313 lb Grids 2a - 2c 2d, 2e Percentage VI 50% 1 50% V / grid 2,657 lb 2,657 lb Grid Pnl 1 PH 2 Pnl 3 R adiust Grid I Rho adi Grid st'd multi � � � 0% Leftover 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 5,313 Ib Sum check OK Min. Min. Pn14 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use ?:�: •:_? 5.7If 4.0If 1.6If 1.6If 9.3If 5.0If 27.2 If 98 plf 1PW 5GW 30.0 If 89 If 1PW 5GW 4.5If 8.3 If Description: 2,3 Total V, unfactored 7,497 lb Wind or Seis control? (w or e) wind Total V, factored 43498 lb Grids 213 PercentageVI 100% V / grid 4,498 lb Grid Pnl1 Pnl2 R adiust Grid I Rho adi Grid � � � 0% Leftover 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 4,498 Ib Sum check OK Min. Min. Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use 4.3 If 6.0 If 15.7 If 26.0 If 173 plf 2PW 6GW Uplift Calcul Panel I.D. Unit lateral load, factored, Eh, plf UpliftRange Panel horiz. length, ft. Panel ht. (mom -arm), ft. Add'I uplift from upper story, Lt, end, lb Add'I uplift from upper story, Rt. end, lb Dead point load at Lt. end, lbs. Dead point load at Rt, end, lbs. No. AB's to help keep Lt. end down No. AB's to help keep Rt, end down Dead weight UDL, plf ator 2c i 108 plf i 2.5 ft 9.0 ft 800 lb 500 lb 1.0 ea. 2.0 ea. 160 plf Uplift Lt. Uplift Lt. end, ASD comb 7, 8 -128 lb #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! Uplift Rt, end, ASD, comb 7,8 -448 lb #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! G� C Tim Garrison, P.E. CINS1 RUCTIONCALC ProBeam v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job 1:18026 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 20h Other Info, 3/16/18 U V.� 1 ryT2,53 3.5 4 a Type? I Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 4.00 ft 4.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: L/360 & U240 ............................................:... ........ .................... ........ ....,.......................................................................... 360 : = 0.13 in Total, L/ 240 - 0.20 in N/A = 0.00 in Total, L/: N/A ......= 0.00 in t...........................................::............................................:.....................................::...........................................: Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 4.00 ft Add Self Weight? Yes - Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No w Live Uniform Ld. 1 -Roof 20 psf Uniform Ld. 2 40 psf Uniform Ld. 3 40 psf Uniform Ld. 4 80 psf Uniform Ld, 5 10 psf Increase Roof DL for pitch?yes w Roof Pitch Tot Unif Load - 120.4 Iblft 240.0 Ib/ft Loads Point loads are 1/10 scale 400 200 0 0.5 1 1.5 2 2.5 3 3.5 4 45 200 mailer (Lumber) Calc'd Member Using Self Weight of Sawn 2 x 8, 2.8 plf z x a � 2x6 (4)2x3 (2)2x4 3x5 (3)2x4 4x4 Req'd Bearing Support 1 For 2 x 8 1.50 in Reactions Max Total Min Total Min Load Case Deflections Moisture Medium Dry - 18°/o V Douglas Fir -Larch � Press Treated? No, Not Temp Cond. 10o deg P &less Fb Pos 1,241 psi Fb Neg 1,187 psi Allow Pos Mom 1,359 ft-lb Allow Neg Mom -11300 ft-lb Allow Shear 1,501 lb Support 2 Support 3 Support 4 1.50 in Results For 2 x 8 Load Duration snow: 1.1s � % Overdesign Repetitive Use? No Pos Bending 87.11 Flat Use? No Neg Bending NA Fv 207 psi Shear 106.6% Fcp 625 psi Span(s) Defl'n 628.6% 47.63 inA4 Cantilever(s) Defl'n NA E 1,600 ksi Calc'd member OK by: 87.1 El 76,216 ksi Controlling criteria is: Pos Bending Self Wt 2.78 plf Cord's Of Use: Load Duration:1.15-Snow Support 1 $uDDDrt 2 $UDDDrt 3 Support 4 Moments SUppOrt 1 $DDDDrt 2 $UppOrt 3 726 Ib 726 Ib - - 0 ft-Ib 0 ft-Ib 0 fit-Ib 246 Ib 246 Ib - 0 ft-Ib 0 fit-Ib 0 ft-Ib Lt Cantivr Max Up Defl - Allowed Max Dn Defl - Allowed Span 1 0.000 in 0.200 in 0.027 in 0.200 in Span 2 Span 3 0.200 in 0.200 in 0.200 in 0.200 in ProBeam_v7_0_W C Rt Cantivr Support 4 0 fit-Ib mailer (Lumber) Calc'd Member Using Self Weight of Sawn 2 x 8, 2.8 plf z x a � 2x6 (4)2x3 (2)2x4 3x5 (3)2x4 4x4 Req'd Bearing Support 1 For 2 x 8 1.50 in Reactions Max Total Min Total Min Load Case Deflections Moisture Medium Dry - 18°/o V Douglas Fir -Larch � Press Treated? No, Not Temp Cond. 10o deg P &less Fb Pos 1,241 psi Fb Neg 1,187 psi Allow Pos Mom 1,359 ft-lb Allow Neg Mom -11300 ft-lb Allow Shear 1,501 lb Support 2 Support 3 Support 4 1.50 in Results For 2 x 8 Load Duration snow: 1.1s � % Overdesign Repetitive Use? No Pos Bending 87.11 Flat Use? No Neg Bending NA Fv 207 psi Shear 106.6% Fcp 625 psi Span(s) Defl'n 628.6% 47.63 inA4 Cantilever(s) Defl'n NA E 1,600 ksi Calc'd member OK by: 87.1 El 76,216 ksi Controlling criteria is: Pos Bending Self Wt 2.78 plf Cord's Of Use: Load Duration:1.15-Snow Support 1 $uDDDrt 2 $UDDDrt 3 Support 4 Moments SUppOrt 1 $DDDDrt 2 $UppOrt 3 726 Ib 726 Ib - - 0 ft-Ib 0 ft-Ib 0 fit-Ib 246 Ib 246 Ib - 0 ft-Ib 0 fit-Ib 0 ft-Ib Lt Cantivr Max Up Defl - Allowed Max Dn Defl - Allowed Span 1 0.000 in 0.200 in 0.027 in 0.200 in Span 2 Span 3 0.200 in 0.200 in 0.200 in 0.200 in ProBeam_v7_0_W C Rt Cantivr Support 4 0 fit-Ib Req'd Bearing Support 1 For 2 x 8 1.50 in Reactions Max Total Min Total Min Load Case Deflections Moisture Medium Dry - 18°/o V Douglas Fir -Larch � Press Treated? No, Not Temp Cond. 10o deg P &less Fb Pos 1,241 psi Fb Neg 1,187 psi Allow Pos Mom 1,359 ft-lb Allow Neg Mom -11300 ft-lb Allow Shear 1,501 lb Support 2 Support 3 Support 4 1.50 in Results For 2 x 8 Load Duration snow: 1.1s � % Overdesign Repetitive Use? No Pos Bending 87.11 Flat Use? No Neg Bending NA Fv 207 psi Shear 106.6% Fcp 625 psi Span(s) Defl'n 628.6% 47.63 inA4 Cantilever(s) Defl'n NA E 1,600 ksi Calc'd member OK by: 87.1 El 76,216 ksi Controlling criteria is: Pos Bending Self Wt 2.78 plf Cord's Of Use: Load Duration:1.15-Snow Support 1 $uDDDrt 2 $UDDDrt 3 Support 4 Moments SUppOrt 1 $DDDDrt 2 $UppOrt 3 726 Ib 726 Ib - - 0 ft-Ib 0 ft-Ib 0 fit-Ib 246 Ib 246 Ib - 0 ft-Ib 0 fit-Ib 0 ft-Ib Lt Cantivr Max Up Defl - Allowed Max Dn Defl - Allowed Span 1 0.000 in 0.200 in 0.027 in 0.200 in Span 2 Span 3 0.200 in 0.200 in 0.200 in 0.200 in ProBeam_v7_0_W C Rt Cantivr Support 4 0 fit-Ib Lt Cantivr Max Up Defl - Allowed Max Dn Defl - Allowed Span 1 0.000 in 0.200 in 0.027 in 0.200 in Span 2 Span 3 0.200 in 0.200 in 0.200 in 0.200 in ProBeam_v7_0_W C Rt Cantivr Support 4 0 fit-Ib y M. ProB Tim Garrison, P.E. CCXYS UCTION ALC v6.0 eam Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t18026 Member I.D. 20h case 2 Other Info. 3/16/18 Type? Left Cantilever SDan 1 SDan 2 Lenth of Spans: 1 5,00 ft Span 3 Riaht Cantilever Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: L/360 & U240 ...........................................' —............................................,,... _............. ................- ......., 360 0.17 in Total, U! 240 = 0.25 in N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 5.00 ft Add Self Weight? Yes - Self weight will be added to applied DL qW Loads: Uniform Loads Over Full Length of Member Tot Member Length 5.00 ft Total, L/'......_....... N/A ................: 0.00 in Loads From Continuous Member? No Increase Roof DL for pitch? Yes Roof Pitch ----- 1 A 12- Llve Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 10 psf 20 psf 9.00 ft 90.3 lb/ft 180.0 lb/ft Uniform Ld. 2 40 psf 10 psf 0.00 ft - Uniform Ld. 3 40 psf 15 psf Uniform Ld. 4 80 psf 46 psf Uniform Ld. 5 10 psf Tot Unif Load - 90.3 Ib/ft 180.0 Iblft Loads Point loads are 1I10 scale 300 200 100 0 - 1 2 3 4 5 100 4x And Smaller (Lumber) Calc'd Member Results For 2 x 8 Solutions Using Self Weight of Sawn 2 x 8, 2.8 plf z x a � Load Duration snow: a,.ts � % Overdesign 2u8 (4)2x4 (2)2x5 3x5 (3)2x4 4x4 Moisture Medium Dry- 18% � Douglas Fir -Larch � Repetitive Use? No � Pos Bending 59.3% Press Treated? No. z V Flat Use? No � Neg Bending NA Temp Cond. too deg P &less Fb Pos 1,241 psi Fv 207 psi Shear 119.8 % Fb Neg 1,159 psi Fcp 625 psi Span(s) Defl'n 396.1% Allow Pos Mom 1,359 ft-lb 147.63 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -11269 ft-lb E 1,600 ksi Calc'd member OK by: 59.3% Allow Shear 1,501 lb El 76,216 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 2.78 plf For 2 8 Cond's CH Use: Load Duration:1.15-Snow x 1.50 in 1.50 in - Reactions $UDDprt 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 683 Ib 683 Ib - - 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Total 233 Ib 233 Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.250 in 0.250 in 0.250 in Max Dn Defl -0.050 in Allowed 0,250 in 0.250 in 0.250 in ProBeam_v7_0-W C ProB Tim Garrison, P.E. C(:I'NSi;RUCTIONCALC Prop eam Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t18026 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 21 h Other Info. 3/16/18 Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.00 ft 6.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: L/360 & U240 360_................ 0.20 in Total, L/................240................ = 0.30 in f ................N/A............ = 0.00 in Total, L/?..................N/A............ = 0.00 in .........................4......................................4......................::................................................................................i Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 6.00 ft Add Self W eight? Yes -Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? Yes Roof Pitch 4.0 12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 10 psf 20 psf 16.00 ft 168.7 Ib/ft 320.0 lb/ft Uniform Ld. 2 40 psf 10 psf 0.00 ft Uniform Uniform Uniform Ld. Ld. Ld. 3 4 5 40 psf 15 psf 80 psf 46 psf 10 psf Tot Unif Load - 168.7 Ib/ft 320.0 Ib/ft Loads Point loads are 1/10 scale 600 400 200 0 200 1 2 3 4 5 6 mailer (Lumber) Calc'd Member Using Self Weight of Sawn 2 x 12, 4.3 plf 2 x 12 -� 2x12 (4)2x5 (2)2x8 3x8 (3)2x6 4x8 Req'd Bearing Support 1 For 2 x 12 1.58 in MOIStUfe Medium Dry - 18%; � Douglas Fir -Larch � Press Treated? No, Not P.r. � No. z V Temp Condo 100 deg F & less v Fb Pos 1,034 psi Fb Neg 855 psi $UppOrt 2 1.58 in Allow Pos Mom 2,726 ft-Ib Allow Neg Mom -2,255 ft-lb Allow Shear 2,329 lb Support 3 Support 4 Results For 2 x 12 Load Duration '� snow: l.ls � % Overdesign Repetitive Use? No Pos Bending 22.9°/ Flat Use? No Neg Bending NA Fv 207 psi Shear 57.5% Fcp 625 psi Span(s) Defl'n 494.3% 1177.98 inA4 Cantilever(s) Defl'n NA E 1,600 ksi Calc'd member OK by: 22.9 % El 284,766 ksi Controlling criteria is: Pos Bending Self Wt 4.31 plf Cord's Of Use: Load Duration: 1.15-Snow Reactions Req'd Bearing Support 1 For 2 x 12 1.58 in MOIStUfe Medium Dry - 18%; � Douglas Fir -Larch � Press Treated? No, Not P.r. � No. z V Temp Condo 100 deg F & less v Fb Pos 1,034 psi Fb Neg 855 psi $UppOrt 2 1.58 in Allow Pos Mom 2,726 ft-Ib Allow Neg Mom -2,255 ft-lb Allow Shear 2,329 lb Support 3 Support 4 Results For 2 x 12 Load Duration '� snow: l.ls � % Overdesign Repetitive Use? No Pos Bending 22.9°/ Flat Use? No Neg Bending NA Fv 207 psi Shear 57.5% Fcp 625 psi Span(s) Defl'n 494.3% 1177.98 inA4 Cantilever(s) Defl'n NA E 1,600 ksi Calc'd member OK by: 22.9 % El 284,766 ksi Controlling criteria is: Pos Bending Self Wt 4.31 plf Cord's Of Use: Load Duration: 1.15-Snow Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,479 Ib 1,479 Ib - - 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Total 519 16 519 Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0.000 in Allowed 0.300 in 0.300 in 0.300 in Max Dn Defl -0.050 in Allowed 0.300 in 0.300 in 0.300 in ProBea m_v7_0_W C Tim Garrison, P.E. CCNS �RUCTIONCALC ProBeam v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t18026 Member I.D. 21h gar Other Info. 3/16/18 Type? Left Cantilever Span 1 SDan 2 Lenth of Spans: 9,00 ft Span 3 Right Cantilever Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: L/360 & L/240 ...........................................,...........................................,............................................: 360 = 0.30 in Total, Ll 240 = 0.45 in N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 9,00 ft Add Self Weight? Yes - Self weight will be added to applied DL Loads: Tot Member Length 9.00 ft Total, Ll N/A = 0.00 in Uniform Loads Over Full Length of Member Loads From Continuous Member? No V Increase Roof DL for pitch? yes Roof Pitch 1,012 ' I Live Dead Snow Trib, Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 10 psf 20 psf 3.00 It 30.1 lb/ft 60.0 Ib/ft Uniform Ld. 2 40 psf 10 psf 0.00 ft Uniform Ld. 3 40 psf 15 psf Uniform Ld, 4 80 psf 46 psf Uniform Ld, 5 10 psf Tot Unif Load - 30.1 Ib/ft 60.0 Iblft Loads Point loads are 1/10 scale 100 50 0 1 2 3 4 5 6 7 8 9 1 -50 4x And Smaller (Lumber) Calc'd Member Results For 2 x 12 Solutions Using Self Weight of Sawn 2 x 12, 4.3 plf 2x 12 � Load Duration snow: a,.is ,, � % Overdesign 2 x 8 (4) 2 x 4 Moisture Medium Dry - 18% Douglas Fir -Larch Repetitive Use? No Pos Bending 185.2 (2) 2 x 5 3 x 6 Press Treated? No, Not P.T. t No. z Flat Use? No Neg Bending NA (3) 2 x 5 4 x 5 Temp Cond. ioo deg F &less Fb Pos 1,034 psi Fv 207 psi Shear 448.1 Fb Neg 651 psi Fcp 625 psi Span(s) Defl'n 819.4% Allow Pos Mom 2,726 ft-lb 1 177.98 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -12716 ft-lb E 1,600 ksi Calc'd member OK by: 185.2% Allow Shear 2,329 lb El 284,766 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 4.31 plf Cond's Of Use: Load Duration: 1.15-Snow For 2 x 12 1.50 in 1.50 in - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 425 Ib 425 Ib - - 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Total 155 Ib 155 Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 SDan 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.450 in 0.450 in 0.450 in Max Dn Defl -0.049 in Allowed 0,450 in 0.450 in 0.450 in ProBeam_v7_0_W C G l� Tim Garrison, P.E. CCANSl!vRUCTiONCALC Prv6.0 earn Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t18026 Member I.D. 22h Other Info. 3/16/18 Type? Left Cantilever Span 1 Span 2 Lenth of Spans: 6.00 ft Span 3 Right Cantilever Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: L/360 & L/240 V .............. ............ ......................... ....... ...........,........................................... 360 = 0.20 in Total, L/ 240 = 0.30 in N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 6.00 ft Add Self Weight? Yes -Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No =V Live Dead Uniform Ld. 1 - Roof 20 psf 15 psf Uniform Ld. 2 40 psf 15 psf Uniform Ld. 3 40 psf 10 psf Uniform Ld. 4 80 psf 46 psf Uniform Ld. 5 10 psf Tot Member Length 6.00 ft Total, Ll: N/A = 0.00 in Increase Roof DL for pitch? Yes � Roof Pitch 1.0 :12 Snow Trib. Width Live Dead Snow 25 psf 12.00 ft 180.6 lb/ft 300.0 lb/ft 9.00 ft 360.0 lb/ft 135.0 lb/ft 18.00 ft Tot Unif Load 360.0 Ib/ft 180.0 lb/ft 495.E lb/ft 300.0 I b/ft Loads Point loads are t/10 scale 1500 1000 - 500 = =M 0 -- 1 2 3 4 5 6 500 mailer (Lumber) Calc'd Member Results For 1212 x 12 Using Self Weight of Sawn (2) 2 x 12, 8.6 plf (z) z x tz � Load Duration snow: L.is � % Overdesign - (4)2x8 (2)2x12 3x12 Moisture Medium Dry - 19% � Douglas Fir -Larch v Repetitive Use? No � Pos Bending 21.4 Press Treated? No, Not P.T. VNo, 2 V Flat Use? No 7 Neg Bending NA Temp Cond. 100 deg F & less Flo Pos 1,035 psi Fv 207 psi Shear 55.4% Fb Neg 1,035 psi Fcp 625 psi Span(s) Defl'n 486.4% Allow Pos Mom 5,457 ft-lb 1355.96 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -5,457 ft-lb E 1,600 ksi Calc'd member OK by: 21.4% Allow Shear 4,658 lb El 569,531 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Suppo t 4 Self Wt 8.63 plf For (2) 2 x 12 Cond's Of Use: Load Duration: 1.15-Snow 1.60 in 1.60 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support l Support 2 Support 3 Support 4 Max Total 2,998 Ib 2,998 Ib - - Oft-Ib Oft-Ib Oft-Ib Oft-Ib Min Total 1,513 Ib 1,513 Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.300 in 0.300 in 0.300 in Max On Defl -0.051 in Allowed 0.300 in 0.300 in 0.300 in ProBeam_v7_0_W C Gtd Tim Garrison, P.E. C6 S UCTIONCALC ProBeam MCKER vs.o Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. en:1 Member I.D. Otherinfo. Left Cantilever Span 1 Span 2 Lenth of Spans: 18,00 ft sand Supports (Note, pitch and fixity, if any, not shown) SDan 3 Right Cantilever Allowable Deflection, Main Spans Live Only, U Code Minimum - Normal: U360 & L/240 ................................. .... _... ,,................ W.,.................. ......,,..........................................., 360 = 0.60 in Total, U 240 = 0.90 in N/A = 0,00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 18.00 ft Add Self Weight? Yes - Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Live Uniform Ld. 1 - Roof 20 psf Uniform Ld. 2 40 psf Uniform Uniform Uniform Ld, Ld. Ld. 3 4 5 40 psf 80 psf 10 psf Tot Member Length 18.00 it Increase Roof DL for pitch? Yes � Roof Pitch 1 0 12 1 , , Dead Snow Trib. Width Live Dead Snow 10 psf 20 psf 3,00 ft 30.1 Ib/ft 60.0 lb/ft 10 psf 0,00 ft 15 psf 46 psf Tot Unif Load - 30.1 Iblft 60.0 Ib/ft Loads Point loads are 1/10 scale 100 50 0 2 4 6 8 10 12 14 16 18 -50 Glu Lam Galc'd Member Results For 5 x 7.5 Solutions Using Self Weight of Glulam 5 x 7.5, 9.6 plf Misc manufacturers � Load Duration % Overdesign 2.5 x 9 5 x 7.5 8.75 x 9 Moisture Medium Dry - la% 5x 7.5 snow: 1,15 Pos Bending 167.0% 3 x 9 EL5.125 x 7.5 Press Treated? No, Not PT. 24F-v4, DF/DF Neg Bending NA 3.125 x 96.75 x 7.5 Temp Cond. 10o deg F &less Fb Pos 2,760 psi Fv 305 psi Shear 749.1 Fb Neg 2,086 psi Fcp 650 psi Span(s) Defl'n 20.9% Allow Pos Mom 10,780 ft-lb 1 175.78 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -8,150 ft-lb E 12800 ksi Calc'd member OK by: 20.9% Allow Shear 7,619 lb El 316,406 ksi Controlling criteria is: Defl - Span Req'd Bearing Support 1 Support 2 Support 3 Suppo,14 Self Wt 9.59 plf Cond's Of Use: Load Duration: 1.15-Snow For 5 x 7.5 1.50 in 1,50 in Reactions Support 1 Support 2 $UDDDrt 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 897 Ib 897 Ib - - 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Total 357 Ib 357 Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0.000 in Allowed 0.900 in 0,900 in 0.900 in Max Dn Defl -0.744 in Allowed 0,900 in 0.900 in 0,900 in ProBeam_v7_0_W C Tim Garrison, P.E. CC3MgRUCTIONCALC Pr o eam Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t18026 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. roof rafters, worst case Other Info. 3/16/18 5 5— 20 Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Lenth of Spans: 23.00 ft Span 3 Right Cantilever Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: U360 & U240 ......................................................................,..........................................., 360 = 0.77 in Total, L/i 240 = 1.15 in N/A = 0.00 in Pitch if Member Being Designed is Sloped: E0.0 :12 Mem True Len: 23.00 ft Add Self Weight? I No - Self weight is included in applied DL Loads: Uniform Loads Over Full Length of Member Tot Member Length 23.00 ft Total, L/i N/A = 0.00 in Loads From Continuous Member? No Increase Roof DL for pitch? yes � Roof Pitch 4.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 10 psf 20 psf 2.00 ft 21.1 lb/ft 40.0 lb/ft Uniform Ld. 2 40 psf 10 psf 0.00 ft Uniform Ld. 3 40 psf 15 psf Uniform Ld. 4 80 psf 46 psf Uniform Ld. 5 10 psf Tot Unif Load 21.1 Ib/ft 40.0 lb/ft Loads Point loads are 1/10 scale 80 60 40 20 0 -20 I -Joist Calc'd Brand �acl -Boise cascade � Results For 14" BCI 6000 1.8 Calc'd Member 1a" act 60001s I � I % Overdesign Acceptable Solutions Load Duration Snow: 1.15 Pos Bending 37.1 14" BCI 5000 1.7 11-7/8" BCI 90 2.0 Brng @ Ends: Min 1.75", w/o web stiffner Neg Bending NA 14" BCI 6000 1.8 Brng @ Mid -Supports: (No Mid Support) Shear 215.2% 14" BCI 6500 1.8 Allow Pos Mom. 5,537 ft-lb Allow Shear 2,214 lb Span(s) Defl'n 33.9% 11-7/8" BCI 60 2.0 Allow Neg Mom. 20 ft-lb El 470,000 ksi Cantivr(s) Defl'n NA Allow End Rxn 1,175lb Bearing 67.3% Allow Mid Rxn 2,600lb Calc'd member OK by: 33.9% Self Wt 2.70 plf Controlling criteria is: Defl - Span Cord's Of Use: Load Duration:1.15-Snow Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 702 Ib 702 Ib - - 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Total 242 Ib 242 Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 1.150 in 1.150 in 1.150 in Max On Defl -0.818 in Allowed 1.150 in 1.150 in 1.150 in ProBeam_v7_0_W C ConstructionCalc, Inc 3/16/18 Pg. LZ!l~]I UCTIONCALC pow o. e inao.e Assumptions: Compliant with 2010 IBC, 1997 UBC and 2005 National Desgn Spec for Woad. Top and bottom connections are considered pinned' (not'faed' or embedded). Bearing area at top and bottom is not checked. The column is assumed to be laterally supported at its top and bottom. No wet, high temp. or high moisture use. Disclaimer: All users of this software shall comply with State Engineering Law; which specifies who may perform engineering, and defines the practice of engineering. Job Name t18026 Member I.D. MRM, grid 25 Other Info 1 3/16/2018 Post, Stud, or Column General Information: Column, Post, or Stud Length, ft. 9.00 ft Max. Live Deflection 75 = 1.44 in Type Unbraced column or post End Fixity pinned -Fixed, 0.7 Load Duration Ten Minutes (Wind/ Eartngk. Off -Center (Eccentric) Compression Loads or Add'I Yes Bendino Loads (other than wind)? Roof Loads (not including snow) 15 sf Roof Snow (only) 12 psf Floor 3 Loads Floor 2 Loads Floor Loads 25 psf 10 psf Wall Dead Load 10 psf Other'psf load and trib. width 7 psf Other point load: all Live, all Dead, or some of each, Ibs. i Descrip'n, opt'I: Eccentric Loads &Other Bending Eccentricity in Strong Axis et = Eccentricity in Weak Axis e2 = Add'I Moment On Strong Axis Mt = 0 ft-Ib Add'I Moment On Weak Axis M2 = 1,200 ft-Ib external sheathing of plywood, metal, etc, exists) Wind Applied To: Tributary Width of Wind Load: Wind Pressure: Lumber Material � Douglas Fir -Larch Lumber Grade No. z - 3x10 (2)2x6 4x5 (3)2x4 Narrow Face � Q=� Glued Laminated Columns GlUlam Combo. 38 - HF (E-Rated) � 2.5x6 5.125x5.125 3 x 6 6.75 x 7.5 3.125x6 8.75x9 5x6 Final Member: sawn wood Mem. Library: Choose From All Sizes of Column Type Final Size: F(z> z x e Timber Material Timber Grade 4.00 ft 4 ti P �i J t r i I I 1 r I t 1 t r i 4 f t 0.5 0.7 1.0 1.0 2.0 2.0. End Fixity Tvoes Reduced . Dead Total Live and Dead Loads: Douglas Fir -Larch WCUB -Dense No. 1 '. � 1.8E Parallam PSL Columns 3-1/2" x 5-1/4" 3-112" x 7" Final member okay by: Final Member: (2) 2 x 6, Douglas Fir- Controlling Factor: Combined Bending/ Compressive Stresses Larch, No. 2 Horiz. Force At Bottom (Strong Axis): 0 Ib Horiz. Force At Bottom (Weak Axis): 133 lb ColumnCalcWC v3-2 Q' Tim Garrison, P.E. CC]1NSf;RUCTtO1VCALC v6.O eam Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t18026 Member I.D. 31 b Otherinfo. 3/16118 Type? Left Cantilever Span 1 Span 2 Lenth of Spans: 23.00 ft S an 3 Right Cantilever Allowable Deflection, Main Spans L'Ive Only, L/ Code Minimum -Normal: L/360 & L/240 � 360 = 0.77 in Total, U 240 = 1.15 in N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 23.00 ft Add Self Weight? yes -Self weight will be added to applied DL � Loads: Uniform Loads Over Full Length of Member Tot Member Length 23.00 ft Total, U N/A € = 0.00 in Increase Roof OL for pitch. Roof Pitch � 1.0 12 I Loads From Continuous Member? No � � Yes � Llve Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 19.00 ft - 286.0 Ib/ft 475.0 Ib/ft Uniform Ld. 2 40 psf 15 psf 0.00 ft - - Uniform Ld. 3 40 psf 15 psf - - Uniform Ld. 4 80 psf 46 psf - - Uniform Ld. 5 - 10 psf 3.00 ft - 30.O Iblft Tot Unif Load - 316.0 Iblft 475.0 Ib/ft Loads Point loads are 1/10 scale 1000 500 0 5 10 15 20 -500 Glu Lam Calc'd Member Results For 5 u 18 Solutions Using Self Weight of Glulam 5 x 18, 23 plf Mlsc manufacturers � Load Duration % Overdesign - 5 x 19.5 8.75 x 16.5 Moisture Medium Dry -18% � 5 x > a � Snow: 1.15 � Pos Bending 10.3 3 x 22.5 5.125 X 18 Press Treated? No, Not P.T. � 24F-V4, DF/DF � Neg Bending NA 3.125 x 22.5 6.75 x 16.5 Temp Cond. 100 deg F &less � Fb Pos 2,638 psi Fv 305 psi Shear 95.3 Fb Neg 1,833 psi Fcp 650 psi Spans) Defl'n -1.9 Allow Pos Mom 59,358 ft-Ib 12430.00 in^4 Cantilever(s) Defl'n NA Allow Neg Mom-41,242 ft-Ib E 1,800 ksi Calc'd member FAILS by: -1.9 Allow Shear 18,285 Ib EI 4,374,000 ksi Controlling criteria is: Defl -Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 23.01 plf Cond's Of Use: Load Deration:1.15-Snow For 5 x 18 2.88 in 2.88 in - - Reactions $Uppprt 1 $UppOrt 2 SUppOrt 3 SUDDDrt 4 Moments SuDDDrt 1 SUDpOrt 2 $Uppprt 3 $UDpOrt 4 Max Total 9,361 Ib 9,361 Ib - - 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Total 3,898 Ib 3,898 Ib - - 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Load Case Deflections Lt Cantivr SDan 1 Span 2 SDan 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 1.150 in 1.150 in 1.150 in Max Dn Defl - -1.172 in - - - Allowed 1.150 in 1.150 in 1.150 in ProBeam_v7_0_W C Tim Garrison, P.E. CC&S:RUCTIONCALC ProBeam Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t18026 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 33b Other Info, 3/16/18 Type? jimple span, fully braced___ Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 9.50 ft 9.50 ft Allowable Deflection, Main Spans � Live Only, L/ Code minimum - Normal: L/360 & L/240 ............................................r......................................................................................,......................................... 360 = 0.32 in Total, L/ 240 = 0.48 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 9.50 ft Add Self Weight? Yes - Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member ------------ Increase Roof DL for itch? Yes I w Roof Pitch 1 0 12 Loads From Continuous Member? No � p' Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 6.00 ft 90.3 Ib/ft 150.0 Ib/ft Uniform Ld. 2 40 psf 15 psf 0.00 ft Uniform Ld. 3 40 psf 15 psf Uniform Ld. 4 80 psf 46 psf Uniform Ld. 5 10 psf 0.00 It Tot Unif Load 90.3 lb/ft 150.0 lb/ft Loads Point loads are 1/10 scale 300 200 100 0 1 2 3 4 5 6 7 8 9 1 100 And Smaller (Lumber) Calc'd Member utions Using Self Weight of Sawn 4 x 8, 6.5 plf 4 x a � 2 x 14 (4) 2 x 6 Moisture Medium - 18 % I V Dry (_Douglas Fir -Larch (2) 2 x 10 3 x 10 Press Treated? No, Not P.T. Now (3) 2 x 8 4 x 8 Temp Cond. MO deg F & less Fb Pos 1,345 psi Req'd Bearing Support 1 Support 2 For 4 x 8 1.50 in 1.50 in Reactions Support 1 Support 2 Max Total 1,172 Ib 1,172 Ib Min Total 460 Ib 460 Ib Min Load Case Deflections Lt Cantivr Max Up Defl - Allowed Max On Defl Allowed Fb Neg 1,325 psi Allow Pos Mom 3,437 ft-lb Allow Neg Mom -3,386 ft-Ib Allow Shear 3,502 lb Support 3 Support 4 Results For 4 x 8 Load Duration I snow: 1.1s Repetitive Use? No V Pos Bending Flat Use? No Neg Bending Fv 207 psi Shear 1111.15 in^4 E 1,600 ksi El 177,836 ksi Self Wt 6.49 plf Cantilever(s) Defl'n Fcp 625 psi Span(s) Defl'n Calc'd member OK by: Controlling criteria is: Overdesign 23.5 NA 198.7 % 86.8 % NA 23.5 % Bending Pos Cond's Of Use: Load Duration:1.15-Snow Support 3 Support 4 Moments Support 1 Support 2 - - 0 ft-Ib 0 ft-Ib - - 0 ft-Ib 0 ft-Ib Span 1 Span 2 Span 3 Rt Cantivr - 0.475 in 0.475 in 0.475 in 0.254 in - 0.475 in 0.475 in 0.475 in ProBeam_v7_0_W C Support 3 0 ft-Ib < r ProBeam Tim Garrison, P.E. CC3NS ! i2UCTIONCALC v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t18026 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. Otherinfo, Left Cantilever Span 1 Span 2 Lenth of Spans: 1 16.00 ft Span 3 Right Cantilever Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: L/360 & U240 ....................................._.....,,...........................................3:...........................................1 360 = 0.53 in Total, Lli 240 = 0,80 in N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 16.00 ft Add Self Weight? Yes - Self weight will be added to applied DL � Loads: Tot Member Length 16.00 ft Uniform Loads Over Full Length of Member --------- - Loads From Continuous Member? No Increase Roof DL for pitch? Yes Roof Pitch 1.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 6.50 It 97.8lb/ft 162.5 lb/ft Uniform Ld. 2 40 psf 15 psf 0.00 ft Uniform Uniform Uniform Ld. Ld. Ld. 3 4 5 - 40 psf 15 psf 80 psf 46 psf 10 psf 0.00 ft Tot Unif Load - 97.5 Iblft 162.5 1b/ft 0.00 in Loads Point loads are 1/10 scale 300 200 100 0 100 2 4 6 8 10 12 14 16 1 Glu Lam Calc'd Member Results For 3 x 10.5 Solutions Using Self Weight of Glulam 3 x 10.5, 8.1 pif Misc manufacturers � Load Duration % Overdesign 2.5 x 12 5 x 9 8,75 x 9 Moisture FM—edium Dry -1a i 3 x 10.5 snow: 1.15 Pos Bending 47.6 3 x 10.5 5.125 x 9 Press Treated? No, Not P.T. 24F-v4, DF/DF t Neg Bending NA 3.125 x 10.5 6.75 x 9 Temp Cond. 10o deg F &less Fb Pos 2,759 psi Fv 305 psi Shear 198.1 Fb Neg 11741 psi Fcp 650 psi Span(s) Defl'n 53 Allow Pos Mom 12,674 ft-lb 1 289,41 inA4 Cantilever(s) Deli 'n NA Allow Neg Mom -7,996 ft-lb E 1,800 ksi Calc'd member OK by: 5.3% Allow Shear 6,400 lb El 520,931 ksi Controlling criteria is: Defl - Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 8,05 plf Cord's CN Use: Load Duration: 1.15•Snow For 3 x 10.5 1,50 in 1.50 in Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 $UDpDft 3 Support 4 Max Total 2,147 Ib 2,147 Ib - - 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Total 847 Ib 847 Ib 0 ft-Ib 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0.000 in Allowed 0.800 in 0.800 in 0.800 in Max Dn Defl -0.760 in Allowed 0.800 in 0.800 in 0.800 in ProBeam_v7_0_W C iN. Tim Garrison, P.E. Cd (S CRUCTIONCALC 'ro eam Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t18026 Member I.D. 36b Other Info. 3/16/18 Type? Left Cantilever Span 1 Snan 2 Lenth of Spans: 1 12.00 ft Span 3 Riaht Cantilever Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: L/360 & L/240 ........................................._, —.....................................................-................. I ............... : i 360 0,40 in Total, L/ 240 = 0,60 in N/A = 0.00 in :..........................................::...........................................: . Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 12,00 ft Add Self Weight? Yes -Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? Yes v Live Uniform Ld. 1 - Roof 20 psf Uniform Ld. 2 40 psf Uniform Ld. 3 40 psf Uniform Ld, 4 80 psf Uniform Ld. 5 Uniform Loads 1-5 will be increased 15% Tot Member Length 12,00 ft Total, Ll: NIA = 0.00 in Increase Roof DL for pitch? Yes Roof Pitch 1.0 :12 Dead Snow Trib. Width Live Dead Snow 15 psf 25 psf 17.00 ft 294.3 Ib/ft 488.8 Ib/ft 15 psf 0.00 ft 15 psf 46 psf 10 psf 0.00 ft 1000 500 0 500 Tot Unif Load - 294.3 Iblft 488.8 Iblft Loads Pomt loads are 1/10 scale Glu Lam Calc'd Member Results For 3 x 12 Solutions Using Self Weight of Glulam 3 x 12, 9.2 plf Misc manufacturers � Load Duration % Overdesign 2.5 x 13.5 5 x 10.5 8.75 x 9 Moisture I Medium Dry - 18% 3 x 12 Snow: 1.15 Pos Bending 16.1 3 x 12 5.125 x 10.5 Press Treated? No, Not P.T. 24F-V4, DF/DF V Neg Bending NA 3.125 x 12 6,75 x 9 Temp Cond. ioo deg F &less Fb Pos 2,759 psi Fv 305 psi Shear 53.9 Fb Neg 1,855 psi Fcp 650 psi Span(s) Defl'n 26.2% Allow Pos Mom 16,553 fl-lb 1 432.00 in^4 Cantilever(s) Defl'n NA Allow Neg Mom A 1,132 ft-lb E 1,800 ksi Calc'd member OK by: 16.1 Allow Shear 7,314 lb El 777,600 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 9,20 plf Cond's Of Use: Load Duration: 1.15-Snow For 3 x 12 2.44 in 2.44 in Reactions Su000rt 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,753 Ib 4,7531b - - Oft-Ib Oft-Ib 0 ft-Ib Oft-Ib Min Total 19821 lb 11821 lb 0 ft-lb 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0.000 in - - Allowed 0.600 in 0.600 in 0,600 in Max Dn Defl -0.475 in - - Allowed 0.600 in 0.600 in 0,600 in ProBeam_v7_0_W C h PrOBeam Tim Garrison, P.E. CC3N RUCTION ICALC zg v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job Member I.D. Other Info. Type? Left Cantilever Span 1 Span 2 Lenth of Spans: 15.00 ft Spans and Supports (Note, pitch and fixity, if any, not shown) Span 3 Right Cantilever Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: L/360 & L/240 ................ .......... .................. ,....... ........... 4................. ...... Li ............................................. 360 = 0.50 in Total, L/: 240 = 0.75 in N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 15.00 ft Add Self Weight? Yes _Self weight will be added to applied DL i Loads: Point Loads Measured from left end of member. Member Total Length = 15 ft. Live Dead Snow Trib, Width Trib Length Live Point Load 1 20 psf 15 psf 25 psf 6.00 ft 17.00 ft Tot Member Length 15.00 it Total, L/s N/A = 0.00 in Dead Snow Location 1,530 lb 2,550 lb 4.50 ft Loads Point loads are 1110 scale 300 200 100 0 100 2 4 6 8 10 12 14 1 Glu Lam Calc'd Member Results For 3 x 12 Solutions Using Self Weight of Glulam 3 x 12, 9.2 plf Misc manufacturers Load Duration % Overdesign 2.5 x 12 5 x 9 8,75 x 9 Moisture Medium Dry - 18 % 3 x Lz snow: 1.ts Pos Bending 26.7 3 x 12 5.125 x 9 Press Treated? No, Not P.T. 24F-V4, DF/DF Neg Bending NA 3.125 x 12 6.75 x 9 Temp Cond. 100 deg F & less Fb Pos 2,759 psi Fv 305 psi Shear 150.0% Fb Neg 1,677 psi Fcp 650 psi Span(s) Defl'n 43.0 Allow Pos Mom 16,553 ft-lb 1 432.00 in^4 Cantilever(s) Defl'n NA Allow Neg Mom-101064 ft-lb E 11800 ksi Calc'd member OK by: 26.7 Allow Shear 7,314lb El 777,600 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 9.20 plf For 3 x 12 1.50 in 1.50 in - Cond's Of Use: Load Duration:1.15-Snow - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,925 Ib 1,293 Ib - - 0 fit-Ib 0 ft-Ib 0 fit-Ib 0 ft-Ib Min Total 1,140 lb 528 lb 0 ft-lb 0 ft-lb 0 ft4b 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0.000 in Allowed 0.750 in 0.750 in 0.750 in Max On Defl -0.524 in Allowed 0.750 in 0.750 in 0.750 in ProBeam_v7_0_W C Tim Garrison, P.E. Important: Notches and connectors not cosidered. Dynam Job t18026 Member I.D. 38b Other Info, 3/16/18 Type? Simple span, fully braced C 344S RUCnONCALC ProBeam v6.0 loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Left Cantilever Span 1 Soan 2 Lenth of Spans: 15.00 ft Spans and Supports (Note, pitch and fixity, if any, not shown) Span 3 Riaht Cantilever Allowable Deflection, Main Spans Live Only, U Cade Minimum- Normal: L/360 & L/240 .............................. 360 = 0.50 in Total, U 240 = 0.75 in N/A = 0,00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 15.00 it Add Self W eight? Yes -Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No . Increase Roof DL for pitch? Yes v Live Dead Snow Trib. Width Live Uniform Ld. 1 -Roof Uniform Ld. 2 Uniform Ld, 3 Uniform Ld. 4 Uniform Ld. 5 Member Length Tot 15.00 ft Total, L/ N/A = 0.00 in Roof Pitch Dead 60.2 Ib/ft 1.0 :12 Snow 100.0 lb/ft Tot Unif Load - 60.2 Ib/ft 100.0 Ib/ft Loads Point loads are 1/70 scale 200 150 100 50 0Lnossisis- -50 Engineered Lumber Calc'd Brand Trus3oist ICI Results For 1.75 x 142.0E LVL Solutions Using Self Weight of Engrd 1.75 x 14 2.0E LVL, 6.3 plf Calc'd Member 1.75 x 14 2.0E LVL � 3.5 x 9.25 1.3E LSL 3.5 x 20 2.2E PSL Load Duration Snow: 1.15 %Overdesign 1.75 x 11.25 1.55E LSL 7 x 20 2.2E PSL Repetitive Use? No Pos Bending 197.9% 3.5 x 9,25 1.55E LSL - Fb Pos 2,928 psi Fv 328 psi Neg Bending NA 1.75 x 11.25 2.0E LVL Fb Neg 1,192 psi Fop 750 psi Shear 328.8 % (2) 1.75 x 9.25 2.0E LVL 3.5 3c 9.25 Plus PSL, Levi Allow Pos Mom. 13,949 ft-lb E 2,000 ksi Span(s) Defl'n 216.6% (3)1.75 x 7.25 2.0E LVL 5,25 x 9.25 Plus PSL, Levi Allow Neg Mom. -5,679 ft-lb El 800,333 ksi Cant(s) Defl'n NA (4) 1.75 x 7.25 2.0E LVL 3.5 Y 9.25 Plus PSL, Lev2 Allow Shear 5,353lb Calc'd member OK by: 197.9% 3.5 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL, Lev2 1 400.17 inA4 Controlling criteria is: Pos Bending 5.25 x 9.25 2.0E PSL 3.5 x 9.25 Plus PSL, Lev3 Self Wt 6.26 plf Cond's Of Use: Load Duration:1.15-Snow 7 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL, Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 1.75 x 14 2.0E LVL 1.50 in 1.50 in Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 19249 lb 1,249 lb 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 499 lb 499 lb 0 ft-lb 0 ft-lb 0 ft-Ib 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.750 in 0.750 in 0.750 in Max Dn Dail - -0.237 in - - - Allowed 0,750 in 0.750 in 0.750 in ProBeam_v7_0_W C Goa Tim Garrison, P.E. CSNgRUGTIONCALC Proll vs.o Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t18026 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 41b Otherinfo. 3/16/18 U 12 4 Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 13,00 ft 13.00 ft Allowable Deflection, Main Spans Live Only, L/ code Minimum - Normal: U360 & L/240 ...__.................................... >._................._._.-.___. ,.._...... ........ _.... _._.............., ........_._._...__.._._...._.., 360 = 0.43 in Total, L/ 240 = 0.65 in N/A 0,00 in Total, U' N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 13.00 ft Add Self Weight? Yes - Self weight will be added to applied DL t Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? rvo Increase Roof DL for pitch? ves V Roof Pitch _ 1.0 12 Live Dead Snow Trib. Width - Live Dead Snow Uniform Ld. 1 -Roof Uniform Ld. 2 Uniform Ld. 3 Uniform Ld. 4 Uniform Ld. 5 Tot Unif Load 160.0 Ib/ft 40.0 Ib/ft - Loads Point loads are 1/10 scale 300 200 100 0 2 4 6 8 10 12 1 -100 And Smaller ILumbert Calc'd Member Results For 4 x 10 aligns Using Self Weight of Sawn 6 x 10, 13 pif a x to ��� Lgad Duration uve: L0o � % Overdesign - (4) 2 x 10 Moisture Medium Dry - Se % Douglas Fir -Larch Repetitive Use? No Pos Bending -25.2% Press Treated? Ves, P.T. No, 2 Flat Use? No Neg Bending NA (2) 2 x 14 3 x 16 (3) 2 x 12 4 x 12 Temp Cond, too deq F&less Fb Pos 864 psi Fv 144 psi Shear 124.5% Fb Neg 849 psi Fcp 625 psi Span(s) Defl'n 47.9% Allow Pos Mom 3,593 ft-lb 1230.84 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -3,531 ft-Ib ' E 1,520 ksi Calc'd member FAILS by: -25.2% . Allow Shear 3.108 lb El 350,878 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 8.28 pif For 4 x 10 cond's of Use: Load Duration:11.0-Live 1.50 in 1.50 in - - ix And Larger (Timber) Calc'd Member Solutions Using Self Weight of Sawn 6 x 10, 13 pif 6x90 92x 12 8 x 10 14 x 14 10 x 10 16 x 16 Req'd Bearing Su000rt 1 For 6 x 10 1.50 in Moisture Medium Dry-18Mo � Douglas Flr - Larch � Press Treated? WCLIB - No. 2 V Temp Cond. too deg F &less Fb Pos 700 psi Fb Neg 696 psi Results For 6 x 10 Load Duration % Overdesign Repetitive Use? rvo Pos Bending 1.7% Flat Use? No Neg Bending NA Fv 136 psi Shear 233.2% Fcp 600 psi Span(s) Defl'n 88:8% Allow Pos Mom 4,575 ft-lb 1362.75 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -4,548 ft-lb E 1,235 ksi Calc'd member OK by: 1.7% Allow Shear 4,6131b El 447,95 ksi 9 Controlling criteria is: Pos Bending Support 3 Support 4 Self Wt 13.01 pif Cond's Of Use: Load Duration:l.0-Live Reactions Supoort1 Suoport2 Su000rt3 Su000rt4 Moments S u000rt) Su000rt2 Su000rt3 Su000rt4 Max Total 1,385 Ib 1,385 Ib - - 0 ft-Ib 0 ft-Ib 0 k•Ib 0 ft-Ib Min Total 345 Ib 345 Ih - - 0 ft•Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 R t Cantivr Max Up Defl - 0.000 in - - - Allowed 0.650 in 0.650 in 0.650 in Max Dn Defl - -0.306 in - - - Allowed 0.650 in 0.650 in 0.650 in ProBeam_v7_0_WC Tim Garrison, P.E. COII�lS�1RUCTiONCAtC Proiseam v6a0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t18026 Member I.D. fir joist case 1 Other Info. 3/16/18 Type? Cantilever(s), multiple spans, fixity, or not braced VI Cantilevers? Left Cantilever Spans and Supports (Note, pitch and fixity, if any, not shown) 4 6 8 10 12 14 1 Number of Main Spans one main span Fix Left End of Main Span? NA - Left End Is Cantilever VI Fix Right End of Main Span? I No, Leave It Pinned Left Cantilever SDan 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: F 2.00 ft 14,00 ft 116.00 ft Top of Beam Lateral Support Continuous � Top of Beam, Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support Continuous Bottom of Beam, Max Unbraced Length 0.10 ft Allowable Deflection, Main Spans Allowable Deflection, Cantilevers Live Only, L/ Exta Stiff: L/600 & 4/480 Live Only, L/ I Code Minimum - Normal: L/720 & L/480 t -......................................: 600 i - 0.28 in Total, U: ... ... ............................ ...- 480 ': = 0.35 in ...................................... = 0,03 in _.................................. ..:., Total, L/ 480 = 0.05 in .720 Pitch if Member Being Designed is Sloped: Mem True Len: 16.00 It 0.0 :12 Add Self Weight? Yes-Seifweightwilibeadded to appliedDL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? LNo v Live Dead Uniform Ld. 2 40 psf 15 psf Point Loads Measured from left end of member. Member Total Length =16 ft. Live Dead Snow Point Load 1 Point Load 3 Increase Roof DL for pitch? Yes � Snow Trib, Width Live 1.30 ft 52.0 Wit Tot Unif Load 52.0 lb/ft Trib. Width Trib Length Live 20 psf 15 psf 25 psf 12.00 ft 1.30 ft - 10 psf 12.00 ft 1.30 ft Solutions Using Self Weight of I -Joist 11-718" BCI 6000 9.8, 2.5 plf - 11.718" BCI 90 2.0 16" BCI 6000 1.8 - 16" BCI 65001.8 - 14" BCI 60 2.0 Roof Pitch � 1.0 12 I Dead Snow 19.5 Ib/ft 19.5 Ib/ft - Dead Snow Location 234 Ib 390 Ib 0.10 ft 1561b - Loads Point loads are 1/10 scale 100 50 0 'I " 2 4 6 8 10 12 14 16 1 -50 Calc'd Brand BCI -Boise Cascade � Results For 11-7/S" BCI 60001.8 Calc'd Member a-7/s" BCI6000 1.8 � % Overdesign Load Duration snow: 1.15 V Pos Bending 196.1 Brng @ Ends: Min 1.75", w/o web stiffiter v Neg Bending 279.7% Brng @ Mid -Supports: Min 3.5-in, w/o web suffner Shear 188.4% Allow Pos Mom. 4,669 ft-lb Allow Shear 1,926 lb Span(s) Defl'n 86.2% Allow Neg Mom. 4,669 ft-lb El 320,000 ksi Canfivr(s) Defl'n -64.8% Allow End Rxn 1,175lb Bearing 1163 Allow Mid Rxn 2,500 lb Calc'd member FAILS by: -64.8% Self Wt 2.50 plf Controlling criteria is: Deft - Cantivr Cond's Of Use: Load Duration:1.15-Snow Reactions Support 1 Support 2 Su000rt 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,156 lb 483 lb - - 0 ft-Ib 0 ft-Ib 0 ft-lb 0 ft-lb Min Total 578 lb 66 lb - - 0 ft-Ib 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantvr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0.063 in 0.000 in - - - Allowed 0.350 in 0.350 in 0.350 in Max Dn Dell 0.000 in -0.168 in - - - Allowed 0.350 in 0.350 in 0.350 in ProBeam_v7_0_WC C� Tim Garrison, P.E. Cam rRUCTIONCALC/ Prop Proleam Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job It 8026 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. fir joist case 2 Other Info. 3116/18 Type? Simple span, fully braced _—_=W] Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 15.50 ft 15.50 ft Allowable Deflection, Main Spans Live Only, LJ I Extra Stiff: 1.1600 & U480 ......................................................................................., .......6..............,..................... ...................... , 600 = 0,31 in Total, L/'•, 480 = 0,39 in N/A = 0,00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 15.50 ft Add Self Weight? No - Se f weight is included In applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No � Increase Roof DL for pitch? yes � Roof Pitch � 1.0 12 I Live Dead Snow Trib. Width Live Dead Snow Uniform Ld, 2 40 psf 15 psf 1.30 ft 52.0 lb/ft 19.5 lb/ft Tot Unif Load 52.0 lb/ft 19.5 lb/ft Loads Point loads are 1/10 scale 100 50 0 2 4 6 8 10 12 14 16 1 -50 I -Joist Calc'd Brand I BCI -Boise Cascade I � I Results For 11-7/8" BCI 6000 1.8 Calc'd Member ua/a" BCI6000 i.a % Overdesign Acceptable Solutions Load Duration Snow: 1,15 V Pos Bending 117.4% 114/8" BCI 5000 1.7 11-7/8" BCI 90 2.0 Brng @ Ends: Min 13Y, w/o web stiffner Neg Bending NA 11-7/8"BCI 60001.8 Brng @ Mid -Supports: (No Mid Support) V1 Shear 247.6% 11-7/8" BCI 6500 1.8 Allow Pos Mom. 4,669 ft-lb Allow Shear 1,926 lb Span(s) Defl'n 21.5% 11-7/8" BCI 60 2.0 Allow Neg Mom. 4,669 ft-lb El 320,000 ksi Cantivr(s) Defl'n NA Allow End Rxn 1,1751b Bearing 112.0% Allow Mid Rxn 2,500 lb Caic'd member OK by: 21.5 % Self Wit 2.50 plf Controlling criteria is: Deft - Span Cond's Of Use: Load Duration: 1.15-Snow Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Max Total 5541b 554 Ib - - 0 ft-Ib Support 2 0 ft-Ib Support 3 0 ft-Ib Support 4 ProBeam_v7_0_W C Gz� Tim Garrison, P.E. CC]NS-12UCTK?NCAL2 "'Beam V6.O LL Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t18026 Member I.D. 42b Other Info, 3/16/18 Type? Left Cantilever SDan 1 Soan 2 Lenth of Spans: 11,00 ft SDan 3 Right Cantilever Allowable Deflection, Main Spans Live Only, U Code Minimum - Normal: I.1360 & L/240 r............................................ —............................................—..........................................., i...............-360.................'. 0.37 in Total, L/..............._240.................: - 0.55 in 1..............._NIA...............; - 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 11.00 ft Add Self Weight? Yes - Self weight will be added to applied DL V Loads: Tot Member Length 11.00 ft Total, Ll,.........._N/A.................. = 0.00 in Uniform Loads Over Full Length of Member Uniform Loads 1-5 will be increased 15% Loads From Continuous Member? Yes Increase Roof DL for pitch? Yes qw Roof Pitch 1.012 I Live Dead Snow Trib, Width Live Dead Snow Uniform Ld. 1 -Roof Uniform Ld. 2 Uniform Ld. 3 Uniform Ld. 4 Uniform Ld. 5 1000 500 0 500 Tot Unif Load 506.0 Iblft 189.8 Iblft - Loads Point loads are 1/10 scale Glu Lam Calc'd Member Results For 3 x 10.5 Solutions Using Self Weight of Glulam 3 x 10.5, 8.1 plf Misc manufacturers � Load Duration % Overdesign 2.5 x 12 5 x 9 8.75 x 9 Moisture Medium Dry -1a r 3 x 10.5 r Live: 1.00 Pos Bending 3.5 3 x 10.5 5.125 x 9 Press Treated? No, Nat P.T. 24F-y4, DF/DF Neg Bending NA 3.125 x 10.5 6,75 x 9 Temp Cond. 100 deg F & less V Fb Pos 2,399 psi Fv 265 psi Shear 43.8 Fb Neg 1,739 psi Fcp 650 psi Span(s) Defl'n 14.6% Allow Pos Mom 11,022 ft-lb 1 289,41 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -7,989 ft-lb E 1,800 ksi Calc'd member OK by: 3.5% Allow Shear 5,565 lb El 520,931 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 8.05 pif For 3 x 10.5 Cond's Of Use: Load Duration:l.0-Live 1.99 in 1.99 in Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 3,871 Ib 3,871 Ib - - 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Total 15088 Ib 1,088 lb 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0,000 in - Allowed 0.550 in 0.550 in 0,550 in Max On Dell -0.445 in - Allowed 0.550 in 0.550 in 0,550 in ProBeam_v7_0_W C Tim Garrison, P.E. CA RUCTIONCALC ProBeam v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by competent professional. Job 08026 Spans and supports (Note, pitch and fixity, 'rf any, not shown) Member I.D. 43b Otherinfo, 3/16/18 Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 15.50 ft 15.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum -Normal: L/360 & L/240 ............................__............: -.......... ..................... _......... ......... - ... ....._.......... _...... _.... 360 0.52 in Total, U; 240 1 0.78 in N/A = 0.00 in Total, Ul N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 15.50 ft Add Self Weight? yes - Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? Yes V Roof Pitch -. 1.0 _12 -_- Live Dead Snow Trib, Width Live Dead Snow Uniform Ld. 1 -Roof Uniform Ld. 2 Uniform Li 3 Uniform Ld, 4 Uniform Ld, 5 Tot Unif Load 320.0 Ib/ft 80.0 Ib/ft - Loads Point loads are 1/10 scale 600 400 200 0 ZA -200 2 4 6 8 10 12 14 16 1 6x And Larger (Timber) Calc'd Member Results For 6 x 10 Solutions Using Self Weight of Glulam 5 x 10.5, 13.4 pit 6x So Load Duration we: S.00 % Overdesign 6 x 18 12 x 14 Moisture Repetitive Use? No Pos Bending -171.4% 8 x 14 14 x 14 Press Treated? Yes, P.T. wata-No, 2 Flat Use? No Neg Bending NA 10 x 14 16 x 16 Temp Cond. Soo deg F &less . Flo Pos 700 psi Fv 136 psi Shear 44.0% Flo Neg 695 psi Fcp 600 psi Span(s) Defl'n •79.5% Allow Pos Mom 4,575 ft-lb 1 362.75 1n^4 Cantilevers) Defl'n NA Allow Neg Mom -4,542 ft-lb E 11235 ksi Calc'd member FAILS by: -171.4% Allow Shear 4,613 lb El 447,995 ksi Controlling criteria is: Pos Bending Req'd Bearing For 6 x 10 Support 1 1.50 in Support 2 1.50 in Support 3 - Su o 4 Self Wit - 13.01 plf Cond's Of use: Load Duration:l.0-Live Metlium Dry -18% � Douglas Fr - LarU � Glu Lam Calc'd Member Results For 5 x 10.5 Solutions Using Self Weight of Glulam 5 x 10.5, 13.4 plf Misc manufacturers W Load Duration % Overdesign 2.5 tt 9 3.5 5 x 10.5 8.75 x 9 Moisture Medium Dry - Se% s x Sos g uve: S.00 � Pos Bending 48.0% 3 x 13.5 5.125 x 10.5 Press Treated? Yes, P.T. 24F-V4, DF/DF Neg Bending NA 3.125 x 12 6.75 x 10.5 Temp Cond. Soo deg F &less Fb Pos 2,400 psi Fv 265 psi Shear 189.5% Flo Neg 1,812 psi Fcp 650 psi Span(s) Defl'n 7.9% Allow Pos Mom 18,373 ft-lb 1 482.34 in^4 Cantilever(s) Defl'n NA Allow Neg Mom-13,872 ft-lb E 1,800 ksi Calc'd member OK by: 7.9% Allow Shear 9,275 Ib El 868,219 ksi Controlling criteria is: Defl _ Span Req'd Bearing Support 1 Support 2 Su000rt 3 Support 4 Self Wit 13.42 pif Cond's Of Use: Load Duration:l.0•Live For 5 x 10.5 1,50 in 1.50 in - Reactions Support 1 Support 2 Support 3 Su000rt 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 322041b 3,2041h - - oft-Ib lift-Ib O fl-Ib lift-Ib Min Total 724 Ib 7241b - - 0 fl•Ib Oft-Ib lift-Ib lift-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.775 In 0.775 in 0.775 in Max Dn Defl - -0.618 in - - - Allowed 0.775 in 0.775 in 0.775 in ProBeam v7 0 WC G z5 Tim Garrison, P.E. CC3 VSI RUCTIONCALC r 44 Beam Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t18026 Member I.D. Other Info, Type? Left Cantilever Span 1 Soan 2 Lenth of Spans: 15,50 ft Spans and Supports (Note, pitch and fixity, if any, not shown) Soan 3 Right Cantilever Allowable Deflection, Main Spans Live Only, L/ Code Minimum -Normal: L/360 & L/240 + ....._...._......_......................,._........... _........................... , 360 — 0.52 in Total, V 240 = 0.78 in N/A i = 0.00 in :......................................::...................................-......::...........................................: Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 15:50 ft Add Self Weight? Yes -Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Tot Member Length 15,50 ft Total, Lh N!A = 0.00 in Loads From Continuous Member? No + � Yes + Roof Pitch � 1 0 12 I Increase Roof DL for pitch. Live Dead Snow Trib, Width Live Dead Snow Uniform Ld. 1 -Roof Uniform Ld, 2 Glu Lam Solutions U: 2.5 x 10.5 3 x 10.5 3.125 x 10.5 Uniform Ld, 3 Uniform Ld. 4 Uniform Ld. 5 Tot Unif Load 160.0 Iblft 40.0 Ib/ft - Loads Point loads are 1/10 scale 300 200 100 0 100 2 4 6 8 10 12 14 16 1 Calc'd Member Results For 5 x 9 Self Weight of Glulam 5 x 9, 11.5 plf Misc manufacturers + Load Duration % Overdesign 5 x 9 8,75 x 9 Moisture Medium Dry -18°/ + l 5 x 9 + Live: 1.00 + Pos Bending 112.5% 76.7 25 x 9 Press Treated? Yes, P.T. + 24F-V4, DF/DF + Neg Bending NA 5 x 7.5 Temp Cond. 10o deg F &less + Fb Pos 2,400 psi Fv 265 psi Shear 385.0% Fb Neg 1,819 psi Fcp 650 psi Span(s) Defl'n 35.9% Allow Pos Mom 13,499 ft-Ib 1303.75 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -10,231 ft-lb E 1,800 ksi Calc'd member OK by: 35.9% Allow Shear 7,950 lb El 546,750 ksi Controlling criteria is: Defl - Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 11.51 plf For 5 x 9 Cond's Of Use: Load Duratlon:1,0-Live 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,639 Ib 1,639 Ib - - Oft-Ib Oft-Ib Oft-Ib Oft-Ib Min Total 399 Ib 399 Ib 0 ft-Ib 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0.000 in Allowed 0.775 in 0.775 in 0.775 in Max On Defl -0.502 in Allowed 0.775 in 0.775 in 0.775 in ProBeam_v7_0_W C ,M Tim Garrison, P.E. C S1RUCTIONCALC Pro Beam v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t18026 Member I.D. 46B Other Info. 3/16/18 Type? Cantilever(s), multiple spans, fixity, or not braced V Cantilevers? ( Left Cantilever V Number of Main Spans one Main Span V Fix Left End of Main Span? NA - LeR End Is Cantilever W Fix Right End of Main Span No, Leave it Pinned Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Lenoth Lenth of Spans: 10.00 ft 18.00 ft 28.00 ft Spans and Supports (Note, pitch and fixity, if any, not shown) 5 15 20 25 Top of Beam Lateral Support continuous � Top of Beam, Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support i At Supports only Bottom of Beam, Max Unbraced Length 18.00 ft Allowable Deflection, Main Spans Allowable Deflection, Cantilevers Live Only, L/ Code Minimum - Normal: L/360 & U240 Live Only, L/ Code Minimum - Normal: L/720 & L/480 -- 360 = 0.60 in Total, L/i 240 - 0.90 in 720 = 0.17 in Total, L/ 480 = 0.25 in ....................................... ...........................................................................................:,..........................................i Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 28.00 ft Add Self Weight? Yes -Self weight will be added to applied DL n Loads: Point Loads Measured from left end of member. Member Total Length = 28 ft. Point Load 2 Point Load 3 Live Dead Snow Trib. Width Trib Length Live 40 psf 10 psf - 4.00 ft 8.00 ft 40 psf 1 10 psf 1 1 8,00 ft 1 8.00 ft 300 200 100 0 100 Dead Snow Location 320 Ib - 0.20 ft 640 Ib 8.00 ft Loads Point loads are 7/10 scale Wide Flange Steel Calc'd Member Results For W18 X 35 Solutions Using Self Weight of Steel WF W18 X 35, 35 plf n9ez, 50 ksi (default) n % Overdesign W10 X 112 W18 X 46 W30 X 90 rw18 x 35 Pos Bending 0.0% W12 X 87 W21 X 44 W33 X 118 Neg Bending 127.8% W14 X 68 W24 X 55 W36 X 135 Allow Pos Mom. 165,918 ft-lb Sx 57.60 inA3 Shear 1962.1% W16 X 57 W27 X 84 W40 X 149 Allow Neg Mom.-54,293 ft-lb Ix 510.00 inA4 Span(s) Defl'n 936.8% Allow Shear 106,200 lb El 14,790,000 ksi Cant(s) Defl'n -32.6% Self Wt 35.00 plf Calc'd member FAILS by: -32.6% Size: 17.7 h x 6 w Tf= 0.425, Tw= 0.3 Controlling criteria is: Deft - Cantivr Web Stiffeners: Not Req'd Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 6,789 Ib -28 Ib - - 0 ft•Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Total 1,968 Ib 1,009 Ib 0 ft•Ib 0 ft-lb 0 ft-lb 0 ftdb Min Load Case � \ p Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0.000 in 0.052 in Allowed 0.900 in 0.900 in 0.900 in Max Dn Defl -0.230 in 0.000 in �5cs� Allowed 0.900 in 0.900 in 0.900 in ProBeam_v7_0_W C Tim Garrison, P.E. CCi1S CTIONCALC ProBeam v6.0 Ld Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job tl 8026 Spans and Supports (Note, pitch and ntlty, If any, not shown) Member I.D. 48b Other Info, 3116118 Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 14.50 It 14.50 It Allowable Deflection, Main Spans Live Only, U I Code Minimum - Normal: U360 & U240 -...................... 4........ 4....... , -............. ........_..._.............� - .......... .�........... ___ .......-........ ........ .360 - 0.48 in Total, L/ 240 - 0.73 in I N/A i = 0.00 in Total, L/ N/A = 0.00 in ..... .... . ................ Pitch if Member Being Designed is Sloped: 0.0 :12 Main True Len: 14.50 ft Add Self Weight? ye - Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Uniform Loads 1.5 will be increased 15% Loads From Continuous Member? yes Increase Roof DL for pitch? yes � Roof Pitch 1:0_ 12 Live Dead Snow Trib, Width Live Dead Snow Uniform Ld. 1 -Roof Uniform Ld. 2 Uniform Ld. 3 Uniform Ld. 4 Uniform Ld. 5 Tot Unif Load 414.0 Iblft 155.3 16/k - Loads Point loads are 1H0 scale 800 600 400 200 0 200 Glu Lam Calc'd Member Results For 5 x 9 Solutions Using Self Weight of Engrd (2)1.75 x 11.875 2.0E LVL, 10.6 plf Misc manufacturers Load Duration % Overdesign 2.5 x 15 5 x 10.5 8.75 x 9 1Moisture Medium Dry -18% 5 x 9 uve: I.po Pos Bending 42.9% 3 x 13.5 5.125 x 10.5 Press Treated? I yes, P.T. V 24F-v4, DF/DF V1 Neg Bending NA 3.125 x 13.5 6.75 x 10.5 Temp Cond. 100 deg F&less Fb Pos 2,400 psi Fv 265 psi Shear 89.1% Fb Neg 1,821 psi Fcp 650 psi Span(s) De8'n -55.8% Allow Pos Mom 13,499 ft-lb 1 303.75 inA4 Cantilever(s) Defl'n NA Allow Neg Mom-10,245 ft-lb E 1,800 ksi Calc'd member FAILS by: -55.8 % Allow Shear 7,950 lb El 546,750 ksi Controlling criteria is: Defl - Span Req'd Bearing Fors x 9 Support 1.50 in Support2 1.50 in Support3 Support4 - - Self Wt 11.51 p1f Cond's Of Use: Load Oum8on:1.0-Live Engineered Lumber Calc'd Brand Trus Joist y Results For 2 1.75 x 11.875 2.0E Solutions Using Self Weight of Engrd (2)1.75 x 11.875 2.0E LVL, 10.6 plf Calc'd Member (2) 1.75 x 11.s75 2.0E LVL � LVL - 3.5 x 20 2.2E PSL Load Duration Uve: I.Oo % Overdesign - 7 x 20 2.2E PSL Repetitive Use? No Pos Bending 16.9% 3.5 x 14 1.55E LSL - Fb Pos 2,600 psi Fv 285 psi Neg Bending NA 1,75x 162.0E LVL - Fb Neg 2,510 psi Fcp 750 psi Shear 87.8% (2)1,75 x 11.875 2.0E LVL 3.5 x 14 Plus PSL, Levi Allow Pas Mom. 17,820 ft4b E 2,000 ksi Span(s) Defl'n 14.7% (3)1,75 x 11,25 2.0E LVL 5,25 x 11.875 Plus PSL, Levi Allow Neg Mom. -17,206 ft4b El 976,827 ksi Cant(s) Defl'n NA (4)1.76 x 9,25 2.0E LVL 3.5 x 14 Plus PSL, Lev2 Allow Shear 7,897 lb Calc'd member OK by: 14.7% 3.5 x 11,875 2.0E PSL 5,25 x 11.875 Plus PSL, Lev2 1 488.41 inA4 Controlling criteria is: Defl - Span 5,25 x 11.25 2.0E PSL 3.5 x 16 Plus PSL, Lev3 Self Wt 10.63 pif Cond's Of Use: Load ouration:1.0-Live 7 x 9,25 2.0E PSL 5.25 x 11.875 Plus PSL, Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For (2)1.75 x 11.875 2.DE LVL 1.60 in 1.60 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support2 Support 3 Support 4 Max Total 41204 lb 4,2041b - - 0 ft-Ib Oft-Ib 0 ft-lb 0 ft-lb Min Total 11203 lb 1,203 lb - - 0 it-Ib 0 fl 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Dail - 0.000 in - - - Allowed 0.725 in 0.725 in 0.725 in Max Dn Deli - -0.590 in - - - Allowed 0.725 in 0.725 in 0.725 in ProBeam_v7_0_WC Tim Garrison, P.E. CdNS,.;RUCT10NCALC ""'am zi v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job tl8026 Member I.D. 50b Other Info, 3/16/18 Type? Left Cantilever Span 1 Span 2 Lenth of Spans: 11.00 ft Span 3 Riaht Cantilever Allowable Deflection, Main Spans Live Only, U Code Minimum - Normal: L/360 & L/240 t .................360................. _ 0.37 in Total, U.................240................: 0.55 in .-......................N/A ...............' 0.00 in :...........................................::...........................................:;...........................................: Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 11.00 It Add Self Weight? rye;- Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? res Live Uniform Ld. 1 - Roof 20 psf Uniform Ld, 2 40 psf Uniform I.A. 3 40 psf Uniform Ld. 4 80 psf Uniform Ld. 5 Uniform Loads 1-5 will be increased 15% Tot Member Length 11.00 It Total, L/`•: N/A = 0.00 in Increase Roof DL for Itch? ves � p' Roof Pitch � 1 0 12 ; Dead Snow Trib, Width Live Dead Snow 15 psf 25 psf 14,00 ft 242.3 lb/ft 402.5 Ib/ft 15 psf 13,00 ft 598.0 lb/ft 224.3 lb/ft 10 psf 46 psf 10 psf Tot Unif Load 598.0 Iblft 466.E Iblft 402.5 Iblft Loads Point loads are 1/10 scale 2000 1500 1000 500 0 500 Glu Lam Calc'd Member Results For 5 x 10.5 Solutions Using Self Weight of Glulam 5 x 10.5, 13.4 plf Misc manufacturers � Load Duration % Overdesign 2.5 x 15 5 x 10.5 8.75 x 9 Moisture Medium Dry -18 % 5 x 10.5 Snow: 1.15 Pos Bending 13.5 3 x 13.5 5.125 x 10.5 Press Treated? No, Not P.T. 24F-V4, DF/DF Neg Bending NA 3.125 x 13.5 6,75 x 9 Temp Cord. l00 deg F &less Fb Pos 2,760 psi Fv 305 psi Shear 57.6% Fb Neg 2,127 psi Fcp 650 psi Span(s) Defl'n 17.8% Allow Pos Mom 21,129 ft-lb 1 482.34 in44 Cantilever(s) Defl'n NA Allow Neg Mom-161287 ft-lb E 1,800 ksi Calc'd member OK by: 13.5% Allow Shear 10,666 lb El 868,219 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.42 plf Cond's Of Use: Load Duration:1.15-Snow For 5 x 10.5 2.08 in 2.08 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 6,767 Ib 6,767 Ib - - 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Total 2,640 Ib 2,640 Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.550 in 0.550 in 0.550 in Max Dn Deft -0,467 in Allowed 0.550 in 0.550 in 0.550 in ProBeam_v7_0_W C Gzq Tim Garrison, P.E. CAS FRUCTIONCALC 6 o eam Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. .lob 118026 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 51 b Other Info. 3/16/18 Type? Simple span, fully braced _ Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 9.00 ft 9.00 it Allowable Deflection, Main Spans Live Only, LI Code Minimum - Normal: L/360 & L/240 V ...........................................,...........................................,............................................� 360 = 0.30 in Total, L/ 240 = 0,45 in N/A = 0.00 in Total, L/ N/A = 0,00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 9.00 ft Add Self Weight? Yes -Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Uniform Loads 1-5 will be increased 15% Increase Roof DL for pitch. Roof Pitch 1.012 I Loads From Continuous Member? Yes Yes V Live Dead Snow Trib, Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 16,00 ft 277.0 lb/ft 460.0 lb/ft Uniform Ld. 2 40 psf 15 psf 13,00 ft 598.0 lb/ft 224.3 lb/ft Uniform Ld. 3 40 psf 10 psf Uniform Ld. 4 80 psf 46 psf Uniform Ld. 5 10 psf Tot Unif Load 598.0 Iblft 501.2 Iblft 460.0 Ib/ft Loads Point loads are 1/10 scale 2000 1500 1000 500 0 500 Glu Lam Calc'd Member Results For 5 x 9 Solutions Using Self Weight of Glulam 5 x 9, 11.5 plf Misc manufacturers � Load Duration % Overdesign 2.5 x 13.5 5 x 9 8.75 x 9 Moisture I Medium Dry- 180/b 5 x 9 w Live: 1.00 Pos Bending 2.1 3 x 12 5.125 x 9 Press Treated? I 24F-v4, DF/DF Neg Bending NA 3.125 x 12 6,75 x 9 Temp Cond, too deg F&less Fb Pos 2,400 psi Fv 265 psi Shear 35.3% Fb Nag 1,834 psi Fcp 650 psi Span(s) Defl'n 27.6% Allow Pos Mom 13,499 ft-lb 1 303,75 inA4 Cantilever(s) Defl'n NA Allow Nag Mom A01316 ft-lb E 11800 ksi Calc'd member OK by: 2.1% Allow Shear 7,950 lb El 546,750 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 11.51 plf Cord's Of Use: Load Duration:11.0-Live For 5 x 9 1,81 in 1,81 in Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 5,878 Ib 5,878 Ib - - 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Total 2,307 Ib 2,307 Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 k-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 San 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.450 in 0.450 in 0.450 in Max On Defl 4353 in Allowed 0.450 in 0.450 in 0.450 in ProBeam_v7_0_W C A VT Y Ct G '+= City of Anacortes 904 6th Street P.O.Box 547 Anacortes, WA 98221-0547 (360) 293-1901 Invoice/Permit #: Applied date: Issue date: Expire date: BLD-2018-0159 03/27/2018 09/23/2019 Job Address: 3927 ROCK RIDGE PKWY Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: sfr Owner: ALAN & SUSAN SMITH Contractor: STRANDBERG CONSTRUCTION Address: 17927 194TH AVE NE Address: PO BOX 319 WOODINVILLE WA 98077 ANACORTES WA 98221-0319 Phone: Phone: (360) 293-7431 General Information: License #: S7RANC1020CG Fees: Plan Review Deposit State Building Code Fee Sewer Inspection Fee Storm Drain GFC-Residential Sewer GFC-Residential Park Impact Fee Traffic Impact Fee Total Calculated: Deposits/Receipts: Total Due: 20 4.50 50.00 1,597,48 9,482,66 615.00 2,641,40 14,591.04 0.00 14,591.04 mx�•� ^rn4,.� „� - , •ilr..s T. If' IT.,P':i Cal M. ., a' � 0 (A n ,-r , irl (1) 1_t -'-1 0 i 1 i •� LI �• _' �iJ li 0 C) .. irl M 'I h'T V• T IJ 1 lt' IZ' 1�1 f m r' 91: a' —q r`I rl THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS�T1-Oily lit CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMt47.Eti 1� HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL Pwowscilg OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR1fJW tJHE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER�11 TATV61� LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. � _11 CIA 1� I 1 r1 - CAI IT" .{i r• 1 1�1 SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY _ " ANACORTES PUBLIC WORKS DEPARTMENT Steven Lange, Project Manager P.O. BOX 547, ANACORTES, WA 98221 PH(360) 293-1920 E-MAIL: stevel@cityofanacortes.org FAX(360) 293-1938 Memo Date: April 6, 2018 To: Paul Ingalls, Plans Examiner From: Steven Lange Subject: Site Plan Review #1 for 3927 Rock Ridge Park Way cc: Eric Shjarback, Justin Symonds The submitted site plan for 3927 Rock Ridge Park Way was reviewed by the Public Works Engineering Department on April 6, 2018. • 04-03-18: Submittal to Public Works Engineering • 04-06-18: Public Works review and memo back to Building Department The following comments are provided: • Project is not required to do any additional frontage improvements. • Project MR#2 — 13 Elements has been accepted. • Project needs to provide a Storm Drainage Analysis for MR#1 to MR#9. Or provide an overall subdivision analysis for the lower pond. • Water •Wastewater •Streets •Storm Drainage •Engineering •Solid Waste • Transportation •Equipment •Capital Projects •Development Services 2015 Washington State Energy Code: UA Alternative Worksheet, Type R=3 Occupancies MAR 2 6 2018 -Doors U = 0.300 Overhead Glazing U = 0.500 Vertical Glazing U =. 0 300 Flat/Vaulted Ceilings U = 0.026 Wall (above grade) U = 0.056 Floors U = 0.029 Slab on Grade F = 0.540 Below Grade Wall U = 0.04.2 Below Grade Slab F = 0.570 44 13 0 0 420 126 13850 48. 2,718 152. 827 24 54 29 3901 16 39 22 Copyright 2013, WSUEEP10-009 (Version 11) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 3/26/2018 1 of 4 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies ID Desction Ref. U t(t. reet reel W1 Milgard Vinyl or equal 0 0.28 1 2 ° 7 ° 14 4 .1111111111111,.- W2 Milgard Vinyl or equal '- 0 0.28 1 2 6 3 9 2 W3 Milgard Vinyl or equal 0 0.28- 1 2 s 7 0 ° 18 5 W4 Milgard Vinyl or equal 0 0.28 1 4 0 2 0 $ 2 _ W5 Milgard Vinyl or equal �. 0 0:28 1 4 0 7 ° 28 8 - W6 Milgard Vinyl or equal _ �' 0 0.28 1 6 o 1 s 9 3 W7 Milgard Vinyl or equal r 0 0:28 1 5 ° 2 ° 10 3 W8 Milgard Vinyl or equal r'- 0 0.28 1 5 7 - 35 10 W9 Milgard Vinyl or equal _ 0 0:28 1 6 ° 4 W10 Milgard Vinyl or equal r 0 0:28 1 3 0 4 s 14 4 W11 Milgard Vinyl or equal 0 0:28 1 3 0 1 s 5 W12 Milgard Vinyl or equal-' Q _ 028- 1 3 0 2 0 6 2 W13 Milgard Vinyl or equal w 1 Q 0:28 1 6 ° 5 ° 30 8 W14 Milgard Vinyl or equal 0-- 0.28 1 2 W15 Milgard Vinyl or equal 0 0:28 1 3 ° 7 ° 21 6 W16 Milgard Vinyl or equal w:.0 - 0.28 1 2 ° 5 ° -- 10 - 3 W17 Milgard Vinyl or equal �' 0 - 0:28 1 5 a 2 ° - : 11 -- -3 W18 Milgard Vinyl or equal 0 0:28 1 3 ° 7 ° 21 6 W19 Milgard Vinyl or equal 0--0:28 1 5 ° 7 ° -.35 - 10 W20 Milgard Vinyl or equal �r 0 0.28 1 5 ° 7 ° - 35 1-0 W21 Milgard Vinyl or equal f 0 0,28 1 5 ° 2 ° 10 3 W22 Milgard Vinyl or equal 0-. -.-0.28 1 5 ° 7 ° 35 -10 W23 Milgard Vinyl or equal 7 0 . 0:28 1 5 ° 2 ° 10 3 - W24 Milgard Vinyl or equal T 0:- Q•28. 1 3 o 1 s - 5 1 W25 Milgard Vinyl or equal .R -0 _. 0.28 1 3 ° 4 W26MilgardVinylorequal � 0-- -0,28 1 3 ° 4 ° -- 144 W27 Milgard Vinyl or equal w • 0 -:- . 0.28. 1 3 a 1 s 5 1 -8 W28 Milgard Vinyl or equal • 0 - 028 1 6 ° 5 ° 30 - W29 Milgard Vinyl or equal T 0 0.28 W30 Milgard Vinyl or equal 0 0.28 1 3 W31 Milgard Vinyl or equal 0 028 1 3 01 2 ° 6 2 W32 Milgard Vinyl or equal :-0- _0.28 1 3 ° 1 s 5 - -.1 W33 Milgard Vinyl or equal R' 0 0,28 1 5 ° 7 ° 35 10 _ W34 Milgard Vinyl or equal _ 0 0.28. 1 6 ° 5 ° 30 8 W35 Milgard Vinyl or equal 0 0.28 1 2 s 2 ° 5 1 W36 Milgard Vinyl or equal w 0 0.28 1 2 s 2 ° 5 W37 Milgard Vinyl or equal V 0 0.28: 1 2 ° 2 ° 5 1 _ W38 Milgard Vinyl or equal -0-. 0.28-. 1 5 ° 7 ° _ W39 Milgard Vinyl or equal 0:- 0:28- 1 2 ° W40 Milgard Vinyl or equal w 0 0.28 1 5 a 2 ° 11 3 W41 Milgard Vinyl or equal 0 0.28 1 3 ° 4 ° 14 4 W42 Milgard Vinyl or equal 1w' 0 0.28 1 3 0 4 6 14 4 W43 Milgard Vinyl or equal IV Q 0.28 1 3 ° 4 s 14 4 W44 Milgard Vinyl or equal 0 0.28 1 5 ° 7 ° 35 10 W45 Milgard Vinyl or equal w' 0 0.28 1 2 ° 2 ° 5 1 W46 wj 0 0.00 0 0 0 T 0.00 0 Q W47 - -- v 0 0:00 0 0 W48 0 0:00 0 -0 W49 - - • Q 0.00 Q W50 - w 0 0.00 0 0 W51 -- - p 0.00 0 0 W52 w 0 0.00 0 0 W53 _ �► - 0 0:00 0 0 W54 - Milgard Vinyl or equal 0 0.28 Patio Bum of Area and UA 754 211 Glazing Area Weighted U 0.280 Copyright 2013, WSUEEP10-009 (Version 11) Copied 6y permission from Washington State University Extension Energy Program (see copyright restrictions) - 3/26/2018 2 of 4 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies Copyright 2013, WSUEEPIO-009 (Version 11) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 3/26/2018 3 of 4 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies Copyright 2013, WSUEEPIO-009 (Version 11) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 3/26/2018 4 of 4 PLANNING, COMMUNITY, & ECONOMIC D MAR 2 6 2018 ENT DEPARTME RESIDENTIAL BUILDING PERMIT AFPLVa TFCVW "`c` Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location: 904 6`h Street, Anacortes WA 98821 Phone: (360) 2934901, Fax: (360) 2934938 PLEASE REFER TO THE RESIDENTIAL B UILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL REQ UIREMENTS PROJECT ADDRESS (Street, Suite #): 2ROCK RED E P PARCEL(S) #: 133958 Subdivision/Lot #: Lo 1 - P4 PZID61E T VALUATION o Pre APPLICANT: P d' Address (Street, City, State, Zip): E-Mail Address: 5 Vt 1 d a)mn sf rrtiQT PROPERTY OWNER: Phone: hfL t SUS IJ $ 1 Address (Street, City, State, Zip): ftoT7 E-Mail Address: 2 hvE NE VJV0D1W1JJJE InhA CONTACT PERSON: Phone: %Ji M SyjCmA-&o- fzq-�I�iS4 Address (Street, City, State, Zip):: I v %* Z"T 3 E-Mail Address: vr► lcm� homed ersi rt • cew� LENDING AGENCY: hone: Address (Street, City, State, Zip): E-Mail Address: CONTRACTOR:* Phone: SMft4Dbe�e C0N5TRvC- dN &o ' 213 - 74.3 Address (Street, City, State, Zip): E-Mail Address: *All Contractors & Subcontractors must have a valid City of Anacortes Professional License #: Exp. Date: business license prior to doing work in the City. Finance Department at (360) 2994968. Contact the City's Business License #: Exp. Date: PROPOSED WORK: Comsmucn owl no: A NEW SFIC eN e4x* W0 LoE PROPOSED NEW SQUARE FOOTAGE* Basement SQ': Q.5 4fa F► . Z-[ UNFIN. Finished Basement: ® Unfinished Basement 0 I" Floor SQ': jolSo 43 Garage /Carport SQ': 4SS 4' 2' Floor SQ': WN Deck/ Covered Porch/ Patio SQ': 150 Fire Sprinkler: Yes ❑ No 0& Lot Area SQ': Q 3 O I declare under penalty of perjury that the information I have provided on this form/application is true, correct, and complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Anacortes. Print Name: J Am£5 SYrtUIP.f! Owner ❑ Agent iff (specify): ®iEStl>NFa¢� Signature: ikr Date: 3 •ZS- )S u Page 1 of 3 Equipment Type: Appliance/Equipment Information (new and relocated): Total #: Furnace: Gas #: I Elec #: Other #: Gas Water Heater: #: Location(s): gASEv►nEN T. UT, V I T`1 Heat Pump: Elec #: Other #: Air Conditioning: Elec #: Other #: Boiler: Gas #: Elec #: Other #: BTUs: Exhaust Fans: Bath #: Laundry #: ( Other: Range Hood: #: Location(s): ovg t c oorcroP UJ KCITGHENi I Fireplace: Gas #: ( Elec #: Other: #: Location(s): &rragrr Room Clothes Dryer: /Duct: Gas #: 0 Elec #: Other: #: Location(s): LOkvr." Iftm l Stove/Range/Oven: Gas #: Elec #: Other: #: Location(s): l Gas Outlet(s): #: Location(s): 515Q r3 poatrl Other: #: Location(s): PLUMBING Fixture Type (new and relocated): Total #: TOTAL FIXTURES: Fixture Type (new and relocated): IZ Total #: Water Closet (Toilet): 3 Refrigerator water supply (for water/ice dispenser): Kitchen Sink: l Pressure Reduction Valve/Pressure Regulator: Utility Sink: I Water Service Line: 0 Tub: ` Water Piping: Hand Sink: 4j Clothes Washer: Q Shower: Electric Water Heater: Tank -less? Yes ❑ No ❑ Dishwasher: Backflow Prevention Device: Hose Bib: TOTAL OUTLETS: 16 TOTAL OUTLETS: 3 Page 2 of 3 ��SUPERIOR �INSIJLATION PRODUCTS INSULATION CERTIFICATION CARD Insulation Contractor Name: Jobsite Contractor: Job Name: Jobsite Address: Name: Insulation Type: R-Value of Insulation: of Insulation Installed Location of Insulation Installed Manufactures Name: Insulation Type: R-Value of Insulation: s of Insulation Installed: of Insulation Installed: Manufactures Name: Insulation Type: R-Value of Insulation: Thickness of Insulation Installed Location of Insulation Installed: SUPERIOR INSULATION PRODUCTS STRANDBERG CONTRUCTION SMITH RESIDENCE 3927 ROCKRIDGE PARKWAY ANACORTES, WA 98221 Ceiling Insulation Certainteed Fiberglass Batts R30 9.5" Over Foam Wall Insulation Certainteed Fiberglass Batts R21 5.5" Exterior Walls Floor Insulation Certainteed lass Batts R38 12" Basement Ceiling Area Icynene Spray Foam R14 2° Ceiling Area THIS CARD MUST BE POSTED IN A PROMINENT LOCATION AND RETURNED TO THE BUILDING DEPARTMENT BEFORE YOUR FINAL INSPECTION 3r�avtiP� Ma�� SUPERIP833KT Insulation Contractors Signature License # 11.19.2018 Date Residential Building Air Leakage Test (Blower Door Test) Results Permit #: '�� House address or lot number: _ c) �r� i City: hU� rLr {ff Zip: Cond, Floor Area (ft2): ( Age of house: Source (circle one): ja �'%���•�'�'•l Estimated ' Measured J Results shall be reported as Air Changes per Hour at 50 Pascals (ACHs Where: ACHso = (CFM50 x 60)/ Volume o) and shall be calculated as follows: CFM50 =Blower door fan flow at 50 Pascal pressure difference Volume = Conditioned Floor Area of the housing unit x ceiling height Blower Door Test Result: (' �' ACHso 5�� v CFM@50Pa Ring (circle one if applicable): Open L Blower Door Fan Location: G�`� �� � �-�: � Weather Conditions: _ G �='�il w I certify that these blower door results are accurate and determined using standard industry protocol. Company Name: 11r^rjj y� lie C, Technician: Technician Signature: __�'�,-t e% Date: � —� � � E i 3 r � Phone Number: � - C 2012 Washington State Energy Code reference: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and � 5 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Once visual inspection has confirmed the presence of a gasket (see Section 502.4), operable windows and doors manufactured by small ousiness shall be permitted to be sealed off at the frame prior to the test. Duct Leakage Affidavit (New Construction) Permit #: S 14 .. f House address or lot number: City: ej Cond. Floor Area (ft2) z / IZ GC Q �' t- O.fvl V� Source (circle one): ar's Estimated :'`Measured ❑ Duct tightness testing is not required. The total leakage test is not required for ducts entirely within the building thermal envelope. Ducts located in crawl spaces do not qualify for this exception. and air handlers located Air Handler in conditioned space? � yes ❑ no Circle Test Method: Leakage to Outside Air Handler present during test? (� yes ❑ no ��akage Maximum duct leakage: Post ConstruCLIon, total duct leakage: (floor area x .04) = i Z CFM@25 Pa Post Construction, leakage to outdoors: (floor area x .04) = CFM@25 Pa Rough -in, total duct leakage with air handler installed: (floor area x .04) = CFM@25 Pa Rough -In, total duct leakage with air handler not installed: (floor area x .03) = CFM@25 Pa Test Result: c+ CFM@25Pa Ring (circle one if applicable) Duct Tester Location: Open 1 2 Pressure Tap Location: 3 I certify that these duct leakage rates are accurate and determined using standard duct testing protocol. Company Name: %��� dyI llecf' rl g Technician: V "li Technician Signature: � °''� �U'�'" Date: Phone Number: 4 ZI ,4c;ejc C cr ANALYTICAL Anaheim Office Lab No: 18-193-0103 July 26, 2018 Skagit Soils, Inc. 13260 Ball Road Mt. Vernon, WA 98273 Att: Craig MAR 11 2019 Y OF ANAOORTES SAMPLES REC' D 71 12/ 18 Attached are the results of the analysis performed on a soil sample that was received by our laboratory on July 12, 2018. This sample was analyzed for nutrient levels and general chemistry in preparation for use as an import soil. Analytical Results: The reaction of the soil is slightly alkaline at 7.3 on tQuahe pHscaleI ale is hickfavois syIlowleindicatbng that the soil is plants and no pH adjustment is recommended. weakly buffered against downward pH changes. cates that the um in Salinity (ECe) is safely low. The favorably lo and i magnesium, on Bo ratio issafelyllowl , yet sufficient for plant this sample is properly balanced by calcium nutrition, and minor elements are in their Nitrogen is low and potassium is abundant. The remaining major respective sufficiency ranges. A soil The texture of the soil is classifiedas'g�anll O mm comprises 18, 2% of esand' based off the D of byclassification sdryweight and in larger standards in all samples. Gravel combination with the wide distribution in act particle sizes average the hessand catwater inaltsrationhatehis soil s 0 27 niches have a tendency to consolidate and p per hour. The actual rate of infiltration may vary with the degree of soil compaction. Organic content is high measured at 13.3% by total dry weight. Cow The chemistry and fertility of this material is favorable and will support a broad range of plants. uld be improved by incorporating 7 lbs. of calcium nitrate (15.5-0-0) Nitrogen and calcium availability colace, This per 1000 sq. ft. to a depth of 6 inches after blendingerial is No additional organic material isgrecommended, The 1/3 lb, of calcium nitrate per cu. yd, if bulk sandy nature of this soil makes it suitable for use over most native soils. 4741 East Hunter Ave., Ste. A Anaheim CA 92807 (714) 282-8777 Q (714) 282-8575 fax www.waypointanalytical.com ?age 1 of 0 0 Waypoint, ANALYTICAL If we can be of any further assistance, please feel free to contact us. Joe Kiefer 4741 East Hunter Ave., Ste. A Anaheim CA 92807 (714) 282-8777 � (714) 282-8575 fax www.waypointanalytical.com El MAR 1 2019 Page 2of3 0 z � N v O 00 00 C M 0 0 0 0) M N N Oe N r� O 0 0 d E N LL Q C O V N 0) N Co Q •� CL cv p a Co Q n Ln E U of W � o V31 N eq 00 C E CO Uf6 M to am N Ow m c M M c a 7 C LL '0 V O. = Q o c u " 3 00 VdMj /� CN . N o Do3 V/ i% C �- v 3 Cl) LL c 'J V o- cLn o 0 a J Y E N N M a , a ri N a W O a ci V/ • Z ? E W S a o Z W 0 Q d ? El o u a a J O Q () d E �z W a N a d a E r o Ci Jmi i 16 (A LU x e FW- N a � 0 N N p, r R n O E (h N Ccc Cn N Q _ 00 E to C p ¢ Q d cn a (D E dJ m c o a N ca N U1. 0 Z J 0 r N Ft f. f�AR 1 2019 r Y O �e�t Mug E E Northwest Agricultural e Consultants PAP -Accredited 2545 W Falls Avenue Kennewick, WA 99336 509.783.7450 www.nwag.com lab@nwag.com Tyler McKee 2018 R Ave Anacortes, WA 98221 Report: 47004-1-1 Date: , March 5, 2019 Project No: Project Name: 3927 Rock Ridge Parkway January 30, 2019 Building Dept City of Anacortes 00, Strandberg CONSTRUCTION INC. L I U T JAN 3 0 2019 CITY OF ANACORTES Dear Building Inspector(s), Attached is the landscaping plan; planting of plants and trees located at 3927 Rockridge Par way, Anacortes. We plan to begin landscaping February 7th and hope that this landscape plan will satisfy City requirements to gain occupancy in March. Please let us know if there will be other requirements; i.e; soils test, erosion control, etc. We want to be prepared to meet your requirements for inspection. Thank you. Feel free to call with any questions regarding this concern. Sincerely, Aimee Frantz Strandberg Construction, Inc. 360-293-7431 Fxr.AVATION CUSTOM HOMES DESIGN PO BOX 319 2018 RAVE., ANACORTES, WA 98221 360.293.7431 PHONE 360.299.8660 FAX www.strandbergconstruction.com Cricchio, Kevin From: Sent: To: Cc: Subject: Cricchio, Kevin Thursday, April 12, 2018 2:53 PM Jim Sykora' Fyrrce, Groc; Ingalls, Paul BLD-2018-0159, 3927 Rock Ridge Pkwy RE: BLD-2018-0159 3927-Rock Ridge Pkwy Just an FYI. I have completed my review of the building permit application to construct a residence at 3927 Rockridge Parkway. The following revisions are needed: 1. Please show average original grade on the elevations and how you are complying with the maximum permitted height of 35' above it. 2. Dimensions for all lot lines need to be shown on the site plan and be verbatim per the recorded plat map. 3. The recorded survey shows a 10 foot access easement across lots 11 & 10 for the benefit of both of these lots. Total width is 20 feet. The site plan shows this but it does not scale to 20 feet wide. Please correct. Please note that additional departments are reviewing this application and additional revisions may be requested. Thanks. Kevin Cricchio, AICP, WPIT � Associate Planner � Planning, Community &Economic Development Dept. City of Anacortes � P.O. Box 547 � 904 bth Street � Anacortes, WA 98221 360.293,1937 (work) I kevinc@cityofanacorfes.org I www.cityofanacortes.org My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 1 BUILDING PERMIT APPLICATION REVIEW: DATE:y-12-PExM,.#�tU-2�1< -C�I� SITE ADDRESS: (�d�,oaACE,.: Pl�3�15`71 SURVEYED SITE PLAN: • Does site plan &dimensions match survey ❑yes ❑ no ZONING DISTRICT: y A V • Is the land use permitted in zone yes ❑ no CRITICAL AREAS: • Is any critical areas located either on the subject property or within 300 feet ❑ yes L)no SHORELINE JURISDICTIO • ❑ yes no • Shoreline Environment: • Is the land use permitted in environment IMPERVIOUS SURFACE MAXIMUM: r MINIMUM SETBACKS: MINIMUM LANDSCAPING: MINIMUM#OF TREES: MAX LOT COVERAGE: MAX PERMITTED HEIGHT: R\1� OFF-STREET PARKING: EASEMENTS: Setback from OHW ❑ yes El � H*1ir,S? do bar �rl gr�k j Y)Ulds) r) !� r WP �I fir � �► '� Print Window Page 1 of 1 Details for Parcel: P133950 Jurisdiction: ANACORTES Please contact the city of ANACORTES for ANACORTES zoning information. Parcel Number XreflD P133950 6046-000-003-0000 Owner Information Site Addresses) Map Links JARRETT CHARLES 3926 ROCK RIDGE PARKWAY Open in iMap BISHOP DEANDRA Anacortes, WA (Jurisdiction, State) Assessor's Parcel Map: 1037 NE 65TH ST #80079 Zip Code Lookup � Site Address Information PDF � DWF SEATTLE, WA 98115 Current Legal Description Abbreviation Definitions. (0.3038 ac) LOT 3 OF ROCK RIDGE SOUTH PHASE 4, AF#201711060065, BEING A PORTION OF TRACT G OF ROCK RIDGE SOUTH PHASES 1 AND 2, AF#200701240094, LOCATED IN NW 1/4 OF SECTION 26, TOWNSHIP 35 NORTH, RANGE 1 EAST, W.M. Zoning Designation: Recorded Documents Documents scanned and recorded by the Auditor's office 2017 Values for 2018 Taxes* Building Market Value $.00 Land Market Value +$19,500.00 Total Market Value $19,500.00 Assessed Value $19,500.00 Taxable Value $19,500.00 Sale Information Deed Type WARRANTY DEED Sale Date 2017-10-03 Sale Price $439,000.00 * Effective date of value is January 1 of the assessment year (2017) Quarter Section Township Range N W 26 35 01 2018 Property Tax Summary 2018 Taxable Value $19,500.00 General Taxes $204.39 Special Assessments/Fees Total Taxes $204.39 Legal Description at time of Assessment *Land Use WAC 458-53-030 Neighborhood (21AVIEW) ANACORTES VIEW RESIDENTIAL Levy Code 0900 Fire District School District SD103 Exemptions Utilities Acres 0.30 Improvement 1 Attributes Summary Building Style SINGLE FAMILY RESIDENCE Year Built Foundation Above Grade Living Area Exterior Walls Finished Basement Roof Covering *Total Living Area Heat/Air Conditioning Unfinished Basement Fireplace *Total Garage Area Bedrooms Bathrooms For additional infonnafion on individual segments see Improvements tab * Land Use codes are for assessment administration purposes and do not represent jurisdictional zoning. Please contact the appropriate planning department in yourjurisdiction for land use questions. * Total living area includes above grade living area and finished basement area. `Garage square footage includes all garage areas; basement garages, attached garages, detached garages, etc. Assessment data for improvements is based on exterior inspections. Please contact fhe Assessor's office if fhe informafion does not accurately reflecf the interior characteristics. https://www.skagitcounty.net/Search/Property/ 4/12/2018 PLANNING, COMMUNITY, &ECONOMIC D •.� �i MAR � 6 ��1$ , �� ENT DEPARTMENT RESIDENTIAL BUILDING PERMIT A�F�iI��/h'i�'I'6i�N "�= Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location: 904 6`h Sheet, Anacortes WA 98821 Phone: (360) 293-1901, Fax: (360) 293-1938 PLEASE REFER TO THE RESIDENTIAL B UILDING PERMIT CHECKLIST BEL OW FOR S UBMITTAL REQUIREMENTS PROJECT ADDRESS (Street, Suite #): 2 OLK R\D E P PARCEL(S) #: 133 a s8 Subdivision/Lot#: Lo I ' � Ruc.at FLI D t� PROJECT VALUATION: $ APPLICANT: Phone: Address (Street, City, State, Zip): E-Mail Address: PROPERTY OWNER: 1kL t SUS '$ VY1 1 Phone: Address (Street, City, State, Zip): 98017 2 � ArvE NE ones InA4r E-Mail Address: CONTACT PERSON: �o y�o� - Phone: !oO - 2q -�lt3Y Address (Street, City, State, Zip):: I u T � bA4 2'13 E-Mail Address: vet s lcmchnw�el �� rt • ce+� LENDING AGENCY: - - hone: Address (Street, City, State•, Zip}: E-Mail Address: CONTRACTOR:* STizA�BE� CoNSTRv� Dl�➢ Phone: UU - 2�l3 - Z�3 Address (Street, City, State, Zip): E-Mail Address: ` *All Contractors &Subcontractors must have a business license prior to doing work in the City. FinanceDepartment at (360) 299-1968. valid City of Anacortes Contact the City's Professional License #: Exp. Date: Business License #: Exp. Date: PROPOSED WORK: �bNSt1�vGT ewl eC ,4 NEW SFIZ o/�I GGiE+kR�a LoT Basement SQ': 95 d� FI Z'(� uN Fi Finished Basement: (� Unfinished Basement lst Floor SQ': O Garage /Carport SQ': 9SS �%' 2na Floor SQ': NA Deck/ Covered Porch/ Patio SQ': p $D eov. G �Nc v. Fire Sprinkler: Yes ❑ No Lot Area SQ': Q 3 O t�l I declare under penalty of perjury that the information I have provided on this form/application is true, correct, and complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Anacortes. Print Name: � Ptm�S SYKa �R Owner ❑Agent �I (specify): DiES+I�N�t2. Signature: a Date: 3 •Z3• Jg u Page 1 of 3 Address I • r Site i - 1 • Building c Works :T4:ga� �or I r �ze ir2 �7 � it PL tw6-cam.. 6c..Opo Zo C l�7�c/ /of f� r r, - ! -� + t�l aiy�l 1 ` ICI y' /2 � �� ` � !" ` ° .✓ Z � .�� � / , f? j"�1 Project Inter -Departmental Plan Review Tracking INSTALL NEW DRIVEWAY ENTRANCE PER STANDARD PLAN F-80.10.04. MAX WIDTH 15 20'PER E05 STANDARDS IF 4 IF IF J& fFF IF t = e- ' Yy 1,a \Fy 1 aP If IF n P /IF I IFrF, R B /r.�FIr IF F V - '' 11 IF i If l ran Y„r IFIF F IF - \ f 0" I; B a,T\ y HEIGHT RESTRICTIaOhT ,;27 MEASURED FROM ELEVATION AT PROPERTY CORNERIF I rIF yyl i j m o ulFI o s IN h r I� :' 'AI Err iJre SMALL PARCEL STORM WATER PLAN OSP5P # 1 CONSTRUCTION ACCE55 ROUTE A) A 5TABILIZED CONSTRUCTION AGGE55 TO CONTROL THE TRACKING OF DIRT AND MUD ONTO THE GIN 5TREET5 SHALL BE INSTALLED, AGGE55 TO BE GONSTRUCTEP OF 4" - 8" QUARRY 5PALL5 AND BE OF SUFFICIENT LENGTH TO CAPTURE DIRT AND MUD PRIOR TO CONSTRUCTION VEHICLES ENTERING THE PUBLIC - ROADWAY. FI m IF OSP5P # 2 STABILIZATION OF DENUDED AREAS 2 A) EXP05ED SOIL SHALL BE STABILIZED USING MULCH, PLASTIC COVERING, SOD, SOIL BINDER5, OR HYDROSEEDING IN ORDER TO ELIMINATE OR REDUCE SOIL EROSION DURING THE PROCESS OF CONSTRUCTION AND REDUCE THE TRANSPORT OF SEDIMENT AND POLLUTANT5 BY STORM WATER IF F,F 11 I IF IF 1 I I I I I 1 I I I I I I I I i I I DESi' NED BY: L,4ND5CAPE LEGEND J.5YKORA,CPBD LAWN AREA FIFFIFFIFFILE F DATE r CONCRETE DRIVE 3231e - MULCH - PLANTING BED O OSP5P # 3 PROTECTION OF ADJACENT PROPERTIES LANDSCAPED A) ANY ADJACENT PROPERTIES TO THE CONSTRUCTION SITE SHALL ROCK SLOPE BE PROTECTED FROM SEDIMENT DEP05175 THROUGH THE USE OF SILT FENCING, DRAINAGE BUFFERS, STRAIN BALES, STAKED FIBER = ROLLS, OR ANY OTHER APPROPRIATE BMP. DEPLOYED BMP'5 SHALL _ {^ BE MAINTAINED, REPLACED, OR REPAIRED AS NEGF55AW DURING i 3 / THE COURSE OF THE CONSTRUCTION PROJECT. DECIDUOUS TREE / ®SP5P # 4 MAINTENANCE A) MAINTENANCE OF EROSION AND SEDIMENT CONTROL BMPS a �{?'9 SHALL BE PERFORMED BY STRANDBER6 CONSTRUCTION AS NEEDED TO ENSURE THEY PERFORM OVER THE COURSE OF QO IF THE CONSTRUCTION PROJECT.IF+ +off,. (:wONIPER TREE 5PSP # 5 OTHER BMP15 5 A) IF DURING REGULAR MAINTENANCE AND REPAIR OF EROSION AND SEDIMENT CONTROL BMP'S IT I5 DEEMED NECESSARY TO MODIFY OR IF IMPLEMENT NEW BMP'S, THEN A NEW STRATEGY SHALL BE W DETERMINED AND DEPLOYED AS REQUIRED. PERIODS OF HEAVY RAIN, c �CHANGES TO SOIL STOCKPILES, INSTALLATION OF LANDSCAPING LJ MATERIALS, INSTALLATION OF IMPERVIOUS MATERIALS, OR 5IMILAR - 5HRUB51 PLANTINGS cw z 5ITUATION5 SHALL BE MONITORED. v o , j rI <) ,' LOT SIZE ; 4,390 SQ.FT. W Q Q / ` W GLEARINGLIMIT AREA! 9,3905Q.FT. MAX BUILDING COVERAGE (35%) = 3,2bl 50.FT. a 1 ACTUAL BUILDING COVERAGE = 3,281 SO PT. I j = V O � IMPERVIOUS ROOF AREA "OVERHANG5 : 3,890 50.FT. a (k 2 i IMPERVIOUS DRIVEWAY & 51DEWALKAREAS: 2,229 50.PT. B N TOTAL IMPERVIOUS AREA: b,119 SOFFIT, m PARCEL # 133958 APPRE559 3927 ROCK RIDGE PARKWAY w III �. OWNER: ALAN AND SUSAN SMITH qy 8' J \g�^ Q zIf 0 5� IIIIII IF Fq�g If _¢ �, k 1y k I J Q 5 IF 2z 06 Mg! Lu I Lq MAR t L 6 .. ,e 9g � 3'3`5Ev Q ni$3 -�-y� OWNER APPROVAL INRNL: ' PAGE: OF OF: 12 PLAT OF ROCK RIDGE SOUTH PHASE 4 NW 1/4, SEC. 26, TWP 35N, RNG. i E, W.M. TRACT "A" AF �200701240094 0.17 ACRES E7 i� S 1937' LOT 3 13,232 SF / PHASE 3 AF #20006300185 I y 5.59 ACRES LOT ! 13,551 SF LOT 2 R�/ /FA rho i1,842 SF 1�i,�J�i 1 � N 2'0740' W 70*82 �a1AC/ LOT 10 s'' `fa•� <A� 8,793 SF 44 401 I110010 SF x ® I / 5�88'42'48' E 122,01' 1 I i oa.vc I -r I 1 I I LOT 5 1 I� j 10,542 SF I I ® I I I E 122.79' 11 I 7 sF _ `- •= LOT 8 30' NGPE BUFFER SEE PLAT CONDITIONS SHEET 2 LOT 11 c4rss84 j\ 99390 SFPF �iFN7� - - elv LOT f _ _ I :.9,592 _ '' _ iL `'TRACT G _r:. _ _ . i I ... :� IFLI 1 �� `L-ACCESS AND � unurr EASEMENT FOR LOTS 8&9.4 a � LOT 9 11,233 SF c V ® 2 N 89'14'46' If8300' 9,043 SF L2 , ® �I Q, c, rn+ S 88042046' E �S 88642'48' E L1 17.7f' N 1' 17'12' E 50.00' C!2 PEDESTRIAN I I I I I PATH I I I I I I I I I I I I I I I I I I jI I I I I 1 I I I I I I I I I I L — —2— L —3 —I — a —I— a . BLOCK 20 19 18 17 16 GRAPHIC SCALE 25 0 25 50 100 ( IN FEET ) 1 inch = 50 it, ""d0;�' S174.00 of 410:07AM �:. BRASS CAP IN CASE WITH COVER. PLS.27817. K WITH YELLOW DISK, AND CAP PLS 32169 OR AS NOTED. 1L{JT"JSED: CARLSON CR2 2" TOTAL STATION. )NC4iE MONUMENTS WERE VISITED ON 3-22-2017. OF'CLOSURE MEETS WASHINGTON STATE SURVEY STANDARDS, METHOD: STANDARD FIELD TRAVERSE. OF BEARINGS: PLAT OF ROCK RIDGE SOUTH PHASE 1 & 22 AF 1I3.�ADDRESSES SHOWN ON PLAT. 11. SEE SHEET 30 PUD AND PLAT CONDITIONS #2 FOR BUILDING SETBACK REQUIREMENTS. 12. BSBL BUILDING SETBACK LINE. _-4 ANGLE Cl 225,00' 209.6T 53'23'31' C2 100,00' 136,56' 78.14'35` C3 250,00' 22,66, 5.111350 C4 250,00' 58,50' 13.241250 CS 250.00' 58,50' 13.24126' C6 250,00' 88,46' 20.161280 C7 250.00' 4,85' 01.06'39' C8 12540' 37,70' 17.161510 C9 125.00' 31.32' 14.211180 C10 125m00f 30,09' 13.47'370 Cll 125,00' 34,96' 16.01120' C12 125,00' 36.64' 16.47'31' C13 200,00' 82.29' 23"34'30' C14 20010W 88.58' 25*221390 Cls 200,0W 15,50' 4.26.254 C16 75.00' 102642' 78.14'37` LINE TABLE NUMBER BEARING DISTANCE L1 N 88.421480 E 43,89' ❑WNER/DEVEL❑PER RR Surnrlitt NW LLC P❑ B❑X 319 ANAL❑RTES, WA 98221 360-293-7431 * 1 MAR 26 2018 LAND SURVEY❑R DALE HERRIGSTAD PLS 4320 WHISTLE LAKE R❑AD ANAC❑RTES, WA 98221 360-299-8804 PW #03-037-DEV SHEET 4 OF 4 DWN BY: DKH HERRIGSTAD ENGINEERING &SURVEYING DATE: SEPT 2017 4320 Whistle Lake Road, Anacortes, WA 98221 (360) 299-8804 SCALE: NOTED JOB 2015-146 S Bb'•6" 25'4" 4'-b 1l2" Abb IF z V A r i'Ft- Or =9 A TV AV it r, F 1 0 0A It Et� Fitt OF Al A 7 Of IF Ift f --------m="6-- ------ -- Cam. 9 j PDs sp Dm a RHb ❑ Atlanta • • • • °r • • r• r u ° • 1• ( _ r,OxiR6T6tiGOR' -' , ° .. ' Iv f ( J'LN,J STORhGE + ••GhRA6E > ' _ ` UNFINI5RED 5A5EMENT —^- °(. J T➢8 5f.• PT ,• 266 5Q FT 4X ,(q� ( •• q • VIA A> ° • • , • ° ' ' 1 CONCRETE FLOOR ,eR"RiP" oRvWiLLVUN V I r r r .. 0. 7 WO ' -. 4'-11'�— •P' 0 • • I Nor RTWtiCbm S it .. tr •t °.. s ••. li be • a_-- — ----. —iD— — cOrb 24'-0' p; 1 b'-0" i � :oRASE cdna nDDR. >aT?:+Toreaw t o i as II It IF I O i m I ST.TbPDQRN Q tiiazn 18'-5 112" 4 ( Rtv"ir 4LBWNS I 1 c 1 � •'V. A •, Y GUE5T BEDROOM y-0Y $• • ' t ,I 164 50 FT , �?eryi.PlDm"xa 5 4' T-P ve v • Ir AV AV m W ..ixlEftf - i• ., ..IY" ED I ?N/N eNil 1 P-be is r - 6 iP 1 I, I 1 rLeI;N6 IVT _cr¢•Sr¢ Ni Ssw(W?�I-' REG ROOM T� Bq 409 5O rT be br� `® 10 n : y(AN68EAM(6Wb. 8WRAPPED) n o I NVAGGEIUNG SDFffT .. . n �b)Sx 4 F0 7ObObb '. bib cObObb be BATH 28 ^"� ! °'°°" Tara s p 825QT am __. Wit:•-tT_be CONCRETE ELdOR UNfIN15t-!ED BASEMENT 561 SG PT PNR;> W=LENiN� r OTo -� .��:TFat. TJT2LK-4'i yT�ALT aP-L.LY. �Q❑1 GUEST BEDROOM 1ST 5Q FIF P➢6TTQFQonN6: 0 m 0 1 HEADER SCHEDULE MARK SIZE/TYPE FRAMING MARK -(2)2 Xb DF#2 TRIMMER USE (1) 2X OR SIMPSON LUC HANGER EACH END, KING STUD: FULL HEIGHT FROM BOTTOM PLATE TO TOP PLATE 4X6 OR -OPENINGSWIDERTHANVpUSE MINIMUM, (2)2XEACHEND 20H -4X6 DF#2 -OPENIN656'WIDEAND LE55, USE MINIMUM,(1) 2X EACH END. TRIMMER USE (1) 2X OR LUL HANG ER EACH END. -(2)2X8 DF#2 MAY USE ALT. FLb FOR HEADER CONNECTION. 4X8 OR KING STUD: FULL R16HT FROM BOTTOM PLATE TO TOP PLATE. 21 H -4X8 DF#2 - OPENIN65 WIDER THAN b•, USE MINIMUM,(2)2X EACH ENO - OPENIN65 6' WIDE AND LESS, USE MINIMUM, (1) 2X EACH END. - 4 X 10 OF#2 TRIMMER. U5E(2) 2X EACH END. MAY USE ALT. HUG. u, H KING STUD: FULL HEIGHT FROM BOTTOM PLATE TO TOP PLATE. ¢Xl0 OR - OPENIN65 WIDER THAN b', USE MINIMUM,(2) 2X EACH END -bXB DF #2 - OPENINGS V WIDE AND LESS, USE MINIMUM, (1) 2X EACH END. TRIMMER: USE (1) 2X EACH END 23 H O 5 la" X T.5 ISLE KING STUD: USE MINIMUM, (3) 2X5 EACH END, FULL HEIGHT FROM BOTTOM PLATE TO TOP PLATE. DEFAULT HEADER MATERULL 15 DOUG FIR It 2OR BETTER 2X HEADERS MUST BE IN TALL ORIENTATION WITH FLAT 2 %NAILED AT BOTTOM IN'L' CONFIGURATION. FLOOR PLAN NOTES 5NOKEOETELTOR EVERY AIA0IW UNRSNALLHAVEASMOKE DETELTORLOYi.TED IN EVERY BEDROOM AND AT APOIM LENIFALLY LOGTEO IN T HE wR W DOR OR ARP . 6MX6ALLE55 TO EALi1SMAW.TE5LEEPIN6 AREA IN NEW LOHSTW1LTmN. REWIIPD 5MOKE➢ETELTORS SHALLI�LEIVETHEIRPWNARY PM•�RFROMTHE BULLDIH6 WIWN6AVOSHALL BEE6VIPPBD WTIAOATRRYOALKUP. SMOKE ➢ETEGTOR AND LO DEIELTORAREREOUIRED OX EACH LEV lOFTiESTINLnIRE SHEiF AND HAN61N6 ROD. BVILTIN5NELVES OCABINET-OWNER/wN1RALTORTO VEWFY. EbRE55 WINO �5M4l.HAVEAN OPEIUOL=SFLTON FOR EMEFGENLY E6RF355.t SOVAREFEETMR MNIMUM NET LLBAR OPENABLESELTIONTOBE3PWIOCANp]4- XI6R SILLHEN:NTHAwHUn N'OPF FIOOR WHOLEHOU5E FAN55NNLHAVE AMANUAL LONIPOLANV AUt'OMAnL wNYROL, ULH A5 ALLOLKTIMER WRHASONE MliN60F ISORLE55. fAU.ON 1B•N 6H PtATPORH. TOPOF PIATFORHTO BE 11b'T 6 G PLYWOOv. BED ➢FAw ANv5NE5T0H VEILAYER SINTYFE'K 6YP.0➢ HO Fl/RNALE 7 SIVdl BE INSTAUE➢INANYwNFlNEPSPALEWTI ALLE550HLYTNROU6Npmc INVADE .OR WOSET. PROVIDE AT LEAST 30'OP WORFlN65PALEIN H/Oxraf FURxADE W 1ER5UPPLY 5T5TEM51N YWIfMOU LKALnN6 VALVES ARE IH5TN1E➢, SHALLBE PROVIOEv WItN DEVILESTO A85oRB MGH PRP55URE6 RESULTWG PROMTHE tll1G[LL051N60FTHE5F VALVES ➢RNH OUf NOTI4PPIN6, PELE59THANU FEr1'ABOJE6ROUNv, PO NDNG VOWN. TAXK55NA31BE 5 PPEV WRHIN UPPER t5Ax➢uX1ERtoiO PREVENTOVERNRNIx61NAx EARTHQUAKE FRO.ME VRTERVEMTO ExTERIOR PRON➢ERBLE�m HOTB LgD5HUTOFF YE5A WASTEAT WASHER EtWN15T➢ULT55HALLNOf NUMIZ1A1"HOF aLOMBIMEV HORQONTALANV YERnLAI LENGTH OFE iEET TMB NAWHUMLEN6TH OF THE WLT5HALL CE FF 1LEv 25 FEET FORFXAI<SOFbREEBEN➢AN05fEET FOR EACH q'A VE6REEBENO. AMINMUHAHNLH DIAMETER EgiAL5T 0ULTOF 5HOOTHBORE NONLOMBU5T1&EIMTERULS REQUIRED WTDI BALK.ORAFi bAMP6R MELHANILAL FAN G ROOM. LAUN➢M DOOMS AND POWDER ROOM55NALLW PROVIDED WRHAMELIUNILAl FAN wHNELTEp TOTHEOUTS DE LAPABLEOFSB L.F11 AND 5HALLNOTTERHItUTE LwSERRWiaPEETTO ANr OPEXN.6LE POMOOW OROPEN NG MTO TXEBUILVIHb. H N MUn pULr SUE 541NLHES DRYER KTLHEN 10 AHD eATH FA US rOKFOXFRFrELrvNsIiP5 orHE a+l FTF Nsrw.➢umwowc PRIORTO MsuvnOr. FORFRAH Nb IN5PELTION EWUU5T FANS TORE N5TRULTEOof SMOOIVINS b IIN LIVIG" Lc BE I GONIOOn m wNXELTOR5 NOT E%LEEDIN66FEEf X LENGTH MAYBE USED IN wNHELTON WTI DOMBSnL DRYER EIBiN15T ax9o•MIN MTLAwE55 TO BEKLESSIeLE WRH UNOM71W TED NEAE)II 11 FWMEOU ALE55HoLETo DE"TH OF INSULAnoN WTI IIIpc5nAN In, PLYWOOv. AOLE65 LOVER N GARAGES TO BEHNI AND SHALL BEP�A I;I 5T W PPED OR SEALEv n6HT. 1.Z 6UNmRNL36•ABOVEPIH FlA INTERMEDIATE RAILSPALING SHALLNOi ALLOW Af➢UNETERSPHERETO PAsSTXROU6X PERIRL SELDOM 31U1 HANUFALNRED, gR0 LUnkFAI E 6A5 FlRENALE wNSULTWITH OWNER FOR 13 TPoM PAYJ[AGE YANDMLTOR5NALLA55UMEALLOPIIONS. REFEItTO HANUFALTURER55FEL5FOIt MIXIMUMREQUIREMENTS OF MOH-wM0115TABLE SURRO V Nv 8 HFIRIH MAT E W AL 14 5TNRNAN➢RAIL36'ABOVE STAIR NOsiX6.INTERMEDIATE RNL5PAGN65HALLNpf ALDNAPOAMBTERSPHERE TO PA55TNROU6H PERIRL SECT ONBt22 15 6AWSEFIDORSUFALE55HAll.BEMH.1•CONLI�TE. SIOPELONLRETE ROORHIN tb• PER tSTOPNRvO HAIN YEHIGLEENiRY VOOWNpY ORTOWAR➢5 F100R➢R4N. 16 EMPE®G."" 1"1 mHIM. FIRE woEV DOOR IRLRims.t7. SEPARAnON REOVIRE➢BET1•@EN TI�RE51vENLEANDTHEbARAGE NOTL85T14.NSAMOA 18 la 6YPsuM wluL Bonrm sHiu BE /wPL®ro THE GARAGE sn)E. W MERE THERE Is NABRABLE5FACE ABOVE THE bARA6E Wri'VIPE X 6YPSUN WALL BONtDL QUBxEOONTHE LEILIN6AN01?GYPS MWALL BOAR➢IS REQVIRm ON THE wwnNs, wALl5 AxD BEAHs. IRc Rams GENERAL NOTESlu i. ALL DIMEN510N5 ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. 2. ALL HEADER MATERIAL TO BE D.F. #3 UNLESS NOTED OTHERWISE. 3. VERIFY HEADER HE16HT5. 4. ALL EXTERIDR WALL$ ARE 2x 6- lb' O.L. STUDS, UNLESS NOTED OTHERWISE a. 5. ALL INTEROR WAL15 ARE2 x4 - tb• O.G. STUDS, UNLESS NOTED OTHERWISE b. PROVIDE BALKING IN ALL BATHROOMS FOR TOWEL BARS, TOILET PAPER DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER FOR LOUTIONS. SELECTED ENERGY CREDITS ENERGY CREDIT ie EFFICIENT BUILDING ENVELOPE -WINDOWS: U=.02b R-381NSULATION - SLAB ON GRADE- R-10 ENTIRE 5LA8 EriERGY CREDR2a AIR LEAKAGE CONTROL 8 EFFICIENT VENTILATION -AIR LEAKAGE: 3D AIR CHANGES PER HOUR -WHOLE HOUSE FAN PER SECTION M150T,3 ENERGY CREDR 3a Hi6H EFFLIENCY HI EQUIPMENT -GAS FIRED, PROPANE, OR OIL FIRED BOILER WITH MINIMUM AFUE OR 94%. ENERGY CREDIT Sc EFFICIENT WATER HEATING -GAS FIRED, PROPANE, WffH MINIMUM EF OF 91 %. MAIN FLOOR 1,8505Q.FT. BASEMENT FLOOR SOFT. TOTALLIVING AREA: V. 0 2,501 SQ.FT. GARAGE L155 5Q.FT. COVERED ENTRY 5554.FT. DECK -COVERED / UNCOVERED 150113b 50,FT. UNFINISHED BASEMENT AREA&: 82T 50,FT. J. 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I OLOf'CLN H-11.E-H-A-{ X-.L L .Zll L1l Xo-,b I ao-sl „9-sz C� T I<• CPO6. �B" 0Xf I I I � I � I I � I � I rco-i9s p L City of Anacortes 904 6th Street P.O.Box 547 Anacortes, WA 98221-0547 (360) 293-1901 Invoice/Permit #: BLD-2018-0159 Applied date: 03/27/2018 Issue date: 05/0212018 Expire date: 10/29/2019 Job Address: 3927 ROCK RIDGE PKWY Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: New single family residence constructed per approved plans. Owner: ALAN & SUSAN SMITH Contractor: STRANDBERG CONSTRUCTION Address: 17927 194TH AVE NE Address: PO BOX 319 WOODINVILLE WA 98077 ANACORTES WA 98221-0319 Phone: Phone: (360) 293-7431 License #: STRANC1020CC General Information: Fees: Occupancy Group it-1 Plan Review Deposit 200.00 Use Zone R-2 Building Permit Fee 27589,75 Basement Square Footage 1778 Plan Review Fee 17483,34 Lot Area 9390 Mechanical Permit Fees 121.90 1 st Floor Square Footage 1850 Plumbing Permit Fee 146.00 Garage Square Footage 955 State Building Code Fee 4.50 Deck Square Footage 286 Sewer Inspection Fee 50.00 Building Valuation 385000 Storm Drain GFC-Residential 1,597.48 # Forced Air Furnace <=11000 1 Sewer GFC-Residential 9,482.66 # of Bathtubs 1 Park Impact Fee 615.00 # of Clothes Dryers 1 Traffic Impact Fee 2,641.40 # of Clothes Washers 1 Total Calculated: 18,932.03 # of Dishwashers 1 Deposits/Receipts: 200.00 # of Gas Fireplace 1 # of Gas Piping 1 Total Due: 18,732.03 # of Gas Water Heaters 1 # of Water Piping 1 # of Hose Bibbs 2 x- r 4P" m m401< VUon # of Kitchen Sinks 1 —,eq I .o n1 eb # of Lavatories 6 : ¢ 0 I # of Range Hoods 1 C, � 't c`n. co o # of Showers 1 0 _ o 11 cI •-a n r•M•m,� # of Slop Sinks 1 co rn aa z � •�+ v � , �-• # of Ventilation Fans 5 # of Water Closets 3 Yr _� m x, �� ...fir-,' t L Q m 'n co f- 0 ?7 r_n C -ti hJ C 4 . H CC, 70 i1 h_1 I rt• inn h•� r . �• ro Cn h•a L! CG. '47 .r8 Q i_4 -r c City of Anacortes 904 6th Street P.O.Box 547 Anacortes, WA 98221-0547 (360) 293-1901 Invoice/Permit #: BLD-2018-0159 Applied date Issue date Expire date 03/27/2018 05/02/2018 10/29/2019 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAWhREGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. SIGNATURE OF OWNER OR AUTHORI�Eq AGENT January 30, 2019 Building Dept City of Anacortes 1�11"�j ) Dear Building Inspector(s), Attached is the landscaping plan; planting of plants and trees located at 3927 Rockridge Parkway, Anacortes. We plan to begin landscaping February 7t' and hope that this landscape plan will satisfy City requirements to gain occupancy in March. Please let us know if there will be other requirements; i.e; soils test, erosion control, etc. We want to be prepared to meet your requirements for inspection. Thank you. Feel free to call with any questions regarding this concern. Sincerely, Aimee Frantz Strandberg Construction, Inc. 360-293-7431 EXCAVATION • CUSTOM HOMES ' DESIGN PO BOX 319 2018 "R" AVE., ANACORTES, WA 98221 360.293.7431 PHONE 360.249.8660 FAX www.strandbergconstruction.com � m3 � «2 � Mk /® 2q :e �. . < Lin �©x »\J - L� I xa q • , e e - e � \«z< lwaa�\d|�\ « ppi P LAT GENERAL INFORMATION 1. Assessor's Account No.s 4918-002-999-0600, P125667I 2. Description and exception information is from the Subdivision Guarantee, Certificate No: 620031711, dated July 5, 2017. 3. This property is SUBJECT TO and TOGETHER WITH easements, reservations, restrictions, covenants and other instruments of record including but not limited to those instruments referred to in the Subdivision Guarantee referenced under Note 2 above. Said report lists documents recorded under Auditors File Number 200203250231 (CC&Rs), AF #200203140025 (CC&Rs), AF #200204260193 (CC&Rs), AF #200202280226 (Easement over portion of Phase 1 of the Plat of Rock Ridge South), Af #200203220149 (Easement over portion of Phase 1 of the Plat of Rock Ridge South), AF #200607110101 (10' wide PSE easement superseded by Rock Ridge Plat Map), Af #200610200103 (Avigation Easement), Af #200701240094 (Plat of Rock Ridge South Phases 1 & 2, 200701250001 (CC&Rs), 201004210064 (Access & Utility easement to be released at the recording of this Plat Phase 4). Af #201702060113 (10' wide PSE easement superseded by the recording of this Plat) and Deed of Trust under AF #201611100086 (Skagit Bank). 4. Residential Low Density (R2). 5. Water Supply: City of Anacortes. 6. Sewer Disposal: City of Anacortes 7. Storm Sewer: City of Anacortes LEGAL DESCRIPTION Lot G, PLAT OF ROCK RIDGE SOUTH, PHASES 1 and 2, according to the duly recorded plat thereof, recorded in January 24, 2007, under Auditors File No. 200701240094, and _. .. ----- --- -- Skag IXCE OF f 30, Skag Situc N0 1. Resti AFN or ^;.1 `F;pst; �!d.M:�H'e pp!� is a true and correct �eFttat�� of"4he:,l�rt81" actually surveyed; that the courses lis#a8�,ce�_;;are shown correctly on the ground; and that I �_pm�ilied`r�/ith the provisions of the statutes and platting tioi5e,;gnOthat permanent control monuments have been fished cJt each and every controlling comer of the parcel 'd^ being subdivided. vYv,T4` vv� K. HERRIGSTAD, P.L.S. 2d zvYv, Certificate No. 27807 Date 19`J-Z©f ) _ OF ROOK RIDGE SOUTH NIP 1/49 SEC. 26, TWP 35N, RN 1 E, W.M. SKAGIT COUNTY TREASURERS CERTIFICATE I certify that all taxes heretofore levied and which have become a lien upon the lands herein described have been fully paid and discharged gccording to the records of my office, up to and including the year of 20 12 . liyh cef'Ska g. 1� �!P OFFICA�, - Certified, this C day of 1dzLlLJ,e'(�.� 20 J�(_ ® o CITY OF ANACORTES APPR Examined Engineer 1'III� `�� iiiii W ALS eBEAL ms'"� _day of r 20�. r' ,i'`• r r -}. rr si Examined and approved this day of ^ - I V\';a::. 20_ wift Signature of Planning Direc oc — P _laj �Y1C.d ILLNci uthorized to execute the in the instrument. aer 20 l'1 PHASE 4 a11�m 11111111111111i Skagit aoumy Auditor $174,00 11/6(2017 Page 1 of 410:07AM RECORD OF SURVEY ;TI FI CATE OF DALE K. HERRIGSTAD 1 AUDITOR DEDICATION KNOW ALL PEOPLE BY THESE interest in the land here�r;, graphic representation ,oi� "V dedicate to the use o the private hereon and dedSwaf ; inconsistent wit kre use, tFr; to make all ne4ess� SRApe the oriaioal reasdtwbl2r=..ar6di plat f parks, F;�FS'�NTS i3f7t_Ste, the":,unrgersigned owners of shoiq,,si€±t�iaiidetA; hereby, Pr�A this plat to be the he shd1±, subdivision rra;At . hereby, and do hereby public vareJEr all .0:N;et8`-"and avenues not shown as thy, use'=3he�to. efor li public purposes not PoF: for ' tablTE highway purposes, and also the right `'ltgr huts N(iwoFills upon the lots shown thereon in rt of sgjd streets, and avenues, and further >ubliclallthe easements and tracts shown on this is+ indiffiited thereon, including but not limited to nd'.drainage unless such easements or tracts are at as being dedicated or conveyed to a person or in which case we do hereby dedicate such streets, person or entity identified and for the purpose F`I�f:theii_, the u�rleigned owners of the land hereby subdivided waive for the seta Tfre.. heirs and assigns and any person or entity deriving title for the [;dersigperl, any and all claims for damages against the City of Anacortes, Ifs; succ'e'Sors and assigns to which may be occasioned by the establishment, cop�,+struction, or maintenance of roads and/or drainage systems within this subdivision other than claims resulting from inadequate maintenance by the City Fuf Anacortes. rther the undersigned owners of the land hereby subdivided agree for themselves, their heirs and assigned to indemnify and hold the City of Anacortes, its successors and assigns, harmless from any damage, including any costs of defense, claimed by persons within or without this subdivision to have been caused by alterations of the ground surface, vegetation, drainage, or surface or subsurface water flows within this subdivision or by establishment, construction or maintenance of the roads within this subdivision. This subdivision, dedication, waiver of claims and agreement to hold harmless is made with the free consent and in accordance with the desires of said owners. RR SUMMIT SKAGIT STATE BANK State of Washington County of Skagit I certify that I know of have satisfactory evidence that NC.IS �"{'CQe^Y (i7Giru signed this instrument, on oath stated that (i /she/) w /are) authorized to e�e instrument and acknowledged it as the RR SUMMIT NW LLC to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. Given under my hand and official seal this �� —Q.,_ day of 1 20_. Notary Public in and for the State of Washington Name printed 03krU1 L Vd,7L~✓ , (l0p)`ii A )A Residing at Ayiac wJkN L - w:� as �aav s My commissions expires 4/1 Z2018 =_ :Z= pusoo OWNER/DEVELOPER RR Summitt NW LLC PO BOX 319 ANACORTES, WA 98221 360-293-7431 LAND SURVEYOR DALE HERRIGSTAD PLS 4320 WHISTLE LAKE ROAD ANACORTES, WA 98221 360-299-8804 of 7 P 11 DJ—OJ f -DEV SHEET 1 OF 4 DWN BY: DKH HERRIGSTAD ENGINEERING & SURVEYING SCALE: NOTED DATE: JULY III 2017 4320 Whistle Lake Road, Anacortes, WA 98221 (360) 299-8804 JOB 2015-146 9*L-91.0Z EIOr I b088-66Z (09£) LZZ86 VM •sa}JODDUV 4PD06 arlD-j al}s14M OZ£6 IISll�l�flTlll 101 a31oN :31V0s I VN AAAHUS ry VALRIHa IIONa UVISMIRMH d .Io 6 .LLLHS Lldu�f.. gug gO ti08S-66Z—VOL LZZ86 VM `S3I800VNV OVON 3NVl 311SIHM OZCt �f Sld OV1SOINN3H 31VO �j No.umns aNVI LLt�L—Z-6Z-09 - LZZ86 VM 'S31a0OVNV 612 X08 Od 011 MN }}!wwnS Nd 83d013/�3a/N1NM0 -L y6no.y} L s}ol 6uwas ;o asodJnd ay} Jo; 'sadld punoJ6.apun a6Jolua puD aODIdaJ JlodaJ 'u1D}wow `a}o.ado }On.}suoo o} 4O14m u1 'sadld a6DUIDJp w.o}s ;o sasodJnd ay} Jo; sI }Dld ay} ;o aDD; ay} Uo uMoys so I(DMVDd a6P1a )I30t1 6ululofpo puD y}IM 1a11D.Dd buiAl 9 y6no.y} L SIDI ssoJDD puD uo }Uawasoa a6DUIDJp wJOIS aplM }oo; OZ V •S -sanJas 11 4314m Jo; }ol ay} ;o A}II!glsuodsaJ ay} s1 aououa}ulpw A}!11}p •6 puD g 'L s}ol ;o s.aumo ay} uaaM}aq paJoys aq 11m anup a}onud ay; ;o aououa}u1Dw ay} puD g puD g 'L s}ol Jo; Aj!I!jn puD SSaOOD paJoys D so * }aays }Old ay} ;o 83DI ay} uo uMoys so g puD L }ol SSOJDD puD uo pa}uDJ6 ,(ga.ay sI }uawasDa d}1I1}n puD ssa000 UV •*, '£L puD Zl s}ol ;o sJaumo ay} uaaM}aq paJoys aq II!m anup a}onud ay} ;o 93uoua}u1Dw ay; puD £L puD ZL s}ol y}oq Jo} ssa000 pa.Dys D so � }aays }old ay} ;o aoo; ,�y} uo uMoys so £L }ol SSOJOD puD uo pa}uDJ6 Aga.ay s1 }Uawasoa SSaOOD UV;'-'' -£ - l l puD p L s}oj , }o s�um}i ay} uaam}aq pa.Dys aq II!m anup a}onud ay} ;o aououa}wow ay};4pi�j. 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PEG IN CASE AF 1200701240094 N 89056012" W / 1 22 23— 1322.92' (AF 200701240094) 6 c� �' 27126 - ✓ ------------------------ _ N89'S6'12"W l W. 12TH ST 4 9 61 f 08.311 57 \ N6g 19 2 u= \ I & XK BCE \6 N88'42'48"W�� y N88'42 48 W 222.23' / - - � f IFFIFFIN IF III IFF ? \ Ln \\ " �, C g1DGE f f z� ito - g ry 2 90.00' \ r. No I laTx sT q,� N P'�2 48 AF ,1<200701240094 � o P6 �O \ , / / 7.35 ACRES ca I. Ak �AIF �l1 I IF otz4 j/�SQP4`� c�9 �, t JM. / % _ �ry� ry I Q I \i hh14ti� / ti /' : :. 17 NO ANN IN - w, slsT sT TRACT "A' PHASE 3 As �;` , , -'Ar OIL _ _:__. ; \„„qq 6:.. (NOT OPEN) �8 j6'- / '`�. �i:. '� rye+::... AF200701240094 AF200806300T85 ya „ems S / • h I o 0.87 ACRES 5,59 ACRESit Foot r 4W w ^ I hry woo / q eIF Imp 1 /.... =�P 4 \ 2 2 / k� - 4 o a \ o N88'42'48"w 'b� I N 2'074 ::,Wv 4 \ YIF c 1 }I 12731 0 30.00' Z F. aijz 2 y�A� / 1 - �` /70 82 F - 11 3 �.. ry 1 S51'1 Z1 "EF. 4A ` II \ \� �9GTpaF ���IN;p._ 'TRACT G J9.3T !" 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PLAT OF ROCK RIDGE SOUTH PHASE 1 & 2 AF VOLUME 2 OF PLATS 90.00' o " o - _PAGE 23 o N89' 14 46 W - - - RR Surnrlitt NW LLC DALE HERRIGSTAD PLS oil 30 NGPE B FFER 2 2 �[OG% � 2 40.00' \ -- - - _ � - - P❑ B❑X 319 4320 WHISTLE LAKE R❑AD _ _ PUBLIC "w 210.01' N89'14146"w 689.80' — — ANACORTES, WA 98221 ANACORTES, WA 98221 PUBLIC RIGHT-OF-WAY RADIUS LENGTH DELTA RETAINED BY THE CITY OF Cl 125.00' 36.63' 16047224" 360-293-7431 360-299-8804 ANACORTES PER FINDINGS FOREST LANDS OF FACT CONDITION #31. P W # 0 3— 0 3 7- D E V SHEET 3 OF 4 GRAPHIC SCALE 50 D 50 100 200 DWN BY: DKH HERRIGSTAD ENGINEERING & SURVEYING SCALE: NOTED ( IN FEET ) i inch = 100 ft. 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