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HomeMy WebLinkAboutPermit File BLD-2016-1366 (2) 3816 W2nd Street 8.T X 4Anacor tes of Invoice/Permit#: BLD-2016-1366 904 6th Street . ' Applied date: 06/23/2016 w P.O.Box 547 sC Anacortes, WA 98221-0547 Issue date: 07/14/2016 :a � 1r Expire date: 01/10/2018 `*iiiir ,_ (360) 293 1901 Job Address: 3816 WEST 2ND ST Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: New single family residence constructed per approved plans Owner: KEYSTONE PROPERTY SERVICES LLC Contractor: KEYSTONE BUILDING SERVICES LLC Address: 1007 8TH ST Address: 1007 8TH ST ANACORTES WA 98221-4120 ANACORTES WA 98221-4120 Phone: (360) 588-4189 Phone: (360) 588-4189 License#: KEYSTB5876NO General Information: Fees: Occupancy Group it-1 Plan Review Deposit 200.00 Use Zone R-2 Building Permit Fee 2,287.35 Basement Square Footage 968 Plan Review Fee 1,286.78 Lot Area 7497 Mechanical Permit Fees 114.65 1st Floor Square Footage 1616 Plumbing Permit Fee 146.00 Garage Square Footage 812 State Building Code Fee 4.50 Deck Square Footage 365 Sewer Inspection Fee 50.00 Building Valuation 330400 Storm Drain GFC-Residential 1,408.06 # Forced Air Furnace<=1,000 1 Sewer GFC-Residential 8,987.40 #of Bathtubs 2 Park Impact Fee 615.00 #of Clothes Dryers 1 Traffic Impact Fee 900.00 #of Clothes Washers 1 Total Calculated: 15,999.74 #of Dishwashers 1 Deposits/Receipts: 0.00 #of Gas Fireplace 1 #of Gas Piping 1 Total Due: 15,999.74 #of Gas Water Heaters 1 #of Water Piping 1 1;, -A -„ ,.,-, 1-- r-, -,_, #of Hose Bibbs 2 s `i' r— 1--- ,-- iT' - rn 1-f ..-..:11-- 1 1..n Gd -i #of Kitchen Sinks 1 :7- .r' cr. r.:, --.1 -.,1 1-• #of Lavatories 5 to , F= -r in ;-F' +-- I I i r1 C1 e+ rY'•. CI #of Range Hoods 1 c 1--- o I c :Lv IA 01-,. 1i — ' #of Showers 1 1 CA -.. ••C1 ,a. #of Slop Sinks 1 1_:1 :ri: ^'•• •-17;. 1-, -• ;-r n 1D #of Ventilation Fans 4 ,Tl .. {ip `" , Ili r1 �. n #of Water Closets 3 - S. .-1- a `T7 -n m r1 Ili r :i ,_1 m .--. 1:r.. :43 r•:, I p r 1�1 1-. it r-1 .. 1.,.:.1 �• I.,- ,• In t I'•. Cr, j uii m Ct.. . D W., ,... A:1 'c, 1 I-- '%C1 •.aI D r'- ' 1 1•.i c. :r.. 0 -_i -_I TI j;:• r-'• ..1. 4, T. Cl'.. rh ' City of Anacortes Invoice/Permit#: BLD-2016-1366 ` 904 6th Street `'"�'"" P.O.Box 547 Applied date: 06/23/2016 Issue date: 07/14/2016 0%� Anacortes, WA 98221-0547 ,.`, ,. (360) 293-1901 Expire date: 01/10/2018 ,g 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. 1 SIGNATURE ER OR AUTHORIZED AGENT ISSUED BY *15 717 'aillAj'A. , ' • 1 77--- iii: , c_,<.`i:7 0.,,,, 0 ::4 .' ''': --A- - AU liki '-w—' A , TJS� ;r,;•>v ooa`c i SINGLE FAMILY RESIDENTIAL PERMIT APPLICATION City of Anacortes Building Department P.O. Box 547 Anacortes,WA 98221 -Street Address: 904 6th Street Phone: (360) 293-1901 Fax: 360) 293-1�938�,, SITE ADDRESS: 3 gi 6 We .1 � 1, , r CONTRACTOR 1` ,,Applicant PROJECT DESCRIPTION Name � 2a(\al i , I�QA,�i CCJln`,sue �I''i •r1 © C;�,r).e— ( -7 3-- e] 9f w 'r•+� L-Q/ dG )'� I + basLrn Address l �I' Q (J (1 (� City/State/Zip )L g-1 cI If* e +i 1 res) fiv C'-Q, r _y)�� �' Phonec�.0�-- 5 FAX State License#YEyST+35V-AbV10 Exp $/4 7 PARCEL NUMBER City of Anacortes Business License:,1 Yes ❑No PROPERTY OWNER ❑Applicant LEGAL DESCRIPTION Name VelS)--oy,-e P` r er �YVic.DJL'..0 Address `bC)7 c . City/State/Zip OWLC-O S) u->0 q6Pa 1 PROJECT VALUATION /�j y Phone 30-t)- L01 D• 38 FAQ ?O / 61 C > Number of Dwelling Units i E-Mail Address Number of Stories i IL4- -1-0 pcOPe 5Y�t2 '\•-DTh Building Area: El Architect xt Designer 111 ngineer❑ Applicant 1st Floor lei(P s.f. 2nd Floor s.f. Name z-Q ' S,Ct y 3rd Floor sef s.f. Basement 9 L2 s.f. Address CO(NI V erg 54. Garage ti a'105 s.f. Carport 0 s.£ City/State/Zip I ra.c,Y'F�S k-i--)4 a') Deck 3(.q 5 s.£ Lot Area 7 f. Phone3(00-cf0 - o535 FAX --- E-mail Address.i mgj d di-e5,3nbrc+- -r n ,cv„o CONTACT C.Applicant LENDER ^ LENDER INFORMATION MUST BE PROVIDED FOR PROJECTS OVER$5,000 Name �6,5 r- `JC&LL I IN VALUATION PER RCW. Address l DO-2 1 ,S . Name V i I- '',- City/State/Zip at ALL LUr S 1 L.jl WI Address 19) CO CO rn m e-rc-' . ()Are_ Phone-LA 0-53(15 FAX City/State/Zip i9vick corks Lc)4 goga( , E-mail Address).P-yb ebu,)cIir jSvc e5vtta)•cp,.nPhoneNo. T LaO - ,Q9 3- 5'354' / 0 0 8Le -- 2-0(6 ,-, 13 ‘6. CONTINUED ON THE BACK Residential Mechanical Fixtures Fuel Type Ri Natural Gas l Electric El Wood ❑ Propane Gas ❑ Other Type of Equipment Number of Type of Equipment I Number of Fixtures Fixtures Furnace <=100K BTU I Clothes Dryer �. Boilers/AC/Heat Pump ( Gas Water Heater Gas Outlets a-f' Gas Fireplace Ventilation Fans 3 Fireplace Insert Stove, Appliance 3 Other Units Range Hood Residential Plumbing Fixtures Type of Fixture Number of Type of Fixture Number of Fixtures Fixtures Toilet Clothes Washer I Bathtub c Electric Water Heater Q Shower j Utility Sink Dishwasher ,2 Hose Bibb 2 t Hand Sink 5 Water Piping Kitchen Sink w/Disposal i Additional Fixtures I HEREBY ACKNOWLEDGE IF HAVE READ THIS PERMIT APPLICANT AND STATE'I'HE INFORMATION IS CORRECT,AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE LAWS REGULATING ACITIVIES COVERED BY THIS PERMIT APPLICATION. WITH THIS PERMIT ALL CONTRACTORS AND SUBCONTRACTORS SHALL HAVE A CURRENT WASHINGTON STATE CONTRACTORS LICENSE AND A CITY BUSINESS LICENSE. STOP W. ORDERS WILL BE ISSUED ON JOB SITES WHERE CONTRACTORS/SUBCONTRACTORS ARE WORKING WITHOUT PROPER LICENSE pl c APPLICA / ': ► ATURE DATE Last Updated Nov. 9, 2012 Gtty-G� ANACORTES PUBLIC WORKS DEPARTMENT Steven Lange, Project Manager P.O.BOX 547,ANACORTES,WA 98221 PH(360)661.3468 9.t, W E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 goo . M e m o � ..__ ` 0 D iz 3 I Date: January 19,2017 To: Dale Herrigstad, PE From: Steven Lange Subject Construction Plan Review Summary 2(PW#17-012-DEV) cc: Fred Buckenmeyer, Don Measamer, Eric Shjarback, Paul Ingalls The follow review has been completed on January 18, 2017 based on the information provided to date. 1. December 21, 2016: Civil Plan received. 2. January 18, 2017: Public Works Engineering review complete Provide is a summary of the review of the Block 1302-1303 Northern Pacific Addition Sanitary Sewer and Storm Drain Project. Not all notes are presented. Please refer to the plans for additional notes and comments. SHEET: C-1 1. ECS Supervisor will be determined prior to construction start. 2. PW project number for this project is PW#17-012-DEV. Please add to all sheets. 3. Project is required to provide access to all structures being proposed. • 20-foot access road (Minnesota) • 12-foot access road (Alley) • Hammerhead installed that meets the requirements of COA Standard Detail ST-05. • See 2011 EDS Standards, Chapter 3, STR-15 for minimum structural requirements. Sanitary Sewer 4. Remove the proposed cleanout and install a Sanitary Sewer Manhole. See 2011 EDS Standards, Chapter 5, S1-02—General Design Standards, Item K. 5. Identify how the connection shall be made at the existing manhole at Oakes Avenue. Residential Energy Code lf' l..Vfi!i ty 2012 Washington State Energy Code This worksheet is intended to assist you in deciding which methods of construction will be used to meet the requirements of the Washington State Energy Code. After completing this form, please add all relevant information to your construction plans. PART 1 Whole-House Ventilation: Select one of the following methods. /.A. Fresh air will be circulated by the central forced air furnace. The furnace must have a fresh air intake duct and the blower must be activated by a timer to circulate air a total of 8 hours daily. B. Fresh air will be supplied by wall or window vent ports in each bedroom, kitchen, living room and other habitable rooms along with a whole-house exhaust fan. The exhaust fan, which usually does double duty as a laundry or bathroom fan, and must be controlled by a timer set to operate according to the fan sizes and time schedules below. The table below assumes a residence of 3000 square feet or less. Continuous operation 12 hours per day 1 bedroom 45 cfm 90 cfm 2 -3 bedrooms 60 cfm 120 cfm 4-5 bedrooms 75 cfm 150 cfm C. A heat-recovery ventilation system with minimum CFM flow rates as shown in option B. PART 2 Insulation and Windows: Framing Glazing % U-factor Ceiling Vaulted Walls Floor Slab 2x6 construction* unlimited 0.30 R49** R-38 R-21 R-30 R-10 * If you intend to use 2x4 construction, R-5 foam insulation must be used on the exterior of the wall, in addition to R-15 wall cavity insulation. ** R-38 insulation may be used with advanced framing, meaning that elevated trusses or rafters must be used so that the full R-38 insulation will extend to the outside of the top plate of the wall. PART 3 Air Leakage: The building envelope must limit air leakage rate to not exceed 5 air changes per hour (ACH). A blower door test will be required. Calculate your maximum allowed rate by using the following: [Buildin lume(cubic ft.)X 5 (ACH)]/60 minutes= maxim cfm rate during blower door test [ c . . 5)/60]= maximum cf during blower door ta SIGNATURE: ccdc skagitldeptlPlannitig e I FormslForms ContinentallBuildinglResidentiallResidential Energy Code 2012.doc" ENERGY CODE CHECKLIST Section 502.4.5 of the Energy Code requires that the building envelope be tested (normally referred to as a"blower door test")to determine that air leakage is within acceptable levels. A leakage of.00030 SLA measured at 50 pascals is considered acceptable. Sealing of doors, windows, ducts or registers is not allowed during testing. Section 503.10.2 requires leakage testing of the mechanical ducts to insure that the ducts are sealed. Testing may occur at rough-in or post-construction. Testing must comply with standard RS-33. Individuals performing the test must be approved or certified by the Washington State University Energy Office or approved other agency. Section 505.1 requires that 75%of all luminaires(lights and lamps)be high efficiency. Section 105.4 requires that a certificate be posted within three feet of the electrical panel, completed by the builder or design professional, and include the following information. R-values for ceiling,walls, floors,foundation, U-factors for windows, the type and efficiency of heating/cooling equipment, duct leakage rates from the duct testing, and the air leakage rates from the blower door testing. A certificate will be provided for your use at time of permit issuance. Other Energy Code items to check or be aware of include the following. 6 mil black polyethylene covers the crawlspace area. Water lines in unheated areas are insulated. Heat ducts are insulated to R-8 and exhaust ducts are insulated to R-4. Whole house fan, if required, with a sone rating of 1.5 or less is installed,with timer or dehumidistat. Exterior doors are weather stripped. _ Baffles to maintain vent openings in ceiling are properly installed. Insulation is installed behind partitions and in corners;fitted around wiring and pipes. Insulation is installed behind bathtubs and showers. Openings around interior plumbing pipes in exterior walls are sealed. Furnace is the correct size. Fresh air system is installed, connected to the cold air return within four feet of the air handling unit. Interior doors are undercut to allow air movement. Exhaust fans terminate outside the building. Showers and lavatories have 3 gpm flow limiters. For more information contact: Skagit County Planning&Development Services GkT COG 1800 Continental Place•Mount Vernon,WA 98273 Z{ (360)336-9410•Fax(360)336-9416•web site address: www.skagitcounty.net ul 5l3.�r` ,SNINGS� skagitldept\Planninglsharedl Forms\Forms ContinentallBuildinglResidentiallResidential Energy Code 2012.doc" utizY o� Anacortes Planning & Community Development Dept. Permit Center r W P.O.Box 547,Anacortes,WA 98221-0547 PH(360)293-1901 Rcoas Don Measamer,Building Official,Planning Director FAX(360)293-1938 June 22 2017 RE: Temporary Occupancy for: New Single Family Residence Permit #BLD-2015-1366 Location: 3816 West 2nd St. This letter will stand as a"Temporary Certificate of Occupancy"for the project at the above referenced address. This will expire within 90 days from the above date, at which time the corrections listed below will be completed, and the final Certificate of Occupancy will be issued. Items to complete within 90 days: 1 Install outside stairs to back deck. 2 install patio and Jacuzzi at back of house. 3 Provide lockable cover or exit alarms at rear doors, or 5'fence all the way around the Jacuzzi with self-closing hardware and a latch at 5' above ground. 4Maintain erosion control measures until all land scape is installed. 5 Install driveway and approach. 6 Obtain Public Works final. If you have any questions,please contact me at 360-293-1901 Thank you, David Diamo Building Inspector/Permit Tech Date 06/22/2017 City of Anacortes Acknowledgement: IL3/1c Owne Signature Date D:103VW kilo Ligt1t LaLI1 © 1I STRUCTURAL CALCULATIONS FOR 3 7 ��� P-01WrAk_ A,P/4Pfd Nyman Residence f�/ /i-oz N H N West 2n d Street Lot D Anacortes, WA 98221 2015 IBC e 2 - ReAA 01/16/2017 16-047 PREPARED BY: James T. Schemmer, P.E. • AFf� SCHEMMER CONSULTING GROUP PLLC _ (�_`�(jl� _ ENGINEERING CIVIL-STRUCTURAL-PLANNING-SURVEYING RESIDENTIAL HOME DESIGN SCHEMMER CONSULTING / +!! PLLC • 301 301" STREET, SUITE G,ANACORTES,WA. 98221 • (350) 293 - 9005 Schemmer Consulting Group PLLC Project Title: Nyman Residence Walls 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 16-047 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:16 JAN 2017,11:54AM File=C:1UsersladminlDOCUME-1IENERCA--1116-047-2.EC6 Wood Beam ENERCALC,INC.1983-2016,Build:6.16.12.31,Ver:6.16.12.31 Lic. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : B-27-Rev.-1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb -Tension 850 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 850 psi Ebend-xx 1600ksi Fc- Prll 1400 psi Eminbend -xx 580 ksi Wood Species : Douglas Fir- Larch (North) Fc- Perp 625 psi Wood Grade : No. 1/No. 2 Fv 180 psi Ft 500 psi Density 30.58 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.3) L(0.3) L(0.3) D(0.188) L( .6)S(0.063 D(0.188) L( .6)S(0.063 D(0.188) L( .6)S(0.063 i i �► i i i i + i 7 7 6x10 6x10 6x10 Span=3.250 ft Span=3.250 ft Span=3.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.1880, L =0.60, S = 0.0630 , Tributary Width = 1.0 ft Point Load : L= 0.30 k @ 1.625 ft Load for Span Number 2 Uniform Load : D = 0.1880, L=0.60, S = 0.0630 , Tributary Width = 1.0 ft Point Load : L = 0.30 k @ 1.625 ft Load for Span Number 3 Uniform Load : D = 0.1880, L=0.60, S = 0.0630 , Tributary Width = 1.0 ft Point Load : L= 0.30 k@ 1.750ft DESIGN SUMMARY r 11)..1 - °w1(. Maximum Bending Stress Ratio = 0.18R 1 Maximum Shear Stress Ratio = 0.197 : 1 Section used for this span 6x10 Section used for this span 6x10 fb : Actual = 157.77 psi fv : Actual = 35.52 psi FB : Allowable = 850.00 psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.250ft Location of maximum on span = 3.250 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio = 19277>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.003 in Ratio = 15376>=180 Max Upward Total Deflection -0.000 in Ratio = 175564>=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C j C r C m C t C L M fb F'b V fv F'v +p+H 0.00 0.00 0.00 0.00 Length =3.250 ft 1 0.037 0.039 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.19 27.94 765.00 0.22 6.34 162.00 Length=3.250 ft 2 0.042 0.044 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.22 32.26 765.00 0.25 7.14 162.00 Schemmer Consulting Group PLLC Project Title: Nyman Residence Walls 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 16-047 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:16 JAN2017,11:54AM Wood Beam File=C:\UsersladminlDOCUME-11ENERCA-1116-047-2.EC6 ENERCALC,INC.1983-2016,Build:6.16.12.31,Ver:6.16,12.31 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B-27-Rev.-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v Length=3.50 ft 3 0.042 0.044 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.22 32.26 765.00 0.25 7.14 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.162 0.179 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.95 137.99 850.00 1.12 32.17 180.00 Length=3.250 ft 2 0.186 0.197 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.09 157.77 850.00 1.24 35.52 180.00 Length=3.50 ft 3 0.186 0.197 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.09 157.77 850.00 1.24 35.52 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.026 0.028 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.19 27.94 1062.50 0.22 6.34 225.00 Length=3.250 ft 2 0.030 0.032 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.22 32.26 1062.50 0.25 7.14 225.00 Length=3.50 ft 3 0.030 0.032 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.22 32.26 1062.50 0.25 7.14 225.00 +1D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.038 0.041 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.26 37.30 977.50 0.30 8.47 207.00 Length=3.250 ft 2 0.044 0.046 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.30 43.07 977.50 0.33 9.54 207.00 Length=3.50 ft 3 0.044 0.046 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.30 43.07 977.50 0.33 9.54 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.104 0.114 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.76 110.48 1062.50 0.90 25.71 225.00 Length=3.250 ft 2 0.119 0.126 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.87 126.39 1062.50 0.99 28.42 225.00 Length=3.50 ft 3 0.119 0.126 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.87 126.39 1062.50 0.99 28.42 225.00 +D+0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.120 0.132 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.81 117.50 977.50 0.95 27.31 207.00 Length=3.250 ft 2 0.138 0.146 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.93 134.50 977.50 1.05 30.22 207.00 Length=3.50 ft 3 0.138 0.146 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.93 134.50 977.50 1.05 30.22 207.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.021 0.022 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.19 27.94 1360.00 0.22 6.34 288.00 Length=3.250 ft 2 0.024 0.025 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.22 32.26 1360.00 0.25 7.14 288.00 Length=3.50 ft 3 0.024 0.025 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.22 32.26 1360.00 0.25 7.14 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.021 0.022 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.19 27.94 1360.00 0.22 6.34 288.00 Length=3.250 ft 2 0.024 0.025 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.22 32.26 1360.00 0.25 7.14 288.00 Length=3.50 ft 3 0.024 0.025 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.22 32.26 1360.00 0.25 7.14 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.081 0.089 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.76 110.48 1360.00 0.90 25.71 288.00 Length=3.250 ft 2 0.093 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.87 126.39 1360.00 0.99 28.42 288.00 Length=3.50 ft 3 0.093 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.87 126.39 1360.00 0.99 28.42 288.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.086 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.81 117.50 1360.00 0.95 27.31 288.00 Length=3.250 ft 2 0.099 0.105 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.93 134.50 1360.00 1.05 30.22 288.00 Length=3.50 ft 3 0.099 0.105 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.93 134.50 1360.00 1.05 30.22 288.00 +D+0.7501.+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.086 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.81 117.50 1360.00 0.95 27.31 288.00 Length=3.250 ft 2 0.099 0.105 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.93 134.50 1360.00 1.05 30.22 288.00 Length=3.50 ft 3 0.099 0.105 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.93 134.50 1360.00 1.05 30.22 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.012 0.013 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.12 16.76 1360.00 0.13 3.81 288.00 Length=3.250 ft 2 0.014 0.015 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.13 19.36 1360.00 0.15 4.29 288.00 Length=3.50 ft 3 0.014 0.015 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.13 19.36 1360.00 0.15 4.29 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.012 0.013 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.12 16.76 1360.00 0.13 3.81 288.00 Length=3.250 ft 2 0.014 0.015 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.13 19.36 1360.00 0.15 4.29 288.00 Length=3.50 ft 3 0.014 0.015 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.13 19.36 1360.00 0.15 4.29 288.00 Overall Maximum Deflections Load Combination Span Max."2 Dell Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0021 1.475 0.0000 0.000 L Only 2 0.0000 1.584 +D+L+H -0.0002 2.786 +D+L+H 3 0.0027 1.941 0.0000 2.786 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 1.138 3.112 3.312 1.218 Overall MINimum 0.083 0.222 0.237 0.089 Schemmer Consulting Group PLLC Project Title: Nyman Residence Walls 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 16-047 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:16 JAN 2017,11:54AM File=C:1Usersladmin\DOCUME-11ENERCA-1116-047-2.EC6 Wood Beam ENERCALC,INC.1983.2016,Build:6.16.12.31,Ver:6.16.12.31 Lic.#:KW-06009216 'Lfi ee:SCHEMMER CONSULTING GROUP PLLC Description: B-27-Rev:1 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+H 0.246 0.661 0.707 0.265 +D+L+H 1.138 3.112 3.312 1.218 +D+Lr+H 0.246 0.661 0.707 0.265 +D+S41 0.329 0.883 0.944 0.354 +D+0.750Lr+0.750L+H 0.915 2.499 2.661 0.980 +D+0.750L+0.7505+H 0.977 2.665 2.839 1.047 +D+0.60W+H 0.246 0.661 0.707 0.265 +D+0.70E+H 0.246 0.661 0.707 0.265 +D+0.750Lr+0.750L+0.450W+H 0.915 2.499 2.661 0.980 +D+0.750L+0.750S+0.450W+H 0.977 2.665 2.839 1.047 +D+0.750L+0.750S+0.5250E+H 0.977 2.665 2.839 1.047 +0.60D+0.60W+0.60H 0.148 0.397 0.424 0.159 +0.60D+0.70E+0.60H 0.148 0.397 0.424 0.159 D Only 0.246 0.661 0.707 0.265 Lr Only L Only 0.892 2.451 2.605 0.953 S Only 0.083 0.222 0.237 0.089 W Only E Only H Only JAN312017 U: CITY OF ANACORTES STRUCTURAL CALCULATIONS 1/3///7 FOR 1C iSi vkk A PVP"-cI Nyrnan Residence 6-tcr- NHN West 2nd Street Lot D Anacortes, WA 98221 New Beam B-35 2015 IBC 01/31/2017 16-047 PREPARED BY: lames T.Scchemmer,P.E. '44174; \pi\ e Al;:"Vik ' SCHEMMER CONSULTING GROUP PLLC =1 '- ENGINEERING CIVIL-STRUCTURAL-PLANNING-SURVEYING 0 19 Apt O p RESIDENTIAL HOME DESIGN e o/STENtc. s woometo SCHEMMER CONSULTING PLLC°301 30T"STREET,SUITE C,ANACORTES,RA.9E1221 °(360)293-9006 i 1SS - & A 4* = /F-(2/2)) ---- /7z*4 tit,_= 4OCZ/z r 40 eq ,5,s x l4 Lg 1FID F 24F-Vz Schemmer Consulting Group PLLC Project Title: Nyman Residence Walls 3014 Commercial Ave., Suite C En9ineer: James T. Schemmer, P.E. Project ID: 16-047 Anacortes, WA 98221 Project Descr: 360,293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:31 JAN 2017, 2:22PM Wood Beam ENERCALC, ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.# : KW-06009216 Licensee: SCHEMMER CONSULTING GROUP PLLC Description : B-34 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 2400 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-Pill 1650 psi Eminbend-xx 950 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade : 24F - V4 Fv 265 psi Eminbend -yy 850 ksi Ft 1100 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.3) D(0.173 L(0.46) to 5.5x14 Span= 15.50ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D =0.1730, L=0.460 , Tributary Width = 1.0 ft Point Load : L= 0.30 k @ 7.750 ft DESIGN SUMMARY (0� Maximum Bending Stress Ratio = 0.561: 1 Maximum Shear Stress Ratio = 0.319 : 1 Section used for this span 5.5x14 Section used for this span 5.5x14 fb : Actual = 1,347.31 psi fv : Actual = 84.54 psi FB : Allowable = 2,400.00psi Fv : Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 7.750ft Location of maximum on span = 14.369ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.283 in Ratio = 656>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.383 in Ratio = 485>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 15.50 ft 1 0.161 0.094 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.20 347.00 2160.00 1.15 22,31 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 15.50 ft 1 0.561 0.319 1.00 1.000 1.00 1.00 1.00 1.00 1.00 20.17 1,347.31 2400.00 4.34 84.54 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 15.50 ft 1 0.116 0.067 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.20 347.00 3000.00 1.15 22.31 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.50 ft 1 0.126 0.073 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.20 347.00 2760.00 1.15 22.31 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 15.50 ft 1 0.366 0.208 1.25 1.000 1.00 1.00 1.00 1.00 1.00 16.43 1,097.24 3000.00 3.54 68.98 331.25 +D+0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 p-cg•Bigi JUN 11 2016 STRUCTURAL CALCULATIONS ._ FOR Nyman Residence N H N West 2nd Street _ot D Anacortes, WA 98221 2012 IBC 06/06/2016 16-047 PREPARED BY: James T.Schemmer,P.E. ...44;q - - litkii-A . )1 I t SCHEMMER CONSULTING GROUP PLLC ,a,i ENGINEERING CIVIL-STRUCTURAL-PLANNING-SURVEYING Air 1� RESIDENTIAL HOME DESIGN 3014 Commercial Ave. Suite C,Anacortes, WA 98221 �` 441S TO* office: 360-293-9006 fax 360-293-4051 ���O9,, vivAL OG-i, '6i, SCHEMMER CONSULTING OUP PLLC•3014 COMMERCIAL AVE.,SUITE C,ANACORTES,WA.98221 •(360)293-9006 20/Z Mc 1 Aff-ae� //D Av.,/( 4/-) Ex?. e etv,zo - Zzal is. • 4 ))= O.6xes(p46 - 0,61C22,87 — /3-72- Ai/xi') - — 72x /ot91 /90 a7 �arr - /3, � � ��` �/ � Goviceas. 49 "VA) /3,72 K ( V/ ) = /2` SfiLiAl/G Z6'06- 1 Sds = D,7?2 .=66 i-/.o r=13 SAj = o c/ q,0,//8B 4" = 8.z7 x/,3 =/0,45-/ /U'� _/07$7 . -/82 FA -3.f7 Xi.3 = 4S// �j-� -4s1(/�s'Sy��� �7 it l Nue r 1 "i=61 2/69 9 2-F3 / Ail, 43 21 417(;) g S2 1 bm 4/=21 41'9 7 S7 4 gm' 24 24 477C, 9 Si3 4 BM 2%4-( / ZO mO /0 , 39g I CAA147z =g' /S92 /7 94 234 =l2 2338 -_?9 6/ / FM _ 14/1.1-4672'7 36 C970 22 2 72 2 G-M 2 Z+%=30 .c270 2,5' 2 3 l f1M 45/.= 23 4577 25--- /8 ( 4i.. 23, : 12 21139 /Mg 8 36.77 /® 3 f8 2. Fi_ 45/2_ 23 S97O4-2 52 =9822 /Z 73S S kits 45/, ; 23 4577+2t52 =742-9 7 /d6/ 7 Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave., Suite C En9ineer: James T. Schemmer, P.E. Project ID: 16-047 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed: 7JUN 2016,12:54AM ASCE Seismic Base Shear File=C:IUsersladmin\DOCUME-11ENERCA--1116-047--1.EC6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver:6.16.2.28 Lic. # - KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC House Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "II" :All Buildings and other structures except those listed as Category I, Ill, and IV ASCE 7-10, Page 2, Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10, Page 5, Table 1.5-2 Gridded Ss & S1values ASCE-7-10 Standard ASCE 7-10 11.4.1 Max. Ground Motions,5%Damping : Latitude = 48.495 deg North SS = 1.087 g, 0.2 sec response Longitude = 122.620 deg West S 1 = 0.4308 g, 1.0 sec response Location : Anacortes, WA 98221 Site Class, Site Coeff. and Design Category Site Classification "D": Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.07 ASCE 7-10 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fv = 1.57 Maximum Considered Earthquake Acceleration S MS =Fa*Ss = 1.158 ASCE 7-10 Eq. 11.4-1 S M1 = Fv*S1 = 0.676 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration S DS=S MS213 = 0.772 ASCE 7-10 Eq. 11.4-3 S D1 S Mi 2/3 = 0.451 ASCE 7-10 Eq. 11.4-4 Seismic Design Category = D ASCE 7-10 Table 11.6-1 &-2 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System . . . Bearing Wall Systems Light-framed walls sheathed wlwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient " R" = 6.50 Building height Limits : System Overstrength Factor "Wo" = 3.00 Category"A&B" Limit: No Limit Deflection Amplification Factor " Cd " = 4.00 Category"C" Limit: No Limit Category"D" Limit: Limit=65 NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit: Limit=65 Category"F" Limit Limit=65 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-1012.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation : All Other Structural Systems "Ct"value = 0.020 "hn " : Height from base to highest level = 17.0 ft "x"value = 0.75 "Ta"Approximate fundemental period using Eq. 12.8-7 : Ta = Ct*(hn A x) = 0.167 sec "TL" : Long-period transition period per ASCE 7-10 Maps 22-12->22-16 8.000 sec Building Period"Ta" Calculated from Approximate Method selected = 0.167 sec " Cs " Response Coefficient ASCE 7-10 Section 12.8.1.1 S DS: Short Period Design Spectral Response = 0.772 From Eq. 12.8-2, Preliminary Cs = 0.119 " R": Response Modification Factor = 6.50 From Eq. 12.8-3& 12.8-4, Cs need not exceed = 0.414 " I " : Seismic Importance Factor = 1 From Eq. 12,8-5&12.8-6, Cs not be less than = 0.034 Cs : Seismic Response Coefficient = = 0.1188 Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.1188 from 12.8.1.1 W(see Sum Wi below) = 75.99 k Seismic Base Shear V= Cs*W = 9.02 k Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 16-047 Anacortes, WA 98221 Project Descr: 360.293,9006 jt.schemmer@scgeng.com Title Block Line 6 Printed: 7 JUN 2016,12:54AM ASCE Seismic Base Shear File=C:\Usersladmin\DOCUME-11ENERCA-1116-047-1.EC6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver:6.16.2.28 Lic. #: KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3 "k":hx exponent based on Ta = 1.00 Table of building Weights by Floor Level... Level# Wi:Weight Hi: Height (Wi*Hi)"k Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 2 53.55 17.00 910.30 0.8352 7.54 7.54 0.00 1 22.45 8.00 179.57 0.1648 1.49 9.02 67.84 Sum Wi= 75.99 k Sum Wi*Hi = 1,089.87 k-ft Total Base Shear= 9.02 k Base Moment= 140.0 k-ft Diaphragm Forces : Seismic Design Category "B" to "F" ASCE 7-10 12.10.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx : Calcd Fpx : Min Fpx : Max Fpx Dsgn. Force 2 53.55 7.54 7.54 53.55 7.54 8.27 16.53 8.27 8.27 1 22.45 1.49 9.02 75.99 2,67 3.47 6.93 3.47 3.47 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat. Force" of current level plus all levels above MIN Req'd Force @ Level 0.20*S DSI *Wpx MAX Req'd Force @ Level 0.40 * S DSI *Wpx Fpx : Design Force @ Level Wpx* SUM(x->n) Fi I SUM(x->n) wi, x= Current level, n = Top Level Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 16-047 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:7 JUN 2018,12:55AM IBC 2012 1609.6 Alternate All-Heights Wind File=C:\Users/admin\DOCUME-11ENERCA-1\16-047-1.EC6 g ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.16.2.28 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: New House Analytical Values Calculations per IBC 2012 1609.6 User verified these IBC 2012 All-Heights Wind Method Limitations: Analytical Values... 1609.6.1(1): Total Height<=75 ft with(Height/Least Width)<=4 Exposure Category,ASCE 7-10 Sect 26,7.3 Exposure B -or- Fundamental frequency>= 1 hertz Mean Roof Height 22.0 ft 1609.6.1(2): Not sensitive to dynamic effects Topographic Factor per ASCE 7-10 Sec 26.8.2 1609,6,1(3): Site not affected by channeling/buffeting from upwind items K1 = 0,250 K2 = 1.0 K3 = 1.0 1609.6.1(4): Simple diaphragm building per ASCE 7-10 Sec 26.2 Force Kzt to 1.0 per ASCE 7-10 26,8,2 Yes 1609.6.1(5): Aware of ASCE 7 provisions for open buildings,multispan gable Topographic Factor Kzt = (1+K1*K2*K3)^2 = 1.000 roofs,stepped roofs,sawtooth roofs,domed roofs,roofs with V:Basic Wind Speed 110.0 mph slopes>45 deg,solid free standing walls&signs. per ASCE 7-10 26.5.1 1609.6.4.1: Aware of need to check torsion per ASCE 7 Fig.27.4-8 MWFRS Table per IBC 2012 1609.6.2, Section 1 Design Pressure P = 0.00256 VA2 Kz net Kzt WINDWARD WALLS&PARAPETS WALLS PARAPETSpsf Kz based on ibc 2012 1609.6.4.2 Item 1 Enclosed Partially Enclosed Height Kz +Internal -Internal +Internal -Internal Enclosed Partially Enclosed 0-15' 0.570 7.60 12.90 1.94 18.55 22.62 22.62 20' 0.620 8.26 14.03 2.11 20.18 24.60 24.60 25' 0.660 8.80 14.94 2.25 21.48 26.19 26.19 30' 0.700 9.33 15.84 2.39 22.79 27.78 27.78 40' 0.760 10.13 17.20 2.59 24.74 30.16 30.16 50' 0.810 10.80 18.33 2.76 26.37 32.14 32.14 60' 0.850 11.33 19.24 2.90 27.67 33.73 33.73 70' 0.890 11.86 20.14 3.03 28.97 35.32 35.32 80 ' 0.930 12.40 21.05 3.17 30.27 36.90 36.90 gQ 0.960 12.80 21.72 3.27 31.25 38.09 38.09 100' 0.990 13.20 22.40 3.38 32.22 39.28 39.28 Enclosed Partially Enclosed LEEWARD&SIDEWALLS +Internal -Internal +Internal -Internal Kz based on IBC 2012 1609.6.4.2 Item 2 0.636 Leeward Wall -10.06 -4.14 -16.36 2.17 Side Wall -13.01 -6.90 -19.12 0.79 Parapet Wall:Leeward Both Directions -16.76 Both Directions -16.76 I Schemmer Consulting Group PLLC Project Title: Nyman Residence Project ID: 16 0 47 James T.Schemmer,P.E. 3014 Commercial Ave.,Suite C Engineer: Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:7 JUN 2016,12:55AM IBC 2012 1609.6 Alternate All-Heights Wind File=C:lUsersladmin1DOCUME-11ENERCA-1116 .EC6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver:6.16.2.28 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: New House MWFRS per IBC 2012 Table 1609.6.2 Section 1 Kz per IBC 2012 1609.6.4.2 Item 2 = 0.636 Design Pressure P = 0.00256 VA2 K z net Kzt WIND PERPENDICULAR TO RIDGE psf Enclosed Partially Enclosed +Internal -Internal +Internal -Internal Leeward Roof or Flat Roof -13.01 -6.90 -7.29 -0.79 Windward Roof Slopes Slope<2:12 (10 deg) Condition 1 -21.49 -15.58 -27.80 -9.27 Condition 2 -5.52 0.39 -11.83 6.70 Slope<4:12 (18 deg) Condition 1 -14.39 -8.28 -20.50 -2.17 Condition 2 -0.99 4.93 -7.29 11.24 Slope<5:12 (23 deg) Condition 1 -11.44 -5.52 -17.74 0.79 Condition 2 0.59 6.70 -5.72 12.82 Slope<6:12 (27 deg) Condition 1 -9.27 -3.15 -15.38 2.96 I Condition 2 1.18 7.29 -4.93 13.41 Slope<7:12 (30 deg) Condition 1 -7.29 -1.18 -13.41 -5.13 Condition 2 1.38 7.29 -4.93 13.60 Slope<9:12 (37 deg) Condition 1 -5.32 0.79 -11.44 6.90 Condition 2 2.76 8.68 -3.55 14.98 Slope<12:12 (45 deg) 2.76 8.68 -3.55 14.98 WIND PARALLEL TO RIDGE All slopes including Flat Roofs -21.49 -15.58 -27.80 -9.27 Roof& Overhang Components&Cladding per IBC 2012 Table 1609.6.2, Section 2&3 Design Pressure P = 0.00256 V"2 K Cz et Kzt Description Continuity Item Type Eff.Area Kz Enclosed Enclosed No Discontinuity Gable or Overhang,6:12<Slope<12:12 10.00 0.636 +: 0.00 0.00 0.00 0.00 Wall&Parapet Components&Cladding per IBC 2012 Table 1609.6.2, Section 4&5 Design Pressure P = 0.00256 VA2 K Cet l zt Kz Description ContinuityItem Type Z,Ht.Above Ground Eff.Area Enclosed Partially arti eyd p Yp Level,ft ft 2 No Discontinuity Wall Elements,h<=60 ft 25 10.00 0.66 +: 20.46 27.01 : -22.30 -28.64 T \11) - v\i c,:` _ 243 - 2187• I,2 =Z62¢ U5N. t-it U 2—s.DS w0(tc 6 ?o bF %cif* 9 •531= 5 735 Us E OU 8— SS S 2. w7 't-x 1o57 SST 6z5 • U>E W-DU 2--5DS 2,,5- Dfr, l =°)•597= 35"e2•1.2 . V 13 4 (=,•523 =470'7•Li=5648 U Q w/%u 11-0, _ 1• 36,8 3975- U E 13 l =9 7 35- _ 6IS•1,2 =7938 11 S E o = •/0 6 = 9549•I.Z=114S 9 V 5F K HOLD DOWNS Mark# Type OSimpson MSTC52 - FLOOR TO FLOOR O2 Simpson MST48 between floors 3O Simpson HDU2-SDS2.5 W/SSTB20 & (2)STUDS OR STHDI ORJ 4O Simpson HDUS- SDS2.5 W/SSTB24 & (2) STUDS OR STHDI4RJ 5O Simpson HDU8-SDS2.5 W/SSTB28 &4x6 POST 6O Simpson HDU14-SDS2.5 W/SB1x30 $6x6 POST 7O Simpson MSTC72 8O Simpson HDU11 -SDS2.5 W/SB1x30 &6x6 POST 9O Simpson STHD14RJ.}.ibu1.-sbs2,s- 10 Simpson STHD14 11 Simpson EPB86 12 Simpson EPB66PHDG 1) Stronger hold downs can be used in lieu of these. 2) See Simpson Wood Construction Connectors book for proper installation. 3) 3x sill requires"SSTBL" hold downs where"SSTB" are labled above. 4) IF PONY WALL IS BELOW STHD, USE EQUAL OR GREATER PHD WITH ALLTHREAD AND COUPLER. SHEARWALL SCHEDULE Mark# Sheathing Nailing Notes O 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 6" 1, 2, 6, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field © 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 4" 2, 3, 6, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field 07/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 3" 2, 3, 7, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 2" 2, 3, 4, 8, 9 (-47) or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field n 7/16" Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 4" or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field 2, 3, 4, 8, 9 7/16" Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 3" 2, 3, 4, 8, 9 O or Structural Grade li CDX plywood o,c. panel edges, 12" o.c. field 7/16" Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 2" 2, 3, 4, 8, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field SHEARWALL NOTES: 1. ALL EXTERIOR WALLS TO BE TYPE 1O U.N.O. 2. BLOCK ALL PANEL EDGES 3. PROVIDE NOMINAL 3x FRAMING AT ABUTTING PNL. EDGES RECEIVING EDGE NAILING 4. PROVIDE 3x SILL PLATE 5. OFFSET PANEL EDGES 6. PROVIDE 1/2"A.B. @ 48" O.C. W 1/4" x 3"x 3" PLATE WASHERS, OR (2) 16d @ 8" O.C. 7. PROVIDE 1/2"A.B. @ 24" O.C. W 1/4"x 3" x 3" PLATE WASHERS. 8. PROVIDE 1/2"A.B. @ 12" O.C. W 1/4"x 3" x 3" PLATE WASHERS. 9. STUDS SHALL BE SPACED NOT MORE THAN 16" O.C. _ L 13.14‘ \xgDF '2`2 ` iAlse . " glS D 5. alp gl2 622 1 �`m wp = l5(3( 11--.2.) =Z55 �� � o1/4) s . =zsC�/z{- =405 4 (4x1cDF4_21. WpL = ISC'�/i-2) = 300146 �`� 9 I,U =z5(%/ i"2) sod* 1 G,X12 DFZ- L Q g,l (6. � 4. 12 /\ riPL = 570* Ns,,J 9%o Q b • f,4'cLo$F2 1 it A hc • wpt--- ts-c124- .= e4 1(2) zlZ) � iso 2x�2DF��L w5,. RKF tr t_ I\ G, A. 2 wit`=is (z) , �0 (EL L7e,5, " # 1 z x tz i)�r g7 A °I A 1,5 WAL= is c64 f = 75 i(.9. i4xifo HF ik-2.... PIA, 25 (y2)-0 -:- /45--t-4 4(1f-;)) I( o.5 AWs..^ Zs 29 f — 4/31V SL Lox,a t'•fri-z.t tuct,_,. z5_C(-.2) -7/g2 vT2-- 2 p • ea JQ1Z sop \ I u S ' s -Aro66 / 11-- - P 91- e5; p),E d4% I r--17(h 11-2 -FrAci 4 • 5( i 1� ob -� r4z1052 . 15(1) -� -� � 51 - �a „� �? S Y `� 12 t 2+ k 6,s n wpL (2(`67Z)-t-?�( /�;= t o%4 w - 40e4/2)tGo(5/2) Vox l0 ID F4-Z ` Jsc Zs—(5(z) 63 � 25 )c4' (x to F 21 6Y l&US43, -2C )-2( A 2' A xio Dv--AZ.C Qz9 4 'o 1F Z �i ►NSA, I 31 +2404-488*, f-66(g) = boo' ‘1 tu„-z 26-(e/2). �S,zS X i/475 T$c 2,0E 1 1S.S3 A b A L b � �D��= Zo(5-41-1 = 7D (c/2_4-1 2/0 11 xx2 P T 4).5„ 2S5(572_fi 88 ISM- irk A kht,5 zo %�� = le>0 64+ 3004K .Co x•c 2 R-F TT I ESL Z5'( �� ' t z s--V( Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 16-047 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:10 JUN 2016, 1:36PM File=C:\Usersladmin\DOCUME--1IENERCA-1116-047--1.EC6 Wood Beam ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver:6.16.2.28 Lie. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : B-2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 850 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb -Compr 850 psi Ebend-xx 1600 ksi Fc- Prll 1400 psi Eminbend -xx 580 ksi Wood Species : Douglas Fir- Larch (North) Fc- Perp 625 psi Wood Grade : No. 1/No. 2 Fv 180 psi Ft 500 psi Density 30.58 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling L(0.3) D(0.2551 S(0.425) i * i * x 4x10 Span=7.0 ft • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D= 0.2550, S =0.4250 , Tributary Width = 1.0 ft Point Load : L= 0.30 k @ 7.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.862 1 Maximum Shear Stress Ratio = 0.420 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 1,011.50psi fv : Actual = 86.99 psi FB : Allowable = 1,173.00psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.500ft Location of maximum on span = 6.234 ft Span#where maximum occurs = Span#1 Span #where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.063 in Ratio = 1343 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.101 in Ratio = 831 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb F'b V fir F'v +D+H 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.420 0.205 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.60 385.64 918.00 0.72 33.17 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.378 0.184 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.60 385.64 1020.00 0.72 33.17 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.302 0.147 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.60 385.64 1275.00 0.72 33.17 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.862 0.420 1.15 1.200 1.00 1.00 1.00 1.00 1.00 4.21 1,011.50 1173.00 1.88 86.99 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.302 0.147 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.60 385.64 1275.00 0.72 33.17 225.00 Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave., Suite C En9ineer: James T. Schemmer, P.E. Project ID: 16-047 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:10 JUN 2016, 1:38PM File=C:1Users\admin\DOCUME-11ENERCA-1116-047-1.EC6 Wood Beam ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver6.16.2.28 Lic. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : B-9 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb -Tension 850.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb- Compr 850.0 psi Ebend-xx 1,600.0 ksi Fc- Prll 1,400.0 psi Eminbend -xx 580.0ksi Wood Species : Douglas Fir - Larch (North) Fc- Perp 625.0 psi Wood Grade : No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 30.580 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling L(0.3) D(0.3)S(0.5) * * * V 6x12 Span=9.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.30, S = 0.50 , Tributary Width = 1.0 ft Point Load : L = 0,30k@9.0ft DESIGN SUMMARY Desi.-n O„"< Maximum Bending Stress Ratio = 0.834 1 Maximum Shear Stress Ratio = 0.331 : 1 Section used for this span 6x1 2 Section used for this span 6x1 2 fb : Actual = 815.25psi fv : Actual = 68.43 psi FB : Allowable = 977.50psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.500ft Location of maximum on span = 8.047ft Span #where maximum occurs = Span # 1 Span#where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.067 in Ratio = 1622 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.108 in Ratio = 997 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.411 0.163 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.17 314.13 765.00 1.11 26.37 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.370 0.146 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.17 314.13 850.00 1.11 26.37 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.296 0.117 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.17 314.13 1062.50 1.11 26.37 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.0 ft 1 0.834 0.331 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.24 815.25 977.50 2.89 68.43 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.296 0.117 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.17 314.13 1062.50 1.11 26.37 225.00 Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 16-047 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng,com Title Block Line 6 Printed:10 JUN 2018,1:38PM Wood Beam File=C:\Users\adminlDOCUME-11ENERCA-1\16-047--1.EC6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver:6.16.2.28 Lic.#:KW-06009216 jIiaenseee r SCHEMMER CONSULTING GROUP PLLC Description: B-9 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i C r C m C t C L M fb F'b V fv F'v +0+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.706 0.280 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.97 689.97 977.50 2.44 57.92 207.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.231 0.092 1.60 1.000 1.00 1.00 1.00 1.00 1,00 3.17 314.13 1360.00 1.11 26.37 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.231 0.092 1.60 1.000 1.00 1.00 1.00 1.00 1,00 3.17 314.13 1360.00 1.11 26.37 288.00 +D+0.750Lr+0,750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.231 0.092 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.17 314.13 1360.00 1.11 26.37 288.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.507 0.201 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.97 689.97 1360.00 2.44 57.92 288.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.507 0.201 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.97 689.97 1360.00 2.44 57.92 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.139 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.90 188.48 1360.00 0.67 15.82 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.139 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.90 188.48 1360.00 0.67 15.82 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+'Defl Location in Span +D+S+H 1 0.1083 4.533 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.660 3.660 Overall MINimum 0.846 0.300 +D+H 1.410 1.410 +D+L+H 1.410 1.710 +D+Lr+H 1.410 1.410 +D+S+H 3,660 3.660 +D+0,750Lr+0.750L+H 1.410 1.635 +D+0.750L+0.7505+H 3.098 3.323 +D+0.60W+H 1.410 1.410 +D+0,70E+H 1,410 1.410 +D+0.750Lr+0.750L+0.450W+H 1.410 1.635 +D+0.750L+0.750S+0.450W+H 3.098 3.323 +D+0.750L+0.7505+0.5250E+H 3.098 3.323 +0.60D+0.60W+0.60H 0.846 0.846 +0.60D+0.70E+0.60H 0.846 0.846 D Only 1.410 1.410 Lr Only L Only -0.000 0.300 S Only 2.250 2.250 W Only E Only ,. H Only i Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 16-047 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:10 JUN 2016, 1:42PM File=C:IUsers\admin\DOCUME-11ENERCA-•1116-047-1.EC6 Wood Beam ENERCALC,INC.1983-2015,Bulld:6.15.12.9,Ver:6.16.2.28 Lic. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : RB-1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination :IBC 2012 Fb - Compr 850.0 psi Ebend-xx 1,600.0 ksi Fc- Prll 1,400.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir - Larch (North) Fc- Perp 625.0 psi Wood Grade : No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 30.580pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D0.09 S0.15 D(0.09 S(0,15 /.....____t:- 7 -44 2-2x12 2-2x12 Span =9.50 ft Span = 1.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.090, S = 0.150 , Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.090, S = 0.150 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK 1_ `Maximum Bending Stress Ratio = 0.499 1 Maximum Shear Stress Ratio = 0.204 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb : Actual = 488.14psi fv : Actual = 42.31 psi FB : Allowable = 977.50 psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.617ft Location of maximum on span = 8.598ft Span #where maximum occurs = Span # 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.046 in Ratio = 2489 Max Upward Transient Deflection -0.022 in Ratio = 1660 Max Downward Total Deflection 0.073 in Ratio = 1555 Max Upward Total Deflection -0.035 in Ratio = 1038 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb Fib V fv F'v +D+H 0.00 0.00 0.00 0.00 Length= 9.50 ft 1 0.239 0.098 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.97 183.05 765.00 0.36 15.86 162.00 Length = 1.50 ft 2 0.025 0.098 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.10 19.20 765.00 0.05 15.86 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.50 ft 1 0.215 0.088 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.97 183.05 850.00 0.36 15.86 180.00 Length= 1.50 ft 2 0.023 0.088 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.10 19.20 850.00 0.05 15.86 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 9.50 ft 1 0.172 0.071 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.97 183.05 1062.50 0.36 15.86 225.00 Length = 1.50 ft 2 0.018 0.071 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.10 19.20 1062.50 0.05 15.86 225.00 Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 16-047 Anacortes,WA 98221 Project Descr: 360.293.9006 • jt.schemmer@scgeng.com Title Block Line 6 Printed:10 JUN 2016,1:42PM File=C:\Users\admin1DOCUME-1\ENERCA-1\16-047-1.EC6 Wood Beairn ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.16.228 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: RB-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M fb F'b V fv F'v +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.499 0.204 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.57 488.14 977.50 0.95 42.31 207.00 Length=1.50 ft 2 0.052 0.204 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.27 51.20 977.50 0.14 42.31 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.172 0.071 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.97 183.05 1062.50 0.36 15.86 225.00 Length=1.50 ft 2 0.018 0.071 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.10 19.20 1062.50 0.05 15.86 225.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.421 0.172 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.17 411.87 977.50 0.80 35.70 207.00 Length=1.50 ft 2 0.044 0.172 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.23 43.20 977.50 0.12 35.70 207.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.135 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.97 183.05 1360.00 0.36 15.86 288.00 Length=1.50 ft 2 0.014 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.10 19.20 1360.00 0.05 15.86 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.135 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.97 183.05 1360.00 0.36 15.86 288.00 Length=1.50 ft 2 0.014 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.10 19.20 1360.00 0.05 15.86 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.135 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.97 183.05 1360.00 0.36 15.86 288.00 Length=1.50 ft 2 0.014 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.10 19.20 1360.00 0.05 15.86 288.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.303 0.124 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.17 411.87 1360.00 0.80 35.70 288.00 Length=1.50 ft 2 0.032 0.124 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.23 43.20 1360.00 0.12 35.70 288.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.303 0.124 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.17 411.87 1360.00 0.80 35.70 288.00 Length=1.50 ft 2 0.032 0.124 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.23 43.20 1360.00 0.12 35.70 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.081 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.58 109.83 1360.00 0.21 9.52 288.00 Length=1.50 ft 2 0.008 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.06 11.52 1360.00 0.03 9.52 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.081 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.58 109.83 1360.00 0.21 9.52 288.00 Length=1.50 ft 2 0.008 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.06 11.52 1360.00 0.03 9.52 288.00 Overall Maximum Deflections Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span +0+5+H 1 0.0733 4.723 0.0000 0.000 2 0.0000 4.723 +D+S+H -0.0347 1.500 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.112 1.528 Overall MINimum 0,250 0.344 +D+H 0.417 0.573 +D+L+H 0.417 0.573 +D+Lr+H 0.417 0.573 +D+S+H 1.112 1.528 +D+0.750Lr+0.750L+H 0.417 0.573 +D+0.750L+0.7505+H 0.938 1.290 +D+0.60W+H 0.417 0.573 +D+0.70E+H 0.417 0.573 +D+0.750Lr+0.750L+0.450W+H 0.417 0.573 +D+0.750L+0.750S+0.450W+H 0.938 1.290 +D+0.750L+0.7505+0.5250E+H 0.938 1.290 +0.60D+0.60W+0.60H 0.250 0.344 +0.60D+0.70E+0.60H 0.250 0.344 D Only 0.417 0.573 Lr Only L Only S Only 0.695 0.955 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 16-047 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:10 JUN 2016, 1:46PM File=C:1UsersladminlDOCUME-11ENERCA--1116-047--1.EC6 Wood Beam ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver:6.16.2.28 Lic. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : Rafter CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb- Compr 850.0 psi Ebend-xx 1,600.0 ksi Fc- Prll 1,400.0 psi Eminbend -xx 580.0 ksi Wood Species : Douglas Fir - Larch (North) Fc- Perp 625.0 psi Wood Grade : No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 30.580 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.091 S(0.15) D(0.03)S(0.05) i i i i i i i * * x 0 K 2 ( ec 2x12 2x12 Span=6.0 ft Span=2.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D =0.090, S= 0.150 , Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.030, S = 0.050 , Tributary Width = 1.0 ft DESIGN SUMMARY _ Design OK Maximum Bending Stress Ratio = 0.389 1 Maximum Shear Stress Ratio = 0.227 : 1 Section used for this span 2x12 Section used for this span 2x12 fb : Actual = 379.82psi fv : Actual = 47.06 psi FB : Allowable = 977.50psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.883ft Location of maximum on span = 5.095ft Span#where maximum occurs = Span # 1 Span #where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.014 in Ratio = 5097 Max Upward Transient Deflection -0.013 in Ratio = 3594 Max Downward Total Deflection 0.023 in Ratio = 3185 Max Upward Total Deflection -0.021 in Ratio = 2246 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.186 0.109 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.38 142.43 765.00 0.20 17.65 162.00 Length=2.0 ft 2 0.030 0.109 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.06 22.76 765.00 0.03 17.65 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.168 0.098 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.38 142.43 850.00 0.20 17.65 180.00 Length=2.0 ft 2 0.027 0.098 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.06 22.76 850.00 0.03 17.65 180.00 +D+Lr+1-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.134 0.078 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.38 142.43 1062.50 0.20 17.65 225.00 Length=2.0 ft 2 0.021 0.078 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.06 22.76 1062.50 0.03 17.65 225.00 Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave.,Suite C En9ineer: James T.Schemmer,P.E. Project ID: 16-047 Anacortes,WA 98221 Project Descr: 360.293.9006 • jt.schemmer@scgeng.com Title Block Line 6 Printed:10 JUN 2016,1:46PM Wood Beam File=CAUsersladmin\DOCUME-1tENERCA-1116-047-1.EC6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver:6.16.2.28 Lic.#: KW-06009216 Mjflsee:SCHEMMER CONSULTING GROUP PLLC Description: Rafter Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +13+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.389 0.227 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.00 379.82 977.50 0.53 47.06 207.00 Length=2.0 ft 2 0.062 0.227 1.15 1.000 1.00 1,00 1.00 1.00 1.00 0.16 60.68 977.50 0.09 47.06 207.00 +D+0.750Lr+0.750L4f 1.000 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.134 0.078 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.38 142.43 1062.50 0.20 17.65 225.00 Length=2.0 ft 2 0.021 0.078 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.06 22.76 1062.50 0.03 17.65 225.00 +D+0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.328 0.192 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.84 320.47 977.50 0.45 39.71 207.00 Length=2.0 ft 2 0.052 0.192 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.13 51.20 977.50 0.07 39.71 207.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.105 0.061 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.38 142.43 1360.00 0.20 17.65 288.00 Length=2.0 ft 2 0.017 0,061 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.06 22.76 1360.00 0.03 17.65 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.105 0.061 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.38 142.43 1360.00 0.20 17.65 288.00 Length=2.0 ft 2 0.017 0.061 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.06 22.76 1360.00 0.03 17.65 288.00 +D+0.750Lr+0.750L+0.450W+4-j 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.105 0.061 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.38 142.43 1360.00 0.20 17.65 288.00 Length=2.0 ft 2 0.017 0.061 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.06 22.76 1360.00 0.03 17.65 288.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.236 0.138 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.84 320.47 1360.00 0.45 39.71 288.00 Length=2.0 ft 2 0.038 0.138 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.13 51.20 1360.00 0.07 39.71 288.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.236 0.138 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.84 320.47 1360.00 0.45 39.71 288.00 Length=2.0 ft 2 0.038 0.138 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.13 51.20 1360.00 0.07 39.71 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.063 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.23 85.46 1360.00 0.12 10.59 288,00 Length=2.0 ft 2 0.010 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.04 13.65 1360.00 0.02 10.59 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length=6.0 ft 1 0.063 0.037 1,60 1.000 1.00 1.00 1.00 1.00 1.00 0.23 85.46 1360.00 0.12 10.59 288.00 Length=2.0 ft 2 0.010 0.037 1,60 1.000 1.00 1.00 1.00 1.00 1.00 0.04 13.65 1360.00 0.02 10.59 288.00 Overall Maximum Deflections Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Deft Location in Span +D+S+H 1 0.0226 2.983 0.0000 0.000 2 0.0000 2.983 +1)+S+H -0.0214 2.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.693 0.907 Overall MINimum 0.156 0.204 +D+H 0.260 0.340 +D+L+H 0.260 0.340 +D+Lr+H 0.260 0.340 +D+S+H 0.693 0.907 +D+0.750Lr+0.750L+H 0.260 0.340 +D+0.750L+0.750541 0.585 0.765 +D+0.60W+H 0.260 0.340 +D+0.70E+H 0.260 0.340 +D+0.750Lr+0.750L+0.450W+H 0.260 0.340 +D+0,750L+0.7505+0.450W+H 0.585 0.765 +D+0.750L+0.7505+0.5250E+H 0.585 0.765 +0.60D+0.60W+0.60H 0.156 0.204 +0.60D+0.70E+0.60H 0.156 0.204 D Only 0.260 0.340 Lr Only L Only S Only 0.433 0.567 W Only E Only H Only I� Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 16-047 Anacortes,WA 98221 Project Descr: 360.293.9006 jt,schemmer@scgeng.com Title Block Line 6 Printed:10 JUN 2016,1:53PM File=C:\Usersladmin\DOCUME-1\ENERCA-1\16-047-1.EC6 Wood Beam ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver..6.16.2.28 Lic.#:KW-06009216 ,,,Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B-6,B-8 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1000 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 1000 psi Ebend-xx 1600 ksi Fc-Prll 1450 psi Eminbend-xx 580 ksi Wood Species :Hem Fir(North) Fc-Perp 405 psi Wood Grade :No. 1/No.2 Fv 145 psi Ft 575 psi Density 28.7 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.57)S(0.96) i K 4x10 Span=12.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Point Load: D=0.570, S=0.960 k @ 6.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.80Q 1 Maximum Shear Stress Ratio = 0.213 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 1,103.55psi fv:Actual = 35.44 psi FB:Allowable = 1,380.00psi Fv:Allowable = 166.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.000ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.163 in Ratio= 885 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.259 in Ratio= 555 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.381 0.101 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.71 411.13 1080.00 0.29 13.20 130.50 i +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.343 0.091 1.00 1.200 1.00 1,00 1.00 1.00 1.00 1,71 411.13 1200.00 0.29 13.20 145.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.274 0.073 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.71 411.13 1500.00 0.29 13.20 181.25 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.800 0.213 1.15 1.200 1.00 1.00 1.00 1.00 1.00 4.59 1,103.55 1380.00 0.77 35.44 166.75 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.274 0.073 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.71 411.13 1500.00 0.29 13.20 181.25 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.674 0.179 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.87 930.45 1380.00 0.65 29.88 166.75 Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 16-047 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:10 JUN 2016,1:53PM Wood Beam File=C:\Users\admin\DOCUME-11ENERCA-1116-047-1.EC6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.16.2.28 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B-6,B-8 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.214 0.057 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.71 411.13 1920.00 0.29 13.20 232,00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length=12.0 ft 1 0.214 0.057 1.60 1.200 1.00 1.00 1.00 1.00 1,00 1.71 411.13 1920.00 0.29 13.20 232.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.214 0.057 1.60 1.200 1.00 1.00 1.00 1.00 1,00 1.71 411.13 1920.00 0.29 13.20 232.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.485 0.129 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.87 930.45 1920.00 0.65 29.88 232.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.485 0.129 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.87 930.45 1920.00 0.65 29.88 232.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.128 0.034 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.03 246.68 1920.00 0.17 7.92 232.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.128 0.034 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.03 246.68 1920.00 0.17 7.92 232.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Dell Location in Span +D+S+H 1 0.2591 6.000 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.765 0.765 Overall MINimum 0.171 0.171 +D+H 0.285 0.285 +D+L+H 0.285 0.285 +D+Lr+H 0.285 0.285 +D+S+H 0.765 0.765 +D+0.750Lr+0.750L+H 0.285 0.285 +D+0.750L+0.7505+H 0.645 0.645 +D+0.60W+H 0.285 0.285 +D+0.70E+H 0.285 0.285 +D+0.750Lr+0.750L+0.450W41 0.285 0.285 +D+0.750L+0.7505+0.450W+H 0.645 0.645 +D+0.750L+0.750S+0.5250E+H 0.645 0.645 +0.60D+0.60W+0.60H 0.171 0.171 +0.60D+0.70E+0.60H 0.171 0.171 D Only 0.285 0.285 Lr Only L Only S Only 0.480 0.480 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 16-047 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.corn Title Block Line 6 Printed:10 JUN 2016, 1:56PM File=C:1Users\admin\DOCUME-1IENERCA-1116-047-1.EC6 Wood Beam ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver:6.16.2.28 Lic. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : B-7, B-9 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 1,000.0 psi E: Modulus of Elasticity Load Combination IBC 2012 Fb- Compr 1,000.0 psi Ebend-xx 1,600.0 ksi Fc- PrII 1,450.0 psi Eminbend -xx 580.0 ksi Wood Species : Hem Fir (North) Fc- Perp 405.0 psi Wood Grade : No. 1/No. 2 Fv 145.0 psi Ft 575.0 psi Density 28.70 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.075) S(0.125) D(0.075)S(0.125) i i i i i i i i i X M K 7\ I: 4x10 4x10 Span=9.oft Span = 1.50ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0750, S= 0.1250 , Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.0750, S= 0.1250 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.333 1 Maximum Shear Stress Ratio = 0.215 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 460.19psi fv : Actual = 35.87 psi FB : Allowable = 1 ,380.00psi Fv : Allowable = 166.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.374ft Location of maximum on span = 8.246 ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.047 in Ratio = 2294 Max Upward Transient Deflection -0.023 in Ratio = 1542 Max Downward Total Deflection 0.075 in Ratio = 1434 Max Upward Total Deflection -0.037 in Ratio = 964 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length =9.0 ft 1 0.160 0.103 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.72 172.57 1080.00 0.29 13.45 130.50 Length = 1.50 ft 2 0.019 0.103 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.08 20.29 1080.00 0.06 13.45 130.50 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.144 0.093 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.72 172.57 1200.00 0.29 13.45 145.00 Length = 1.50 ft 2 0.017 0.093 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.08 20.29 1200.00 0.06 13.45 145.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.115 0.074 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.72 172.57 1500.00 0.29 13.45 181.25 Length = 1.50 ft 2 0.014 0.074 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.08 20.29 1500.00 0.06 13.45 181.25 Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 16-047 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:10JUN 2016,1:56PM File=C:1Users1adminlDOCUME-11ENERCA-1116-047-1.EC6 Wood Beam ENERCALC,INC.1983-2015,Build:6.15.129,Ver:6.16.2.28 Lic.#: KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B-7,B-9 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb F'b V Iv F'v +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.333 0.215 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.91 460.19 1380.00 0.77 35.87 166.75 Length=1.50 ft 2 0.039 0.215 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.23 54.10 1380.00 0.15 35.87 166.75 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.115 0.074 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.72 172.57 1500.00 0.29 13,45 181.25 Length=1.50 ft 2 0.014 0.074 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.08 20.29 1500.00 0.06 13.45 181.25 +D+0.750L+0.7505+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.281 0.181 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.61 388.29 1380.00 0.65 30.26 166.75 Length=1.50 ft 2 0.033 0.181 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.19 45.64 1380.00 0.12 30.26 166.75 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.090 0.058 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.72 172.57 1920.00 0.29 13.45 232.00 Length=1.50 ft 2 0.011 0.058 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.08 20.29 1920.00 0.06 13.45 232.00 +D+0.70E41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.090 0.058 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.72 172.57 1920.00 0.29 13.45 232.00 Length=1.50 ft 2 0.011 0.058 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.08 20.29 1920.00 0.06 13.45 232.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.090 0.058 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.72 172.57 1920.00 0.29 13.45 232.00 Length=1.50 ft 2 0.011 0.058 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.08 20.29 1920.00 0.06 13.45 232.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.202 0.130 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.61 388.29 1920.00 0.65 30.26 232.00 Length=1.50 ft 2 0.024 0.130 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.19 45.64 1920.00 0.12 30.26 232.00 +D+0.750L+0.7505+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1 Length=9.0 ft 1 0.202 0.130 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.61 388.29 1920.00 0.65 30.26 232.00 Length=1.50 ft 2 0.024 0.130 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.19 45.64 1920.00 0.12 30.26 232.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.054 0.035 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.43 103.54 1920.00 0.17 8.07 232.00 Length=1.50 ft 2 0.006 0.035 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.05 12.17 1920.00 0.03 8.07 232.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.054 0.035 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.43 103.54 1920.00 0.17 8.07 232.00 Length=1.50 ft 2 0.006 0.035 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.05 12.17 1920.00 0.03 8.07 232.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0753 4.475 0.0000 0.000 2 0.0000 4.475 +D+S+H -0.0373 1.500 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.875 1.225 Overall MINimum 0.197 0.276 +D+H 0.328 0.459 +D+L+H 0.328 0.459 +D+Lr+H 0.328 0.459 +D+S+H 0.875 1.225 +D+0.750Lr+0.750L+H 0.328 0.459 +D+0.750L+0.7505+H 0.738 1.034 +D+0.60W+H 0.328 0.459 +D+0.70E+H 0.328 0.459 +D+0.750Lr+0.750L+0.450W+H 0.328 0.459 +D+0.750L+0.750S+0.450W+H 0.738 1.034 +D+0.750L+0.750S+0.5250E+H 0.738 1.034 +0.60D+0.60W+0.60H 0.197 0.276 +0.60D+0.70E+0.60H 0.197 0.276 D Only 0.328 0.459 Lr Only L Only S Only 0.547 0.766 W Only E Only H Only !, Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 16-047 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:10 JUN 2018,1:59PM Wood Beam F(le=C:\Users\admintDOCUME-11ENERCA-1116-047-1.EC6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.16.2.28 Lic.#: KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B-11 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 850.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,400.0 psi Eminbend-xx 580.0 ksi Wood Species :Douglas Fir-Larch(North) Fc-Perp 625.0 psi Wood Grade :No. 1/No.2 Fv 180.0 psi Ft 500.0 psi Density 30.580 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.248(S(0.413) 11 K 6x10 Span=8.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.2480, S=0.4130, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.888 1 Maximum Shear Stress Ratio = 0.319 : 1 Section used for this span 6x10 Section used for this span 6x10 fb:Actual = 865.91 psi fv:Actual = 65.93 psi FB:Allowable = 977.50psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D'+S+H Location of maximum on span = 4.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.078 in Ratio= 1314 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.124 in Ratio= 821 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.425 0.153 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.24 324.88 765.00 0.86 24.74 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.382 0.137 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.24 324.88 850.00 0.86 24.74 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8,50 ft 1 0.306 0.110 1.25 1.000 1.00 1.00 1,00 1.00 1.00 2.24 324.88 1062.50 0.86 24.74 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.886 0.319 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.97 865.91 977.50 2.30 65.93 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.306 0.110 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.24 324.88 1062.50 0.86 24.74 225.00 +D+0.750L+0.7505+H 1.000 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8,50 ft 1 0.747 0.269 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.04 730.65 977.50 1.94 55.63 207.00 Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave,,Suite C En9ineer: James T.Schemmer,P.E. Project ID: 16-047 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:10 JUN 2016,1:59PM Wood Beam File=C:tUsersiadmin100CUME-itENERCA-tt16-047-1.EC6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.16.2.28 Lic.#:KW-06009216 Licensee:SCHEMNIER CONSULTING GROUP PLLC Description: B-11 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.239 0.086 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.24 324.88 1360.00 0.86 24.74 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.239 0.086 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.24 324.88 1360.00 0.86 24.74 288.00 +D+0,750Lr+0.750L+0.450W+1-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length=8.50 ft 1 0.239 0.086 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.24 324.88 1360.00 0.86 24.74 288.00 +0+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.537 0.193 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.04 730.65 1360.00 1.94 55.63 288.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.537 0.193 1,60 1.000 1.00 1.00 1.00 1.00 1.00 5,04 730.65 1360.00 1.94 55.63 288.00 +0.60D+0.60W+0,60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.143 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.34 194.93 1360.00 0.52 14.84 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.143 0.052 1,60 1.000 1.00 1.00 1.00 1.00 1.00 1,34 194.93 1360.00 0.52 14.84 288.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.1242 4.281 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.809 2.809 Overall MINimum 0.632 0.632 +D+H 1.054 1.054 +D+L+H 1.054 1.054 +D+Lr+H 1.054 1.054 +D+S+H 2.809 2.809 +D+0.750Lr+0.750L4f 1.054 1.054 +D+0.750L+0.750S+H 2.370 2.370 +D+0.60W+H 1.054 1.054 +D+0.70E+H 1.054 1.054 +D+0.750Lr+0.750L+0.450W+H 1.054 1.054 +0+0.750L+0.7505+0.450W+H 2.370 2.370 +0+0.750L+0.7505+0.5250E+H 2.370 2.370 +0.60D+0.60W+0.60H 0.632 0.632 +0.60D+0.70E+0.60H 0.632 0.632 1 D Only 1.054 1.054 Lr Only L Only S Only 1.755 1.755 W Only E Only H Only i Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 16-047 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:10 JUN 2016,2:00PM File=C:1Usersladmin1D000ME-11ENERCA-1116-047-1.EC6 Wood Beam ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.16.2.28 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B-16 CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 850.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,400.0 psi Eminbend-xx 580.0ksi Wood Species : Douglas Fir-Larch(North) Fc-Perp 625.0 psi Wood Grade :No. 1/No.2 Fv 180.0 psi Ft 500.0 psi Density 30.580 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.0451 S(0.075) * % K 4x8 Span=6.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0450, S=0.0750, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.16e 1 Maximum Shear Stress Ratio = 0.083 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 211.34psi fv:Actual = 17.09 psi FB:Allowable = 1,270.75psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.012 in Ratio= 5820 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.020 in Ratio= 3637 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 1 Length=6.0 ft 1 0.080 0.040 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.20 79.25 994.50 0.11 6.41 162.00 ' +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.072 0.036 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.20 79.25 1105.00 0.11 6.41 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.057 0.028 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.20 79.25 1381.25 0.11 6.41 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.166 0.083 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.54 211.34 1270.75 0.29 17.09 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.057 0.028 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.20 79.25 1381.25 0.11 6.41 225.00 +D+0.750L+0.7505+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.140 0.070 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.46 178.32 1270.75 0.24 14.42 207.00 Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 16-047 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:10 JUN 2016,2:00PM File=C:\Users\admin1DOCUME-1\ENERCA-1\t6-047-1.EC6 Wood Beam ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver..6.16.228 Lic.#: KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B-16 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.045 0,022 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 79.25 1768.00 0.11 6.41 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.045 0.022 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 79.25 1768.00 0.11 6.41 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.045 0.022 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 79.25 1768.00 0.11 6.41 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.101 0.050 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.46 178.32 1768.00 0.24 14.42 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.101 0.050 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.46 178.32 1768.00 0.24 14.42 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.027 0.013 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 47.55 1768.00 0.07 3.84 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.027 0.013 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 47.55 1768.00 0.07 3.84 288.00 Overall Maximum Deflections • Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Deft Location in Span +D+S+H 1 0.0198 3.022 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.360 0.360 Overall MINimum 0.081 0.081 +D+H 0.135 0.135 +D+L+H 0.135 0.135 +D+Lr+H 0.135 0.135 +D+S+H 0.360 0.360 . +D+0.750Lr+0.750L+H 0.135 0.135 +D+0.750L+0.7505+H 0.304 0.304 +D+0.60W+H 0.135 0.135 +D+0.70E+H 0.135 0.135 +D+0.750Lr+0.750L+0.450W+H 0.135 0.135 +D+0.750L+0.7505+0.450W+H 0.304 0.304 +D+0.750L+0.750S+0.5250E+H 0.304 0.304 +0.60D+0.60W+0.60H 0.081 0.081 +0.60D+0.70E+0.60H 0.081 0.081 D Only 0.135 0.135 Lr Only L Only S Only 0.225 0.225 W Only E Only H Only 1 Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 16-047 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:10 JUN 2018,2:02PM File=C:\Users\adminrDOCUME-1\ENERCA-1\16-047-1.EC6 Wood Beam ENERCALC,INC.1983-2015,Build:6.15.12.9.Ver.6.16.2.28 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B-18 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 850 psi Ebend-xx 1600ksi Fc-PrIl 1400 psi Eminbend-xx 580 ksi Wood Species :Douglas Fir-Larch(North) Fc-Perp 625 psi Wood Grade :No. 1/No.2 Fv 180 psi Ft 500 psi Density 30.58 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.09)0(0.15) • x M 4x8 Span=5.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.090, S=0.150, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.231: 1 Maximum Shear Stress Ratio = 0.130 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 293.53psi fv:Actual = 26.92 psi FB:Allowable = 1,270.75psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.500ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.012 in Ratio= 5029 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.019 in Ratio= 3143 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 • Length=5.0 ft 1 0.111 0.062 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.28 110.07 994.50 0.17 10.10 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.100 0.056 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.28 110.07 1105.00 0.17 10.10 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.080 0.045 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.28 110.07 1381.25 0.17 10.10 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.231 0.130 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.75 293.53 1270.75 0.46 26.92 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.080 0.045 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.28 110.07 1381.25 0.17 10.10 225.00 +D+0.750L+0.7505+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.195 0.110 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.63 247.66 1270.75 0.38 22.72 207.00 Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 16-047 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:10 JUN 2016,2:02PM File=C:\Users\admin1DOCUME-11ENERCA-1\16-047-1.EC6 Wood Beam ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver:6.16.2.28 Lic.#: KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B-18 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.062 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.28 110.07 1768.00 0.17 10.10 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.062 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.28 110.07 1768.00 0.17 10.10 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.062 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.28 110.07 1768.00 0.17 10.10 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.140 0.079 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.63 247.66 1768.00 0.38 22.72 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.140 0.079 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.63 247.66 1768.00 0.38 22.72 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.037 0.021 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.17 66.04 1768.00 0.10 6.06 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.037 0.021 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.17 66.04 1768.00 0.10 6.06 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+Deft Location in Span +D+S+H 1 0.0191 2.518 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.600 0.600 Overall MINimum 0.135 0.135 +D+H 0.225 0.225 +D+L+H 0.225 0.225 +D+Lr+H 0.225 0.225 +D+S+H 0.600 0.600 +D+0.750Lr+0.750L+H 0.225 0.225 +D+0.750L+0.7505+H 0.506 0.506 +D+0.60W+H 0.225 0.225 +D+0.70E+H 0.225 0.225 +D+0.750Lr+0.750L+0.450W+H 0.225 0.225 +D+0.750L+0.750S+0.450W+H 0.506 0.506 +D+0.750L+0.7505+0.5250E+H 0.506 0.506 +0.60D+0.60W+0.60H 0.135 0.135 +0.60D+0.70E+0.60H 0.135 0.135 D Only 0.225 0.225 Lr Only L Only S Only 0.375 0.375 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 16-047 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:10 JUN 2016,2:10PM File=C:\Users\admin\DOCUME-11ENERCA-1\16-047-1.EC6 Wood Beam ENERCALC,INC,1983-2015,Build:6.15.12.9,Ver.6.16.2.28 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B-23 CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,900.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 2,900.0 psi Ebend-xx 2,200.0 ksi Fc-PrIl 2,900.0 psi Eminbend-xx 1,118.19 ksi Wood Species :iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade :Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.050 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.024)W(0.199) * * * * * k M 3.5x11.875 Span=16.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0240, W=0.1990, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.153 1 Maximum Shear Stress Ratio = 0.081 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb:Actual = 711.91 psi fv:Actual = 37.71 psi FB:Allowable = 4,640.00psi Fv:Allowable = 464.00 psi Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span = 8.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.311 in Ratio= 637 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.224 in Ratio= 884 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.046 0.024 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.82 119.15 2610.00 0.17 6.31 261.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.041 0.022 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.82 119.15 2900.00 0.17 6.31 290.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.033 0.017 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.82 119.15 3625.00 0.17 6.31 362.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.036 0.019 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.82 119.15 3335.00 0.17 6.31 333.50 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.033 0.017 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.82 119.15 3625.00 0.17 6.31 362.50 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.036 0.019 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.82 119.15 3335.00 0.17 6.31 333.50 1 Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 16-047 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:10JUN 2016,2:10PM Wood Beam File=C:tUsers\admin\DOCUME-11ENERCA-1116-047-1.EC6 ENERCALC,INC.1983-2015,Build:6.15.129,Ver..6.16.228 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC • Description: B-23 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length=16.50 ft 1 0.153 0.081 1.60 1.000 1.00 ' 1.00 1.00 1.00 1.00 4.88 711.91 4640.00 1.04 37.71 464.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.026 0.014 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.82 119.15 4640.00 0.17 6.31 464.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.121 0.064 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.86 563.72 4640.00 0.83 29.86 464.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.121 0.064 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.86 563.72 4640.00 0.83 29.86 464.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.026 0.014 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.82 119.15 4640.00 0.17 6.31 464.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.143 0.076 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.55 664.25 4640.00 0.97 35.19 464.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.015 0.008 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.49 71,49 4640.00 0.10 3.79 464.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span W Only 1 0.3107 8.310 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.642 1.642 Overall MINimum 0.119 0.119 +D+H 0.198 0.198 +D+L+H 0.198 0.198 +D+Lr+H 0.198 0.198 +D+S+H 0.198 0.198 +0+0.750Lr+0.750L+H 0.198 0.198 +D+0.750L+0.7505+H 0.198 0.198 +D+0.60W+H 1.183 1.183 +D+0.70E+H 0.198 0.198 +D+0.750Lr+0.750L+0.450W+H 0.937 0.937 +D+0.750L+0.7505+0.450W+H 0.937 0.937 +D+0.750L+0.750S+0.5250E+H 0.198 0.198 +0.60D+0.60W+0.60H 1.104 1.104 +0.60D+0.70E+0.60H 0.119 0.119 D Only 0.198 0.198 Lr Only L Only S Only W Only 1.642 1.642 E Only H Only • Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave., Suite C En9ineer: James T. Schemmer, P.E. Project ID: 16-047 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:10 JUN 2016, 2:23PM File=C:1Usersladmin\DOCUME-11ENERCA-1116-047-1.EC6 Wood Beam ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver..6.16.2.28 Lic. # : KW-06009216 Licensee :.SCHEMMER CONSULTING GROUP PLLC Description : B-24 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 850 psi E: Modulus of Elasticity Load Combination IBC 2012 Fb- Compr 850 psi Ebend-xx 1600ksi Fc- PrIl 1400 psi Eminbend -xx 580 ksi Wood Species : Douglas Fir - Larch (North) Fc- Perp 625 psi Wood Grade : No. 1/No. 2 Fv 180 psi Ft 500 psi Density 30.58 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling L(0.3) D(0.146) L(0 47)S(0.063) * * i a - -1K 6x10 Span=6.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load : L = 0.30 k @ 3.250 ft Uniform Load : D = 0.1460, L = 0.470, S = 0.0630 , Tributary Width = 1.0 ft DESIGN SUMMARY 0)-3 n 0 Maximum Bending Stress Ratio = 0.63a 1 Maximum Shear Stress Ratio = 0.266 : 1 Section used for this span 6x10 Section used for this span 6x10 fb : Actual = 542.60psi fv : Actual = 47.94 psi FB : Allowable = 850.00psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.250ft Location of maximum on span = 5.717ft Span #where maximum occurs = Span # 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.035 in Ratio = 2232 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.044 in Ratio = 1759 Max Upward Total Deflection 0,000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb Fib V fv F'v +D+H 0.00 0.00 0.00 0.00 Length =6.50 ft 1 0.146 0.064 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.77 111.84 765.00 0.36 10.34 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.50 ft 1 0.638 0.266 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.74 542.60 850.00 1.67 47.94 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.105 0.046 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.77 111.84 1062.50 0.36 10.34 225.00 +D+5+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.50 ft 1 0.164 0.072 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.10 160.11 977.50 0.52 14.80 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.50 ft 1 0.409 0.171 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.00 434.91 1062.50 1.34 38.54 225.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave.,Suite C En9ineer: James T.Schemmer,P.E. Project ID: 16-047 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:10 JUN 2016,2:23PM Wood Beam File=C:\Usersladmin\OOCUME-11ENERCA-1\16-047-1.EC6 ENERCALC,INC.1983.2015,Build:6.15.12.9,Ver.6.16.2.28 Lic.#: KW-06009216 Licensee:SCHENINIER CONSULTING GROUP PLLC Description: B-24 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Pb V fv F'v Length=6.50 ft 1 0.482 0.202 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.25 471.11 977.50 1.46 41.88 207.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.082 0.036 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.77 111.84 1360.00 0.36 10.34 288,00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.082 0.036 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.77 111.84 1360.00 0.36 10.34 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.320 0.134 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3,00 434.91 1360.00 1.34 38.54 288.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.346 0.145 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.25 471.11 1360.00 1.46 41.88 288.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.346 0.145 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.25 471.11 1360.00 1.46 41.88 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.049 0.022 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.46 67.11 1360.00 0.22 6.20 288.00 +0.60D+0.70E+0,60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.049 0.022 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.46 67.11 1360.00 0.22 6.20 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Deft Location in Span +D+L+H 1 0.0443 3.274 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.152 2.152 Overall MINimum 0.205 0.205 +D+H 0.475 0.475 +D+L+H 2.152 2.152 +D+Lr+H 0.475 0.475 +D+S+H 0.679 0.679 +D+0,750Lr+0.750L+H 1.733 1.733 +D+0.750L+0.7505+H 1.886 1.886 +D+0.60W+H 0.475 0.475 +D+0.70E+H 0.475 0.475 +D+0.750Lr+0.750L+0.450W+H 1.733 1.733 +D+0.750L+0.7505+0.450W+H 1.886 1.886 +D+0.750L+0.7505+0.5250E+H 1.886 1.886 +0.60D+0.60W+0.60H 0.285 0.285 +0.60D+0.70E+0,60H 0.285 0.285 D Only 0.475 0.475 Lr Only L Only 1.678 1.678 S Only 0.205 0.205 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave., Suite C En9ineer: James T. Schemmer, P.E. Project ID: 16-047 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:10 JUN 2016, 2:38PM File=C:\Usersladmin\DOCUME-1IENERCA-1116-047-1.EC6 Wood Beam ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver:6.16.2.28 Lic. # • KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : B-27 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 2900 psi E: Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 2900 psi Ebend-xx 2000 ksi Fc- PrIl 2900 psi Eminbend -xx 1016.535 ksi Wood Species : iLevel Truss Joist Fc- Perp 750 psi Wood Grade : Parallam PSL 2.0E Fv 290 psi Ft 2025 psi Density 45.05 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling I L(0.3) D(0.188)L(0.6)S(0.1) i * * * i ___._--K. 5.25x11.875 Span=10.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load : L = 0.30 k @ 3.250 ft Uniform Load : D = 0.1880, L = 0.60, S = 0.10 , Tributary Width = 1.0 ft DESIGN SUMMARY IDMII n OK Maximum Bending Stress Ratio = 0.347 1 Maximum Shear Stress Ratio = 0.279 : 1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 fb : Actual = 1 ,005.94psi fv : Actual = 80.99 psi FB : Allowable = 2,900.00psi Fv : Allowable = 290.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.891ft Location of maximum on span = 0.000ft Span #where maximum occurs = Span # 1 Span #where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.099 in Ratio = 1213 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.128 in Ratio = 938 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.088 0.070 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.35 228.55 2610.00 0.75 18.16 261.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.347 0.279 1.00 1.000 1.00 1.00 1.00 1.00 1.00 10.34 1,005.94 2900.00 3.37 80.99 290.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.063 0.050 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.35 228.55 3625.00 0.75 18.16 362.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.105 0.083 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.60 350.11 3335.00 1.16 27.82 333.50 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.224 0.180 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.34 811.56 3625.00 2.71 65.28 362.50 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 16-047 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:10 JUN 2016,2:38PM File=C:lUsersladmin\DOCUME-11ENERCA-1\16-047-1.EC6 Wood Beam ENERCALC,INC.1983-2015,Bulld:6.15.12.9,Ver.6.16.2.28 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B-27 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C I Cr Cm C t C L M fb F'b V fv F'v Length=10.0 ft 1 0.271 0.217 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.28 902.69 3335.00 3.01 72.52 333.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.049 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.35 228.55 4640.00 0.75 18.16 464.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.049 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.35 228.55 4640.00 0.75 18.16 464.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.175 0.141 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.34 811.56 4640.00 2.71 65.28 464.00 +D+0.750L+0.750S-e0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.195 0.156 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.28 902.69 4640.00 3.01 72.52 464.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.195 0.156 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.28 902.69 4640.00 3.01 72.52 464.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.030 0.023 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.41 137.13 4640.00 0.45 10.90 464.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.030 0.023 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.41 137.13 4640.00 0.45 10.90 464.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.1279 5.000 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.143 4.038 Overall MINimum 0.500 0.500 +D+H 0.940 0.940 +D+L+H 4.143 4.038 +D+Lr+H 0.940 0.940 +D+S+H 1.440 1.440 +D+0.750Lr+0.750L+H 3.342 3.263 +D+0.750L+0.7505+H 3.717 3.638 +D+0.60W+H 0.940 0.940 +D+0.70E+H 0.940 0.940 +D+0.750Lr+0.750L+0.450W+H 3.342 3.263 +D+0.750L+0.7505+0.450W+H 3.717 3.638 +D+0.750L+0.750S+0.5250E+H 3.717 3.638 +0.60D+0.60W+0.60H 0.564 0.564 +0.60D+0.70E+0.60H 0.564 0.564 D Only 0.940 0.940 Lr Only L Only 3.203 3.098 S Only 0.500 0.500 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave., Suite C En9ineer: James T. Schemmer, P.E. Project ID: 16-047 Anacortes, WA 98221 Project Descr: 360.293.9006, jt.schemmer@scgeng.com Title Block Line 6 Printed:10 JUN 2016, 2:43PM Wood Beam File=C:1UsersladminlDOCUME-11ENERCA-1116-047--1.EC6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver..6.16.2.28 Lic. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : B-33 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 1000 psi E: Modulus of Elasticity Load Combination :IBC 2012 Fb- Compr 1000 psi Ebend-xx 1600ksi Fc- Prll 1450 psi Eminbend -xx 580 ksi Wood Species : Hem Fir (North) Fc- Perp 405 psi Wood Grade : No. 1/No. 2 Fv 145 psi Ft 575 psi Density 28.7 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.07) L(oc 1) S(0.088) D(0.07) L(1 .M S(0.088) * * * * * v i i 30 M p `4 o 6x12 6x12 Span= 10.0 ft Span = 10.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D= 0.070, L= 0.210, S = 0.0880 , Tributary Width = 1.0 ft Point Load : L = 0.30 k @ 5.0 ft Load for Span Number 2 Uniform Load : D= 0.070, L= 0.210, S = 0.0880 , Tributary Width = 1.0 ft Point Load : L = 0.30 k @ 5.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.418 1 Maximum Shear Stress Ratio = 0.287 : 1 Section used for this span 6x12 Section used for this span 6x12 fb : Actual = 417.73psi fv : Actual = 41.67 psi FB : Allowable = 1,000.00 psi Fv : Allowable = 145.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 10.000ft Location of maximum on span = 9.050ft Span#where maximum occurs = Span # 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.022 in Ratio = 5413 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.029 in Ratio = 4105 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.114 0.080 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.03 102.21 900.00 0.44 10.38 130.50 Length= 10.0 ft 2 0.114 0.080 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.03 102.21 900.00 0.44 10.38 130.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 10.0 ft 1 0.418 0.287 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.22 417.73 1000.00 1.76 41.67 145.00 Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 16-047 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:10 JUN 2016,2:43PM Wood Beam File=C:lUsersladmin\DOCUME-11ENERCA-1116-047-1.EC6 ENERCALC,INC,1983-2015,Build:6.15.12.9,Ver.6.16.2.28 Lic.#: KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B-33 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v Length=10.0 ft 2 0.418 0.287 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.22 417.73 1000,00 1.76 41.67 145.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.082 0.057 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.03 102.21 1250.00 0.44 10.38 181.25 Length=10.0 ft 2 0.082 0.057 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.03 102.21 1250.00 0.44 10.38 181.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.184 0.129 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.13 211.10 1150.00 0.90 21.44 166.75 Length=10.0 ft 2 0.184 0.129 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.13 211.10 1150.00 0.90 21.44 166.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.271 0.187 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.42 338.85 1250.00 1.43 33.85 181.25 Length=10.0 ft 2 0.271 0.187 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.42 338.85 1250.00 1.43 33.85 181.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.366 0.253 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.25 420.51 1150.00 1.78 42.15 166.75 Length=10.0 ft 2 0.366 0.253 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.25 420.51 1150.00 1.78 42.15 166.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.064 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.03 102.21 1600.00 0.44 10.38 232.00 Length=10.0 ft 2 0.064 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.03 102.21 1600.00 0.44 10.38 232.00 +0+0.70E+H 1.000 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.064 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.03 102.21 1600.00 0.44 10.38 232.00 Length=10.0 ft 2 0.064 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.03 102.21 1600.00 0.44 10.38 232.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.212 0.146 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.42 338.85 1600.00 1.43 33.85 232.00 Length=10.0 ft 2 0.212 0.146 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.42 338.85 1600.00 1.43 33.85 232.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.263 0.182 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.25 420.51 1600.00 1.78 42.15 232.00 Length=10.0 ft 2 0.263 0.182 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.25 420.51 1600.00 1.78 42.15 232.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.263 0.182 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.25 420.51 1600.00 1.78 42.15 232.00 Length=10.0 ft 2 0.263 0.182 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.25 420.51 1600.00 1.78 42.15 232.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.038 0.027 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0,62 61.33 1600.00 0.26 6.23 232.00 Length=10.0 ft 2 0.038 0.027 1.60 1.000 1.00 1,00 1.00 1.00 1.00 0,62 61.33 1600.00 0.26 6.23 232.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.038 0.027 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0,62 61.33 1600.00 0.26 6.23 232.00 Length=10.0 ft 2 0.038 0.027 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.62 61.33 1600.00 0.26 6.23 232.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0292 4.302 0.0000 0.000 +D+0.750L+0.750S+0.5250E4j 2 0.0289 5.754 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.218 4.136 1.218 Overall MINimum 0.186 0.620 0.186 +D+H 0.310 1.033 0.310 +D+L+H 1.191 4.070 1.191 +D+Lr+H 0.310 1.033 0.310 +D+S+H 0.640 2.133 0.640 +D+0.750 Lr+0.750 L+H 0.971 3.311 0.971 +D+0.750L+0.7505+H 1.218 4.136 1.218 +D+0.60W+H 0.310 1.033 0.310 +D+0.70E+H 0.310 1.033 0.310 +D+0.750Lr+0.750L+0.450W+H 0.971 3.311 0.971 +D+0.750L+0.7505+0.450W+H 1.218 4.136 1.218 +D+0.750L+0.7505+0.5250E+H 1.218 4.136 1.218 +0.60D+0.60W+0.60H 0.186 0.620 0.186 +0.60D+0.70E+0.60H 0.186 0.620 0.186 D Only 0.310 1.033 0.310 Lr Only L Only 0.881 3.037 0.881 I Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 16-047 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng,com Title Block Line 6 Printed:10 JUN 2016,2:52PM File=C:1Userstadmin\DOCUME-11ENERCA-1116-047-1.EC6 Wood Beam ENERCALC,INC.1983-2015,Build:6.15.129,Ver.6.16.2.28 Lic.#: KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B-34 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v Length=12.50 ft 2 0.136 0.109 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.23 122.11 900.00 0.60 14.17 130.50 Length=6.0 ft 3 0.136 0.109 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.23 122.11 900.00 0.44 14.17 130.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.491 0.383 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.96 490.68 1000.00 2.34 55.46 145.00 Length=12.50 ft 2 0.491 0.383 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.96 490.68 1000.00 2.34 55.46 145.00 Length=6.0 ft 3 0.491 0.383 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.96 490.68 1000.00 1.82 55.46 145.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.098 0.078 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.23 122.11 1250.00 0.60 14.17 181.25 Length=12.50 ft 2 0.098 0.078 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.23 122.11 1250.00 0.60 14.17 181.25 Length=6.0 ft 3 0.098 0.078 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.23 122.11 1250.00 0.44 14.17 181.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.224 0.179 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.60 257.66 1150.00 1.26 29.89 166.75 Length=12.50 ft 2 0.224 0.179 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.60 257.66 1150.00 1.26 29.89 166.75 Length=6.0 ft 3 0.224 0.179 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.60 257.66 1150.00 0.92 29.89 166.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.319 0.249 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.03 398.54 1250.00 1.90 45.14 181.25 Length=12.50 ft 2 0.319 0.249 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.03 398.54 1250.00 1.90 45.14 181.25 Length=6.0 ft 3 0.319 0.249 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.03 398.54 1250.00 1.47 45.14 181.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.435 0.341 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.05 500.20 1150.00 2.40 56.93 166.75 Length=12.50 ft 2 0.435 0.341 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.05 500.20 1150.00 2.40 56.93 166.75 Length=6.0 ft 3 0.435 0.341 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.05 500.20 1150.00 1.84 56.93 166.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.076 0.061 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.23 122.11 1600.00 0.60 14.17 232.00 Length=12.50 ft 2 0.076 0.061 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.23 122.11 1600.00 0.60 14.17 232.00 Length=6.0 ft 3 0.076 0.061 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.23 122.11 1600.00 0.44 14.17 232.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.076 0.061 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.23 122.11 1600.00 0.60 14.17 232.00 Length=12.50 ft 2 0.076 0.061 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.23 122.11 1600.00 0.60 14.17 232.00 Length=6.0 ft 3 0.076 0.061 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.23 122.11 1600.00 0.44 14.17 232.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.249 0.195 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.03 398.54 1600.00 1.90 45.14 232.00 Length=12.50 ft 2 0.249 0.195 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.03 398.54 1600.00 1.90 45.14 232.00 Length=6.0 ft 3 0.249 0.195 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.03 398.54 1600.00 1.47 45.14 232.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.313 0.245 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.05 500.20 1600.00 2.40 56.93 232.00 Length=12.50 ft 2 0.313 0.245 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.05 500.20 1600.00 2.40 56.93 232.00 Length=6.0 ft 3 0.313 0.245 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.05 500.20 1600.00 1.84 56.93 232.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.313 0.245 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.05 500.20 1600.00 2.40 56.93 232.00 Length=12.50 ft 2 0.313 0.245 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.05 500.20 1600.00 2.40 56.93 232.00 Length=6.0 ft 3 0.313 0.245 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.05 500.20 1600.00 1.84 56.93 232.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.046 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.74 73.27 1600.00 0.36 8.50 232.00 Length=12.50 ft 2 0.046 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.74 73.27 1600.00 0.36 8.50 232.00 Length=6.0 ft 3 0.046 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.74 73.27 1600.00 0.26 8.50 232.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.046 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.74 73.27 1600.00 0.36 8.50 232.00 Length=12.50 ft 2 0.046 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.74 73.27 1600.00 0.36 8.50 232.00 Length=6.0 ft 3 0.046 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.74 73.27 1600.00 0.26 8.50 232.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 +D+0.750L+0.7505+0.5250E+H -0.0064 4.336 +D+0.750L+0.7505+0.5250E+H 2 0.0742 6.303 0.0000 4.336 3 0.0000 6.303 +D+0,750L+0.750S+0.5250E+H -0.0066 1.714 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 0.564 5.057 5.057 0.564 1 Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave.,Suite C En9ineer: James T.Schemmer,P.E. Project ID: 16-047 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:10 JUN 2016,2:52PM File=C:\Users\admin1DOCUME-11ENERCA-1\16-047-1.EC6 Wood Beam ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.16.228 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: B-34 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MINimum 0.079 0.748 0.748 0.079 +D+H 0.132 1.247 1.247 0.132 +D+L+H 0.562 4.943 4.943 0.562 +D+Lr+H 0.132 1.247 1.247 0.132 +D+S+H 0.279 2.632 2.632 0.279 +D+0.750Lr+0.750L+H 0.454 4.019 4.019 0.454 +D+0.750L+0.750S+H 0.564 5.057 5.057 0.564 +D+0.60W+H 0.132 1.247 1.247 0.132 +D+0.70E+H 0.132 1.247 1.247 0.132 +D+0.750Lr+0.750L+0.450W+H 0.454 4.019 4.019 0.454 +D+0.750L+0.750S+0.450W+H 0.564 5.057 5.057 0.564 +D+0.750L+0.750S+0.5250E+H 0.564 5.057 5.057 0.564 +0.60D+0.60W+0.60H 0.079 0.748 0.748 0.079 +0.60D+0.70E+0.60H 0.079 0.748 0.748 0.079 D Only 0.132 1.247 1.247 0.132 Lr Only L Only 0.429 3.696 3.696 0.429 S Only 0.147 1.384 1.384 0.147 W Only E Only li Only 1\ " An-) nvigi- Sm. c5)/ 003 j )noD z , x s � z x , s • ztoe � 15 'n% `l0 I �C5\ �7 . 71i / ZIq� 914 ,-yi NA/ 9 S � ci;-) / ( D �)'4J � 'Zl X , 52 ' � x1 52 � � � 54° 1 L2 `a£ ' Lit 5V ) ifb$ y �5 1'7 14 a _ Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 16-047 Anacortes, WA 98221 Project Descr: 360.293,9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:10 JUN 2016, 3:18PM File=C:1Users\admin\DOCUME-11ENERCA-1116-047-1.EC6 General Footing ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.16.2.28 Lic. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : F1 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Material Properties Soil Design Values f c : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.0 ksf fy: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 100.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 y Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.670 ft Min Steel % Bending Reinf, = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min, Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability, moments&shears : Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure : No Use Pedestal wt for stability, mom &shear : No Dimensions Width parallel to X-X Axis = 3.25 ft Length parallel to Z-Z Axis = 3.25 ft Z Footing Thicknes = 12 in . Pedestal dimensions... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis : in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars - 4 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4 - -- - Reinforcing Bar SizE = # 5 4-#5Bars - . 4-#sBars I Bandwidth Distribution Check (ACI 15.4.4.2) - "" Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 1.540 3.70 1.860 0.0 0.0 k OB : Overburden = ksf M-xx = 0.10 k-ft M-zz = k-ft V-x = 3.980 k V-z = k Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 16-047 Anacortes,WA 98221 Project Descr: 360.293.9006 1 jt.schemmer@scgeng.com Title Block Line 6 Printed:10JUN 2016,3:16PM File=C:\Usersladmin\DOCUME-11ENERCA-1\16-047-1.EC6 General Footing ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.16.228 • Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTIN.G1GROUP PLL Description: F1 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.5585 Soil Bearing 1.117 ksf 2.0 ksf +0.60D+0.60W+0.60H about Z-Z axis PASS 42.782 Overturning-X-X 0.070 k-ft 2.995 k-ft +0,60D+0.70E+0.60H PASS 1.254 Overturning-Z-Z 2.388 k-ft 2.995 k-ft +0.60D+0.60W+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.08137 Z Flexure(+X) 1.195 k-ft 14.682 k-ft +1.20D+0.50L+0.50S+W+1.60H PASS 0,07406 Z Flexure(-X) 1.087 k-ft 14,682 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.07406 X Flexure(+Z) 1,087 k-ft 14.682 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0,07406 X Flexure(-Z) 1.087 k-ft 14.682 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.08811 1-way Shear(+X) 6.608 psi 75.0 psi +1.20D+1.60L+0.50S+1,60H PASS 0.08811 1-way Shear(-X) 6.608 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.08811 1-way Shear(+Z) 6.608 psi 75,0 psi +1.20D+1.60L+0.50S+1,60H PASS 0,08811 1-way Shear(-Z) 6.608 psi 75.0 psi +1.20D+1.60L+0.505+1.60H PASS 0.1692 2-way Punching 25.384 psi 150.0 psi +1.20D+1.60L+0,50S+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.0 n/a 0.0 0.2908 0.2908 n/a n/a 0.145 X-X,+D+L+H 2.0 n/a 0.0 0.6411 0.6411 n/a n/a 0.321 X-X,+D+Lr+H 2.0 n/a 0.0 0.2908 0.2908 n/a n/a 0.145 X-X,+D+S+H 2.0 n/a 0.0 0.4669 0.4669 n/a nla 0.234 X-X,+D+0.750Lr+0.750L+H 2.0 n/a 0.0 0.5535 0.5535 n/a n/a 0.277 X-X,+D+0.750L+0.750S+H 2.0 n/a 0.0 0.6856 0.6856 n/a n/a 0.343 X-X,+D+0.60W+H 2.0 n/a 0.0 0.2908 0.2908 n/a n/a 0.145 X-X,+D+0.70E+H 2.0 n/a 0.2735 0.2788 0.3028 n/a n/a 0.151 X-X,+D+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 0,5535 0.5535 n/a n/a 0.277 X-X,+D+0.750L+0.750S+0.450W+H 2.0 n/a 0.0 0.6856 0.6856 n/a n/a 0.343 X-X,+D+0.750L+0.750S+0.5250E+H 2.0 n/a 0.0870 0.6766 0,6946 n/a n/a 0.347 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.1745 0.1745 n/a n/a 0.087 X-X,+0.60D+0.70E+0.60H 2.0 n/a 0.4558 0.1624 0.1865 n/a n/a 0.093 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 0.2908 0.2908 0.145 Z-Z,+D+L+H 2.0 0.0 nla n/a n/a 0.6411 0.6411 0.321 Z-Z,+D+Lr+H 2.0 0.0 n/a nla n/a 0.2908 0.2908 0.145 Z-Z,+D+S+H 2.0 0.0 n/a n/a n/a 0.4669 0.4669 0.234 Z-Z,+D+0.750Lr+0,750L+H 2.0 0.0 n/a n/a n/a 0.5535 0,5535 0.277 Z-Z,+D+0.750L+0.750S+H 2.0 0.0 n/a n/a n/a 0.6856 0.6856 0.343 Z-Z,+D+0.60W+H 2.0 9.329 n/a n/a n/a 0.0 0.7355 0.368 Z-Z,+D+0.70E+H 2.0 0.0 nla nla n/a 0,2908 0.2908 0.145 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2,0 3.676 n/a n/a n/a 0.2457 0.8613 0.431 Z-Z,+D+0.750L+0.750S+0.450W+H 2.0 2.968 n/a n/a n/a 0,3778 0.9934 0.497 Z-Z,+D+0.750L+0.750S+0.5250E+H 2.0 0.0 n/a n/a n/a 0.6856 0.6856 0.343 Z-Z,+0.60D+0,60W+0.60H 2.0 15.549 n/a nla n/a 0,0 1.117 0.559 Z-Z,+0.60D+0.70E+0.60H 2.0 0,0 n/a n/a n/a 0.1745 0.1745 0.087 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft nfinity OK X-X,+D+L+H None 0.0 k-ft nfinity OK X-X,+D+Lr+H None 0.0 k-ft nfinity OK X-X,+D+S+H None 0.0 k-ft nfinity OK X-X,+D+0,750Lr+0.750L+H None 0.0 k-ft nfinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft nfinity OK X-X,+D+0.60W+H None 0.0 k-ft nfinity OK X-X,+D+0.70E+H 0.070 k-ft 4.991 k-ft 71.304 OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.7505+0.450W+H None 0.0 k-ft Infinity OK Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 16-047 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:10JUN 2016,3:18PM File=C:\UsersladminIDOCUME-11ENERCA-1116-047-1,EC6 General Footing ENERCALC,INC.1983-2015,Build:6.15.129,Ver..6.16.2.28 Lic.#: KW-06009216 i ms e' S-iHEMMER CONSULTING GROUP PLLC Description: F1 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.7505+0.5250E+H 0.05250 k-ft 11.768 k-ft 224.144 OK X-X,+0.60D+0.60W+0,60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H 0.070 k-ft 2.995 k-ft 42.782 OK Z-Z,+D+H None 0.0 k-ft nfinity OK Z-Z,+D+L+H None 0,0 k-ft nfinity OK Z-Z,+D+Lr+H None 0.0 k-ft nfinity OK Z-Z,+D+S+H None 0.0 k-ft nfinity OK Z-Z,+D+0.750Lr+0.750L+H None 0.0 k-ft nfinity OK Z-Z,+D+0.750L+0,750S+H None 0.0 k-ft nfinity OK Z-Z,+D+0.60W+H 2.388 k-ft 4.991 k-ft 2.090 OK Z-Z,+D+0.70E+H None 0.0 k-ft nfinity OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 1.791 k-ft 9.501 k-ft 5.305 OK Z-Z,+D+0.750L+0.750S+0.450W+H 1.791 k-ft 11.768 k-ft 6.570 OK Z-Z,+D+0,750L+0.7505+0.5250E+H None 0.0 k-ft Infinity OK Z-Z,+0.60D+0.60W+0.60H 2,388 k-ft 2.995 k-ft 1.254 OK Z-Z,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi*Mn Status k-ft Side? Botor Top? in"2 in"2 inA2 k-ft X-X,+1.40D+1.60H 0.2695 +Z Bottom 0.2592 Min Temp% 0.3815 14.682 OK X-X,+1.40D+1.60H 0.2695 -Z Bottom 0.2592 Min Temp% 0.3815 14.682 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.9710 +Z Bottom 0,2592 Min Temp% 0.3815 14.682 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.9710 -Z Bottom 0.2592 Min Temp% 0.3815 14.682 OK X-X,+1.20D+1.60L+0,50S+1.60H 1.087 +Z Bottom 0.2592 Min Temp% 0.3815 14.682 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.087 -Z Bottom 0.2592 Min Temp% 0.3815 14.682 OK X-X,+1.20D+1,60Lr+0.50L+1.60H 0.4623 +Z Bottom 0.2592 Min Temp% 0.3815 14.682 OK X-X,+1.20D+1,60Lr+0.50L+1.60H 0.4623 -Z Bottom 0.2592 Min Temp% 0.3815 14.682 OK X-X,+1.20D+1.60Lr-'O.50W+1.60H 0,2310 +Z Bottom 0.2592 Min Temp% 0.3815 14.682 OK X-X,+1.20D+1,60Lr+0,50W+1.60H 0.2310 -Z Bottom 0.2592 Min Temp% 0.3815 14.682 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.8343 +Z Bottom 0.2592 Min Temp% 0.3815 14.682 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.8343 -Z Bottom 0.2592 Min Temp% 0.3815 14.682 OK X-X,+1.20D+1.605+0.50W+1.60H 0.6030 +Z Bottom 0.2592 Min Temp% 0.3815 14.682 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.6030 -Z Bottom 0.2592 Min Temp% 0.3815 14.682 OK X-X,+1.20D+0,50Lr+0,50L+W+1.60H 0.4623 +Z Bottom 0.2592 Min Temp% 0.3815 14.682 OK X-X,+1,20D+0.50Lr+0.50L+W+1.60H 0.4623 -Z Bottom 0.2592 Min Temp% 0.3815 14.682 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.5785 +Z Bottom 0.2592 Min Temp% 0.3815 14.682 OK X-X,+1,20D+0.50L+0.50S+W+1.60H 0.5785 -Z Bottom 0.2592 Min Temp% 0.3815 14.682 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 0.6404 +Z Bottom 0.2592 Min Temp% 0.3815 14.682 OK X-X,+1.20D+0.50L+0,705+E+1.60H 0.6096 -Z Bottom 0.2592 Min Temp% 0.3815 14,682 OK X-X,+0.90D+W+0,90H 0.1733 +Z Bottom 0.2592 Min Temp% 0.3815 14.682 OK X-X,+0.90D+W+0,90H 0.1733 -Z Bottom 0.2592 Min Temp% 0.3815 14.682 OK X-X,+0.90D+E+0.90H 0.1886 +Z Bottom 0.2592 Min Temp% 0.3815 14.682 OK X-X,+0.90D+E+0.90H 0.1579 -Z Bottom 0.2592 Min Temp% 0.3815 14.682 OK Z-Z,+1.40D+1.60H 0.2695 -X Bottom 0.2592 Min Temp% 0.3815 14.682 OK Z-Z,+1.40D+1.60H 0.2695 +X Bottom 0.2592 Min Temp% 0.3815 14.682 OK Z-Z,+1.20D+0.50Lr+1.60L+1,60H 0.9710 -X Bottom 0.2592 Min Temp% 0.3815 14.682 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.9710 +X Bottom 0.2592 Min Temp% 0.3815 14.682 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.087 -X Bottom 0.2592 Min Temp% 0.3815 14,682 OK Z-Z,+1.20D+1.60L+0.505+1.60H 1.087 +X Bottom 0.2592 Min Temp% 0.3815 14.682 OK Z-Z,+1.20D+1.60Lr+0.50L+1,60H 0.4623 -X Bottom 0.2592 Min Temp% 0.3815 14.682 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0,4623 +X Bottom 0.2592 Min Temp% 0,3815 14.682 OK Z-Z,+1.20D+1,60Lr+0.50W+1.6011 0.07507 -X Top 0.2592 Min Temp% 0.3815 14.682 OK Z-Z,+1.20D+1.60Lr+0,50W+1.60H 0.5371 +X Bottom 0.2592 Min Temp% 0.3815 14.682 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.8343 -X Bottom 0.2592 Min Temp% 0.3815 14.682 OK Z-Z,+1.20D+0.50L+1,60S+1.60H 0.8343 +X Bottom 0.2592 Min Temp% 0.3815 14.682 OK Z-Z,+1.20D+1.605+0.50W+1.60H 0.2969 -X Bottom 0.2592 Min Temp% 0.3815 14.682 OK Z-Z,+1.20D+1.605+0.50W+1.60H 0.9091 +X Bottom 0,2592 Min Temp% 0,3815 14.682 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1,60H 0,1292 -X Top 0.2592 Min Temp% 0.3815 14.682 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1,095 +X Bottom 0.2592 Min Temp% 0.3815 14.682 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0,02973 -X Top 0.2592 Min Temp% 0.3815 14.682 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.195 +X Bottom 0.2592 Min Temp% 0.3815 14.682 OK Z-Z,+1.20D+0.50L+0.705+E+1.60H 0.6250 -X Bottom 0.2592 Min Temp% 0.3815 14.682 OK 1 Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 16-047 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:10 JUN 2016,3:18PM File=C:Users\admin\DOCUME-11ENERCA-1116-047-1.EC6 ii General Footing ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.16.2.28 Lic.#: KW-06009216 Licensee:SCHEMMER CONSULTING GROUP P.O c Description: Fl Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in^2 in^2 in°2 k-ft Z-Z,+1.20D+0.50L+0.705+E+1.60H 0.6250 +X Bottom 0.2592 Min Temp% 0.3815 14.682 OK Z-Z,-fO.90D+W+0.90H 0.1723 -X Top 0.2592 Min Temp% 0.3815 14.682 OK Z-Z,+0.90D+W+0.90H 1.051 +X Bottom 0.2592 Min Temp% 0.3815 14.682 OK Z-Z,+0.90D+E+0.90H 0.1733 -X Bottom 0.2592 Min Temp% 0.3815 14.682 OK Z-Z,+0.90D+E+0.90H - 0.1733 +X Bottom 0.2592 Min Temp% 0.3815 14.682 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 1.638 psi 1,638 psi 1.638 psi 1.638 psi 1.638 psi 75 psi 0.02184 OK +1.20D+0,50Lr+1.60L+1.60H 5.902 psi 5.902 psi 5,902 psi 5.902 psi 5.902 psi 75 psi 0.07869 OK +1.20D+1.60L+0.50S+1.60H 6.608 psi 6.608 psi 6.608 psi 6.608 psi 6,608 psi 75 psi 0,08811 OK +1.20D+1.60Lr+0.50L+1.60H 2.81 psi 2.81 psi 2.81 psi 2.81 psi 2.81 psi 75 psi 0.03746 OK +1.20D+1.60Lr+0.50W+1.60H 1.404 psi 1.404 psi 1.404 psi 1.404 psi 1.404 psi 75 psi 0.01872 OK +1.20D+0.50L+1.605+1.60H 5.07 psi 5.07 psi 5.07 psi 5.07 psi 5.07 psi 75 psi 0.06761 OK +1.20D+1.605+0.50W+1.60H 3.665 psi 3.665 psi 3.665 psi 3.665 psi 3.665 psi 75 psi 0.04887 OK +1.20D+0.50Lr+0.50L+W+1.60H 2.809 psi 2.809 psi 2.81 psi 2,81 psi 2.81 psi 75 psi 0,03746 OK +1.20D+0.50L+0.505+W+1.60H 3.516 psi 3.516 psi 3.516 psi 3.516 psi 3.516 psi 75 psi 0.04688 OK +1.20D+0.50L+0.70S+E+1.60H 3,799 psi 3.799 psi 3.696 psi 3.902 psi 3.902 psi 75 psi 0.05202 OK 1 +0.90D+W+0.90H 1.052 psi 1.052 psi 1.053 psi 1.053 psi 1.053 psi 75 psi 0.01404 OK +0.90D+E+0.90H 1.053 psi 1.053 psi 0.9501 psi 1.156 psi 1.156 psi 75 psi 0.01541 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 6.292 psi 150psi 0.04195 OK +1.20D+0.50Lr+1.60L+1.60H 22.67 psi 150psi 0.1511 OK +1.20D+1.60L+0.50S+1.60H 25.384 psi 150psi 0.1692 OK +1.20D+1.60Lr+0.50L+1.60H 10.792 psi 150psi 0.07195 OK +1.20D+1.60Lr+0.50W+1.60H 5.393 psi 150psi 0.03595 OK +1,20D+0.50L+1.605+1.60H 19.477 psi 150psi 0.1298 OK +1.20D+1.60S+0.50W+1.60H 14.078 psi 150psi 0.09386 OK +1.20D+0.50Lr+0.50L+W+1.60H 10.828 psi 150psi 0.07218 OK +1.20D+0.50L+0.50S+W+1.60H 13.512 psi 150psi 0.09008 OK +1.20D+0.50L+0.70S+E+1.60H 14.592 psi 150psi 0.09728 OK +0.90D+W+0.90H 4.504 psi 150psi 0.03003 • OK +0.90D+E+0.90H 4,045 psi 150psi 0,02697 OK Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 16-047 Anacortes, WA 98221 Project Descr: 360,293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:10 JUN 2016, 3:27PM File=C:1Usersladmin\DOCUME-11ENERCA-1116-047-1.EC6 General Footing ENERCALC,INC.1983-2015, Build:6.15.12.9,Ver:6.16.2.28 Lic. # • KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : F-2 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Material Properties Soil Design Values fc: Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.0 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 100.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.670 ft Min Steel % Bending Reinf, = Allowable pressure increase per foot of depth = ksf Min Allow %Temp Reinf, = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability, moments&shears : Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure : No Use Pedestal wt for stability, mom&shear : No Dimensions Width parallel to X-X Axis = 2.5 ft Length parallel to Z-Z Axis = 2.5 ft Z Footing Thicknes = 12 in Pedestal dimensions... xo `• X px : parallel to X-X Axis = in N pz : parallel to Z-Z Axis _ in Height in a Rebar Centerline to Edge of Concrete... ! m at Bottom of footing = 3.0 in Io ii Reinforcing .42'-6" w Bars parallel to X-X Axis Number of Bars - 3 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3 Reinforcing Bar SizE = # 5 3 #56ars 1 3 M58ats Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 1.030 3.040 1.10 k OB : Overburden = ksf M-xx = 0.10 k-ft M-zz = k-ft V-x = 1.791 k V-z = k Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 16-047 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:10 JUN 2016,3:27PM File=C:\Users 1.admin\DOCUM E-1\ENERCA-1\16-047-1.EC6 General Footing ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.16.2.28 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLL Description: F-2 DESIGN SUMMARY Design OK Min,Ratio Item Applied Capacity Governing Load Combination PASS 0.5555 Soil Bearing 1.111 ksf 2.0 ksf +D+0.750L+0.7505+0.450W+H about Z-2 PASS 20.746 Overturning-X-X 0.070 k-ft 1.452 k-ft +0.60D+0.70E+0.60H PASS 1.351 Overturning-Z-Z 1.075 k-ft 1.452 k-ft +0.60D+0.60W+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.05799 Z Flexure(+X) 0,8313 k-ft 14.333 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0,05799 Z Flexure(-X) 0.8313 k-ft 14.333 k-ft +1.20D+1.60L+0.505+1.60H PASS 0.05799 X Flexure(+Z) 0.8313 k-ft 14.333 k-ft +1.20D+1.60L+0.505+1.60H PASS 0.05799 X Flexure(-Z) 0.8313 k-ft 14.333 k-ft +1.20D+1.60L+0.505+1.60H PASS 0.06568 1-way Shear(+X) 4.926 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.06568 1-way Shear(-X) 4.926 psi 75.0 psi +1.20D+1.60L+0.505+1.60H PASS 0.06568 1-way Shear(+Z) 4.926 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.06568 1-way Shear(-Z) 4.926 psi 75.0 psi +1.20D+1.60L+0.505+1.60H PASS 0.1245 2-way Punching 18.677 psi 150.0 psi +1.20D+1.60L+0.50S+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual!Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.0 n/a 0.0 0.3098 0.3098 n/a n/a 0.155 X-X,+D+L+H 2.0 n/a 0.0 0.7962 0.7962 n/a n/a 0.398 X-X,+D+Lr+H 2.0 n/a 0.0 0.3098 0.3098 n/a n/a 0.155 X-X,+D+S+H 2.0 n/a 0,0 0.4858 0.4858 n/a n/a 0.243 X-X,+D+0.750Lr+0.750L+H 2.0 n/a 0.0 0.6746 0,6746 n/a n/a 0.337 X-X,+D+0.750L+0.750S+H 2.0 n/a 0.0 0.8066 0.8066 n/a n/a 0.403 X-X,+D+0.60W+H 2,0 n/a 0.0 0.3098 0.3098 n/a n/a 0.155 X-X,+D+0,70E+H 2,0 n/a 0.4338 0.2834 0.3362 n/a n/a 0.168 X-X,+D+0,750Lr+0,750L+0.450W+H 2.0 n/a 0.0 0.6746 0.6746 n/a n/a 0.337 X-X,+D+0.750L+0.750S+0.450W+H 2.0 n/a 0.0 0.8066 0.8066 n/a n/a 0.403 X-X,+D+0.750L+0.7505+0.5250E+H 2.0 n/a 0.1250 0.7868 0.8264 n/a n/a 0.413 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.1859 0.1859 n/a n/a 0.093 X-X,+0.60D+0.70E+0.60H 2.0 n/a 0.7230 0.1594 0.2123 n/a n/a 0.106 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 0.3098 0.3098 0.155 Z-Z,+D+L+H 2.0 0.0 n/a n/a n/a 0.7962 0.7962 0.398 Z-Z,+D+Lr+H 2.0 0.0 n/a n/a n/a 0.3098 0.3098 0.155 Z-Z,+D+S+H 2.0 0.0 n/a n/a n/a 0.4858 0.4858 0.243 Z-Z,+D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 0.6746 0.6746 0.337 Z-Z,+D+0.750L+0.750S+H 2.0 0.0 n/a n/a n/a 0.8066 0.8066 0.403 Z-Z,+D+0.60W+H 2.0 6.660 n/a n/a n/a 0.0 0.7355 0.368 Z-Z,+D+0.70E+H 2.0 0.0 n/a n/a n/a 0.3098 0.3098 0.155 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.0 2.294 n/a n/a n/a 0.3703 0.9789 0.490 Z-Z,+D+0.750L+0.7505+0.450W+H 2.0 1.918 n/a n/a n/a 0.5023 1.111 0.556 Z-Z,+D+0.750L+0.7505+0.5250E+H 2.0 0.0 n/a n/a n/a 0,8066 0.8066 0.403 Z-Z,+0.60D+0.60W+0.60H 2.0 11,10 n/a n/a n/a 0.0 0.9328 0.466 Z-Z,+0,60D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.1859 0.1859 0.093 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0,0 k-ft nfinitv OK X-X,+D+L+H None 0.0 k-ft nfinitv OK X-X,+D+Lr+H None 0.0 k-ft nfinity OK X-X,+D+S+H None 0.0 k-ft nfinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft nfinity OK X X,+D+0.750L+0.750S+H None 0.0 k-ft nfinity OK X-X,+D+0,60W+H None 0.0 k-ft nfinity OK X-X,+D+0.70E+H 0.070 k-ft 2.420 k-ft 34.576 OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.7505+0.450W+H None 0.0 k-ft Infinity OK Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 16-047 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:10 JUN 2016,3:27PM General Footing File=C:\Users\admin\DOCUME-1\ENERCA-1116-047-1.EC6 g ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver:6.16.2.28 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: F-2 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0,750S+0.5250E+H 0.05250 k-ft 6,302 k-ft 120.030 OK X-X,+0.60D+0.60W+0,60H None 0.0 k-ft Infinity 0K X-X,+0.60D+0.70E+0.60H 0.070 k-ft 1.452 k-ft 20.746 OK Z-Z,+D+H None 0.0 k-ft nfinity OK Z-Z,+D+L+H None 0.0 k-ft nfinity OK Z-Z,+D+Lr+H None 0.0 k-ft nfinity OK Z-Z,+D+S+H None 0.0 k-ft nfinity OK Z-Z,+D+0.750Lr+0.750L41 None 0.0 k-ft nfinity OK Z-Z,+D+0.750L+0.750S+H None 0.0 k-ft nfinity OK Z-Z,+D+0.60W+H 1.075 k-ft 2.420 k-ft 2.252 OK Z-Z,+D+0.70E+H None 0.0 k-ft nfinity OK Z-Z,+D+0.750Lr+0.750L+0,450W+H 0.8060 k-ft 5.270 k-ft 6.539 OK Z-Z,+D+0.750L+0.750S+0.450W+H 0.8060 k-ft 6.302 k-ft 7.819 OK Z-Z,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK Z-Z,+0.60D+0.60W+0.60H 1.075 k-ft 1.452 k-ft 1,351 OK Z-Z,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension© As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? 102 in"2 102 k-ft X-X,+1.40D+1.60H 0.1803 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.40D+1.60H 0.1803 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.7625 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.7625 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1,20D+1.60L+0.50S+1.60H 0.8313 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.8313 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.3445 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.3445 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0,50W+1,60H 0.1545 +Z Bottom 0.2592 Min Temp% 0.3720 14,333 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.1545 -Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.5645 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0,50L+1.60S+1.60H 0.5645 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.3745 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.3745 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+0.50L+W+1,60H 0.3445 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.3445 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.4133 +Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.4133 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 0.4607 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 0.4208 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X X,+0.90D+W+0.90H 0.1159 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+0.90D+W+0.90H 0.1159 -Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK X-X,+0.90D+E+0.90H 0.1359 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+0,90D+E+0.90H 0.09588 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.40D+1.60H 0.1803 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.40D+1.60H 0.1803 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.7625 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0,50Lr+1.60L+1.60H 0.7625 +X Bottom 0,2592 Min Temp% 0,3720 14.333 OK Z-Z,+1.20D+1.60L+0.505+1,60H 0.8313 -X Bottom 0.2592 Min Temp% 0.3720 14,333 OK Z-Z,+1.20D+1,60L+0.505+1.60H 0.8313 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.3445 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.3445 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.02455 -X Top 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0,50W+1.60H 0.3336 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.5645 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+1.605+1.60H 0.5645 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.1955 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.605+0.50W+1.60H 0.5536 +X Bottom 0,2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.01197 -X Top 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.7044 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1,20D+0.50L+0.50S+W+1.60H 0.05515 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.7714 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 0.4408 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Schemmer Consulting Group PLLC Project Title: Nyman Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 16-047 'Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:10 JUN 2016,3:27PM General Footing File=C:lUsers\admin1D000ME-1\ENERCA-1116-047-1.EC6 g ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver..6,16.228 VOW: KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: F-2 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi*Mn Status k-ft Side? Bot or Top? 102 i02 in"2 k-ft Z-Z,+1.20D+0.50L+0.70S+E+1.60H 0.4408 +X Bottom 0,2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+W+0.90H 0.1020 -X Top 0.2592 Min Temp% 0,3720 14.333 OK Z-Z,+0.90D+W+0.90H 0.6141 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+E+0.90H 0.1159 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+E+0.90H 0.1159 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 1.068 psi 1.068 psi 1.068 psi 1.068 psi 1.068 psi 75 psi 0.01424 OK +1.20D+0,50Lr+1.60L+1.60H 4.519 psi 4,519 psi 4.519 psi 4.519 psi 4.519 psi 75 psi 0.06025 OK +1.20D+1.60L+0.50S+1.60H 4.926 psi 4.926 psi 4.926 psi 4.926 psi 4.926 psi 75 psi 0.06568 OK +1.20D+1.60Lr+0.50L+1.60H 2.041 psi 2.041 psi 2.041 psi 2.041 psi 2.041 psi 75 psi 0.02722 OK +1.20D+1.60Lr+0.50W+1.60H 0.9156 psi 0.9156 psi 0.9156 psi 0.9156 psi 0.9156 psi 75 psi 0.01221 OK +1,20D+0.50L+1.60S+1.60H 3.345 psi 3.345 psi 3.345 psi 3.345 psi 3.345 psi 75 psi 0.0446 OK +1.20D+1.605+0.50W+1.60H 2.219 psi 2.219 psi 2.219 psi 2.219 psi 2.219 psi 75 psi 0.02959 OK +1.20D+0.50Lr+0.50L+W+1.60H 2.041 psi 2.041 psi 2.041 psi 2.041 psi 2.041 psi 75 psi 0.02722 OK +1.20D+0.50L+0.50S+W+1.60H 2.449 psi 2.449 psi 2.449 psi 2.449 psi 2.449 psi 75 psi 0.03265 OK +1.20D+0.50L+0.705+E+1.60H 2.612 psi 2,612 psi 2.47 psi 2.754 psi 2.754 psi 75 psi 0.03672 OK +0.90D+W+0.90H 0.6867 psi 0.6867 psi 0.6867 psi 0.6867 psi 0.6867 psi 75 psi 0.009156 OK +0.90D+E+0.90H 0.6867 psi 0.6867 psi 0.5444 psi 0.8289 psi 0.8289 psi 75 psi 0.01105 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 4.05 psi 150psi 0.027 OK +1.20D+0.50Lr+1.60L+1.60H 17.133 psi 150psi 0.1142 OK +1,20D+1.60L+0.505+1.60H 18.677 psi 150psi 0.1245 OK +1.20D+1.60Lr+0.50L+1.60H 7.741 psi 150psi 0.0516 OK +1.20D+1.60Lr+0.50W+1.60H 3.471 psi 150psi 0.02314 OK +1,20D+0.50L+1.605+1.60H 12.684 psi 150psi 0.08456 OK +1.20D+1.60S+0.50W+1,60H 8.415 psi 150psi 0.0561 OK +1.20D+0,50Lr+0.50L+W+1.60H 7.744 psi 150psi 0.05163 OK +1.20D+0.50L+0.50S+W+1.60H 9.285 psi 150psi 0.0619 OK +1.20D+0.50L+0.70S+E+1.60H 9.903 psi 150psi 0.06602 OK +0.90D+W+0.90H 3.088 psi 150psi 0.02058 OK +0.90D+E+0.90H 2.604 psi 150psi 0.01736 OK • s' ALLEY STORM DRAIN jd design — — — — — > fdt I T OF r®NAt:URftS )C F!(In1fTi,E? jxf .fr 41) \\\ APPIIOVED PLANS JIM DUNLAP ET _ _ _ _ 60535 �dC ,; - X � Z � TNSPE/601-10N/.306ERSfirrtl: T ° N QL WEST nd S ""rRMIT e / )y38 �` �i W W W W W ,v— W W W W W W WII. W W `V ----� LOT 'v W W W W W W ;'F; N: l�DURESS— i I_W V, W W W W_,e�,WWW W W W W W W W W W W W _ �,.. LOT D ) W W �V_' ° Q W W/ W W W W W W W W W W W �. \ APPROVED ROVED Y' W W W W W 0W m W W v W `I' W W W W W COVER W/ VN3QUEEN OR STRAW' W W W W ...TEI'�F°ORARY SfIL SidCKPI _ '.'�,W W W 0 0 W W ,v W W W ,4� WW ' � / m 116J�C1 tU FlFi�s ANACORTES, WAS H I NGTO N 1 W W W W W a-� W W W W W W W W : i_ � IR � �nLAPoN F �+17F ! ruGTINrzUl7Ffl W Q.WWWWW . m-- W -v, E 5-0„ 135 ��\ .� -,� ,_., PROPERTY INFO. LOT D W V' W W W W W W W W W W W * * * W 61DE SIDE ^ _ co ACK �' w W k, W _ W W W W W W W W <r W W 'Ykl SETBACK SITE ADDRESS: KEYSTONE BUILDING SERVICES W W -�- — — =� w- — -� ,Y 3802 WEST 2ND STREET W W W W W W 'Y W W W W W W W W W 135 ANACORTES, WA 95221 W W W W - WADER FLOW a SLOPE W W W W '/ W __- I C- G A / / I �— \ PARCEL, P5829I NEW CONSTRUCTION ONE—STORY W/ DAYLIGHT BASEMENT W W L. �$LOPeAPPROX. 9% 'W W W W W ASSESSOR'S TAX ACCT.*, 3809-303-010-0102 W m W W W W W W W W W � � PRO �� � W VOTR 02, SEC, 23, TWN- 35, RNG 01 SINGLE—FAMILY RESIDENCE W/ ATTACHED 3—CAR GARAGE W W W W % / %" I V__"" _ -/J/ 4'^-1 / -I W F : - e4' r /' / /...G/ _ / i i / i 1001 8TH STREET, ANACORTES W v W W W W I // / - r ( I N NYMAN PRESALE \� e - . W __�— I - GENERAL NOTES W 1 ` • HOUSE WILL BE HEATED BY FURNACE LOCATED IN 0 Sdc m W I MECHANICAL ROOM IN BASEMENT W W W I \ I I WATER SUPPLIED BY CITY OF ANACORTES W DRAINAGE NOTES W Q ry /1 RUN Kt. y` , w W " W PROPOSED RESIDkNCE I * Y "I Cl)• DIRE �O DRAINAGEINS IN 4" PVC SWALE TO EAST�OF LOTS. * \ TIE FOOTING DRAINS TO TIGHTUNE DOWN GRADE Q O W „ - - * } - -3 0 5'-0" MIN. FROM BUILDING. If M ..s1 I • 'v>-�- W / I j� I- J • KEEP DRIVEWAYS/PAVED AREAS SLOPING AWAY r L W W /m\ / j -� FROM HOUSE. Z \ j X e. , W �� \ /// I o J 2 T W W �____ "' EROSION CONTROL Z 46 I, W W // \\\ // � I NOTES W W / Ey - W W - / • CONTRACTOR TO INSTALL SILT FENCING ON DOWN p r /� \ - / 0 SLOPE SIDE OF ENTIRE. I .� UNDER CONSTRUCTION. SILTENTS FENGWG TO REMAIN Z u M1 �' W 'v W CO II- / \ / UNTIL ALL CONSTRUCTION IS COMPLETED AND 0 Z -- -- I -- � //* / PROPOSEDERATTACHED \\ - L- Jo, I .`w ` `. LANDSCAPE IS IN PLACE. O o W W - -- --_wi • IN ADDITION TO SILT FENCING COVER ALL Z W * \ -- -- r--- - % '� STOCKPILED SOIL WITH VISOUEEN OR STRAW. ho Z 4. i j 111, I - _ INFO Zw Z -- } I 1 /� Q. FT. I O. bcog 4 r � ! I - cI .. Illr 0 S Q N co ^^°-- .,� _ ,. - . — MAIN FLOOR WING AREAS 1549 S.F. Z w w L- . e . a-i u eJ ° a I LOWER FLOOR UV ING AREA 995 S.F. #a_' raw' p ` _ / - m _ - w Cr Q ° `i _ _ S.F. w 0. � 4 a a" WW . ix a Se > z UNFINISHED/UNHEATED CMECH.T 41 S.F. 0- m Z - a a- ^ ,• - _ .. . " . 1 ° a .. .. W i., V GARAGE: 139 S.F.�. .r«ef.;. t .. ,4 4 W W * a Qa " y,V_3# S b�Aw'�.'�1x''•.s,fq d.-ia". --“�! S�--✓ �- T , ..-,.,r .... , .. �- �c e � _ W W �W, W o Q " j _ --- FRONT COVERED ED PORCH, 51 S.F . � W WW PROEP $EDRAVE D � • • aa WW �.. I v; -- "- t , W _"� /WW ,DRIVWA` DECK, 32S gF. gXWYm" MS"4F� a - ` _ W ° n° v ,. .. _P luV �0 3/� - 2� " �,. NOTE SQUARE FOOTAGE IS MEASU RED TO THE; W �Q \ OUTSIDE FACE OF WALLS OF ALL FINISHED( yY W 4' :I p SPACE. STAIRWELLS ARE COUNTED ONCE s ' M !I'`" W lUI W W (APPROX. HALF ON TOP FLOOR, HALF ONW y W - . " t cW, " pit 145 / 7 ,L . ° a W w -4. - BOTTOM). GARAGE AREA IS CALCULATED U � .-- -f W ° PROP UNE T4 98 N 69°42'3 8" E -Va . * _ ` ^ / / �r- -- _ .N,v, ."-,fi' u .. _-__ -' .... .: ...,- , -" te ' _ _ � - _„ - alim _ . ^ : Z �,. r -.�» ,w- , /r ; i-f , , sIII. SEPARATELY. // LOT COVERAGE L s� "-�r. �t I / LOT SIZE 1500 S.F. Q/ .r. �.J it ice::-' 2' fr‘ I ^ ' Pr // 12=6' 58-e" / -0" / HOUSE FOOTPRINT 2315 S.F. FRONT PORCH/DECK 316 S.F. 0 • / / ONSTRUG I TOTAL, 2694 S.F. SOUTHEAST ELEVATIQN PROVIDE I2 WIDE X 20' LONG IN.W/ Q 20'-0" CONSTRUCTION ACCESS CRUSHED ,� ROCK BASE d CONC. DRIVEWAY LOCATION Z NO SCALE 1 / / ---Air MAX \ T P D WIDTH ER ETA L ON THIS PAGE \ e C WATER 11BIR A TYPE DRIVEWAY ENTRANCE, / / \ '.- PER ATTACHED IUSDOT 5 STANDARD DETAIL SITE PLAN LEGEND / \ a / 5' SIDEWALK DRAWING INDEX o/ / , / ,. di 5 ortt la \ TREE / 0 a Co a. SHRUB/BUSH CURB cur AI'I SITE Ct LANDSCAPE PLAN N WEST 2ND STREET \ A2.1 FOUNDATION PLAN GRASS DRAWN BY JAD 55M1-I A3.1 MAIN FLOOR PLAN SCALE AS NOTED PAVED SURFACE RIM = 148.34' JD JOB# 1086NCI6-KEYS CRUSHED AGGREGATE GREATER _ LE = 143.39' A3.2 LOWER FLOOR PLAN THAN 3" BUT SMALLER THAN 6" DATE 06/13/2016 i. GRAVEL SURFACE _S.S. UNE A3.3 SHEARWALL PLANS ((�C� - - REVISIONS ,v/V/nripi ._ '��c -..re ��trinsie % DECK r� A4:1 MAIN FLOOR FRAMING PLAN 07/08/16 NOTES ADDED „*/*\/vv/v.,y/vAA/v TVwVAivA/vy,v\>>:'.,w�'- ' — - _ — PROPERTY UNE A4.2 ROOF FRAMING PLAN — — — BUILDING SETBACK AS.I ELEVATIONS SOUTH, EAST ; SITE & LANDSCAPING PLAN WEST CONSTRUCTION ENTRANCE DETAIL UNE OF BLDG. FOOTPRINT No UNE OF ROOF RTH SCALE: 1/8" = I'-0" vr' = '-o° A5.2 BUILDING SECTIONS ir NORTH - — UTILITY UNE ■ 1 X SILT FENCE ELEVATION SHEET I OF 9 (iDJdsi9n JIM DUNLAP `;, (360) 982-0535 5a'-0" JIM@JDDESIGNDRAFTING.COM / / -s ft, / ,/ FOUNDATION NOT S �- , 20'-0" 6'-0" 13'-0" • WRITTEN DIMENSIONS TAKE PRECEDENCE OVER `a"' / / / / / SCALED DIMENSIONS. VERIFY ALL DIMENSIONS AND 10'-2 3/4" 9'-9 1/4° CONDITIONS IN THE FIELD. / / / • FOOTINGS ARE TO BEAR ON UNDISTURBED LEVEL .. SOIL DEVOID OF ANY ORGANIC MATERIAL AND STEPPED AS REQUIRED TO MAINTAIN la" DEPTH BELO GRADE. - L BELOW GRADE. 7 • SOIL BEARING ASSUMED TO BE 2000 PSI. LOT D TYP. 2 X 6 FRAMING - 1- H H J '- • COVER CRAWL SPACE GRADE WITH HIGH DENSITY NI FZI ® I Fl I ® Fl I FZ ®-I POLYETHYLENE HIGH QUALITY VAPOR RETARDER. ft T/16° CDX OR OSB SHEATHING R-21 INSULATION L I -L L - -__ILAP EDGES 12" MIN. AND EXTEND 12" MIN. UP L ---_ L---_ I FOUNDATIONWALL. SIDING PER ELEVATIONS • FILL UNDER SLABS ON GRADE TO BE MIN. 4" DEPTH 3/4" T G PLYWOOD OR LINE OF DECK ABOVE GRANULAR MATERIAL COMPACTED TO 95%. 2 X RIM JOIST OSB SUBFLOOR • CONCRETE SLABS TO HAVE CONTROL JOINTS AT 25' JOISTS PER PLAN __ 3" X 3" X 1/4" GALV. PL WASHER 7 1---7 I-J- -7 MAX. INTERVALS EACH WAY. R-30 INSULATION \ I j I I I I I • CONCRETE SIDEWALKS TO HAVE 3/4" TOOLED JOINTS PRESSURE TREATED 2 X 6 SILL PLATE W/ FZ ® FZ ® AT 5" O.C. EACH WAY. Ih" X 10° ANCHOR BOLTS a 4' O.C. U.N.O. FZ • WIRE MESH TO BE USED IN CONCRETE SLABS,POSITIONED IN MIDDLE THIRD OF SLAB. LOCATE BOLTS WITHIN 12" AND NO LESS - _= L_- _IL.__ _I L--J THAN 4-I/2" FROM THE END OF EA SILL PL - \ /Y\ LINE OF DECK •ABOVE USE - X X � X f .6 • HIGH DENSITY POLYETHYLENE HIGH QUALITY RETARDER UNDER CONCRETE SLABS INWATERPRO E MEMBRANE � `_ GARAGE AND BASEMENT. CONTINUE OVVERR ��FOOTING \ •r • USED ON Ill GRADE F _ O G I�Y SIMPSON A34 a I6" O.G. \ \ ," - .n .-.. _� . " L. ; , L. \ \ \ A WATERPROOF MEMBRANE IS TO BE 0 ' 11 FOUNDATION WALLS BELOW GRADE \ O C. r �> #4 REBAR 6 24 - - t DRAN TILE IS TO BE POSITIONED SO THAT HOLES HOLES,ITH NOT SLITS, IS TO BE USED. LEI " . \ A II HORIZ. 51 VERT. - ARE FACING DOWN. 4" DIA. DOWNSPOUT TIGHTLINE. y�\/`/ " III S I • A LAYER OF ROUND, WASHED, DRAINAGE-GRADE DIRECT TO DRAINAGE SWALE _I I GRAVEL IS TO BE USED OVER DRAIN TILE, NEXT TO '/. I FOOTINGS. 30-LB. FELT PAPER IS TO BE USED OVER CC 4" DIA. PERFORATED DRAIN TILE. THE GRAVELILI TIGHTLINE B DIRECT TO DRAINAGE -. 1 (2)#4 REBAR CONT. SWALE _ I� IN FOOTINGS I • ALL BOTTOM PLATES AND ANY LUMBER IN CONTACT J I WITH CONCRETE TO BE PRESSURE TREATED. DRAINAGE GRADE GRAVEL s c _ • i FILTER FABRIC ro ) 6 MIL VAPOR BARRIER ` CONTINUE OVER FOOTING V IBASEMENT SLAB BEAM POCKETS IN CONCRETE TO HAVE A I AIRSPACE AT SIDES � ENDS WITH MIN. BEARING OF 3". tR • '� 4" CONC. SLAB W/ WIRE MESH v NFOLLOW ALL JOIST FRAMING DETAILS PER UNDISTURBED EARTH ,� OVER 6 MIL VAPOR BARRIER ON MANUFACTURER. 4" THICK MIN. COMPACTED FILL H 5" 5" • PROVIDE BLOCKING ABOVE ALL BEARING WALLS = " AND BEAMS. u J • ACCESS SHALL BE PROVIDED TO ALL UNDER-FLOOR } Q SPACES. ACCESS OPENING THROUGH PERIMETER o _ WALL SHALL BE NOT LESS THAN IS" X 24". IF ANY -_ 1- - PORTION OF THROUGH-WALL ACCESS 15 BELOW >- TYP. FND. WALL DETAIL IS" X 8" THICKENED FOOTING GRADE AN AREAWAY NOT LESS THAN IS" X 24" ct CO - W/ (2)#4 CONT. BEARING C. SHALL BE PROVIDED (IRC R408.4). o o SCALE: 3/4" = I'-0" WALL trw.) w M m z � A W - J 0z o\ wo w CRAWL SPACEZ (LIJ W a -\ -- - -- VENTILATION !, 4'�$I/4" I5'-5 1/2" I Z J O czv 0 III ! / / PROVIDE VENTILATION IN CRAWL SPACE WITH / / FOUNDATION VENTS. PROVIDE I S.F. VENTING PER w Z t L 160 S.F. OF AREA H lb _ m I I Q____ � I464150 = 3.10 S.F OF VENT AREA REQUIRED W! m 3.100.56 NET FREE AREA VENT LLmC`T-( 06" X 8" DIM.) a _ \ I\/I - `q VENTS TO BE COVERED WITH 1/4" CORROSION FE Q > ~ a CC g V /A V "� ` J \ RESISTANT WIRE MESH. Z Q \\\ � m Z inQd s 12 0 \ --- LOCATE ONE VENT WITHIN 3 FT. OF EACH CORNER :4 -' I, ,p CRAWL SPACE OF BUILDING. v - I ACCESS - 8'-6 1/2' 36'-5 1/2" / / �- /� 7 \ GARAGE SLAB \ _ CRAWL SPACE 4' CONG. SLAB W/ WIRE MESH OVER 6 MIL VAPOR BARRIER ON - COVER W/ 6 MIL VAPOR - 1 4" THICK MIN. COMPACTED FILL / 2-0 BARRIER T I r r .� _� 16" X 8" X 8" VENT a - _s 2'-2 1/2" (TYP.) / / 1NW / 5 11 o I ` Z II _ CONCRETE d_ l 0 A2.I FRONT PORCH \ --' L J �� •' \ m A ` ;—- \ \ \ -}. BLOCK OUT AS __ "m __ L _ _ NEEDED FOR 3' DOOR `9 P I 'm P 'm 0 F2 I I I I - 71 I \ I R I •\ Q CONT. FOOTING a L — —L I —L F2 'p GARAGE DOOR \ 'a O U . FOOTING SCHEDULE 0 z N \ \ \ 1_ _..1': \ IL - ." I - \ \ w BLOCK OUT FOR I6 WIDE FI 3.25' X 3.25' X 12" CONC. W/ (4) #5 EA. WAY 0 O w toGARAGE DOOR a IL a 2'-101/2" I6-3" 21-101/2" 1-6 1/: I4-II" 8'-6 I/2" F2 2.5' X 2.5' X 12" CONC. W/ (3)#5 EA. WAY / / / / / ". .. / / 22'-0" 25'-0" 2 e" 7 e" Y e" DRAWN BY JAD / - / / / / / SCALE AS NOTED sa'-e" JD JOB# 1086NCI6-KEYS / / DATE 06/13/2016 FOUNDATION LEGEND / \ ® REVISIONS / \ FOUNDATION ■ LAN - - FOUNDATION STEM WALL \NORTH / FOUNDATION FOOTING \ / SCALE: I/4" = I'-0" — - — GIRDER/BEAM -- OUTUNEWALLS OF ■ SUPPORTED FLOORA2® POST SHEET 2 OF 9 c jd design A J!M DUNLAP 5a'-e" (360) 982-0535 / / JIM@JDDESIGNDRAFTING.COM 13'-0" 20'-0" 25-0" / / / I / 6' C 4'-0" 4'-4 1/2" 3-0" 3-0" 5'-11/2" 3-6' 9-0" 9-0" 3-6 FLOOR PLAN NOTES / • WRITTEN DIMENSIONS TAKE PRECEDENCE OVER / / / SCALED DIMENSIONS. VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD. • CONFIRM ALL DOOR, WINDOW, CLOSET, AND ANY _ ----- I OTHER ROUGH OPENING SIZES WITH OWNER/ __\ _ , \- CONTRACTOR PRIOR TO WALL CONSTRUCTION. 9 D • ALL WOOD IN CONTACT WITH CONCRETE MUST BE PRESSURE TREATED MATERIAL USE CORROSION LOT D RESISTANT FASTENERS WHEN IN CONTACT WITH PRESSURE TREATED LUMBER. s .� • ALL EXTERIOR WALLS TO BE FRAMED WITH 2 X 6 STUDS AT IC O.C. AND SHEATHED WITH 1/16' OSB DECK 'm PLYWOOD OR BETTER WITH 15# BUILDING PAPER. in • ALL INTERIOR WALLS TO BE FRAMED WITH 2 X 4 \ \ _ COVERED - WALLBOARD STUDS AT le�LESS AND NOTED OTHERWISE. @ GYPSUM • ALL GLASS TO HAVE LOW E (0.40)GLAZING. GLAZING IN HAZARDOUS LOCATIONS TO BE TEMPERED PER -co IN SECTION R308. SEE R305.4 FOR DEFINITION OF 3066 PIC 12080 DBL SL DR 3066.PIC HAZARDOUS AREAS. \ \ _ I I I I \ \ \ \ • PROVIDE SMOKE DETECTORS ON OR NEAR THE , CEILING OF EACH FLOOR, IN ALL BEDROOMS, AND •N 2950 CSMT 2950 PIC 2950 CSMT in JUST OUTSIDE EACH BEDROOM. SMOKE DETECTORS Co 'm TO BE WIRED TO THE ELECTRICAL SYSTEM WITH \ ( i 3 BATTERY BACKUP (IRC R311.1 it R311.2). LLI EGRESS Q \ • BEDROOMS TO HAVE AT LEAST ONE WINDOW MEETING m THE FOLLOWING CONDITIONS: WINDOW SILLS TO BE •N _ 'm IN WITHIN 44' OF FINISHED FLOOR WITH A NET CLEAR m V M NECLEAR OPENINOF 5.1 G HE GI N.HT OF 204"ENING AND WIDTHAOF ' vE min CC a a DINING \ 20" (IRC SECTION R310). FREE-STANDING N n x ' S ALL SHOWER AREAS TO BE FINISHED WITH A SMOOTH, GAS FIREC LACE _ m ,, - N HARD 1 NON-ABSORBENT MATERIAL TO MIN. 12' Iii (3) zezl Pc I I \ MASTER Z \ LIVING ROOM a IN ABOVE DRAIN INLET. THIS MATERIAL TO BE Q INSTALLED OVER WATER RESISTANT PLASTER BEDROOM s , ' A _ _ BOARD. O — _ I — O 14'-9" 3-8 1/2" �� j H • LIMIT WATER FLOW IN SHOWERS TO (3)GPM. /R i .-e. / / DIRECT-VENT y. • TOILETS TO BE LOCATED IN AREA WITH MIN. 30" V \ GAS FIREPLACE U WIDTH OF TOTAL FINISHED CLEARANCE, AND HAVE �J II'-6' 3-3 in m CLEARANCE OF MIN. 21" IN FRONT OF TOILET. TOILETS G ? 0_ TO BE LIMITED TO L6 GALLONS PER FLUSH. / ,-S s m V D -r - • PROVIDE ATTIC ACCESS WITH REMOVABLE PANEL y Q m m WITH MIN. 22' X 30" OPENING AND 30" o 0 2868 L_ r - UNOBSTRUCTED HEAD ROOM. FRAME WITH 2 X 12 2 X 4 SKYLIGHT m MEMBERS. _ 2'-0'1� T V \ • PROVIDE EXHAUST FAN IN KITCHEN AT MIN. 100 CFM ii do/CO/ �1/ ; 1I m AND BATHROOMS AT MIN. 50 CFM. ALL FANS AND O ix D v n - DRYER EXHAUST TO BE VENTED TO OUTSIDE OF co ~ 0 ICI RESIDENCE. ' w I 2868 BA'N DF2. m GUARDRAIL OR HALF-WALL I �°,'J Q O EX. Z w CCI c.. �4. \ — r — 4 \ J op , FAN 'm • PROVIDE 1-HR. FIRE-RESISTIVE CONST. 5/5' TYPE 'X O Z ;n GUM. ON GARAGE SIDE TO ROOF SHEATHING FOR w w W iL Q' O GARAGE FIRE SEPARATION URC R305.2). O o w ATTIC STORAGE �u W 0 - • DOOR BETWEEN HOUSE AND GARAGE TO BE I-1/2in 1 " O Z ■ TRUSSES IN THIS - U MASTER IL 3'-4" O , co 0 THICK ATED GORE, 20 MIN. SELF CLOSING U > p Z '3cn '+, AREA Q Q m i / �` v FIRE-RATED DOOR. S J 2 O EX. In _J CLOSET - AN _ 1 m CC y 0 N H ',p m \ T f s • PROVIDE FIRESTOPS AT ALL APPLICABLE H < Z LOCATIONS, INCLUDING HOLES AND ANY OPEN AREAS. z w X = L - KItCHEN - • ALL ELEMENTS AND SWITCHES FOR FURNACE AND O cJj CoJ X a ip 2 X 2� 2 X 6-,, / ' 3'-9'I ,m WATER HEATER TO BE IS" MIN. ABOVE SLAB. w Z V♦ a N X o o / / u .' -• • ALL BEAMS 6 HEADERS TO BE 4 X 8 D.F. #2 U.N.O. Z w o SKY. I m O \ \ -_\cil. _ _. s U W d QOJ 11.2 U Q K 9-0" 0 2-6" O _ 0 n -N 2468 \ \ STAIR NOTES a m Z / / / cZt -'� -.9 Eit X. eWDER '�' /tsc Ill • STAIRS TO BE FRAMED WITH MIN. (3)2 x 12 MASTER OATH s a pq RY PROM ER I ONE ATO EACH WE ETW AND ONE ATS CENTER. 0 ' EqN 'a m -� PROVIDE FIRE BLOCKING BETWEEN STRINGERS AT N r TOP, MIDDLE AND BOTTOM, AND BETWEEN STUDS m 1 ALONG THE RUN OF THE STAIRS. I r 2668 \ \ \ \ \ • MINIMUM HEADROOM CLEARANCE TO BE 6-8" VERTICALLY ABOVE TREAD NOSING TO NEAREST L OBJECT ABOVE. 9-5 1/2" 3-5" 6-0 1/2"v 4'-6 1/2" 2'-4 1/2' 8-2" - s , / / m / -�z 'n • STAIRS TO HAVE MAX. RISE OF 1-3/4" AND MIN. RUN JJJ OF 10" WITH NOSING OF I" TO hilt NO RISER TO BE ,n / 0 LAUNDRY G HOLE HOUSE \ ENTRY S .9 \ LESS THAN 4". DIMENSIONS BETWEEN RISE AND RUN '�q / -- - — s — ARE NOT TO VARY MORE THAN 3/8". STEPS AS NEEDED I `V _12: m S ' ENCLOSED USABLE SPACE UNDER STAIRS TO BE 0 ,m I s I-HR. FIRE-RESISTIVE CONST. 5/8" TYPE 'X GWB. Z it SELF-CLOSING 20 MIN. I� 2-0" / D W �� _ OFF CE y °'XI • STAIRWAYS WITH 4 OR MORE RISERS TO HAVE AT RATED DOOR o0 1 1�� 1_ ' \ 3080 \ i I Q LEAST ONE CONTINUOUS HANDRAIL AT 34' - 38" 2626 AWN 2626 PIG , 2626 AWN �p \ ABOVE TREAD NOSING WITH ENDS RETURNED TO i TERMINATE INTO WALL OR NEWEL POST. 5 .� `m `V `� • HANDRAILS TO HAVE GRIP PORTION NOT LESS THAN 11 - '^ n I-1/4' OR MORE THAN 2" IN CROSS SECTIONAL \ \ \ m\ DIMENSION WITH I-1/2' BETWEEN WALL AND HANDRAIL. r CC 41 :cm s I II I = _ _ ---__ PIC \2646 PIC 2646 m , 0 -0 0 0 \ • GUARDRAIL NOTES O ■ m li '0 • ALL UNENCLOSED FLOORS, LANDINGS, BALCONIES OR I .s PORCHES THAT ARE MORE THAN 30" ABOVE JI GRADE OR FLOOR BELOW SHALL BE PROTECTED BY A GUARDRAIL THAT IS MIN. HEIGHT OF 36". Um .9 • OPEN GUARDRAILS SHALL HAVE INTERMEDIATE RAILS z O IN I6 X 8' H O.H. SUCH THAT A 4" DIA. SPHERE CANNOT PASS d \ \ 'I 9-0" \ \ \ \ DOOR \ THROUGH AT ANY PONT. ci • GUARDRAILS SHALL BE ATTACHED TO THE w STRUCTURE IN SUCH A MANNER TO WITHSTAND A o p\ SINGLE CONCENTRATED LOAD OF 200 LBS. APPLIED1 2 w II'-0" II'-0" 2 31/2' 4'-0" 4'-0" 2'-1" 2'-I 1/2' 2'-5" 2=1 1/2" IN ANY DIRECTION AT ANY POINT ALONG THE TOP. c� / 2'-O" 12-10 1/2" 2-4 I/2" 1'-9" 2-O" / / / / / I / / / / DRAWN BY JAD / / / / SCALE /4" = I'-0" 5a'-0" JD JOB# 1086NCI6-KEYS / / DATE 06/13/2016 OREVISIONS I j MAIN FLOOR PLAN \NORTH SCALE: 1/4" = I'-0" ■ A3 A3t1 ■ - SHEET3OF9 eid design JIM DUNLAP (360) 982-0535 JIM@JDD.ESIGNDRAFTI NG.COM O ENERGY CODE NOTES III-51/2° 10-II" 20�-3 � �. • CONTRACTOR TO ADD ADDITIONAL FRAMING OR "".=.14' 5'-.3 3/4" 5-1 3/4" 2'-4 1/2" 5'-3 3/4" 5'-1 I/4" 1'-s" 3-3" S'_ " 3-6" BLOCKING AS REQUIRED TO MEET CURRENT ENERGY t / / / / / / I / / / / CODE REQUIREMENTS.•I AIR LEAKAGE. SOLE PLATE IS TO BE CAULKED OR GLUED TO FLOOR. RIM JOIST BETWEEN STORIES TO BE CAULKED/SEALED. ALL HOLES IN BUILDING ENVELOPE ARE TO BE CAULKED/SEALED INCLUDING BUT NOT LIMITED TO ELECTRICAL, PLUMBING 6 HVAC LOT D I 1 I PENETRATIONS. OUTLETS, SWITCH BOXES AND \ r -. - RECESSED FIXTURES ON EXTERIOR WALLS OR CEILINGS ® El1 E ARE TO BE CAULKED/SEALED WITH APPROVED SEALANT, OR HAVE FOAM GASKETS INSTALLED. ALL RECESSED LIGHTS ARE TO BE IC RATED, AIR TIGHT S SEALED TO SURROUNDING GWB. ROUGH OPENING AROUND ALL WINDOWS S DOORS TO SE / LINE OF DECK ABOVE SEALED/CAULKED. • ALL CEILING EXHAUST FAN DUCTING TO SE INSULATED A5 PER CODE, TO HAVE AS FEW BENDS AS POSSIBLE, \CI J AND TO TERMINATE AT THE EXTERIOR OF THE BUILDING. •0 ® , ® • INSULATION TO FILL ALL EXTERIOR WALL CAVITIES. DO NOT COMPRESS. CUT TO FIT AROUND WIRES, PIPES $ Y LINE OF CANT. ABOVE OUTLET BOXES. • ALL HVAC DUCTS INSTALLED OUTSIDE THE HEATED N HABITABLE SPACE TO HAVE SEALED JOINTS, CORNERS r $ BOOTS, AND INSULATED IN ACCORDANCE WITH WSECLLI I 2012 EDITION SPECIFICATIONS ("WSEC 2012"). 6040 5L 6040 SL I (3)30E0 PIC • A ONE PERM OR LESS VAPOR RETARDER OE; KRAFT \ \ �� I \ I 3008 \ \ \ \ l PAPER, PVA PAINT, ETC.)IS TO BE INSTALLED ON THE EGRESS I EGRESS WARM SIDE OF ALL INSULATION. 1 - 01 • ALL RECESSED LIGHT FIXTURES IN THE THERMAL N DC N 3 ENVELOPE TO BE CERTIFIED UNDER ASTM E-283 AND L. d -- Q \ 50 LABELED, OR SEALED AROUND THE EXTERIOR IN AN co y  n APPROVED MANNER TO BE AIR TIGHT. LLI o m � H 0 '"q _ m • ALL WATER PIPES IN UNHEATED SPACES TO BE W. m Z n INSULATED IN ACCORDANCE WITH WSEC 2012. '.n Q • EXTERIOR DOORS TO BE ADJUSTED SO BEDROOM 3 In s \ WEATHER-STRIPPING, THRESHOLD, B DOOR SWEEP ARE rO - - - - — J I \ 1., _ n - _ WORKING PROPERLY a SEAL WELL FAMILY ROOM O • BLOWN IN ATTIC INSULATION TO BE INSTALLED IN STRICT Z co S CONFORMANCE WITH MANUFACTURERS = i� BEDROOM@ a 0 d N RECOMMENDATIONS FOR DENSITY I COVERAGE. Q PROVIDE VENT BAFFLES AS REQUIRED S INSULATES Q a - y. WEATHER-STRIP ATTIC ACCESS DOOR. p m m S • PROVIDE MAKEUP AIR WITH FRESH AIR DUCTED in R' dD W DIRECTLY INTO THE RETURN AIR PLENUM OF THE li I • •0 FURNACE SYSTEM. INSULATE THE DUCT IN ACCORDANCE N 1_� m TO WSEC 2012. PROVIDE DAMPER TO REGULATE 00 m 2668 \ \ KITCHENETTE -- .� INCOMING FRESH AIR. 1n /M 'a W •.,'* ;,...�y " • ALL GA5 COMBUSTION APPLIANCES, EXCEPT STOVES $ z U "Rs D D Y 3-6' CLOTHES DRYERS, TO HAVE COMBUSTION AIR DUCTED 0 Z `� / REFW O O ~ DIRECTLY TO THEM. p pijj w BEARING WALL BEARING WALL p O nO • ALL COMBUSTION EXHAUSTS TO BE SEPARATED BY A ZO w cr . . I \ 1 2 X 6 EX �- MIN. 3 VERT. 10 HORIZ K Z 0H BE ARGWALL FAN 0 scra UNDER s - s ) STAIR BATH 2 " .a STORAGE �` WHOLE-HOUSE 0 J �"� W X i s 0 MECH. •A 2868 _ BONUS m z z w w X / 1 1 UNFINISHED ;m -m VENTILATION � w .. V \ J 468 FURN. HW _� ONE OF THE FOLLOWING METHODS WILL BE USED TO MEET 0 at Z Q CO w -mtO - THE REQUIREMENTS OF THE WASHINGTON STATE VIAQ -) w Q IX i � =� LINENI-U'M� a r \ (A). A SINGLE WHOLE-HOUSE EXHAUST FAN, WHICH CAN \ \ - \ \ PERFORM DOUBLE DUTY AS A ROOM SPOT FAN, 15 i . , REQUIRED. FAN MUST BE CONTROLLED BY TIMER SET TO OPERATE MIN. OF 8 HOURS PER DAY. THE CFM CRAWL SPACE CAPACITY OF FAN MUST BE 0.25 W.G. AND HAVE MAX SONE (NOISE)RATING OF 1.5. MIN. SIZE OF FAN MUST BE 't ACCESS 105 CFM. (WA VIAQ 303.4.1) i 2-I1" 31-81/2" 11-1" (B). FRESH AIR WILL BE CIRCULATED BY THE CENTRAL FORCED AIR FURNACE SYSTEM. FURNACE MUST HAVE / • FRESH AIR INTAKE DUCT AND SLOWER MUST BE c:\ ACTIVATED BY TIMER TO CIRCULATE DAILY. CRAWL SPACE INSULATION VALUES 5 r 3 WALLS ABOVE GRADE BELOW GRADE Z Om i -\ ___ 1 , R-21 R-11 CEILING FLAT R-49 VAULTED O IA CX R-38 \ 4' 19\ FLOOR \ \ CRAWL SPACE SLAB ON GRADE R 30 R-10 IL k C IX 0 W LINE OF GARAGE ABOVE I- L U N w Saa. 8'-61/2" 2'-0" 23-51/2" 2,-0" / / / / / / / DRAWN BY JAD SCALE 1/4" = I'-0" 45'-0" / / JD JOB# 1086NCI6-KEYS DATE 06/13/2016 LOWER FLOOR PLAN REVISIONS NORTH SCALE: 1/4" = 1'-0' A3 . 2 . ' • SHEET 4 OF 9 Djd design JIM DUNLAP (360) 982-0535 JIM@JDDESIGNDRAFTING.COM FLOOR FRAMING NOTES • WRITTEN DIMENSIONS TAKE PRECEDENCE OVER SCALED DIMENSIONS. VERIFY ALL DIMENSIONS AND 10-2 3/4" 9-9 I/4" I• 6-0' 13-0" 6-0" CONDITIONS IN THE FIELD. / / P / / /II • REFER TO FLOOR FRAMING PLAN FROM FLOOR JOIST MANUFACTURER/SUPPLIER. FLOOR JOIST FULL HEIGHT CONT. MANUFACTURER/SUPPLIER SHALL PROVIDE AND LOT D PT 6 X 6 HF2 POST SUBMIT ENGINEERED DESIGN TO THE BUILDING • - TYP. (2)PL __ DEPARTMENT FOR APPROVAL PRIOR TO • =� FABRICATION AND INSTALLATION. I 1I CB34� I • PROVIDE TEMPORARY BRACING AS REQUIRED L Tr- __ -1_ _ I _ ._ _ -I— -- -_ _ 1—E UNTIL ALL PERMANENT CONNECTIONS AND I II I r rt I II I I - II II -�fC-� I I I STIFFENERS HAVE BEEN INSTALLED. • FOR FLOOR SHEATHING USE 3/4" CDX OR OSB STURDI-FLOOR TSG, GLUE AND NAIL W/ RING SHANK ' 8D'S 6 6" EDGES $ 12" IN FIELD U.N.O. FACE GRAIN I PERPENDICULAR TO SUPPORTS. I I I I I I I I I ,D • PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR ( 533) 'co BEARING LOCATIONS WHERE THERE IS A LOAD \ -. -- _ BEARING WALL ABOVE. 3—- — --- - -- - ' - ___3 0 P 1 PT26" O.G • PROVI! 1ZL! :L JOISTSI11 ▪ ALL EX W ALL • U.N.O. V BEAMS AND HEADERS TO BE 4 X 8 D.F. #2 I "in PIIII 524 a ��51 - !� `m Z • JOIST ANGERS CONNECTIONS TO BE 'SIMPSON' \ I ) -J__ I S�rG ' 091 'r ' I U U.N.O. H — - - — - — ter _ —I--rE r I • NOTE ROOF TRUSSES AND FLOOR JOISTS SHOWN IN alI I I nI I DRAWING ARE FOR SCHEMATIC PURPOSES ONLY. 0 • I I I FOR TRUSS PLACEMENT, DESIGN AND ENGINEERING REFER TO TRUSS DESIGN B SPECIFICATIONS FROM I- I I ! TRUSS SUPPLY COMPANY. FOR FLOOR JOIST rv� I I LAYOUT REFER TO JOIST DESIGN B SPECIFICATIONS • 16' I FROM FLOOR JOIST SUPPLIER. i J ST5 II I II �I Lo 1 I II m a 'a 0 II _n m • r D I I I I I I I I '2E M ' f i 1 tr.1 II I I . w W W IL I ao W w I I I II z (7' di s3S G { h� I I I v ce 'ne Z �— BEARING WALL II ICB311 SEARING WALL J p N H I H toil 0 I 11 I I I I I 0W x (T I I I I I CJ) d w Q • 3z N a Nix • STAf RWELL Z Z a C) w X I I II I I f I I I wZ z Q O W o � F � a � -- -� --- --- LL • a m z N R d BEAIeING hN STEM WALL • L BEA+2ING ON ST�M WILL I - -- - - 4 I 4- 1 I I I \ --- HEADER/BEAM TABLE _— • II I II II I MARK SEAM SPAN ' 1 el 4 X 8 DF #2 BY INSP. 11 I I I 52 4X10DF #2 Y I IIII 53 4 X 10 DF #2 BY INSP. I I 54 6 X12DF #2 9' • I I I' 11 55 4 X 8 DF #2 BY INSP. Z Si, • - 4 X10HF #2 - 12' • I I i II I BT 4Xle HF #2 9'/1.5' I I"s Be, axle uF #2 2' • m ' 1 I RBI (2)2 X 12 DF #2 9.5' • I I I I I B9 4X10HF #2 9'/1.5' • I 510 4 X 8 DF #2 BY INSP. I BII 6 X 10 DF #2 8.5" ' f [ t 1 1 512 - 515 4X8DF #2 BY INSP. CC 5I6 4X8 DF #2 6 O BIB 4 X 8 DF #2 BY INSP. 1518 4 X 8 DF #2 5' O 1519 - 522 4XSDF #2 BY INSP. • - - -- --- ---- -- 523 3.5 X 11.815 PSL 2.0 E 16.5' J _ 524 6 X 10 DF #2 6.5' U. _} - 525 6X10 DP *2 r Fa, BY BY INSP. 0 _ 521 4.23 3: 11.015 ru 2.0 C 6X/O 1e' P Z Z a_ 518 - B32 4X10DF #2 BY INSP. 0 Q 0 533 6 X 12 HF #2 PT 10 w N 534 6 X 12 HF #2 PT 6'/12.51/6 Lu 133s c, Sxis &b DF/DF akFvv isrsOa.. a G a a DRAWN BY JAD SCALE 1/4" = 1'-0" MAIN FLOOR FRAMING PLAN FLOOR FRAMING LEGEND JD JOB# 1086NC16-KEYS DATE 06/13/2016 NORTH SCALE: I/4" = I'-0" - JOIST — - — SEAM/HEADER REVISIONS OUTLINE OF WALLS OF FLOOR BENEATH OUTLINE OF SUPPORTED FLOOR BEARING WALL JOIST HANGER ® POST A4 . 1 . . _ . , , . . . . • . . SHEET 6 OF 9 COMPOSITE ROOFING ( DJds1gn 1 1/16" CDX OR OSB SHEATHING JIM DUNLAP (360) 982-0535 JIM@JDDESIGNDRAFTING.COM 12 ROOF NOTES INSULATION BAFFLE W/ I" MIN. AIR SPACE 5 • TRUSSES TO BE SPACED AT 24" O.C. UNLESS NOTED OTHERWISE. 2X BLOCKING W/ C3)I-I/2"' DIA. TRUSS PER TRUSS • ROOF PITCH IS TO BE 1I2 FOR MAIN PITCH, 3.5,12 MANUFACT. PLAN PITCH FOR SECONDARY PITCH. SCREENED VENTS • ROOFING MATERIAL 15 COMPOSITE. • TYPICAL OVERHANGS ARE 24" WITH CONTINUOUS METAL GUTTER THROUGHOUT EXCEPT ON GABLE 5/4 X 6 FASCIA �� - - ENDS U.N.O. CONT. METAL:TT ER • OVERHANGS ON GABLE ENDS ARE 16" SUPPORTED 5/4 X 10 BARGE RAFTER R-49 INSULATION BY 2 X 4 OUTLOOKERS 4'-0" O.G. LOT D RAKE RAKE • FASCIA SHALL BE 5/4 X 6 WITH CONTINUOUS METAL EXTEND BEYOND GUTTER i I lY GW8 - GUTTER. BARGE RAFTERS SHALL BE 5/4 X 10. HURRICANE TIE a EA. TRUSS A • ALL BEAMS B HEADERS TO BE 4 X 8 D.F. #2 UNO. ,,,,- ..,-- 1 • PROVIDE SOLID BLOCKING OVER SUPPORTS. // - O - - _ • CDX TRUSSES/RAFTERS OR OSB SHEATHINGOBE SHEAWITH THED LTITOR7/BETTER. 2"-0° 2 X 6 FRAMING TYP. �� / w USE PLYWOOD SHEATHING ON ALL SOFFITED //ii\:- _ 0AREAS. R-21 INSULATION / _ \ I e O-O �� • PROVIDE ROOF CROSS VENTILATION FOR EACH 1/2"" CLUB m DECK AREA SIDING PER ELEVATIONS SEPARATE SPACE WHERE APPLICABLE. 3 =' TYP. A4.2 RAKE r RAKE OVERHANGS TRUSS/EAVE DETAIL J �B5—� B6 I �BIa� TRUSS NOTES CO- H - - - - - V O SCALE: 3/4" I'_0° _ • TRU55 MANUFACTURER SHALL PROVIDE DESIGN — -_ DETAILS AND ENGINEERING FOR ALL TRUSSES. COPY TO BE AVAILABLE ON SITE FOR FRAMING (83) fCB7 _ _a� V INSPECTIONS. �- - -! • ALL TRUSSES SHALL CARRY THE MANUFACTURER'S ' _ ____ _ - STAMP. CC A4 2 w — — - - _ - - • ALL TRUSSES SHALL BE STORED, INSTALLED B BRACED PER MANUFACTURER'S SPECIFICATIONS. Y VAULTED SCISSOR 0 I W a p COMPOSITE ROOFING Q. TRUSS AREA a • TRUSSES SHALL NOT BE ALTERED IN THE FIELD T/I6" CDX OR 055 SHEATHING �� �J ` WITHOUT THE APPROVAL OF THE BUILDING OFFICIAL CO \ -- - - —6 - - - - AND/OR APPROVED ENGINEERING CALCULATIONS Y ,.w I PROVIDED BY THE TRUSS MANUFACTURER. SCISSOR TRUSS PER TRUSS 6-\ I I w `VF� z 1 • ROOF TRUSSES TO BE SHEATHED WITH 1/16" CDX OR MANUFACT. PLAN / - d - - - - - - OSB SHEATHING WITH IS# FELT OR BETTER. USE 12 < Kin_ PLYWOOD SHEATHING ON ALL SOFFITED AREAS. J r 717 INSULATION BAFFLE W/ T > o. - - 712 SLOPE - 'T 12 SLOPE >,,- - - • PROVIDE ROOF CROSS VENTILATION FOR EACH �_ I" MIN. AIR SPACE = SEPARATE SPACE WHERE APPLICABLE.. Q U. 2 0 A4.2 O 2X BLOCKING W/ (3) I-I/2" DIA. - �. SCREENED VENTS - �- ATTIC VENTILATION I IIw� o I VALLEY ;/ - ATTIC VENTILATION REQUIRED. REFER TO IRC R806.1 w D 5/4 X 6 FASCIA 1 12 y AND R806.2. z ' p ~ H $ SQUARE FOOTAGE OF ATTIC SPACE = 250T S.F. lw wH CC CONT. METAL GUTTER \ R 49 INSULATION _OVER FRAMED - - O 0LLI \ ._ I 111 ATTIC STORAGE L ^ m 2501/300 = 8.36 S.F. NET VENT AREA REQUIRED. - w I I I z �' 5/4 X 10 BARGE RAFTER TO I/°"' GLUES TRUSSES Ucy SES P 24 O �'� 2' W 5KY,4 LAT EAVE AND REMAINDER AT INE. OPENINGS TO BE COVERS INW 31 ITH IB8'" CORROSION } HURRIGtJE TIE la EA. TRUSS O - -- - - - ' / PROVIDE MIN. I/150 OF ATTIC AREA, OR I/300 IF HALF IS EXTEND BEYOND GUTTER ri / P E' TR I -_ RESISTANT METAL MESH OR EQUAL EAVE OR CORNICE Q co Z O ELIG. ROOF I. ,�.� ,' , F N C " iti VENT SHALL NOT BE BLOCKED. MAINTAIN MIN. 1" AIR O Z I. 2 SPACE BETWEEN INSULATION AND ROOF SHEATHING AT 0 w X = 2 X 6 FRAMING TYP. RIDGE - r� �/� j� - - -I, THE LOCATION OF THE VENT. v J X Q I I ' I i '-^, 1 FOR OPEN EAVE SOFFIT USE BIRD BLOCK TRUSS w w Co 0 Up X _ p]' z w w .. R-21 INSULATION ,�� -_ .�. BLOCKING, WITH (3)1 I/2° DIA. HOLES AND MESH SCREEN I- di # I w I I I I I I I I I I I ', I I II - - - ,- - - - COVERING THE HOLES, BETWEEN EACH TRUSS. U w Z o tr J SIDING PER ELEVATIONS - I/2'" GWB 0 O W < w Q 0- �� FOR CLOSED EAVE SOFFIT USE CONTINUOUS SOFFIT -) wQ o w cy 2' X2' m A / ' VENTING. w Q y ' z Q I 1 1 4, I 1 I 4<< SKY. l © SCISSOR TRUSS/EAVE DETAIL f t 1 - - - - HEADER/BEAM TABLE SCALE: 3/4" = I'-0' I I I I _ - - - - - - - MARK BEAM SPAN n BI 4 X 8 DF #2 BY INSP. w @ B2 4X10DFtt2 1' 0 - - - - - - - - %� - - - - I B3 4 X IO DF tt2 BY INSP. N Y n I 1 L _.__. . A ___ -- 44.2 B4 6 X 12 OF #2 9 Z Q �/ s - in I'_ - - - - - B5 4 X 8 DF #2 BY INSP. C, O A - - - - - O - B6 4 X 10 HF #2 I2 COMPOSITE ROOFING 0H -F - M� 0- O - ,P OVER FRAMED N fk 5 I- B7 4 X 10 HF tt2 9/1.5' 1/16" COX OR OSB SHEATHING AREA II cm � s -W - - - / N \ I B8 4X10HF #2 12" a TRUSS PER TRUSS MANUFACT. PLAN --- m - RBI (2)2 X12DF #2 9.5' INSULATION BAFFLE W/ w _ — _¢ _ — — th 1 B9 4 X 10 HF #2 971.51 l ' I' MIN. AIR SPACE 12 -,,,„..- 1 - T - v I I t o IB10 4 X 8 DF #2 BY INSP. 3.5 ' B21 CB20C B19 - Z 2X BLOCKING W/ (3)I-I/2" DIA VI _ ____ __ _ BII 6 X 10 DF # 8.5 - GIRDED TRUSS�- I - - - _ SCREENED VENTS - 2 -- - - - - - I / - - - - - - I 512 - B15 4 X 8 DF #2 BY INSP. 5/4 X 6 FASCIA 1 I � V I B16 4 X 8 DF #2 6 CONT. METAL GUTTER - - - - - I I I - - - 7�12 SLOPE - i gIl EEF2 #2 BY INSP. 1 _ - - - - / � V BI8- - - - - - BY INSP. ffC\ R-49 INSULATION - - - - - - 91 'I 1,12 SLOPE - �, I I B23 3.5 X 11.875 PSL 2.0E 16.5' / UMI/2" GWB ( 1I2 SLOPE TI2 SLOPE > RAKESII LI I KAKE L 824 6 X 10 DF #2 6.5'I L. \ 3 w 3.512 SLOP= z J 2-0" HURRICANE TIE @ EA. TRUSS - - - - - - - - - A4.2 n �— � D I �- - - l7 - �� 625 6 X 10 DF #2 BY INSP. / W 'hit SLOPE B1'I 5.25 X 11.815 PSL 2.0E 10' d U 2 X 6 FRAMING TYP. SIMILAR _-- - - B28 - B32 4 X 10 DF #2 BY INSP. N UM 5/4 X 10 BARGE RAFTER TO RAKE -- - RAKE EXTEND BEYOND GUTTER B33 6 X 12 HF #2 PT 10 w 0 0 R-21 INSULATION - - - - - B23i - --- - A4.2 534 6 X 12 HF #2 PT 6/I2.5'/6 ILI CC SIDING PER ELEVATIONS I/2" GUMS RAKE RAKE DRAWN BY JAD ROOF FRAMING LEGEND SCALE AS NOTED © TRUSS/EAVE DETAIL = /� JD JOB# 086NC16-KEYS SCALE: 3/4" = I'-0" ROOF FRAMING PLAN — — — RUSS GIRDER DATE 06/15/2016 GIRDER TRUSS\ORTH / SCALE: 1/4 = 1 -0 BEAM/HEADER REVISIONS NOTE: ROOF TRUSSES AND FLOOR JOISTS SHOWN IN - _ OUTLINE OF WALLS BENEATH DRAWING ARE FOR SCHEMATIC PURPOSES ONLY. OUTLINE OF ROOF FOR TRUSS PLACEMENT, DESIGN AND ENGINEERING REFER TO TRUSS DESIGN ; SPECIFICATIONS FROM HIDDEN LINE OF ROOF TRUSS SUPPLY COMPANY. FOR FLOOR JOIST LAYOUT REFER TO JOIST DESIGN B SPECIFICATIONS OVER-FRAMING/OVERHANG EXTENSIONS FROM FLOOR JOIST SUPPLIER. A4 . 2 I/ / VAULTED AREA /.I SHEET 7 OF 9 COMPOSITE ROOFING F 2 / S •d d • es • J III` JIM DUNLAP jII (360) 982-0535 1 II ���� I ' 4 i t1[ 11 , JIM@JDDESIGNDRAFTING.COM 5/4 X 10 BARGE RAFTER W/ I X 3 OVERLAY - TOP OF PLATE R ❑ p p A pI R ❑ \ \ :L- ] =L_ J L_ 1 _ , L — J / \ / \ — -- — SHINGLE SIDING / \ -- --/ \ -- -- / \ - - / \ - —-Z_ _ __ HORIZONTAL LAP -- - -- / SIDING 4" REYEAL 5/4 X 4 CORNER TRIM \ _- 1 — , N _ V '' f1 I10 r LOT D CULTURED STONE VENEER \_ -- _- � - as y i� _ - Ir — _ a �1• A r� J /�-� --p i' r V - TOP OF SUBFLOOR it SOUTH ELEVATION W SCALE: 1/4" = I'-0" V 1 CC 1 W 7 2 a 2 Z 3.5 r _ :%%%. ---,....„_.,............... m3.5 = O_ w >Q Q Q CIo w W Ili Jit SCD w m L J 'n o z z 0 / r i i_ w 0 W W / W z ce I- Z\ / > oz H a . O m\ HUH IMMIILI \-- __ _— APPROX. NATURAL GRADE APPROX. LINE OF RE-GRADE _-- GOMP.051TE ROOFING _ __ ---__-_ WEST ELEVATION _ _____________ _ & GRADING PLAN ` SCALE: 1/4" = I'-0" D O 0 N0 _ Z2JW TOP OF PLATE W O N a o a °d Q a ow 0 I— t - / - RAILING SYSTEMsT NCo L ___ _ _ _ _ ._.__ __.. — - / „, 0 Lu O w _- - __. _._ __ _- _. C7 L1J-1 6 in 1 d N F _ -_ __-.__ ___ _ _ - F - I _ — — DRAWN BY SAD WI ._ .. :. _ _. - TOP OF SUBFLOOR SCALE = -C m JD JOB# 1086NCI6-KEYS TOP OF PLATE \ O DATE 06/13/2016 L REVISIONS / \ / \ // \ // \ // BOARD t BATT SIDING :0 / .1:0 ' TOP OF SLAB �� ■ EAST ELEVATION 1 SCALE: 1/4" = 1'-0" SHEET 8 OF 9 PRE-ENG. ROOF TRUSSES / PRE-ENG. SCISSOR TRUSSES 2 X 12 RAFTERS riI1. r [ I 9 i E Y - / L - r r Ir / / ID jd design E. il 1 1 w ) JIM DUNLAP 1 (360) 982-0535 u JIM@JDDESIGNDRAFTING.COM R-38 INSULATION i V/J y _ -- - R-49 INSU -TION 11 LIVING ROOM ENT YI - oL 1 1 L �� J I , III I LOT D , ter- 7 _ J ll' R-30 INSULAl'ION _ CRAWL SPACE I--II JOISTS PER PLAN R-30 INSULATION ote r FAMILY ROOM 1 APPROX. LINE OF \ o •-_- Co NATURAL GRADE /' \ r 111 1 R-2I INSULATION W R-21 INSULATION _,� ��_ r _ IC. � � OVER-FRAMING PRE-ENG. ROOF TRUSSES I I v r - 7 I� lair r L 7 r ix_e12 / R Q BUILDING SECTION A — A Cl) T PRE-ENG. 9assoR TRUSSES f SCALE: 1/4" = I'-0' /R TYP. v x > r a 0 R-381NSULATION t - TOP OF PLATE ; „ 7\\, „ a i '( ?: XY�V&A- X; Z X X�X X x p - re ~ O I 2 0 / 1 I R-49 INSULATION - Lu w X rYP. I IYINGROOMS 'MASTER GARAGE Iz ", W W R-zI INSULATION StER BEDROOM H GIN NGIL 1 0 w Z 0 o � DIF .CT VENT GAS H } p z ,� a / (KITGH BE Q FIR PLACE \ �, y 7 0 N H R 21 INSULATION 3 c w x TOP OF SUBFLOOR -. _ - w (7 N N x I I - t - - - _ _ I r - N I = I I t � z a NuiX \TOP OF PLATE _ „ , __ - - s 0 WI W Z Q EY o w a_ 0 W # LLI -) W Q W U 0-- - JOISTS PER PLAN dm rn .7r1 F Q c r - - z _co FAMILY ROOM BEDROOM 3 BEDROOM 2 (KITCHENETTE BE CND)__ ' IIro O oN LID GRADE R-21 INSULATION \TOP OF SLAB - _ ,e, �1 I I I1 I ad N BUILDING SECTION B - B = 0 SCALE: 1/4" = 1'-0' 12 re l< 7 0 W Z STOP OF PLATE Z I— J i 1 L J O_ (v�^ 1r 0 Q llimi Limo \ / 1 \ --- --- \ / - - RAILING SYSTEM _ -_ v cn —_ W W m - / \TOP OF SUBFLOOR _ '. -.. -_ - _- ..._ DRAWN BY JAD TOP OF PLATE '" SCALE 1/4' = 1'-0" r_ L J L J JD JOB# 1086NCI6-KEYS DATE 06/13/2016 / .to REVISIONS / r 'gyp � o \ \ \ TOP OF SLAB\ f I I A5 . 2 NORTH ELEVATION SCALE: 1/4" = 1'-0" SHEET 9 OF 9 iD jd design HOLD DOWNS A Mark# Type 59'-0" JIM DUNLAP O Simpson MSTC52 - FLOOR TO FLOOR / / (360) 982-0535 14'-e" 20'-e" 1 JDDESI D 25'-0" JIM@ GN G COM 0Simpson MST48 between floors / / - / / -1-0' �'-e" 4-0 4"-4 I/2° 3-0" - 3-0' 5'-1 I/2" 3-6° 9'-0" 1 FLOOR PLAN NOTES O3 Simpson HDU2- SDS2.5 W/SSTB20 & (2) STUDS / / / y / / / / I / / / OR STH RJ % Simpson HDU5- SDS2.5 W/SSTB24 & (2) STUDS 4+-6' • SCLEN DIMENSIONS TAKE PRECEDENCE OVER OR STH RJ / / SCALED DIMENSIONS. VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD. 5 Simpson HDU8- SDS2.5 W/SSTB28 &4x6 POST - ---- -,.. • CONFIRM ALL DOOR, WINDOW, CLOSET, AND ANY OTHER ROUGH OPENING SIZES WITH OWNER/ 66 Simpson HDU14- SDS2.5 W/ SB1x30 $ 6x6 POST \ I CONTRACTOR PRIOR TO WALL CONSTRUCTION. • ALL WOOD IN CONTACT WITH CONCRETE MUST BE O Simpson MSTC72 PRESSURE TREATED MATERIAL USE CORROSION LOT D RESISTANT FASTENERS WHEN IN CONTACT WITH % Simpson HDU11 - SDS2.5 WI SB1x30 & 6x6 POST 's PRESSURE TREATED LUMBER. -� • ALL EXTERIOR WALLS TO BE FRAMED WITH 2 X 6 % Simpson STHDI4RJ(r{ IDuk-mzo STUDS AT I6" O.G. AND SHEATHED WITH T/16" 0515. \% DECK m STUDS PLYWOOD OR BETTER WITH 15# BUILDING PAPER. % Simpson STHD14 \ \ COVERED -0 • ALL INTERIOR WALLS TO BE FRAMED WITH 2 X 4 STUDS AT IS" O.G. AND SHEATHED WITH I/2" GYPSUM WALLBOARD UNLESS NOTED OTHERWISE. 11 Simpson EPB86 � ��9BR • ALL GLASS TO HAVE LOW E (0.40)GLAZING. GLAZING � � -ro � IN HAZARDOUS LOCATIONS TO BE TEMPERED PER 12 Simpson EPB66PHDG .K& fillIRG SECTION R308. SEE R305.4 FOR DEFINITION OF qQ 3066 PIC 12080 DBL SL DR , sass PIC HAZARDOUS AREAS. p \ \ `------t�` •! =.1- I I 1 r � I i \ \ \ \ PROVIDE SMOKE DETECTORS ON OR NEAR THE -p �� CEILING OF EACH FLOOR, IN ALL BEDROOMS, AND 1) Stronger hold downs can be used in lieu of these. AI 950 CSMT T950 PIG 2950 CSMT r` pp Q\�( t m m JUST OUTSIDE EACH BEDROOM. SMOKE DETECTORS N _ 3080 r' it ii lr^ y-3�� �T y„ `•U)`^p `6�-{-.p7 �KSP• m TO BE WIRED TO THE ELECTRICAL SYSTEM WITH 2) See Simpson Wood Construction Connectors book for proper installation. EGRESS \ \ =3'14=3�mJ ' / -?WIZ , I 3� BATTERY BACKUP ORC R311.1 a R311.2). W 3) 3x sill requires "SSTBL" hold downs where "SSTB" are tabled above. Z I Lp \ • BEDROOMS TO HAVE AT LEAST ONE WINDOW MEETING 4) IF PONY WALL IS BELOW STHD, USE EQUAL OR GREATER PHD m ,�/ O THE FOLLOWING CONDITIONS WINDOW SILLS TO BE v r Cl WITH WALL IS AND COUPLER. W WITHIN 44" OF FINISHED FLOOR WITH A NET CLEAR T„ OPENING OF 5.1 SQ. FT. MIN. THE OPENING TO HAVE 'n - V MIN. CLEAR OPENING HEIGHT OF 24" AND WIDTH OF �/Gy�, DINING s \ 20" (IRC SECTION R310) �✓/ AI (3)2020 PIG FREE-STANDING ���/// �(M • ALL SHOWER AREAS TO BE FINISHED WITH A SMOOTH, W GAS FIREPLACE r13-1 CC �` a I I I I \ I' q HARD 4HON-ABSORBENT MATERIAL TO MIN. 12" MASTER m LIVING ROOM 3 `' ABOVE DRAIN INLET. THIS MATERIAL TO BE IO _ _ • .� Q INSTALLED OVER WATER RESISTANT PLASTER BEDROOM r 0 BOARD. Q 'R"� • LIMIT WATER FLOW IN SHOWERS TO (3)GPM. /R / / GAS FIREPLACE DIRECT-VENT gg • TOILETS TO BE LOCATED IN AREA WITH MIN. 30" \ GAS FIREPLACE U ! WIDTH OF TOTAL FINISHED CLEARANCE, AND HAVE II'-6` 3-3" Z ! CLEARANCE OF MIN. 21" IN FRONT OF TOILET. TOILETS H SHEARWALL SCHEDULE ° lM O t0 BE UNITED TO L6 GALLONS PER FLUSH. dip/ / r m 0 1. Qi''D m -H W I s PROVIDE ATTIC ACCESS WITH REMOVABLE PANEL y Mark# Sheathing Nailing Notes 2868 i \ r- WITH MIN. 22" X 30" OPENING AND 30" Q �.—�J L- �.. 'el r UNOBSTRUCTED HEAD ROOM. FRAME WITH 2 X 12 C_ OIl 7/16"Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 6" 1,2,6,9 _ 2 X 4 SKYLIGHT DW - ,' n MEMBERS. or Structural Grade II CDX plywood o,c.panel edges, 12"o.c.field .,' u ~ 2-0` \- • PROVIDE EXHAUST FAN IN KITCHEN AT MIN. 100 CFM >- ^SD/CO/ / 'Si AND BATHROOMS AT MIN. 50 CFM. ALL FANW AND 0 7/16"Structural Grade II OSB 1 FACE 8d Common ors, 1 Box @ el 2, 3,6,9 v in %- DRYER EXHAUST TO BE VENTED TO OUTSIDE OF N 0 2 or Structural Grade II CDX plywood o,c.panel edges, 12"o.c.field .. iasa BARN DR. GUARDRAIL OR HALF-WALL RESIDENCE. w m O ww \ I c I 00 \ J M • PROVIDE 1-HR. FIRE-RESISTIVE CONST. 5/8" TYPE 'X o Z ® 7/16"Structural Grade II OSB 1 FACE 8d Common ors,10d Box @ field 2, 3,7,9 ' - N- L - O O ` �s GWB. ON GARAGE SIDE TO ROOF SHEATHING FOR woo W u or Structural Grade II CDX plywood o,c.panel edges, 12"o.c.field p d (, ' GARAGE FIRE SEPARATION (IRC R309.1). N 7/16"Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 2" 2,3,4,g,g I .-- U I r EX _ r ▪ DOOR BETWEEN HOUSE AND GARAGE TO BE I-I/2" cn l u w MASTER 1 o O or Structural Grade II CDX plywood o,c.panel edges, 12"o.c.field 3'_4, U THICK SOLID CORE, 20-MIN. SELF-CLOSING r o z 4 s La aJ CLOSET AN / / 9 \- FIRE RATED DOOR. cc ± O N 7/16"Structural Grade II OSB 2 FACE 1 dt \ `� CD ▪ PROVIDE FIRESTOPS AT ALL APPLICABLE ( Z 8d Common or 10d Box @ 4" w LOCATIONS, INCLUDING HOLES AND ANY OPEN AREAS. z 2, 3,4,8,9 �� -� Ow X � cm O or Structural Grade II CDX plywood o,c.panel edges, 12"o.c.field ° KITCHEN I cJ J w X 5? -- m I • ALL ELEMENTS AND SWITCHES FOR FURNACE AND 3 Z CO Q < X 6 7/16"Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 3" 2,3,4,8,91. , 1�(Vt I2 X WATER HEATER TO BE IS" MN. ABOVE SLAB. w Z rn en - x Oor Structural Grade II CDX plywood o,c.panel edges, 12"c.c.field (ID \ ` I , \ Atkin B / 3 91 / u •'� ALL BEAMS g HEADERS TO BE 4 X 8 D.F. #T U.N.O. z cr o a I SKY. # 7/16 Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 2" 2 3 q 8 g \ \ \ 3 O w o 00 Lu J ' II 7 L -� o,c. panel edges, 12"o.c.field ~ l/ \J — or Structural Grade II CDX plywood Q \ / Q 2468 w E a ~ 0 STAIR NOTES Q Y z ct SHEARWALL NOTES: m n / 9_e' M / s-6 0 s� \ \ m z -CO a o. a 0 '� a EX. 0 co POWDER '� / w • STAIRS TO BE FRAMED WITH MIN. (3)2 X 12 1.ALL EXTERIOR WALLS TO BE TYPE 1O U.N.O. /� MASTER BATH X. s ;� a PA RY STRINGERS, ONE AT EACH SIDE AND ONE AT CENTER. 2.BLOCK ALL PANEL EDGES ,o AN m d' PROVIDE FIRE BLOCKING BETWEEN STRINGERS AT 3.PROVIDE NOMINAL 3x FRAMING AT ABUTTING PNL. EDGES RECEIVING EDGE NAILING O1 \I `r \ d a TOP, MIDDLE AND BOTTOM, AND BETWEEN STUDS to ALONG THE RUN OF THE STAIRS. 4.PROVIDE 3x SILL PLATE — 2668 �� \ • MINIMUM HEADROOM CLEARANCE TO BE 6-8"' 5.OFFSET PANEL EDGES \ I • \ \ VERTICALLY ABOVE TREAD NOSING TO NEAREST 6.PROVIDE 1/2"A.B.@ 48"O.C.W 1/4"x 3"x 3"PLATE WASHERS,OR(2) 16d @ 8"O.C. OBJECT ABOVE. 7, PROVIDE 1/2"A.B.@ 24"O.C.W 1!4"x 3"x 3"PLATE WASHERS. a 9"-5 I/2"' 3'-5"' ' 6-0 I/2� 4"-6 I/2" 2=4 1/2" 8'-2"' j S.PROVIDE 1/2"A.B. @ 12"O.C.W 1/4"x 3"x 3"PLATE WASHERS. S/ / ,q ;n / / y • STAIRS TO HAVE MAX. RISE OF 1-3/4" AND MIN. RUN m LAUNDRY `° Z ,c;, OF 10" WITH NOSING OF I" TO I-I/2". NO RISER TO BE 9.STUDS SHALL BE SPACED NOT MORE THAN 16"O.C. ENTRY Q LESS THAN 4". DIMENSIONS 6ETWEEN RISE AND RUN EX. m s \ 3 STEPS AS NEEDED r cWOLE HOUSErAN \ so r ARE NOT TO VARY MORE THAN 3/8". J ,�l r • ENCLOSED USABLE SPACE UNDER STAIRS TO BE W) ip I-HR. FIRE-RESISTIVE CONST. 5/5" TYPE 'X' GWB. Ntill SELF-CLOSING 20 MIN. I- 2 �J-/ I W Oi r in , I OFFICE _ Z < STAIRWAYS WITH 4 OR MORE RISERS TO HAVE Ai /// Z RATED DOOR AI' ilk LEAST ONE CONTINUOUS HANDRAIL AT 34"' - 38" Loc: - W' QABOVE TREAD NOSING WITH ENDS RETURNED TO .I a 3080 - I s \ TERMINATE INTO WALL OR NEWEL POST. `\// + ( 'a 762 WN 1616 PIG 2626 AdJN ( t O • HANDRAILS TO HAVE GRIP PORTION NOT LESS THAN11 CM cm " �ei „ �-, /A `m 1-1/4" OR MORE THAN 2" IN CROSS SECTIONAL I C_\5/j 5 j ('2\ r I� Y 'm DIMENSION WITH I-1/2"' BETWEEN WALL AND HANDRAIL II 0 \ '' C I I I I CZ Oli. \ \ '0\ O �^ \ TES=� 2646 PIG T646 PIG GUARDRAIL NOTES O m O �� • ALL UNENCLOSED FLOORS, LANDINGS, BALCONIES OR s PORCHES THAT ARE MORE THAN 30" ABOVE GRADE OR FLOOR BELOW SHALL BE PROTECTED BY W•s A GUARDRAIL THAT IS MIN. HEIGHT OF 36". • OPEN GUARDRAILS SHALL HAVE INTERMEDIATE RAILS O 9-0" SUCH THAT A 4" DIA. SPHERE CANNOT PASS Ft71 a_,� / / THROUGH AT ANY POINT. 16' W X 8" H O.H. DOOR • GUARDRAILS SHALL BE ATTACHED TO THE to \ \ \ I) \ • J \ \ \ STRUCTURE IN SUCH A MANNER TO WITHSTAND A al LU SINGLE CONCENTRATED LOAD OF 200 LBS. APPLIED w IN ANY DIRECTION AT ANY POINT ALONG THE TOP. 0 L IC-6' 11'-6" 2'-3 I/2" 4'-0" 4'-0" 2'1"' 2,_g„/ / / / / / / / / / / / 2-0" 12'-101/2" 2-41/2" 1-9 DRAWN BY JAD / / / / I / 2" I I/2'" 2 1 1/2" Sin REVISED 23-e'" SCALE I/4" = ILO' I / / / / / / _ JD JOB# 1086NCI6-KEYS DATE 05/23/2016 59-0" / / etrikt:41++ REVISIONS O :t11 PI ViteP MAIN FLOOR PLAN ill:�. , 41C- \ORTH / SCALE: I/4" = I' 0" to -n-z°IA31 . SHEET 3 OF X ndesi. /¶\ .J g JIM DUNLAP (360) 982-0535 JIM@JDDESIGNDRAFTING.COM A / II'-51/2" / -11" / 20'-3" / ENERGY CODE NOTES • CONTRACTOR TO ADD ADDITIONAL FRAMING OR 5-9 3/4" 51-1 3/4" t 2-4 I/2" 5-3 3/4" 5t-1 I/4" 3-3" 51-9" 3-6"/ y / / / / BLOCKING AS REQUIRED TO MEET CURRENT ENERGY '.. i / / / / CODE REQUIREMENTS. - • AIR LEAKAGE. SOLE PLATE IS TO BE CAULKED OR . 1 GLUED TO FLOOR. RIM JOIST BETWEEN STORIES TO BE CAULKED/SEALED. ALL HOLES IN BUILDING ENVELOPE ------IL ARE TO BE CAULKED/SEALED INCLUDING BUT NOT \ - PETTED TO ELECTRICAL PLUMBING I HESAC LOT D _ PENETRATIONS. OUTLETS, SWITCH BOXES AND -� RECESSED FIXTURES ON EXTERIOR WALLS OR CEILINGS ARE TO BE CAULKED/SEALED WITH APPROVED L. ...__.__._.._ SEALANT, OR HAVE FOAM GASKETS INSTALLED. ALL RECESSED LIGHTS ARE TO BE IC RATED, AIR TIGHT $ SEALED TO SURROUNDING GWB. ROUGH OPENING • LIVE OF DECK ABOVE • AROUND ALL WINDOWS $ DOORS TO BE SEALED/CAULKED. • ALL CEILING EXHAUST FAN DUCTING TO BE INSULATED S POSSIBLE, ', _I AS AND PERO TERCODE, TO MINATE ATE THE FEW BENDSEXTERIOROFT HE BUILDING. • INSULATION TO FILL ALL EXTERIOR WALL CAVITIES. DO LINE • OF CANT. ABOVE y NOT COMPRESS. CUT TO FIT AROUND WIRES, PIPES OUTLET BOXES. �3 -- - HABITABLE SPACE TO HAVE SEALED JOINS, CORNERST Co_ • ALL HVAC DUCTS INSTALLED TSIDE THE : r S BOOTS, AND INSULATED IN ACCORDANCE WITH WSEC W 2 i / Z 2012 EDITION SPECIFICATIONS C'WSEG 2012"). �-� 6040 SL A © 6040 SL 'L.J (3)3050 PIC 6 \ \ ,b, _ \- s. 3053 �� \ \ \ • A ONE PERM OR LESS VAPOR RETARDER CIE: KRAFT 40 ' Q. „1/4 .. EGRESS L EGRESS \. f r PAPER, PVA PAINT, ETC.)IS TO BE INSTALLED ON THE tp 'C IrIt1 k I'm WARM BIDE OF ALL INSULATION. LL m VF /,�, Z"�.11 ALL RECESSED LIGHT FIXTURES IN THE THERMAL CC _ v {� s \ SO LABELED, OR SEALED AROUND THE EXTERIOR IN AN N s - APPROVED MANNER TO BE AIR TIGHT. IJJ m 0 s s C Z �:, • ALL WATER PIPES IN UNHEATED SPACES TO BE fin 6�'. m INSULATED IN ACCORDANCE WITH WSEC 2012. r Q \ BEDROOM 3 =,0 .4 -�� • EXTERIOR DOORS TO BE ADJUSTED SO O - - _ S WEATHER-STRIPPING, THRESHOLD, ¢ DOOR SWEEP ARE T 1i• FAMILY ROOM • O WORKING PROPERLY SEAL WELL im m BEDROOM 2 Q W BLOWN IN ATTIC INSULATION TO BE INSTALLED IN STRICT Z n CONFORMANCE WITH MANUFACTURERS = f� } S . -'. s RECOMMENDATIONS FOR DENSITY S COVERAGE. O nu S m . N •1 _ PROVIDE VENT BAFFLES AS REQUIRED g INSULATE ; Q 0 �0 0 Tn \ 0 _ WEATHER-STRIP ATTIC ACCESS DOOR. n �D , PROVIDE MAKEUP AIR WITH FRESH AIR DUCTED C DIRECTLY INTO THE RETURN AIR PLENUM OF THE �� EM. INSULATE THE IN m sew- 266a \ KITCHENETTE ! m TO WSECFURNACE 2012.TPROVIDE DAMPER TOTREGULATE ACCORDANCE O O n INCOMING FRESH AIR. (� °T -4 31-6" • 1 .Er • ALL GAS COMBUSTION APPLIANCES, EXCEPT STOVES 6 Z u W 35 �7 .SD `4 ,.SD I ,� O Q CLOTHES DRYERS, TO HAVE COMBUSTION AIR DUCTED O Z Ir cket-✓�1 `' l'J r�r u ` nQ (UIS - �IIL REF DIRECTLY TO THEM. p o uj BEARING WALL... �r� J Lac G. 'J i�"�f l _l BEARING WALL 0 C.�O �II • ALL COMBUSTION EXHAUSTS TO BE SEPARATED BY A Z w `i y --� - a 1 L� \ r _ �l N. MIN. 3 VERT. B 10� HORIZ O ,, Z � 4' / -_-_ l I 2 X 6 EX. V H EX BEANGWALL FAN J> STAIRCI .n0 CV BV✓ATH 2K .� STORAGE `"\ O w �- x 1 zin / WHOLE-HOUSE 1 x Q MEGH. \ 2363 BONUS m H r/ \lUNFINISHED w w ai x R 0 O 1 p,J i 468 FURN. B HW IL' - r VENTILATION (\J�, W l J \ ? O al ONE OF THE FOLLOWING METHODS WILL BE USED TO MEET cc) in W Z 0 o w "I I LINEN '� 3 THE REQUIREMENTS OF THE WASHINGTON STATE VIAQ -wj w Q w U 0 \ .m \ _ AND WSEG CODES o Q > f- Z Q —� am Z ina � ' k \ _\ `: ' - ., - \ \ PERFORM DOUBLE DUTYO AS A ROOM SPOSE EXHAUST FAN,TUFAN, IS HICH AN t k REQUIRED. FAN MUST BE CONTROLLED BY TIMER SET TO R Y. THE CFM r t . _ OPERATE CAPACITY MOF IN.AN MUST BE 0RS E 5 W.G. AND HAVE MAX. CRAWL SPACE , ACCESS SONE (NOISE)RATING OF 1.5. MIN. SIZE OF FAN MUST BE .� 2-I t" 3-6 I/2" 5-5 I/2" 12-II 1/2" 11'-1" 105 CFM. (WA VIAQ 303.4.1) (B). FRESH AIR WILL BE CIRCULATED BY THE CENTRAL FORCED AIR FURNACE SYSTEM. FURNACE MUST HAVE FRESH AIR INTAKE DUCT AND BLOWER MUST BE \ - CRAWL SPACE ACTIVATED BY TIMER TO CIRCULATE DAILY. CV Z I - INSULATION VALUES _- WALLSas ABOVE GRADE BELOW GRADE R-21 R-21 CC \ s^ CEILING - FLAT VAULTED R-49 R-343 O L -inI FLOOR r ell \ \ CRAWL SPACE SLAB ON GRADE R-30 R-10 ILL CC A Z W E EE LINE OF GARAGE ABOVE Q L J �� REVISED 0 I I 8-61/2" 2'-O" 23-51/2" 2-0" 1-0" 2'-e" DRAWN BY JAD / / ,I+ / / / / SCALE 1/4" = I'-0" 45'-0" JD JOB# 1086NC16-KEYS / / DATE 05/23/2016 a-, REVISIONS ,.'':w.t:, t5 SC 31 e LOWER FLOOR PLAIN '\" •4. `SCALE: /[,' 0" ,, :, s. it 'eh' ALev A3 • 2 Ga - z7-2Di6 SHEET 4 OF X