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Home My WebLink About148 TAMARACK AVE; ; PC2019-0009; Permitcity of PERMIT REPORT Carlsbad IlfJ1Jj Ilk IjTJjjJ Print Date: 06/02/2022 Permit No: PC2019-0009 Job Address: 148 TAMARACK AVE. CARLSBAD, CA 92008-4059 Status: Closed - Finaled Permit Type: BLDG-Plan Check Work Class: Residential Parcel 4t: 2042530700 Track #: Applied: 04/02/2019 Valuation: $0.00 Lot #: Issued: 04/30/2020 Occupancy Group: Project 4*: DEV2016-0047 Finaled Close Out: 04/01/2022 #of Dwelling Units: Plan 4*: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check 1*: Inspector: Plan Check 4$: Final Inspection: Project Title: 148 TAMARACK AVENUE Description: PINPOKINTR: 2,152 SF LIV SFD WITH 200 SF DECK, 100 SF PATIO, & 631 SF GARAGE 1/ 700 SF ADU WITH 266 SF DECK FEE AMOUNT MANUAL BUILDING PLAN CHECK FEE $1,372.56 Total Fees: $1,372.56 Total Payments To Date: $1,372.56 Balance Due: $0.00 1635 Faraday Avenue I Carlsbad, CA 92008-7314 442-339-2719 1 760-602-8560 f I www.carlsbadca.gov RESIDENTIAL City Of BUILDING PERMIT llonoeck Est. Value APPLICATION PC Deposit Cdhsbad B-1 Date Job Address(&I 11> RAdI< MfENV Suite: APN: 2 f cT/Project#: Lot #: Fire Sprinklers: ØVES 0 NO Air Conditioning: 'YES Q NO Electrical Panel Upgrade: OYES 0 NO 2,, UZ Living SF, Deck SF, Patio SF, Garage SF Is this to create an Accessory Dwelling Unit? 0 Y O N New Fireplace? 0 Y 0 N, if yes how many? 0 Remodel: SF of affected area Is the area a conversion or change of use ?OY ON O Pool/Spa: SF Additional Gas or Electrical Features? Osolar: KW, _____ Modules, Mounted:ORoofOGround, Tilt:O vON, RMA:OYON, 8attery:OY ON, Panel Upgrade: Cv ON 0 Reroof: 0 Plumbing/Mechanical/Electrical Only: 'a IZtOther: TO APP flcOV ED ULDit' PL4W APPLICANT (PRIMARY CONTACT). PROPERTY OWNER Name: OC,_Qf'J btflON Name: P.IifrN P1 Al POI("V Address: 'V/4VJ&_/&V'.i Address: 207MMZ./ VI.WA/ City: WArn1NAt._II7 State:t'AZip: I'ISO City: dk1?kD State:Azip: "17O 09 Phone: (11'0 Phone: (6O1 2 3&L Email: s)2, Email: DESIGN PROFESSIONAL CONTRACTOR BUSINESS Name: TF PA$fAL1P. Name: O%AC Cc%(QIC-1Ov Address: Po B&)( 230L3Z. City: E1Cl 4A3 State.--d/,4 Zip: "1W 23 Phone: (bit ) O Email: PMC-, Wr Architect State License: ( Address: 'c' -' City: p Øfle:Lfq) 2 Email: 0054 State License: jState:C Zip: ' oc (o VIA • I r.; ñus. License: (Sec. 7031.5 Business and Professions code: Any City or county which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's license Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$5001). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 8-1 Paqe I of 2 Rev. 06/18 (OPTION A): WORKERS'COMPENS lION. DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: 01 have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co pany ame: A/A Ti Ct*L .-i .kII Li 1, L I b/~ (fR Policy No.A W(O Zi "10 Expiration Date:> 0 0 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to be come subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for In Section 3706 of the Labor Code, interest and attorney's fees. CONTRACTOR SIGNATURE: EIAGENT DATE: 4 (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: Dl, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). DI, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License law). 0I am exempt under Section __________Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. OYES c NO I (have! have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone! type of work): OWNER SIGNATURE: LIAGENT DATE: CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: Lender's Address: Is the applicant or future building occupant required tosubmit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? • Yes I No Is the applicant orfuture building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes / No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes/No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINSTSAID CI1Y INCONSEQUENCE OF THE GRANTING OF THIS PERMITOSHA: An OSHA permit is required for excavations over 5'(Y deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official underthe provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 1daysfrom the date of such permit or if the building orwork authorized by such permit is suspended or abandoned at anytime after the work is commenced for a perlo k , i8o 4ys(S ctk>n 196.4A Uniform Building Code), APPLICANT SIGNATURE: DATE:_______________ 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Sui)ding@carlsbadca.gov B-i Page 2 of 2 Rev. 06/18 SPECIAL INSPECTION AGREEMENT B-45 PcyJ1QPL ent Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of theCalifornia Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. Project/Permit: t ftC ft14 Aw r4 j Project Address:_ cI( AV6tJVf, (!4'ttS r3PiP ' 2 00 THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder Q. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please (First) (Last) Mailing Address-, 2011 -10AS A zuzu En1alLpOd,0 $I It : 2. I am: Property Owner UProperty, Owner's Agent oR cP"OtMect of Record UEngineer of Record State of California Registration Number: Expiration Date: AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have road, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections .oi-the approved plans and, as required by the California Building ode, Signature Date /0,01,0 CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor / builder I owner-builder. — — Contractors Company Name: C CO I Q-U Ci (OVTh Please check if you are Owner-Builder Name: (Please print) ° (4' CTh2u% (First) (MI.) (Last) Mailing Address:_LJ7T i\I(TIOvt.L C'1TiJA Email: _ EG VQI L _c014 Phone: z7 q, State of California Contractors License Number: ') _(i'D Expiration Date: f3f)43.I 1 acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractors) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. I will orovide a final report/ letter in compliance with CBC Section 1704.1.2 prior to reauestingfinal ins ec on. Signatur~_~_U_ k:c _.Date: It L4 _ B45 Page 1 of 1 Rev. 03/20 Eagle Special Inspections, Inc ACI - ICC P0 Box 2276, Vista, CA 92085 (760) 716-0244 Email: mikeeagleinsp.com DAILY OBSERVATION REPORT Job Address 148 Tamarack Ave Permit No. PC2019-0009 Job Name Tamarack Residence Plan N File o. Issued by Carlsbad Architect Engineer Mike Suprenant Contractor Subcontractor OMC Material Description Pregrout Samples "x " Qty DESCRIPTION OF WORK OBSERVED Pregrout observation for the final lift of CMU wall at ADU per 12/SD6. CMU wall constructed to full height per the detail except as noted below. Bar size, spacing, quantity, lap and clearance verified. Joints struck tight and within tolerance. Cells clear of excess debris. Final course of block and horizontal reinforcement is in progress. Anchor bolts to be set at the time of grout placement. Both items to be verified complete at the time of grout placement I hereby certify, that at the time of this report, I have observed all of the above reported work, unless otherwise noted. To the best of my knowledge and belief, I have found this work to comply with the approved plans, specifications and applicable sections of the building code as it applies to the jurisdiction where the project is located. This report cannot be construed to be a recommendation of work, of any nature, to be performed. The Owner, or a successor in interest, shall hold harmless Eagle Special Inspections, Inc from any and all legal proceedings, of any nature whatsoever, that are related to the observation services provided. TIME IN I TIME OUT I MIN FEE I DAILY FEE I OT HRS I DT HRS Inspector Michael DuT Signature SD 824/ICC 8206178 Specialty License No. 4 hr Approved By: Eagle Special Inspections, Inc ACI - ICC P0 Box 2276, Vista, CA 92085 (760) 716-0244 Email: mikeeagleinsp.com DAILY OBSERVATION REPORT Job Address 148 Tamarack Ave . Permit No PC2019-0009 Job Name Tamarack Residence Plan N File o. Issued d b I Carlsbad Architect Engineer Mike Suprenanat Contractor Subcontractor OMC Material Description Pregrout Samples "x " Qty DESCRIPTION OF WORK OBSERVED DATE: 08/24/2020 Pregrout observation for CMU wall at ADU per 12/SD6. CMU wall constructed to 4' lift height per the detail except as noted below. Bar size, spacing, quantity, lap and clearance verified. NOTE: Additional #5 horizontal bars added Cleanouts at the bottom course being put in to clear remainder of mortar debris. Noted cells on the end of the wall has been filled with concrete / I hereby certify, that at the time of this report, I have observed all of the Inspector above reported work, unless otherwise noted. To the best of my knowledge and belief, I have found this work to comply with the approved plans, specifications and applicable sections of the building code as it applies to Signature the jurisdiction where the project is located. This report cannot be construed to be a recommendation of work, of any nature, to be performed. The Owner, or a successor in interest, shall hold harmless Eagle Special Maso.n Inspections, Inc from any and all legal proceedings, of any nature whatsoever, that are related to the observation services provided. Specialty Michael DuT SD 824 / ICC 8206178 License No. TIME IN ITIMEOUT1 MIN FEE IDAMYFEEI OT HRS I DI HRS 4 hr Approved By: MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers STRUCTURAL CALCULATIONS (Structural Corrections & Revisions) Project: Single-Family Home 148 Tamarack Avenue Carlsbad, California 92008 Prepared for: Jeff Parshalle P.O. Box 230132 San Diego, California 92023 Project No.: 17144 Date: May 1, 2019 1, Op 9975 Businesspark Avenue, Suite A San Diego, California 92131 Tel. (858) 693.0757 • Fax. (858) 693.0758 Mike Surprenant J T4MC? (e1(Ocfr c & Associates Sheet No. of___________ Consulting Structural Engineers Calculated by ' t Date Checked by Date Scale Correction Response Ci Correction #17: E.O.R. has reviewed roof framing direction above Dining Room at main residence and does not see any issues. Sheet S-5 shows the framing of the main roof while details 4 and 5 on sheet SD-3 show how the lower shelf is to be framed. ci Correction #18: All guardrail details are to be located on architectural sheet A- 7.0. Additionally, E.O.R. has coordinated with Architect to ensure the pony wall connection to framing is capable of resisting the code required loading. See attached calculations for pony wall and updated architectural sheet A-7.0 for the pony wall connection. Li Correction #19: Loading from DB-3 was not included in calculations for beam FB-6 to be more conservative as it is an uplift force which would help the cantilever. However, see attached revised calculations showing the added reaction from beam FB-4 to FB-6. Correction #20: Beam DB-1 can be found at the ADU on sheet S-5 along gridline 2. i Correction #21: Framing information for ADU stairs is already on plans and can be found in the framing legend at the top center of sheets S-4 and S-5. Per the legend, 2x14 stringers are to be used at 8 inches on center. u Correction #22: Based on the review of the architectural plans, only an exhaust fan will be located at bathroom 3. E.O.R. does not feel this warrants the need to show ceiling framing as the load for an exhaust fan is negligible. However, a ceiling joist schedule has been added to sheet S-5. u Correction #24: Note has been added to plans. See revised sheet S-3. o Correction #25: Ultimate wind speed of 110 mph was already used and can be found on page 59 of previously submitted calculations and also on sheet S-2 of the structural plans under "Structural Design Basis." Note: calculations and plans use the word "Design" rather than "Ultimate," but it indicates the same thing. f: \c;lc id 1p!at\corIcct1on response W vili~~i =1111P1111 111-11 Mike Surprenant & Associates Consulting Structural Engineers job p 41. Sheet No. __of Calculated by Date Checked by Date Scale Correction Response U Correction #26: Per notes #4-6 on sheet S-2 under "Special Inspection Summary" a special inspection is not required when the welding is done in an approved fabricator's shop. All details showing steel also have a note at the top right or left corner stating that all welding is to be done in an approved fabricator's shop. Revision Response Revisions: Subsequent to submittal, the several walls and rooms on the architectural plans were revised. The structural plans have been revised to match and where needed, revised calculations have also been provided. 1: \cu]c teinpbies\correctton icspoiisc JOB - MIKE SURPRENANT & ASSOCIATES SHEET NO. __________________________ OF______________________ Consulting Structural Engineers CALCULATED BY I DATE CHECKED BY DATE SCALE 234 5 S 17445 781 234 56 7 6 1 2 34 36 7 6 1 22 4 5 578 1 174 36 78 7 2 34 56 'a 4 23 24fl*IL0iu1'i PZ 2A ID c4ecP( __up(rzr (14htAtç MoAJ MCuT (,_) T (zoo Lkr)(4t') 0 1 Val t6 IbVL \ ___ — —CL (ZL44r) 106 '(c ic tt\f ' 0 / / . Sot ArLtckj (Gao Leto I Is -1 0 irc H -titJ14efL M' fl O6flfll I7T 167 MIKE SURPRENANT 4 & ASSOCIATES &4EENO._____________________ ______________ Consulting StrUctUral Engneers CALCJLA1EI) EY DATE________________ CHECKED BY DATE SCALE LEVEL: ME4B.ER . . SPAN= ' FT o VN!fliAT) O POINT LOAD (CENTERED) CUSTOM LOADING (SEE DIAGRAM) ( 16o L\ pi R1 = 11 lbs R= lbs = .. ., - lbs E = - ksi Ms1A USE: 6K4 1PADE: C:_____ H ALT: GRADE- c: LABEL: SPA= 'Fr. tk ........... El POINT: LOAD (CENFERED) 0 CUSTOM LOADING (SEE DIAGRAM) w1= () 69 tb PI USE: __ i(RADE:f C: ALT; .GRADE C: LABEL: SPAN= 55 FT. ER UNiFORM LOAD El POINT LOAD (CENTEREb) 0 CUSTOM WADING (SEE DLGRAM) w2 .P2 USE: jGRADE: C: ALT: GRADE: C RL = 3s_lbs R= lbs VMAX = lbs E =ksi MMAN \1t ft-lbs 11u0'D =-- ill qll cl) L RL I lb, V&&x : lito lbs E = MMAX= LI& _ft-lbs ljto'n = i-in4 Service loads entered. Load Factors will be applied for calculations. Engineer: JZ Project ID: 17144 e- Mike Surprenant & Associates Project Title: Tamarack Residence Project Descr: Sheet .) of______ Printed: 29 APR 2019, 2:53PM Wood Beam File = F:\Pm 017\17144-Tam -Pars atefl3-EngineeiingtCa TerrTnarcec6. SoflwaecopyiightENERCALC, INC. 1983-2018, Build, 10.18.12.13 Description: RB-i (Rev. 4-29-19) CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 1,350.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,350.0 psi Ebend-xx 1,600.Oksi Fc - Prll 925.0 psi Eminbend - xx 580.0 ksi Wood Species :Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade No.1 Fv 170.0 psi Ft 675.0 psi Density 31.210pcf Beam Bracing . Beam is Fully Braced against lateral-torsional buckling 0(0.128) Lr(O.16) 5.50 X 3.50 Span = 3.0 ft Applied Loads Beam self weight calculated and added to loads Uniform Load: D=0.1280, Lr= 0160, Tributary Width= 1.0f1, (Roof, DESIGN SUMMARY 'Maximum Bending Stress Ratio 0.1391 Maximum Shear Stress Ratio - Section used for this span 5.50 X 3.50 Section used for this span fb : Actual = 351.26psi fv: Actual FB : Allowable = 2,531 .25p5i Fv : Allowable Load Combination +D+Lr+H Load Combination Location of maximum on span = 1 .500ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.009 in Ratio= 3859 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.017 in Ratio = 2113 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 _1 0.130:1 5.50 X 3.50 = 27.67 psi = 212.50 psi 4O4J+H = 0.000ft = Span #1 Load Combination Max Stress Ratios Segment Length Span# M V C C FN C i Cr Maximum Forces & Stresses for Load Combinations Cm C t CL Moment Values M fb F'b V Shear Values fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.087 0.082 0.90 1.500 1.00 1.00 1.00 1.00 1.00 0.15 158.90 1822.50 0.16 12.52 153.00 +0+L-+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.oft 1 0.078 0.074 1.00 1.500 1.00 1.00 1.00 1.00 1.00 0.15 158.90 2025.00 0.16 12.52 170.00 +O+Lr#I 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.Oft 1 0.139 0.130 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.33 351.26 2531.25 0.36 27.67 212.50 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.Oft 1 0.068 0.064 1.15 1.500 1.00 1.00 1.00 1.00 1.00 0.15 158.90 2328.75 0.16 12.52 195.50 4040.750Lr40.750L.H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.oft 1 0.120 0.112 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.28 303.17 2531.25 0.31 23.88 212.50 O-'0.750L40.750S+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Mike Surprenant & Associates Project Title: Tamarack Residence Engineer: JZ Project ID: 17144 ' Project Descr: Sheet 7 of Printed: 29 APR 2019, 2:53 PM Wood Beam File F:\Pme 017\17144-Tamk--ParsI1I\03-En9ineesing\Calc Ternates\Tamak.ec6 Software corviiahl ENERCALC, INC. 1983-2018, Build:10.18.12.13 Description : RB-I (Rev. 4-29-19) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t CL M lb F'b V lv Fv Length =3.0ft 1 0.068 0.064 1.15 1.500 1.00 1.00 1.00 1.00 1.00 0.15 158.90 2328.75 0.16 12.52 195.50 4040.60W.*4-1 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengih=3.0ft 1 0.049 0.046 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.15 158.90 3240.00 0.16 12.52 272.00 40+0.70E+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.01t 1 0.049 0.046 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.15 158.90 3240.00 0.16 12.52 272.00 +D'0.750Lr+0.7501-+0.450W41 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.011 1 0.094 0.088 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.28 303,17 3240.00 0.31 23.88 272.00 +O#0.750L-'0.750S.0.450W41 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.0ft 1 0.049 0.046 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.15 158.90 3240.00 0.16 12.52 272.00 4O40.750L-.0.750S+0.5250E# 1.500 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length =3.0ft 1 0.049 0.046 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.15 158.90 3240.00 0.16 12.52 272.00 +0.60040.60W40.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.01t 1 0.029 0.028 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.09 95.34 3240.00 0.10 7.51 272.00 40.60D+0.70E40.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.Oft 1 0.029 0.028 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.09 95.34 3240.00 0.10 7.51 272.00 Overall Maximum Deflections Load Continatlon Span Max. - Dell Location in Span Load Combination Max. Dell Location in Span -'OsLr41 1 0.0170 1.511 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.438 0.438 Overall MiNimum 0.240 0.240 -.041 0.198 0.198 4041+l-1 0.198 0.198 -.O4Lr-.41 0.438 0.438 -sD+S-.H 0.198 0.198 -.O40.750Lrs0.750L-4i 0.378 0.378 -.D+0.750L+0.750S-.+I 0.198 0.198 -.0-.0.60W41 0.198 0.198 +0+.70E+H 0.198 0.198 +0-f0.750Lr.0,750L40.450W'H 0.378 0.378 -.O-.0.750L-.0.7503-.0.450W#1 0.198 0.198 +0.750L-.0.750S...5250E-'41 0.198 0.198 .0.60D-.0.60W-.0.60H 0.119 0.119 .0.60D-0.70E-.0.60H 0.119 0.119 D Only 0.198 0.198 Lr Only 0.240 0.240 L Only S Only WOnly E Only H Only RL= lbs PIR _________lbs DL= lbs DL= lbs LLR = ________lbs LLR = _________lbs LL= lbs LL = lbs II - MIKE SURPRENANT & ASSOCIATES - Consulting Structural Engineers -- JOB fl(44 SHEET NO, OF_____ zz ____________ CALCULATED BY :r.. DATE CHECKED BY_________________________ DATE SCALE LEVEL: twr- ~ABEL: SPAN= 9..FT. .. ,1•e C vi. 0 UNIFORM LOAD U POINT LOAD (CENTERED) ' CUSTOM LOADING (SEE DIAGRAM) WI = W2 = , (& P2 = USE: 6O GRADE: C:_____ ALT: GRADE: C:_______ LABEL: SPAN=FT. El UNIFORM LOAD U POINT LOAD (CENTERED) El CUSTOM LOADING (SEE DIAGRAM) WI = W2 = P1 P2 USE: GRADE: C:_______ ALT: GRADE: C:______ LABEL: SPAN=FT. 0 UNIFORM LOAD El POINT LOAD (CENTERED) U CUSTOM LOADING (SEE DIAGRAM) WI W2 P1 = USE: GRADE: C:- ALT: GRADE: C: RL= __73~lbs DL V lbs LLR = I4_lbs LL=lbs RR DL= lbs LLR lbs LL = lbs 10 RL= lbs RR _________lbs DL= lbs DL= lbs LLR = ________lbs LLR lbs LL--lbs LL = lbs Engineer: JZ Project ID: 17144 Mike Surprenant & Associates Project Title: Tamarack Residence Project Descr:Sheet of t Printed: 30 APR 2019, 9:41AM Wood Beam File= FPec 017\I1amar&k-Parsh&03-Engineerkg\Ca Temp1ates\Tamaak.ec6 7144- Software coevriahtENERCALC. INC. 1983-2018, Bud:IO.18,12.13 U Description: R13-9 (Rev. 4-29-19) CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination ASCE 7-10 Fb - Fc- Pril Wood Species Douglas Fir - Larch Fc - Perp Wood Grade :No.1 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.084)Lr(O.105) 1,350.0 psi E: Modulus of Elasticity 1,350.0 psi Ebend-xx 1,600.0ksi 925.0 psi Eminbend - xx 580.0 ksi 625.0 psi 170.0 psi 675.0 psi Density 31.210pc1 6x10 6x10 Span = 350 It Span = 9.50 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 Point Load: D = 0.0840, Lr = 0.1050 k @ 0.0 ft, (Roof Beam DESIGN SUMMARY Maximum Bending Stress Ratio = 0.06a I Maximum Shear Stress Ratio Section used for this span 6x10 Section used for this span fb Actual 106.01 psi tv: Actual FB : Allowable = 1,687.50 psi Fv : Allowable Load Combination +D+lj--+fl Load Combination Location of maximum on span = 3.500ft Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.015 in Ratio = 5476 >=360 Max Upward Transient Deflection -0.006 in Ratio = 19215>=360 Max Downward Total Deflection 0.026 in Ratio = 3180 >=240 Max Upward Total Deflection -0.009 in Ratio = 13253>=240 EgIij1Z 0.030:1 6x10 = 6.31 psi 212.50 psi +D4j+H 2.718 ft Span # I Load Combination Max Stress Ratios Segment Length Span# M V C C FN C i Cr Maximum Forces & Stresses for Load Combinations Cm C t CL Moment Values M lb Fb V Shear Values fv Fv 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.043 0.022 0.90 1.000 1.00 1.00 1.00 1,00 1.00 0.36 52.71 1215.00 0.11 3.30 153.00 Length 9.50ft 2 0.043 0.022 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.36 52.71 1215.00 0.08 3.30 153.00 40+1*1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.039 0.019 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.36 52.71 1350.00 0.11 3.30 170.00 Length = 9.50 ft 2 0.039 0.019 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.36 52.71 1350.00 0.08 3.30 170.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.063 0.030 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.73 106.01 1687.50 0.22 6.31 212.50 Length = 9.50 ft 2 0.063 0.030 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.73 106.01 1687.50 0.12 6.31 212.50 ilL Mike Surprenant & Associates Project Title: Tamarack Residence Engineer: JZ Project ID: 17144 q Project Descr: Sheet ' of ZZ Printed: 30 APR 2019, 9:41 AM Wood B P-fte = F1mJectsVLU1 m (144- ama -amnanevJj-ngmeeringua I eees amer.ec. 00 earn Software copyright ENERCALC, INC. 1983-2018, Build: 10,18.12.13 IJtIj,I*1']X/ Description R13-9 (Rev. 4-29-19) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CFN C 1 Cr Cm Ct CL M lb F'b V lv F'v 40+S4+1 1.000 1.00 .1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 3.50ft 1 0.034 0.017 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.36 52.71 1552.50 0.11 3.30 195.50 Length 9.50ft 2 0.034 0.017 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.36 52.71 1552.50 0.08 3.30 195.50 40-0.750Lr40.750L*H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 3.50ft 1 0,055 0.026 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.64 92.69 1687.50 0.19 5.56 212.50 Length 9.50ft 2 0.055 0.026 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.64 92.69 1687.50 0.11 5.56 212.50 "O'+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 = 3.50 ft 1 0.034 0.017 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.36 52.71 1552.50 0.11 3.30 195.50 Length =9.50ft 2 0.034 0,017 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.36 52.71 1552.50 0.06 3.30 195.50 40+0.60W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft I 0.021 0.012 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.36 52.71 2160.00 0.11 3.30 272.00 Length = 9.5011 2 0.024 0.012 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.36 52.71 2160.00 0.08 3.30 272.00 +D-0.70E#1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.501t 1 0.024 0.012 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.36 52.71 2160.00 0.11 3.30 272.00 Length =9.5011 2 0.024 0.012 1.60 1.000 1.00 1,00 1.00 1.00 1.00 0.36 52.71 2160.00 0.08 3.30 272.00 -4J40,750Lr-0.750L40.450W*H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.043 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.64 92.69 2160.00 0.19 5.56 272.00 Length =9.5011 2 0.043 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.64 92.69 2160.00 0.11 5.56 272.00 4040.750L+0.750540.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.50ft 1 0.024 0.012 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.36 52.71 2160.00 0.11 3.30 272.00 Length = 9.50 ft 2 0.024 0.012 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.36 52,71 2160.00 0.08 3.30 272.00 4D40.750L40,750S*0.5250E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0,024 0.012 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.36 52.71 2160.00 0.11 3,30 272.00 Length 9.50ft 2 0.024 0.012 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.36 52.71 2160.00 0.08 3.30 272.00 -.0.60D.0.60W0.60H 1.000 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.015 0.007 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.22 31.62 2160.00 0.07 1.98 272.00 Length =9.5011 2 0.015 0.007 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.22 31.62 2160.00 0.05 1.98 272.00 s0.60D40.70E+0,60H 1.000 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.50f1 1 0.015 0.007 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.22 31.62 2160.00 0.07 1.98, 272.00 Length = 9.50 ft 2 0.015 0.007 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.22 31.62 2160.00 0.05 1,98 272,00 Overall Maximum Deflections Load Combination Span Max. "- Den Location in Span Load Combination Max. -e Dell Location in Span +O+Lr4( 1 0.0264 0.000 0.0000 0.000 2 0.0000 0.000 "O+Lr-'+t -0.0086 3.715 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.359 -0.039 Overall MiNimum 0.144 0.016 0.216 0.016 +D+1+H 0.216 0.016 +04.r+H 0.359 -0.023 +O+S+H 0,216 0.016 -"O+0.75DLr+0.750L#4 0.323 -0,013 -'040.750L40.750S#1 0.216 0.016 -eD40.60W+H 0.216 0.016 +IJ+0,70E*H 0.216 0.016 4040.750Lr40.750L40.450W'*l 0.323 .0.013 4040.750L40.750S4'0.450W*H 0.216 0.016 sOi'0,750L.0.750Ss0,5250E+t-1 0.216 0.016 0.60Ds0.60W-+0.60H 0.129 0.009 +060D0.70E40.60H 0.129 0.009 DOnly 0.216 0.016 LrOnly 0.144 -0.039 L Only S Only WOnly E Only H Only MIKE SURPRENANT & ASSOCIATES . t.t Consulting Structural Engineers JOB-- SHEET W. OF— CALCULATED B DATE CHECKED BY DATE SCALE 12144 - Li LEVEL - MEMBERS:________________ LABEL: F-8-4 SPAN=_J --S FT. UNIFORM LOAD POINT WAD (CENTERED) CUS1DM LOADING (SEE DIAGRAM) WI= W2= P, = P2 = USE: SO4 L GRADE: _?too C: - ALT: GRADE: C:______ RL = lbs RR= lbs VMAX = I U lbs E = ksi MSIAX= ft-lbs bt'o = in4 LABEL: F - SPAN= _FT. o 0 UNIFORM LOAD 0 WQ POIN'iLOAD (CENTERED) !____3 CUSTOM LOADING (SEE 1)AGRAM) t p1 = .3&i UtO) (fi) P, O1 bi(3) L3 ) _]bs lbs lk O j 35 0 L) lbs E ksi MMAX= ft-lbs IRuED In USE: &)'4Z.GRAflE: C: /--'t.X) ALT: GRADE: C:______ SPAN=—!9--FT. tiss D UNIFORM LOAD 0 POINT LOAD (CRED) CUSTOM LOADING (SEE DIAGRAM) r 'i WI = w2= ?bp (lL 01 3cl 0 t P1 = P2 = . lbs - =iLIbs E -ksi XhIAX USE: GRADE: 499-? C: fl-lbs lmQ'1 ALT: GRADE: C:______ Engineer: JZ Project ID: 17144 Mike Sumrenant & Associates Project Title: Tamarack Residence Project Descr Sheet U of 7-k Printed: 29 APR 2019, 1:05PM 17l7144—Taarack—PNshaIle\O3-En9eeecin9\CalC Temptes\Tamark.ec6. I Steel Beam File F:\ProjecIs0 SoftwaecooyriahlENERCALC, INC. 1983-2018, 8u1d:10.18.12.13.11 CF'VVZU0UU)U1 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Beam is Fully Braced against lateral-torsional buckling Bending Axis: Major Axis Bending Fy: Steel Yield E: Modulus: 50.0 ksi 29,000.0 ksi W14x38 W14x38 WI 4x38 Span = 15.50 ft Span = 8.50 ft + + Span = 8.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D = 0.240, L = 0.640 k/fl, Tributary Width = 1.0 ft, (Floor) Uniform Load: D = 0.2720, Li = 0,340 k/fl, Tributary Width = 1.0 ft, (Roof) Uniform Load: D = 0.2240 klft, Tributary Width = 1.0 ft, (Wall) Load for Span Number 2 Uniform Load: D =0.1460, L = 0.390 k/fl, Tributary Width = 1.0 if, (Floor) Uniform Load: D =0.2720, Lr = 0.340 k/fl, Tributary Width = 1.0 ft, (Roof) Uniform Load: D = 0.2240 k/fl, Tributary Width = 1.0 if, (Wall) Load for Span Number 3 Uniform Load: D = 0.1460, L = 0.390 k/ft, Tributary Width = 1.0 if, (Floor) Uniform Load: 0 = 0.2720, Lr = 0.340 k/if, Tributary Width = 1.0 ft, (Roof) Uniform Load: 0 = 0.2240 k/fl, Tributary Width = 1.0 It, (Wall) Point Load: D = 2.393 k @8.50 if, (FB-4) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.422: 1 Maximum Shear Stress Ratio = W14x38 Section used for this span 64.688 k-ft Va : Applied 153.443k-ft Vn/Omega : Allowable +D-+0.750Lr+0.750L+H Load Combination 8.500ft Location of maximum on span Span#2 Span # where maximum occurs 0.099 in Ratio = 2,052 >=360 -0.014 in Ratio = 7,424 >=360 0.439 in Ratio = 465 >=240. -0.049 in Ratio = 2100 '=240. 0.150 :1 W14x38 13.098 k 87.420 k +D40.750Lr40.750L+H 15.500 ft Span # 1 Engineer: JZ Project ID: 17144 Mike Surprenant & Associates Project Title: Tamarack Residence Project Descr: Sheet of t _ Printed: 29 APR 2019, 1:05PM Steel Beam File= F: ec01717144-Tamarack-Parsh\03-Engkrnecing\CakTempIaes\Tamak.ec6. SoftwecoavdahIENERCALC. INC. 1983-2018, Bud:10.18,12.13 Description : F8-6 (Rev. 4-29-19) Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios - Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax Mmax - Ma Max Mnx Mnx/Omega Cb Rrn Va Max Vnx VnxlOmega Dsgn. L = 15.50 ft 1 0.123 0.075 18.86 -9.24 18.86 256.25 153.44 1.00 1.00 6.60 131.13 87.42 Dsgn. L = 8.50 ft 2 0.293 0.094 -0.00 44.91 44.91 256.25 153.44 1.00 1.00 8.17 131.13 87.42 Dsgn. L= 8.50 It 3 0.293 0.094 -44.91 44.91 256.25 153.44 1.00 1.00 8.17 131.13 87.42 +041-.H Dsgn. L = 15.50 ft 1 0.214 0.140 32.88 -20.40 32.88 256.25 153.44 1.00 1.00 12.28 131.13 87.42 Dsgn. L= 8.50 ft 2 0.384 0.131 -0.00 -59.00 59.00 256.25 153.44 1.00 1.00 11.49 131.13 87.42 Dsgn. L= 8.50 ft 3 0.384 0.131 -59.00 59.00 256.25 153.44 1.00 1.00 11,49 131.13 87.42 04tr#fl Dsgn. L= 15.50 ft 1 0.173 0.110 26.49 -14.74 26.49 256.25 153.44 1.00 1.00 9.59 131.13 87.42 Dsgn. L= 8.50 ft 2 0.373 0.127 -0.00 -57.19 57.19 256.25 153.44 1.00 1.00 11.06 131.13 87.42 Dsgn. L= 8.50 ft 3 0.373 0.127 -57.19 57.19 256.25 153.44 1.00 1.00 11.06 131.13 87.42 DSH Dsgn. L= 15.5081 1 0.123 0.075 18.86 -9.24 18.86 256.25 153.44 1.00 1.00 6.60 131.13 87.42 Dsgn. L= 8.5081 2 0.293 0.094 -0.00 -44.91 44.91 256.25 153.44 1.00 1.00 8.17 131.13 87.42 Dsgn. L= 8.5081 3 0.293 0.094 -44.91 44.91 256.25 153.44 1.00 1.00 8.17 131.13 87.42 eO.0.750Lr-0.750L4+i Dsgn. L= 15.5081 1 0.229 0.150 35.10 -21.74 35.10 256.25 153.44 1.00 1.00 13.10 131.13 87.42 Dsgn. L= 8.5011 2 0.422 0.147 -0.00 -64.69 64.69 256.25 153.44 1,00 1.00 12.83 131.13 87.42 Dsgn. L= 8.5081 3 0.422 0.147 -64.69 64.69 256.25 153.44 1.00 1.00 12.83 131.13 87.42 -.D+0.750L40.750S*I Dsgn. L= 15.50 ft 1 0.191 0.124 29.37 -17.61 29.37 256.25 153.44 1.00 1.00 10.86 131.13 87.42 Dsgn. L= 8.50 ft 2 0.362 0.122 -0.00 -55.48 55.48 256.25 153.44 1.00 1.00 10.66 131.13 87.42 Dsgn. L= 8.50 ft 3 0.362 0.122 -55.48 55.48 256.25 153.44 1.00 1.00 10.66 131.13 87.42 40+060W+H Dsgn. L= 15.50 ft 1 0.123 0.075 18.86 -9.24 18.86 256.25 153.44 1.00 1.00 6.60 131.13 87.42 Dsgn. L= 8.5081 2 0.293 0.094 -0.00 -44.91 44.91 256.25 153.44 1.00 1.00 8.17 131.13 87.42 Dsgn. L= 8.50 ft 3 0.293 0.094 -44.91 4.4.91 256.25 153.44 1.00 1.00 8.17 131.13 87.42 -.040.70E+H Dsgn. L= 15.50 ft 1 0.123 0.075 18.86 -9.24 18.86 256.25 153.44 1.00 1.00 6.60 131.13 87.42 Dsgn. L= 8.50 ft 2 0.293 0.094 -0.00 -44.91 44.91 256.25 153.44 1.00 1.00 8.17 131.13 87.42 Dsgn. L= 8.50 ft 3 0.293 0.094 -44.91 44.91 256.25 153.44 1.00 1.00 8.17 131.13 87.42 4D-+0.750Lr40.750L40.450WH Dsgn. L= 15.50 ft 1 0.229 0.150 35.10 -21.74 35.10 256.25 153.44 1.00 1.00 13.10 131.13 87.42 Dsgn. L= 8.50 It 2 0.422 0.147 -0.00 -64.69 64.69 256.25 153.44 1.00 1.00 12.83 131.13 87.42 Dsgn.L = 8.50 It 3 0.422 0.147 -64.69 64.69 256.25 153.44 1.00 1.00 12.83 131.13 87.42 4040.750L40.750S40.450W#1 Dsgn. L= 15.50 ft 1 0.191 0.124 29.37 -17.61 29.37 256.25 153.44 1.00 1.00 10.86 131.13 87.42 Dsgn. L= 8.50 ft 2 0.362 0.122 -0.00 -55.48 55.48 256.25 153.44 1.00 1.00 10.66 131.13 87.42 Dsgn. L= 8.50 ft 3 0.362 0.122 -55.48 55.48 256.25 153.44 1.00 1.00 10.66 131.13 87.42 4040.750L+0.750S40.5250E4H Dsgn. L = 15.50 It 1 0.191 0.124 29.37 -17.61 29.37 256.25 153.44 1.00 1.00 10.86 131.13 87.42 Dsgn. L = 8.50 ft 2 0.362 0.122 -0.00 -55.48 55.4.8 256.25 153.44 1.00 1.00 10.66 131.13 87.42 Dsgn. L = 8.5081 3 0.362 0.122 -55.48 55.48 256.25 153.44 1.00 1.00 10.66 131.13 87.42 s0.60D-'.60W*0.60H Dsgn. L= 15.50 ft 1 0.074 0.045 11.31 -5.54 11.31 256.25 153.44 1.00 1.00 3.96 131.13 87.42 Dsgn. L = 8.50 ft 2 0.176 0.056 -0.00 -26.95 26.95 256.25 153.44 1.00 1.00 4.90 131.13 87.42 Dsgn. L= 8.50 ft 3 0.176 0.056 -26.95 26.95 256.25 153.44 1.00 1.00 4.90 131.13 87.42 +0,60D40.70E40.60l-1 Dsgn. L = 15,50 ft 1 0.074 0.045 11.31 -5.54 11.31 256.25 153.44 1.00 1.00 3.96 131.13 87.42 Dsgn. L = 8.50 ft 2 0.176 0.056 -0.00 -26.95 26.95 256.25 153.44 1.00 1.00 4.90 131.13 87.42 Dsgn. L= 8.50 ft 3 0.176 0.056 -26.95 26.95 256.25 153.44 1.00 1.00 4.90 131.13 87.42 Overall Maximum Deflections Load Combination Span Max. Dell Location in Span Load Combination Max, -' Defi Location in Span +D+0.750Lr-,0.750L40.450W14-1 1 0.1269 7.440 0.0000 0.000 2 0.0000 7.440 -s-D+0.750Lr+0.750L40.450W#I -0.0486 4.760 -O+0.750Lr40.750L'0.450W#1 3 0.4392 8.500 0.0000 4.760 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination - Support 1 Support 2 Support 3 Support 4 Overall MAXimum - 10.293 13.263 23.098 Overall MiNimum 2.280 3.173 5.132 4041 5.404 5.289 15.261 40441 9.643 12.283 20.578 #D'+Lr4t 7.683 8.927 20.394 --- Mike Surprenant & Associates Project Title: Tamarack Residence .T" Engineer: JZ Project ID: 17144 I Project Descr: Sheet (.1? of -Z Printed: 29 APR 2019, 1:05PM St .File = F:\Prects\2017\17l44-Tamarack-Parsha1le\O3-Engleeeving\Cak 1emplates\Taack.ec6 ee earn Software copyright ENERCALC, INC. 1983-2018, Guild:10.18.12.13 1Li. ('1.Q4"4 MsT1ffsT.W ' - - M1tt Description FB-6 (Rev. 4-29-19) Vertical Reactions Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 5.404 5,289 15.261 40#O.750Lr40.750L#I 10.293 13.263 23.098 +O0.750L'0.750S4l 8.583 10.535 19,249 .D.0.60Wsfl 5.404 5.289 15.261 'D0.70E+H 5.404 5.289 15.261 '0*0.750Lr40.7501--+0.450W4+I 10.293 13.263 23.098 4D40.750L40.7505+0.450W4H 8.583 10.535 19.249 4D40,750t.0,750S+0.5250E*l 8.583 10.535 19.249 40.60D+0.60W40.60H 3.242 3.173 9.157 40.60D0.70E.0.60H 3.242 3.173 9.157 0 Only 5.404 5.289 15.261 Lr Only 2.280 3.638 5.132 LOnly 4.240 6.994 5.316 S Only W Only E Only H Only Rc= .(t)Ot lbs rtR=lbs Vstx = . lbs IS = QOQ ksj MMAX= - ft-lbs ItlI'D = MIKE SL1RPRENANT & ASS00A1]iS Consulting Structural Engineers SHEET NO. 14 OF— CALCULATED BY DATE CHECKED BY DATE SCALE ________ --___________________ LEVEL: MEMBERS: t- M LABEL: ) SPAN=__tc$f. L S . UNIFORM LOAD 0 POINT LOAD (CENTERED) 0 CUSTOM WADING (SEE DIAGRAM) W1 = (j (l) fif -' (-9 (z.tOI144-L USE: co GRADE: C:______ ALT: GRADE: c: LABEL- J SPAN=—IS yr. FORM 0 POINT LOAD (CENTERED) 0 CUSTOM LOADING (SEE DIAGRAM) W1 r L( \1 (9 - 0, ::lc: Sp (t P1 P2 = USE: P (V"~td GRADE: V1 C:S'/J ALT: --__GRADE: C:______ 11L' SIo lbs RR = r-toj lbs VMAX = lbs E = ksi Mssx= _ft-lbs JRo'u = in LABEL: SPAN= FT. t 11 UNIFORM LOAD [ POINT LOAD (CENTERED) CUSTOM LOADING (SEE DIAGRAM) W,= w2 = 1 S10 t (tsirj, oL(—P2 = 1 1,9 3v R,,= lbs Rp lbs lbs IS ksi MMAX= ft-lbs IiQ'u = ifl USE: 'J'- I-\. GRADE:. C:_______ ALT: GRADE: C:______ Mike Surprenant & Associates Project Title: Tamarack Residence fiJI ..2 Engineer: JZ Proect ID: 17144 - Project Descr:Sheet of_____ _\J Printed. 30 APR 2019. 941AM LWOLOd Beam File F: oje \20lTd7144-Tamarak-PathaIe\0-Engineering\Calc Teriiplates\Taark.ec5 Software copyiightENERC&C INC. 1983-2018 Build:10.18.12.13 Description: 06-1 (Rev. 4-29-19) CODE REFERENCES - Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 1,350.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 1,350.0 psi Ebend- xx 1,600.Oksi Fc - PrIl 925.0 psi Eminbend - xx 580.0 ksi Wood Species Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade -No.1 Fv 170.0 psi Fl 675.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(O216) Lr(0.144) _P(!i 071) L(0285) 132) Lr(O.165) 6x10 6x10 Span= 10.50 ft Span = 5.50 ft Service loads entered. Load Factors will be applied for calculations. Applied Loads Beam self weight calculated and added to loads Load for Span Number I Uniform Load: D = 0.0710, L = 0.2850 Tributary Width = 1.0 ft, (Deck Load for Span Number 2 Uniform Load: D=0.1320, Lr = 0.1650 Tributary Width = 1.0 ft, (Roof, Point Load: D=0.2160, Lr = 0.1440 k @ 5.50 ft, (RB-9 DESIGN SUMMARY Maximum Bending Stress Ratio 0.571: 1 Section used for this span 6x10 fb : Actual = 963.63 psi FB: Allowable = 1,687.50psi Load Combination Location of maximum on span = 10.500ft Span # where maximum occurs = Span # 1 Maximum Deflection Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs F _i = 0.332:1 6x10 56.50 psi = 170.00 psi +4J-i-L+H = 9.737 ft = Span #1 Max Downward Transient Deflection 0.247 in Ratio= 532 >=360 Max Upward Transient Deflection -0.208 in Ratio = 634 >=360 Max Downward Total Deflection 0.443 in Ratio= 298 >=240. Max Upward Total Deflection -0.095 in Ratio = 1321 >=240. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M v C CFN C i Cr 40+H Length= 10.50 ft 1 0.401 0.168 0.90 1.000 1.00 1.00 Length = 5.50 ft 2 0.401 0.168 0.90 1.000 1.00 1.00 4041+H 1.000 1.00 1.00 Length = 10.50 ft 1 0.379 0.332 1.00 1.000 1.00 1.00 Lenglh=5.50ft 2 0.361 0.332 1.00 1.000 1.00 1.00 Cm C I CL Moment Values M tb Fb V Shear Values hi Fv 0.00 0.00 0.00 0.00 1.00 1.00 1.00 3.36 486.75 1215.00 0.89 2.67 153.00 1.00 1.00 1.00 3.36 486.75 1215.00 0.89 25.67 153.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 3.52 511.05 1350.00 1.97 56.50 170.00 1,00 1.00 1.00 3.36 486.75 1350.00 0.89 56.50 170.00 Mike Surprenant & Associates Project Title: Tamarack Residence Engineer: JZ Project ID: 17144 Project Descr:Sheet t( of ZZ Printed: 30 APR 2019, 9:41AM Wood Beam = fr:wroJectsvui /uii 4- I amacK-amn ui-ngIneenn9\I.aIc empiaIesl a Software copyright ENERCALC, INC. 1983-2018, B&ild:10.18.12.13 IIII,1r.I'] ', . .!'U' 0 Description: DB-1 (Rev. 4-29-19) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr C m C C L M fb F'b V fv Fv 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lenglh= 10.50 ft 1 0.571 0.246 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.64 963.63 1687.50 1.82 52,22 212.50 Lenglh=5.50ff 2 0.571 0.246 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.64 963.63 1687.50 1.82 52.22 212.50 0.544-I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.314 0.131 1.15 1.000 1,00 1.00 1.00 1.00 1.00 3.36 486.75 1552.50 0.89 25.67 195.50 Length 5.50ft 2 0.314 0.131 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.36 486.75 1552.50 0.89 25.67 195.50 4040.750Lr90.750L4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.500 0.254 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.82 844.41 1687.50 1.88 54.06 212.50 Length 5.50ft 2 0.500 0.254 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.82 844.41 1687.50 1.59 54.06 212.50 4040.750L40.750S4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 10.50 ft 1 0.314 0.242 1.15 1,000 1.00 1.00 1.00 1.00 1.00 3.36 4.86.75 1552.50 1.65 47.32 195.50 Length 5.50ft 2 0.314 0.242 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.36 486.75 1552.50 0.89 47.32 195.50 +0+0.60W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50ff 1 0.225 0.094 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.36 486.75 2160.00 0.89 25.67 272.00 Length 5.50ft 2 0.225 0.094 1.60 1,000 1.00 1.00 1.00 1.00 1.00 3.36 486.75 2160.00 0.89 25.67 272.00 40+0.70E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft I 0.225 0.094 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.36 486.75 2160.00 0.89 25,67 272.00 Length = 5.50 ft 2 0.225 0.094 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.36 486.75 2160.00 0.89 25.67 272.00 4040.750Lr40.750L40.450W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 10.50ft 1 0.391 0.199 1,60 1.000 1.00 1.00 1.00 1.00 1.00 5.82 844.41 2160.00 1.88 54.06 272.00 Length =5.50ft 2 0.391 0.199 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.82 844.41 2160.00 1.59 54.06 272.00 40-0.750L40.750S40.450W*I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 10.50 ft 1 0.225 0.174 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.36 486.75 2160.00 1.65 47.32 272.00 Length = 5.50 ft 2 0.225 0.174 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.36 486.75 2160.00 0.89 47.32 272.00 *D+0.750L's0.750S40.5250E+J-I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.225 0.174 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.36 486.75 2160.00 1.65 47.32 272.00 Length =5.50ft 2 0.225 0.174 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.36 486.75 2160.00 0.89 47.32 272.00 'i-060D*0,60Ws0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 10.50 ft 1 0.135 0.057 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.01 292.05 2160.00 0.54 15.40 272.00 Length =5.50ft 2 0.135 0.057 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.01 292.05 2160.00 0.54 15.40 272.00 40,60D+0,70E40,60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.135 0.057 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.01 292.05 2160.00 0.54 15.40 272.00 Length =5.50ft 2 0.135 0.057 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.01 292.05 2160.00 0.54 15.40 272.00 Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span Load Combination Max, W Dell Location in Span L Only 1 0.1251 5.279 +D-+t.r+H -0.0780 8.330 +D+Lr'*I 2 0.4427 5.500 0.0000 8.330 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.609 3.902 Overall MINimum 1.496 1.498 0.113 1.756 4041+H 1.609 3.252 4041T4H -0.201 3.121 +0+S4I 0.113 1.756 'O.0.750Lr40.750L*I 1.000 3.902 4040.750L40,75054+l 1.235 2.878 sO,0,60W.sff 0.113 1.756 +O.0.70E*I 0.113 1.756 +O'+0.750Lr40.750L40.450W4i 1.000 3.902 4O40.750L0.750S40.450W+H 1.235 2.878 +1J+0,750L40,750S-0,5250E'*I 1.235 2.878 .0.60D+0.60W40.60H 0.068 1.054 460D40.70E-.0.60H 0.068 1.054 D Only 0.113 1.756 LrOnly -0.313 1.365 L Only 1.496 1.496 S Only Mike Surprenant & Associates Project Title: Tamarack Residence Engineer: JZ Project ID: 17144 Project Descr: Sheet fl of t Printed: 30 APR 2019, 9:41AM Wood B - Fe = F:PmJects\2017\171 44-Tamarack-ParshaUe03-Engineeing\Ca Templates\Tanrarack.ec6 00 earn Software copyright ENERCALC, INC. 1983-2018, Bui!d:10.18.12.13 PIlJ8liliI*I*I,1.tI S Description: DB-1 (Rev. 4-29-19) Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 E Only H Only Mike Surprenant & Associates Project Title: Tamarack Residence Engineer: JZ - Project ID: 17144 lit of . Project Descr:Sheet Printed. 29 APR 2019, 248PM WoodBeam File = F: roject 017 17144-Taii k-Parshle'43-Engbiocring\Cal Tenlates\Tamark.ec6. Software copyrii ENERCALC, INC. 1983-2016, Build: 10.18.12.13 4!Mi1'MstI 1 11 1 -, Description: 08-2 (Rev. 4.29-19) CODE REFERENCES Calculations per NDS 2015, (BC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 1,850.0 psi Ebend- xx 1,800.0 ksi Fc- PrIl 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc- Perp 650.0 psi Ebend- yy 1 ,600.0ks1 Wood Grade :24F - V4 Fv 265.0 psi Erninbend - yy 850.0 ksi Ft l,100.Opsi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling 0(0.056) D(o.098L(0.39) 5.5x 15 Span = 18.011 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0980, L = 0.390, Tributary Width = 1.0 ft, (Deck Uniform Load: 0 = 0.0560, Tributary Width = 1.0 ft, (Stucco Guard) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.5591 Maximum Shear Stress Ratio Section used for this span 5.5x1 5 Section used for this span fb : Actual = 1,324.00psi fv : Actual FB Allowable = 2,366.73psi Fv : Allowable Load Combination +04+N Load Combination Location of maximum on span = 9.000ft Location of maximum on span Span # where maximum occurs = Span # I Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.333 in Ratio = 649 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.479 in Ratio = 450 >=240, Max Upward Total Deflection 0.000 in Ratio = 0<240.0 _I_._lfliiicI = 0.299:1 5.5x15 = 79.19 psi = 265.00 psi +D+L4H = 16.752ft = Span #1 Load Combination MaxStressRatios - - - Segment Length Span # M V C C FN C i Cr Maximum Forces & Stresses for Load Combinations C m C I C L Moment Values M fl) F'b V ShearValues fv F'v 0.00 0.00 0.00 0.00 Length = 18.0 It 1 0.190 0.102 0.90 0.986 1.00 1.00 1.00 1.00 1.00 6.96 405.01 2130.05 1.33 24.23 238.50 -+041141 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1&0 ft 1 0,559 0.299 1.00 0.986 1.00 1.00 1.00 1.00 1.00 22.76 1,324.00 2366.73 4.36 79.19 265.00 4D41r4H 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.011 1 0.137 0.073 1.25 0.986 1.00 1.00 1.00 1.00 1.00 6.96 405.01 2958.41 1.33 24.23 331.25 40+S-$1-1 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.0 ft 1 0.149 0.079 1.15 0.986 1.00 1.00 1.00 1.00 1.00 6.96 405.01 2721.74 1.33 24.23 304.75 -+D40.750Lr40.750L41 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Mike Surprenant & Associates Project Title: Tamarack Residence Engineer: JZ Project ID: 17144 Project Descr: Sheet li of _1Z Printed: 29 APR 2019, 2:48PM Wood B File = F:lPrclO17\17144-Ta-Parshalle\03-EngleeeiinglCaIc Tentates\Tamack.ec6. 00 earn Software copyright ENERCALC, INC. 1983-2018, &jd:10.18.12.13 .' &i.Tt Description : DB-2 (Rev. 4-29-19) 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 = 18.0 ft 1 0.370 0.198 1.25 0.986 1.00 1.00 1.00 1.00 1.00 18.81 1,094.25 2958,41 3.60 65.45 331.25 4040.750L+0.750S#4-I 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.oft 1 0.402 0.215 1.15 0.986 1.00 1.00 1.00 1.00 1.00 18.81 1,094.25 2721.74 3.60 65.45 304.75 sOs0.60W-*i 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 It 1 0.107 0.057 1.60 0.986 1.00 1.00 1.00 1.00 1.00 6.96 405.01 3786.76 1.33 24.23 4200 +D.0.70E+H 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 It 1 0.107 0.057 1.60 0.986 1.00 1.00 1.00 1.00 1.00 6.96 405.01 3786.76 1.33 24.23 424.00 0.750Lr+0.750L*0.450W 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 It 1 0.289 0.154 1.60 0.986 1.00 1,00 1.00 1.00 1.00 18.81 1,094.25 3786.76 3.60 65.45 424.00 40'.0,750L40.750S40,450W41-1 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.0 It 1 0.289 0.154 1.60 0.986 1.00 1.00 1.00 1.00 1.00 18.81 1,094.25 3786.76 3.60 65.45 424.00 sO'.0,750L40,750S'40,5250E41 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.0 It 1 0.289 0.154 1.60 0.986 1.00 1.00 1.00 1.00 1.00 18.81 1,094.25 3786.76 3.60 65.45 424.00 0.60040.60Ws0.60H 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.0 It 1 0.064 0.03.4 1.60 0.986 1.00 1.00 1.00 1.00 1.00 4.18 243.01 3786.76 0.80 14.54 424.00 +0.60D"0.70E0,60H 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.0 ft 1 0.064 0.034 1.60 0.986 1.00 1.00 1.00 1.00 1.00 4.18 243.01 3786.76 0.80 14.54 424.00 Overall Maximum Deflections Load Combination Span Max. - Defi Location in Span Load Combination Max. '-# Deft Location in Span sO+1*1 1 0.4794 9.066 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.057 5.057 Overall MiNimum 3.510 3.510 40411 1.547 1.547 404.41-I 5.057 5.057 4041J4f1 1.547 1.547 +0+841 1.547 1.547 .D"0.750Lr*0,750L-fH 4.179 4.179 .O'0.750L40.750S41 4.179 4.179 +D+0.BOW+H 1.547 1.547 +0'+0,70Ei+1 1.547 1.547 sO1'0.750Lr+0.750L40.450W#1 4.179 4.179 +D40,750L40.750S+0,450W.H 4.179 4.179 *040,750L40.750Si'0.5250Ei4-I 4.179 4.179 40.60D40.60W.0.60H 0.928 0.928 +0,60D+0,70E.0.60H 0.928 0.928 DOnly 1.547 1.547 Lr Only L Only 3.510 3.510 S Only WOnly E Only H Only MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB SHEET NO.__. CALCULATED Y_ CHECKED BY_ SCALE OF DATE DATE Story Shearwalls '- Direction Unit Lateral Load, v = psf Grklline___________ Tributary Area (This Level): t\-) L n) I 9 . . ft. Lateral Load (This Level): . . Lbs Lateral Load (Level Above): : Lbs Total Load (All Levels), F = ____ Lbs Shearwall(s)Length, Unit Wall Shear, V F/L = t1'., pf Shearwall Type: Overturning: L = ft. 'Okay by Inspection 11.-f. - Lbs J}.L11L_ Holdown Anchor Type: Gridline Tributary Aa(i-1evel): . (--- Os) . .. sq. ft. Lateral Load (This Level): . ., . . Lbs Lateral Load (Level Above): . . - Lbs Total Load (All Levels), F 6t Lbs Shcarwal1(s)Length,L = ft. ft.. Unit Wall Shear, v = F.,,/J,, .2i pif Shearwall Type: (i) Overturning: L = ft. Okayby Inspection (jit Uplift = ( ______________________________________ Lbs Holdown Anchor Type: Gridline . Tributary Area (This Level): (fl) (' ' (Jb.L' t '(i) S1 1 sq. ft. Lateral Load (This Level): ______________ Lateral Load (Level Above): Lbs Total Load (All Levels), F = 1 Lf Lbs Shearwall(s) Length, L Unit Wall Shear, vFIL = plf/ Shearwall Type: Overturning: L = ft. Okay by Inspection Uplift = L )C .s\ ______________Lbs Holdown Anchor Type: 19 MIKE SURPRENANT & ASSOCIATES Consulting Structural Eineers SHEET NO. OF CALCULATED 6Y DATE CI-ECXED Y... DATE SCALE - Story Shearwalls Direction Unit Lateral Load, v T} psf GrkThne C. Tributary Aiea (This Level): sq. ft. Lateral Load (This Level): . . Eo Lbs Lateral Load (Level Above): ( Q) (4 r pa) . . . I '-j Lbs Total Load (All Levels), F, I ') Lbs Shéawáll))Lëijft .........................l ft. .............. Unit Wall Shear, v = FIL = .t ( Of Shearwall Type: () Overturning: L ft. Okay by Inspection Uplift = ; Lbs Holdown Anchor Type: Gridline Tributary Area 1 ev.el) ... ...(- t (-is. . .. .,.. 1 sq. ft. Lateral Load (This Level): ( . C Lbs Lateral Load (Level Above): I Lbs Tote] Load (All Levels), F,— t )-t Lbs Shearwall(s) Length, L = 81S ft. ( "41(4P 2-9 74- , pif Unit Wall Shear, v = F,/L = _443 Shearwall Type: Overturning: L = ft. Okay by Inspection Uplift = (i4 (c) Lbs Holdown Anchor Type: 91 Gridline to Tributary Area (This Level): f( £ ) _LI sq ft. Lateral Load (This Level): -O O Lbs Lateral Load (Level Above): . 9f ._Lbs Total Load (All Levels), F, . '1 f Lbs Shearwall(s) Length, L ft. Unit Wall Shear, v = F,/L tl plf,, . Shearwall Type: Overturning: L = ft. Okay by Inspection Uplift= 0 Lbs Holdown Anchor Type: MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers .m Kl~ JOB SHEET ND.___ OF— CAI CULATED BY .. DATE CHECKEDSY DATE SCALE Story Shearwalls Direction Unit Lateral Load v = 1 psf Gridline Tributary Area (This Level): sq. ft. Lateral Load (This Level) . MX Lbs Lateral Load (Level Above): I_.S1 Lbs • Total Load(All Levels), F fIi Lbs Shearwall(s) Length, L' 702Sft. (L 0,./3-)(?.$):1 s Unit Wall Shear, v = F/L =3S plf,, Shearwall Type: (I Overturning: L = ft. Okay by Inspection Uplift (') () .? 1? Lbs Holdown Anchor Tyke: 1 Gridline Tributary At vel): ___ 1V + (&) ____i sq. ft. Lateral Load (This Level): : __( Lbs Lateral Load (Level Above): Lbs Total Load All Levels), F )\ Lbs Shearwall(s) Length,L = ft. Unit Wall Shear, v =F1/L = 'q zS pif Shearxa]1 Type: Overturning: L = ft Okay by Inspection Uplift = (415) [C' Lbs Holdown Anchor Type: sqfh bs tig u .S _Lbs Shearwall(s) Length, L Total Load (All Levels), F _ 'b' Lbs 19 ft. Unit Wall Shear, \r FJL = plf Shearwall Type: Overturning: L = ft. Okay by inspection liplifi= • (4)(cj) J/ Lbs HoldcwnAnchorType: E?J €tN £1_(_u.rsit'.r ____— Gridline C) Tributary Area (This Level): Lateral Load (This Level): — Lateral Load (Level Above): SDGf OH SERVICE ORDER Sempra Energy A utility - N 3030\ /STT NSTALL NEW 400 AMP PANEL A .1-50 HE NEW LOCATION. INSTALL NEW RIGID P27437 RISER MIN 2 FT ABOVE ROOF AND WITHIN 18 OF BUILDING CORNER AS SHOWN IN - SKETCH. CUSTOMER TO MEET & MAINTAIN ALL SDG&E CLEARANCES AND STANDARDS, INCLUDING PROVIDING 3' X 3' CLEAR AND LEVEL WORKSPACE IN FRONT OF THE METER LOCATION. 148 Know wIars below. Notification #: 300000309866 Location: 148 TAMARACK AVE CARLSBAD CA 92008 Planner Name: Elizabeth Barba Planner Phone: 7604765631 Construction Contact: BIANCA SPICER Construction Phone: 760-476-5619 Call 811 before you dig. Customer Name: PAISAN PIN POKINTR- NC SOT Customer Phone: 760-207-3556 36" Nearest sidewall or - 10" i Any minI.u.. other obstruction 26" obstruction min. above meter - Meter 8" mm n. 6'-6" mm. working 6,13" -------- --- -- space Semi-flush max. to height meter Clear & level installation mm. working space 3' mm. mm. or length of equipment, Lproperp, line or whichever obstruction is greater. FIGURE 1 Semi-Flush Exterior Meter Installation JL EE ° max. 3611 mm. Standing Surface - FIGURE 2 Multiple Meter Installation for Exterior Locations Commercial or Residential © 1998-2017 San Diego Gas & Electric Company. All rights reserved. Removal of this copyright notice without permission is not permitted under law. REV CHANGE BY DSGN APPV DATE REV CHANGE BY DSGN APPV DATE A Editorial Changes I LSM I IN TPM I 11/01/17 D I I B I I I I El I ci I I II Fl I I I I X 11ndic.t. Latest Revision Completely Revised Iw Page Information Removed SDG&E SERVICE STANDARDS & GUIDE SHEET 1 OF 2 SINGLE OR MULTIPLE METER INSTALLATIONS SG 507.1 COMMERCIAL OR RESIDENTIAL APPLICATIONS 10" mm. 3011 of meter base N 4 20" mm. 20" max. depth Any obstruction above meter 61-6" - 6'6" mm I min. working I I space Clear & level 61-Y height working max. to space 31-011 \:- ---------------- -: J", ........... .... z I- mmn.-7 -min. Clear & level / working space ---------------- Property line or obstruction —' FIGURE 3 Recess Single Meter "Residential Application Only" Notes to Figures 1 - 3: The 10" and 26" dimensions may vary depending on site conditions and equipment configuration, but in no case shall the left or right side clearance from centerline of the meter socket to an obstruction be less than 10", and the overall width of working space must be 36" minimum. For hardscape working space requirements, refer to Notes 6, 7, 10 and 11 on page SG 504.5. For barrier requirements see page SG 505. Residential equipment shown, however, this standard is also applicable to commercial equipment (not shown). This standard also applies to wall-mounted and free-standing switchboards (not shown). See pages SG 508.1 - 508.2 for additional Meter Cabinet Recess requirements. (j See page SG 504.5, Note 8 for 480-volt service, and Note 9 for medium-voltage switchgear. © 1998-2017 San Diego Gas & Electric Company. All rights reserved. Removal of this copyright notice without permission is not permitted under law. REV CHANGE BY DSGN APPV DATE REV CHANGE BY DSGN APPV DATE A Editorial Changes LSM I IP) TPM 11/01/17 D B E X I Indicates Latest Revision FConpletely Revised New Page lInformation Removed SHEET SDG&E SERVICE STANDARDS & GUIDE 2 OF 2 SINGLE OR MULTIPLE METER INSTALLATIONS SG 507.2 COMMERCIAL OR RESIDENTIAL APPLICATIONS GALVANIZED RIGID CONDUIT RISER OR INTERMEDIATE METALLIC CONDUIT FOR OVERHEAD SERVICE ATTACHMENT I) CL load mm. above roof 12" mm. Ceiling able 2. ii Joist See T cQ CL load\ '1 mm. above roof * 12" mm. ri Ceiling See Table 2. Joist AG Stud See Table 1 13 Ct load mm. above roof 1* 12" mm. fl Ceiling See Table 2 Joist See G Stud I Table 1 Rafter Rafter Rafter 4'-O" to 6'-3" 4'-O" to 61-3" 4'-O" to 6'-3" max. to grade max. to grade max. to grade ENCLOSED vroirb I EXTERIOR 2 *Bucket truck access required if distance from ladder to weatherhead and point of attachment exceeds 24". Table 1 Table 2 Minimum Support Distance Measured from Centerline of Heavy Duty Pipe Straps Maximum Distance of Centerline of Load Above Roof Conduit Size Distance Conduit Size Distance 1_h/4" 12" 1_h/4" 30" 1-½" 15" 1_h/2" 40" 2" 22" 2" 5 2_1/2" 30" 2_1/2" 8' Reference OH 641. © 1998-2017 San Diego Gas & Electric Company. All rights reserved. Removal of this copyright notice without permission is not permitted under law. REV I CHANGE I BY I DSGN I APPV I DATE I REV I CHANGE I BY I DSGN I APPV I DATE X Idtw Latest Revision ICompletely Revised INev Page IInformation Removed SHEET SDG&E SERVICE STANDARDS & GUIDE 1 OF 2 OVERHEAD SERVICE ATTACHMENT SG 105.1 FOR METALLIC CONDUIT RISERS Installation Notes: SDG&E (Utility) will not be responsible for any damage to the building caused by rain or structural failure. These methods are suggested to obtain the required ground and roof clearances as required by the governmental Authorities Having Jurisdiction (AHJ). When this method is used, it will be acceptable to the Utility provided the dimensions and construction details are in compliance with this standard. See page SG 507.2 where residential meter installation is to be recessed, pages SG 508.1 - 508.2 where single residential meter installation is to be enclosed in a meter cabinet, pages SG 509.1 - 509.4 where multi-meter commercial or residential are to be enclosed in a cabinet, or pages SG 506.1 - 506.4 when located in a meter room. No couplings will be permitted between, or above, the top two pipe strap supports for conduit sizes 1-1/4" to 2" inclusive. If a coupling is necessary in the 21/2" size conduit to obtain the maximum point of attachment of 8' feet above the top support or roofline, the coupling shall be installed at the upper end near the weatherhead. Service drop attachment shall normally be located on the wall facing and nearest SDG&E's pole line. See page SG 103.2 - 103.3, 2.a. and 2.b. for exceptions to obtain service drop clearances on residential buildings or structures. ® Heavy duty two-hole pipe straps. Upper strap must be directly below soffit (see page SG 105.1, Exterior 1), or screwed with /8" x 3" lag screws into plate (see page SG 105. 1, Exterior 2). ¼" toggle bolts may be used in lieu of lag screws. Zanac nail heads 1/4" x 1.875" (mushroom) may be used in place of lag screws when attaching to cinder block or concrete walls. © Heavy duty one-hole pipe straps are acceptable if used with /8" x 3" lag crew (mm. size) into wall stud or plate. Zanac nail heads 1/4" x 1.875" (mushroom) may be used in place of lag screws when attaching to cinder block or concrete walls. Enclosed risers must be securely supported at the plate and immediately above the meter socket enclosure. @ The Utility will provide the clamp and insulator for attachment of the service drop to the customer's riser. ® Only the Utility's service drop conductors shall be permitted to be attached to the service riser. This is a Utility and California Electrical Code requirement. Reference OH 641. © 1998-2017 San Diego Gas & Electric Company. All rights reserved. Removal of this copyright notice without permission is not permitted under law. REV CHANGE BY DSGN APPV DATE REV CHANGE BY DSGN APPV DATE A Editorial Changes LSM I IN TPM 11/01/17 1) B E X I Indicates Latest Revision Completely Revised New Page Information Removed SHEET SDG&E SERVICE STANDARDS & GUIDE 2 OF 2 OVERHEAD SERVICE ATTACHMENT SG 105.2 FOR METALLIC CONDUIT RISERS a MIKE4I*i 1 JASSOCIATES ConsultingIStructural EngineI.)t t~? A 6 :. - ('~ ~, V~ ~J) 4pp 'n - u//r- C/1: STRUCTURAL CALCULATIONS 0/vIs/ 40 Project: Single-Family Home 148 Tamarack Avenue Carlsbad, California 92008 Prepared for: Jeff Parshalle P.O. Box 230132 San Diego, California 92023 Project No.: 17144 Date: March 28, 2019 9975 Businesspark Avenue, Suite A San Diego, California 92131 ,r—' 58) 693.075" Fax. (858) 693,0758 11 L4L) MIKE SURPRENANT SHEET NO. OF__ 91 __________ 9 & ASSOCIATES CALCULATED BY DATE 4' Consulting Structural Engineers CHECKED . DATE ................................................. SCALE 23 4S: 4:1.3.37734234737S ________S42;?34.;67 '33..: 3 S !ABLE OF CONTENTS PAGE 1 PROJECT SCOPE 2 DESIGN CRITERIA SUMMARY 3 rIGN LOADS 4 VERTICAL ANALYSIS A HORIZONTAL MEMBER DESIGN (BEAMS HEADERS, JOISTS ETC) B VERTICAL MEMBER DESIGN (COLUMNS STUDS ETC) 5.1 LATERAL ANALYSIS A SEISMIC / WIND COEFFICIENTS B W, (DEAD LOADS) C LATERAL LOAD DISTRIBUTION D LATERAL LOAD RESISTING DESIGN I SHEARWALL DESIGN II CANTILEVERED STEEL COLUMN ELEMENTS Ill STEEL MOMENT FRAMES - 6 FOUNDATION DESIGN A CONT1NTJOUS FOOTINGS B SPREAD FOOTINGS t I C RETAINING WALLS D SPECIAL SYSTEMS - I GRADEBEAM Ii DEEPENED PIERS - 7 SCHEDULES 6 A SHEARWALL SCHEDULE qi B HOLD DOWN SCHEDULE cts C SPREAD FOOTING SCHEDULE Mike Surprenant & Associates Consulting Structural Engineers Job ( Sheet No. Calculated by ___________________ Date Checked by.__._..--y -.___________________ Date Scale )'tw '11-CIF SCOPE )PF Provide vertical & lateral load calculations for a proposed two-story single family residence with detached SDU over a garage located at 148 Tamarack Avenue in Carlsbad, California. Residence to be constructed utilizing primarily wood-frame construction. Roof framing to consist of conventional stick-frame, and the foundation system to consist of a concrete slab-on-grade with deepened perimeter footings. A soils report was provided for this project by Applied Consultants. Therefore, the foundation design will be based on the minimum soil bearing capacity as specified in the report. Mike Surprenant & Associates makes no representations concerning the suitability of the soils and/or minimum soil values allowed by the report. These calculations have been prepared for the exclusive use of Jeff Parshalle and their design consultants for the specific site listed above. Should modifications be made to the project subsequent to the preparation of these calculations, Mike Surprenant & Associates should be notified to review the modifications with respect to the recommendations/conclusions provided herein, to determine if any additional calculations and/or recommendations are necessary. Our professional services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted engineering principles and practices. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB________ HEETNO - OF CALCULATED BY 31 DATE CH:ECK.h;D Bi SCALE DESIGN CRITERIA SUMMARY GOVERNING CODE: 2016 C.B.C. CONCRETE: Fc = 2500 PSI, NO SPECIAL INSPECTION REQ'D, (U.N.O.) MASONRY: ASTM C90, f'm = 1500 PSI, SPECIAL INSPECTION REQ'D (U.N.O.) MORTAR: ASTM C270, f'c = 1900 PSI, TYPE S GROUT: ASTM C1019, f = 2000 PSI REINFORCING STEEL: ASTM A615, F = 40 KSI FOR #3 AND SMALLER ASTM A615, F = 60 KSI FOR #4 AND LARGER (U.N.O.) STRUCTURAL STEEL: ASTM A992, F 50 KSI (ALL 'W' SHAPES, ONLY) ASTM A36, F =36 KSI (STRUCTURAL PLATES, ANGLES, CHANNELS) ASTM A500, GRADE B, Fy =46 KSI (STRUCTURAL TUBES-HSS) ASTM A53, GRADE B, F =35 KSI (STRUCTURAL PIPES) WELDING: E70-T6-TYP. FOR STRUCTURAL STEEL E90 SERIES FOR A615 GRADE 60 REINFORCING BARS SAWN LUMBER: DOUG FIR LARCH, ALLOWABLE UNIT STRESSES PER THE NDS. I-JOISTS: BOISE CASCADE - ICC ESR-1336 - (BCI JOIST) MICROLLAMS/ BOISE CASCADE ICC ESR-I040 - (VERSA-LAM) PARALLAMSI TLMBERSTRAND GLULAMS: DOUGLAS FIR OR DOUGLAS FIR/HEM GRADE 24F-V4 (SIMPLE SPANS) GRADE 24F-V8 (CANTILEVERS) SOIL: EXISTING NATURAL SOIL VALUES PER CBC TABLE 1806.2 SOIL CLASSIFICATION - Lw SOILS REPORT BY: APLI (ôSuLt. .. DATED: \k1 ALLOWABLE BEARING PRESSURE = -0 C'. r PSF ACTIVE SOIL PRESSURE (CANTILEVER) = HS PCF ACTIVE SOIL PRESSURE (RESTRAINED) =—PCF PASSIVE SOIL PRESSURE SL._.PCF COEFFICIENT OF FRICTION O. '-1 r:f MIKE SURPRENANT & ASSOCIATES \ Consulting Structural Engineers JOB SHEET NO. OF.. CALCULATED BY._. - L DATE CHECKED _______________________ DATE it SCALE DESIGN LOADS CASE.! ASEH MATERIAL: ROOF SLOPE: \ ¶ DEAD LOAD: ROOFINGMATERIAL ........................................................................................................ 0 PSF.- SHEATHING ................. ........ ........... ............................... ............................... ....... 1.5 1.5 RAFTERS/C.J. (or) TRUSSES ............................................................................................4.0 4.0 INSULATION.......................................................................................................................1.5 1.5 DRYWALL ...................... .........................................2.5 . 2.5 OTHER(ELEC., MECH., MISC.) ........................................................................................0.5 0.5 TOTAL DEAD LOAD \ b 0 PSF 16 .0 PSF LIVE LOAD: PSF . .0 PSF TOTAL LOAD: . 6.0 PSF o PSF FLOOR DECK FLOOR MATERIAL: DEAD LOAD: FLOORINGFINISH .......................................................................................................9 PSF. PSF LT. WEIGHT CONCRETE (—in.) ....................................... ............. I ....... ...... SHEATHING....................................................................................................................2.0 2.0 JOISTS ............................................................................................................................. 3.5 3.5 DRYWALL....................................................................................................................................2.5 2.5 OTHER(ELEC., MECH., MISC.) .............................................. ............................ ............ .3.0 IS PSF .0 . 3.0 PSF .0 TOTAL DEAD LOAD: LIVE LOAD: . PSF b6 .0 PSF TOTAL LOAD: 9S.0 PSF 15.0 PSF EXTERIOR WALL FINISH: . . t- STUDS ..............................................................................................................................1.0 PSF I.?3 .0 PSF DRYWALL........................................................................................................................2.5 INSULATION...................................................................................................................1.5 EXTERIORFINISH ................................................................................................\ 00 OTHER ...............................................................................................................................1.0 TOTAL LOAD: 16 .6 PSF ILf .0 PSF INTERIOR WALL 1.0 PSF DRYWALL....................................................................................................................................................5.0 OTHER —--- ......................................................1.0 TOTAL LOAD: . . . .. . . 7PSF MIKE SURPRENANT w & ASSOCIATES Consulting Structural Engineers SHEET HO -ç OF, CALCULATED BY___Z DATE CHECKED BY ________ DATE SCALE I 234 S/SI 33-1557 I 2 543676 1 ?_3P5 1 / P34 1 77 52-15 /1/124 P36 / 2 t 2 HORIZONTAL MEMBER DESIGN LEVEL ILDOT- MEMBERS 1'- - LABEL --- SPAN= VU FT. UNifORM LOAD POINT LOAD (CENTERED) CLS rOM I OADINO(SEE I)IAGRAM) -- w1= P2 = = lb$ lbs - - VMX = - lbs E kSi - USE: .9(- - GRADE: VA--- C:_______ - MMai= - ft-lbs IREQ'fl= in4 . LT - GRADE C:. LABEL - SPAN= FT UNIFORM LOAD O POINT LOAD (CENTFRFD) CLSTOM LOADING (SEE DIAGRAM) Wi W2ss P1 . 2 = . RL = _lbs RR WAX = lbs E P - I MMAX -ft-lbs USE GRADE C ALT.—'GRADE.C;' LABEL: SPAN= FT. EJ UNIFORM LOAD POINT LOAD, (CENTERED) - CIJSTOM LOADING (SEE DIAGRAM) - ___ P2 R. = - lbs RR = __ __ ___lbs VMAX=H lbs E= ................ M'ssx ft lbs IRILQD USE:GRADE C ALT: GRADE: C:______ Mike Surprenant & Associates Project Title: Tamarack Residence Engineer: JZ Project ID: 17144 Project Descr: Sheet __C,_ of Pod: 22 AUG 2027. 34cPl [Wood Beam Description: RR-1 CODE REFERENCES ____ Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set ASCE 7-10 Material Properties Fk F:\Pro.ots2Ol717144-Turnarack 'Irulal e\93 Eal EN";,-Al C INC. 1 Analysis Method: Allowable stress Design Fb Load Combination ASCE 7-10 Fb - Fc-Prll Wood Species Douglas Fir - Larch Fc Perp Wood Grade No.2 Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling 900.0 psi F: Modulus of Elasticity 900.0 psi Ebend-xx 1,600.Oksi 1,350.0 psi Eminbend - xx 580.0ksi 625.0 psi 180.0 psi 575.0 psi Density 31.20pcf Repetitive Member Stress Increase 2x10 Span = 19.50 ft ....... Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0.0160, Lr = 0.020 Tributary Width = 1.0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.731: 1 Maximum Shear Stress Ratio 2x10 Section used for this span I 040.09psi fv : Actual = 1,423.13psi Fv : Allowable = +D+Lr+H Load Combination 9.750ft Location of maximum on span = Span # 1 Span # where maximum occurs = 0.413 in Ratio = 565>=360 0.000 in Ratio = 0<360 0.806 in Ratio = 290 >=240. 0.000 in Ratio = 0<240.0 0.169 1 2x10 38.11 psi 225.00 psi +0+Lr 18.788 ft Span # I Maximum Forces & Stresses for Load Combinations Load Comblnaton Max Stress Ratios SegmentLength Span# M V Cd 0FN C i Cr C n C1 0L Moment Values M lb Fb V Shear Values iv Fv +DH ---------------- 0.00 0.00 0.00 0.08 Length = 19.50 ft 1 0.495 0.115 0.90 1.100 1.00 1.15 1.00 1.00 1.00 0.90 506.80 1024.65 0.17 18.57 162.00 +041,-l-F'I 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.50ft 1 0.445 0.103 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.90 506.80 1138.50 0.17 18.57 180.00 +D+Lr+1-1 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.50 It 1 0.731 0.169 1.25 1.100 1.00 1.15 1.00 1.00 1.00 1.85 1040.09 1423.13 0.35 38.11 225.00 +0+541 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.50f1 1 0.387 0.090 1.15 1.100 1.00 1.15 1.00 1.00 1.00 0.90 506.80 1309.28 0.17 18.57 207.00 D0.750Lr+0.750L+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.50 ft 1 0.637 0.148 1.25 1.100 1.00 1.15 1.00 1.00 1.00 1.62 906.77 1423.13 0.31 33.23 225.00 +D40.750L40.750S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Mike Surprenant & Associates Project Title: Tamarack Residence Engineer: JZ Prciect ID: 17144 Project Descr. Sheet of ____________________ ___________________ P8nie4I2 AUG 2017, 3:48PM Wood Beam FileF ProJctuji17l714.'-Tarr3ra t". h8ninee errs alesT~ 10,1777 k?ii OO W 4FIALC 4 I s3"G1? Buid 10 7 24 Description: RR-1 ........ Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C C Fil C1 Cr Cm C t CL M lb Pb V lv Pv Length 1950ft 1 0.387 0.090 115 1.100 100 115 100 100 100 090 50680 130928 017 1857 20700 O+0,60W-H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.50 ft 1 0.278 0.064 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.90 506.80 1821.60 0.17 18.57 288.00 +D-.0.70E+l-1 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.50ft 1 0.278 0,064 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.90 506.80 1821.60 0.17 18.57 288.00 +D+0.750Lr+0750L-r0450W+-1 1,100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 19.50 ft 1 0.498 0.115 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.62 906.77 1821.60 0.31 33.23 288.00 4040.750L40.750S*0,450W+I-1 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 19.501t 1 0.278 0.064 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.90 506.80 1821.60 0.17 18.57 288.00 +D.+0,750L+0,750St'0,5250E+-I 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.50 it 1 0.278 0.064 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.90 506.80 1821.60 0.17 18.57 288.00 +0.60D+0.60W40.60H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 19.50 ft 1 0.167 0.039 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.54 304.08 1821.60 0.10 11.14 288.00 40.60D+0,70E10.60H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.50 It 1 0.167 0.039 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.54 304.08 1821.60 0.10 11.14 288.00 Overall Maximum Deflections Load Combination Span Max. Dell Location In Span Load Combination Max. ".V Del Location in Span 1 0.5064 9.821 0,0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support1Support 2 Overall MAXimum 0.380 0.380 Overall MiNimum 0.111 0.111 +D+H 0.185 0.185 0.185 0.185 O#Lr4Fl 0.380 0.380 4D+S#1 0.185 0.185 +O+0.750Lr-r0750L4I 0.332 0.332 +D0,750L+,750S4-i 0.185 0.185 +D+.60W41 0.185 0.185 +040.70E+H 0.185 0.185 +O+,750Lr40750L'0450W4j 0.332 0.332 rD+0.750L+0.750S40.450W.*l 0.185 0.185 "O0.750L40.750Sf0.5250E-*f 0.185 0.185 40.60D40.60W+0.60H 0.111 0.111 0.60D0,70E40.60H 0.111 0.111 DOnly 0.185 0.185 LrOnly 0.195 0.195 LOnly S Only IN Only EOnly H Only MIKJ3 SURIRENANT fl1 & ASSOCIATES I. Consulting Structural Engineers S!4EE1 NO. CALCULATED BY. [!T 7,. DATE V1 I CHECKED BY [7i SCALE 2CC COCCi 23-C C 6701434 z, CCC:- 7 .3 5002 1 LEVEL: . . ..MEMBERS i\zS IBEL \ SPAN=1__ IC! El UMFORM LOAD o POINtLOAD.(CENTEREt) g CUSTOM LOADING (SEE DIAGRAM) - U 16o [oI b J I1O:L& RL= •341i .Rp lbs VmAx lbs . E UO MroiAX= jt lbs IRFQ'D USE "GRAJE C - ALT: - ....GRADE: C:______ LABEL: t- ) SPAN= ' FT UMrORM LOAD.... O ?OThiTLOAD:(CENThREt)). - -. Li CUSTOM LOADING (SEE DIAGRAM) T () USE: 3.h"- KRAPE: ?tO . C: ALT.: 1,RADE C ______ ht L' F RL = R ............1b ____lbs VMAX= \1O lbs E =. 00 : ksi MMAXr1O L1 ft-lbs IREQ'D = : in' LABEL: SPAN 5 FT. 19 UNIFORM LOAD El POINT LOAD (CENTERED) U CUS'IOM LOADING (SEE DIA(34) Wr w2 P1 = P2 = us . C:.. . ALT: : . GRADE: C:______ RL = . 3Vl bs .......................... . RR _lbs VMAX= 33U lbs : E ')O'-) MMAX= I4) ft-lbs 1RJ'o = in4 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio 0.184 . 1 Section used for this span 5.25x9.25 fv : Actual = 65.45 psi Fv: Allowable = 356.25 psi Load Combination Location of maximum on span = 14.765 ft Span # where maximum occurs Span # 1 --- Mike Surprenani &Associates Project Title: Tamarack Residence Engineer: JZ Project ID: 17144 Project Descr: Sheet .±L...... of Printed: 22 AUG 2017 3:56RI Wood B Tempwes\Tarnaa0 oo earn Rc•ALc. INC °932017. ed:10.17,7.24, Vi 10.17.724 DescpUon: RB-I CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 710 Load Combination Set: ASCE 7-10 Material Properties 3100 psi E: Modulus of Elasticity 3100 psi Ebend-xx 2000ksi 3000 psi Eminbend -xx 530120482 ksi 750 psi 285 psi 1950 psi Density 41.75pcf Analysis Method: Allowable stress Design Fb + Load Combination ASCE 7-10 Fb - Fc - Prll Wood Species : Boise Cascade Fc - Perp Wood Grade : Versa Lam 2.0 3100 West Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling .-.-...--..............----.----.....-.-----.--..-..-..------. V 5.25x9.25 Span = 15.50 ft ............................... ..............................-............................................-, ....................................................................................,,............ Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0.1280, Lr = 0.160 Tributary Width = 1.0 ft (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.375 1 Section used for this span 5.25x9.25 Ib: Actual 1,454.07 psi FB : Allowable = 3,875.00psi Load Combination +D+Lr+H Location of maximum on span 7.7501t Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.302 in Ratio= 616 >=360 Max Upward Transient Deflection 0.000 in Ratio 0<360 Max Downward Total Deflection 0.570 in Ratio = 326 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C 1 Cr 404-H Length = 15.50 ft 1 0.245 0,120 0.90 1.000 1.00 1.00 +04.#H 1.000 1.00 1.00 Length= 15.50 ft 1 0.221 0.108 1.00 1.000 1.00 1.00 404Lr+H 1.000 1.00 1.00 Length = 15.50 ft 1 0.375 0.184 1.25 1.000 1.00 1.00 +D+S+H 1.000 1.00 1.00 Length = 15.50 ft 1 0.192 0.094 1.15 1.000 1.00 1.00 +D+,75OLr-s0.750L41 1.000 1.00 1.00 Length= 15.50 ft 1 0.326 0.159 1.25 1.000 1.00 1.00 +D+0.750L40.750SH 1.000 1.00 1.00 Moment Values Shear Values Cm C CL M fb Fb V fV Fv 0.00 0.00 0.00 0.00 1.00 1.00 1.00 4.27 683.90 2790.00 1.00 30.78 256.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 4.27 683.90 3100.00 1.00 30.78 285.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 9.07 1,454.07 3875.00 2.12 65.45 356.25 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 4.27 683.90 3565.00 1.00 30.78 327.75 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 7.87 1261.53 3875.00 1.84 56.78 356.25 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Mike Surprenant & Associates Project Title: Tamarack Residence - Engineer: JZ Project ID: 17144 Project Descr. Sheet of Piri.22 AUG 2n17, 3:55PM W ood 8 Fivr = lampieleort arnareck cti vOO earn FNFRCALCJNO 1983-~31'f.0u0d:1O1!/24.V'nrlO.17124 1L. bPar Itiar == A Description: Load Combination Max Stress Ratios Moment Values Shear Values Segment Length - Span#M - V CdC CiCrCmC _CLMlbFb VfF'v Length = 15,50 It 1 0.192 0.094 1.15 1.000 1.00 1.00 1.00 1,00 1.00 4.27 683.90 3565.00 1.00 30.78 327.75 +040,60W+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 0.138 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.27 683.90 4960.00 1.00 30.78 456.00 +040.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.50 It 1 0.138 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.27 683.90 4960.00 1.00 30.78 456.00 4O40.75OLr0,750L40.450W+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 0.254 0.125 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.87 1,261.53 4960.00 1.84 56.78 456.00 +D40.750L'+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 = 15.50 ft 1 0.138 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.27 683.90 4960.00 1.00 30.78 456.00 +O-f0.750L+0,750S40,5250E+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 0,138 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.27 683.90 4960.00 1.00 30.78 456.00 +0.60D+0.60W-F0,60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length r15.50ft 1 0.083 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.56 410.34 4960.00 0.60 18.47 456.00 40.60040.70E+0.60H 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 0.083 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.56 410.34 4960.00 0.60 18.47 456.00 Overall Maximum Deflections Load Combination Span Max. -' Deft Location in Span Load Combination Max. '+ Deft Location in Span +D--Lc4t 1 0.5698 7.957 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS - .... Load Combination SupportI Support 2 Overall MAXimum 2.341 2,341 Overall MiNimum 0.661 0.661 1.101 1.101 +D+L4I 1.101 1.101 +D+Lr+H 2.341 2.341 +D+S+H 1.101 1.101 4040.750Lr40.750L4H 2.031 2.031 40-f0.750L'f0.750S44-1 1.101 1.101 +D'0.60W+H 1.101 1.101 O40,70E4l 1.101 1.101 0,750Lr+0.750L0.450W-s+1 2.031 2.031 +Dl0,750L40.750S+0,450W41 1.101 1.101 -.O-f0.750L40.750S'f0.5250Ei1-1 1.101 1.101 -'0.60D'+0.60W'40.60H 0.661 0.661 0.60D-f0.70E40.60H 0.661 0.661 O Only 1.101 1.101 LrOnly 1.240 1.240 L Only S Only WOnly EOnly H Only Mike Surprenant & Associates Project Title: Tamarack Residence I .... Engineer: JZ Project ID: 17144 Project Descr Sheet I( of _________________ _________ r'nrr.e 2.2 AUG 2017. 2:32Pfi 0'ro t 2,J1T '1L4 Th r c'.Prctal cC... rnr'irr" emplet-Th"aacketWood Beam i B R LC IO t9834017, Oulld,101772 Va 10 17 (J ç( Description: RB2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 3,100.0 psi E; Modulus of Elasticity Load Combination ASCE 7-10 Fb.- 3,100.0 psi Ebend-xx 2,000.0ksi Fc - PrII 3,000.0 psi Eminbend - xx 1,036.83ksi Wood Species Boise Cascade Fc - Perp 750.0 psi Wood Grade Versa Lam 2.0 3100 West Fv 285.0 psi Ft 1,950.0 psi Density 41.750pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling 3.511.575 Span 8Oft Applied Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Uniform Load: D = 0.0640, Tributary Width = 1.011, (Wall) Uniform Load: 0 0.1080, Lr = 0.1350, Tributary Width = 1.0 if, (Roof) Uniform Load: D=0.0750, L =0,30, Tributary Width = 1.0 fl, (Deck) DESIGN SUMMARY Maximum Bending Stress Ratio :. 0.21Q 1 Maximum Shear Stress Ratio = 0.215: 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 lb : Actual = 651 .89psi fv:Actual = 61.24 psi FB : Allowable = 3,100.00 psi Fv: Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.000ft Location of maximum on span = 7.03611 Span # where maximum occurs = Span # I Span # where maximum occurs = Span # I Maximum Deflection Max Downward Transient Deflection 0.028 in Ratio = 3376 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.055 in Ratio = 1730>z240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 Maximum Forces & Stresses for Load Combinations Load Combinaton Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C 1 C1 Cm C t CL M lb rb V lv Fv +DH 0.00 0.00 0.00 0.00 Length =8.oft 1 0.108 0.111 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.07 302.07 2790.00 0.79 28.38 256,50 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.011 1 0.210 0.215 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.47 651.89 3100.00 1.70 61.24 285.00 04.r+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.oft 1 0.119 0.121 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.15 459.49 3875.00 1.20 43.17 356.25 +D+S4I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.0f1 1 0.085 0.087 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.07 302.07 3565.00 0.79 28.38 327.75 +D0750Lr-f750L+l-j 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Mike Surprenant & Associates Project Title: Tamarack Residence Engineer: JZ Project Descr: Sheet 17 of ProectlD: 17144 Prued: 22 AUG 2011, 2PV: Wood Beam -le FProjectsi2017l ,,,J T Description: R52 Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN 0i Cr Cm C CL 14Taxrack"Parnhallc3.Freg1Cnlc Tamp tealTamarark e6 EIJL1ALC 1" 148-701 u a II,:7.7L4 ae 3171 t iT Moment Values Shear Values M lb Fb V lv Fv Length 8.oft 1 0.176 0.180 1.25 1.000 1,00 1.00 1.00 1.00 1,00 4.68 682.50 3875.00 1.78 64.12 356.25 +D.0.750L40.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.01t 1 0.158 0.162 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.87 564.44 3565.00 1.47 53.02 327.75 .i.O+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.oft 1 0.061 0.062 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.07 302.07 4960.00 0.79 28.36 456.00 .i.040.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.0 ft 1 0.061 0.062 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.07 302.07 4960.00 0.79 28.38 456.00 +0+0.750Lr+0.750L40.450W#1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 8.0lt 1 0.138 0.141 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.68 682.50 4960.00 1.78 64.12 456.00 +O+0,750L-t0,750S+0.450W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.oft 1 0.114 0.116 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.87 564.44 4960.00 1.47 53.02 456.00 +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 =8.011 1 0.114 0.116 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.87 564.44 4960.00 1.47 53.02 456.00 '1-0,601040,60W.+0,60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 8.0ft 1 0.037 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.24 181.24 4960.00 0.47 17.03 458.00 0.60D'+0.70E.e0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.Oft 1 0.037 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.24 181.24 4960.00 0.47 17.03 456.00 Overall Maximum Deflections Load Combinauon Span Max. Dell Location in Span Load Combination Max. W Dell Location in Span +t~0,750Lr+0750L'Q,45OW4j 1 0.0555 4.029 0.0000 0.000 Vertical Reactions Support notation: Far left isill Values in KIPS Load Combination Support 1 Support 2 Overall MA.Xjrnum 2.341 2.341 Overall MiNimum 0.540 0.540 +0+4-I 1.036 1.036 +D+L+H 2.236 2.236 +D+Lr+H 1.576 1.576 1.036 1.036 l'040,750LrI0,750L44-1 2.341 2.341 +D+0,75OL-t.750S+H 1.936 1.936 +D40.60W1+j 1.036 1.036 4040.70EsH 1.036 1.036 .O40.750Lr0.750L40.450W41 2.341 2.341 +040,750L*0.750S40,450W41 1.936 1.936 #0,750L40,750S+0,5250E44 1.936 1.936 -+0.60D40.60W0.60H 0.622 0.622 t0.60D40.70E40.60H 0.622 0.622 D Only 1.036 1.036 Lr Only 0.540 0.540 L Only 1.200 1.200 S Only WOnly E Only H Only .1 Mike Surprenant & Associates Project Title: Tamarack Residence .'- Engineer: JZ Prolect ID: 17144 _\ Project Descr. Sheet of Pnbe22AUG 2017. 3:4M d B I- l -. PrerP'1/ .4- r,ra k-'ashd a 0l Eis as Cal '115 Smaraci' 1' oo earn 1'ERCA' 4C '53- Buld u 1 121 'r 10 11 IP. Description: RB-3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 2800 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 2800 psi Ebend-xx 2000 ksi Fc - Pill 3000 psi Eminbend - xx 530120482ksi Wood Species Boise Cascade Fc - Perp 750 psi Wood Grade Versa Lam 2.0 2800 West Fv 285 psi Ft 1950 psi Density 41.75pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling i02j ..rW.02) .--- ....................................................................... 7,7 .......................................................................................................................................................................................................................................................................................................... 7 1 4. 1.75xg.25 Span = 15.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, Li = 0.0250, Tributary Width = 1.0 ft, (Ro4 DESIGN SUMMARY - - Maximum Bending Stress Ratio = 0.2061 Maximum Shear Stress Ratio = 0.091 : 1 Section used for this span 1.75x9.25 Section used for this span 1.75x9.25 lb : Actual 717.60 psi fv : Actual = 32.30 psi FB Allowable = 3,500.00 psi Fv : Allowable = 356.25 psi Load Combination +D+Lr+H Load Combination +D+Ij+-I Location of maximum on span = 7.750ft Location of maximum on span 14,765 It Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.141 in Ratio= 1314>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.281 in Ratio = 661 >=240, Max Upward Total Deflection 0.000 in Ratio = 0<240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C CF,V C C1 +0+1-I Length = 15.50 ft 1 0.142 0.063 0.90 1.000 1.00 1.00 1.000 1.00 1.00 Length =15.501t 1 0.127 0.056 1.00 1.000 1.00 1.00 'fl'Ir+H 1.000 1.00 1.00 Length = 15.50 ft 1 0.205 0.091 1.25 1.000 1.00 1.00 +D+Si-l-1 1.000 1.00 1.00 Length = 15.50 ft I 0,111 0.049 1.15 1.000 1.00 1.00 +0+0.750Lr*0.750LsH 1.000 1.00 1.00 Length = 15.50 ft 1 0.179 0.079 1.25 1.000 1.00 1.00 +D-'0.750L+0.750S-'I-1 1.000 1.00 1.00 Cm C t CL Moment Viues M t Pb V Shear Values fv Pa 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.74 356.58 2520.00 0.17 16.05 256.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.74 356.58 2800.00 0.17 16.05 285.00 1.00 1.00 1(0 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.49 717.60 3500.00 0.35 32.30 356.25 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.74 356.58 3220.00 0.17 16.05 327.75 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.30 627.35 3500.00 0.30 28.24 356.25 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Mike Surprenant & Associates Wood Beam Deschption R53 Project Title: Tamarack Residence Engineer: JZ Project ID: 17144 Project Descr: Sheet (4 of ______ Priie& 22 AUG 2017, 3:40PM Pile TemeITvrrakec .. HIF i 4L 1,.83.2017,Build: 1017 7 24Vcr 724 i Load Combination Max Stress Ratios Moment Values Shear Vaiues Segment Length Span 4 M V C C FN C 1 Cr Cm C t C L M tbFb V fV Fe Length = 15.50 ft I 0111 0.049 1.15 1.000 1.00 1.00 1.00 1,00 1.00 0.74 356.58 3220.00 0.17 16.05 327.75 eD#0,601N+1 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 0.080 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.74 356.58 4480.00 0.17 16.05 456.00 +D40.70E4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.50 It 1 0.080 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.74 356.58 4480.00 0.17 16,05 456.00 +0.+0,750Lr40.750L.e0.450W+H 1,000 1,00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.50f1 1 0.140 0.062 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.30 627.35 4480.00 0.30 28.24 456.00 +D+0.750L40.750S"0.450W'+Fl 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 0.080 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.74 356.58 4480.00 0.17 16.05 456.00 +D+0,750L+0.7509+0,5250E41 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 0.080 0.035 1.60 1.000 1.00 1,00 1.00 1.00 1.00 0.74 356.58 4480.00 0.17 16.05 456.00 .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 =15.50 ft 1 0.048 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.44 213.95 4480.00 0.10 9.63 456.00 60D0.70E0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.50 It 1 0.048 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.44 213.95 4480.00 0.10 9.63 456.00 Overall Maximum Deflections Load Combination Span Max. °- Defi Location in Span Load Combination Max. Defi Location in Span 1 0.2512 0.0000 0.000 Vertical Reactions Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MA, X inn um 0.385 0.385 Overall MiNimum 0.115 0.115 +D+H 0.191 0.191 0.191 0.191 0.385 0.385 +D+S+H 0.191 0.191 4D40.750Lr40.750L+H 0.337 0.337 O0.750L-F0.750S+H 0.191 0.191 +D+0.60W*l 0.191 0.191 +O+0.70E+H 0.191 0.191 +D+0.750Lr4O,750L+0.450W+H 0.337 0.337 +De0.750L+0,750S40.450W+H 0.191 0.191 #D+0.750L40,750S40.5250E+N 0.191 0.191 10.60D+0.60W40.60H 0.115 0.115 .+0,60D+0.70E.+0.601-1 0.115 0.115 D Only 0.191 0.191 LrOnly 0.194 0.194 L Only S Only WOnly EOnly H Only Joe MIKE SIJRPRENANT 1)1 & ASSOCIATES SHEET NO, Consulting Structural Engineers CALCULATED DATE ............ CHECKED BY............ DATE........ SCALE _______-. SB 7a I 13r.' I .;.sr'3:2 I 45 MEMBERS LABH L_ SPAN= FT i ('1 '1 O UNIFORM LOAD I . O POINT LOAD.(cENTERED) V CUSTOM LOADING (SEE DIAGRAM) - ................................................................................... ......... .w1 . { — ((i S7C P2 ()36)(v Lj B, IU La') USE X 'GRADE 3 'ô C:- ALT: GRADE: C ABEL itAN-1 SPAIN= _9 '- yr LABEL: ! IJNIF(DRM LOAD IJ POINT: LOAD (CENTERE) . CUSTOM LOADING (SEE. DIAGRAM) 3tD, 4L P2 = P2.. . C:______ ALT- GRADE: LABEL: J- SPAN= \3 FT. +45 c , 0 UNIFORM LOAD 0 POINT LOAD (CENTERED) CUSTOM LOADING (SEE DIAGRAM) WI = w2 = P1 = t, k.1 %L-S) DIG £I P2 = USE: k.. GRADE:.. C:. .. ALT:._. GRADE: C:______ IRL lbs . VMxJ_lbs E . ksi MMAx= 4-': ft-lbs IREQD RL= __ RR= •.•6•,t lbs VAx = 3IbS E = -O .isi M14AX= 'A ft-lbs IREQ'J) — p = RR lbs VM4x=_1bS E =_ ksi MMAX= ft-lbs IREQ'J) —: Wood Beam "krettltUU1 i to &J Id m. Description : R34 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 740 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination ASCE 7-10 ft - Fc-Prll Wood Species Boise Cascade Fc - Perp Wood Grade Versa Lam 2.0 3100 West Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling ENERcALC. St INC .i953-ViT, IdIC 177.24, Ver.lO.17.724 3100 psi E: Modulus of Elasticity 3100 psi Ebend- xx 2000 ksi 3000 psi Eminbend -xx 530120482ksi 750 psi 285 psi 1950 psi Density 41.75pcf Mike Surprenant & Associates Project Title: Tamarack Residence Engineer JZ , Project ID: 17144 Project Descr: Sheet K. of PrtcU: 22 AUG 2(tt7, 4:1uFM Dta253 Lt0.32) '2(0 3,5x9.25 3.5x9.25 Span 8.50 ft Span 7.0 ft -4 '- Applied Loads - Service loads entered. Load Factors willbeappliedforcalculations. Beam self weight calculated and added to loads Load for Span Number 2 Point Load: D = 0.2560, Lr = 0.320k 6.0 ft, (Header) D,nI,d'rt=t)flAfl IrflflflktTh7(ft(F'I DESIGN SUMMARY - _______ - iMaximum Bending Stress Ratio a 0.25€ I Maximum Shear Stress Ratio = 0.101 : 1 Section used for this span 3.5x9.25 Section used for this span 3.5x9.25 Lb : Actual = 990.07 psi fv : Actual = 36.08 psi FB : Allowable = 3,875.00 psi Fv : Allowable a 356.25 psi Load Combination 90+Lr+H Load Combination +D4,j+H Location of maximum on span 8.500ft Location of maximum on span = 8.500 ft Span 4 where maximum occurs Span #1 Span # where maximum occurs Span 4 1 Maximum Deflection Max Downward Transient Deflection 0.274 in Ratio 612>=360 Max Upward Transient Deflection -0.038 in Ratio = 2702 >=360 Max Downward Total Deflection 0.514 in Ratio = 326 >=240, Max Upward Total Deflection -0.070 in Ratio = 1465 >=240. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values SegrnentLength Span# M V Cd C RV C i Cr 0m C t CL (vi fb Pb V fv Pv +D+H 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.169 0.068 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.96 470.75 2790.00 0.38 17.55 256.50 Length =7.Oft 2 0.169 0.068 0.90 1.000 1.00 1.00 1.00 1.00 1,00 1.96 470.75 2790.00 0.38 17.55 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 8.50ft 1 0.152 0.062 1.00 1.000 1.00 1.00 1.00 1,00 1.00 1.96 470.75 3100.00 0.38 17.55 285.00 Length =7.oft 2 0.152 0.062 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.96 470.75 3100.00 0.38 17.55 285.00 +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 0.256 0.101 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.12 990.07 3875.00 0.78 36.08 356.25 Length a 7.0 ft 2 0.256 0.101 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.12 990.07 3875.00 0.78 36.08 35625 Project ID: 17144 Mike Surprenant & Associates Project Title: Tamarack Residence Engineer: JZ Project Descr: Sheet I'• of _________ P1nNi 2OAUG 2017, 4:16i ree0n0iCalc Tamplatau\TamoacN 0x6 '''CAL'INC l82017. Bc'1017724,Var 1017724 ALyyI :1li1 Descpto.n: RBA Load Combination Max Stress Ratios Segment Length Span # M V C C EN +0-S,H 1,000 Length 8.50f1 1 0,132 0.054 1.15 1.000 Length 7.0ft 2 0.132 0.054 1.15 1.000 +D'e0.750Lr+0.750L41 1.000 Length = 8.50 ft 1 0.222 0.088 1.25 1.000 Length =7.Oft 2 0.222 0.088 1.25 1.000 +D+0.750L+0.750S-*l 1.000 Length =8.50f1 1 0.132 0.054 1.15 1.000 Length =7.0 ft 2 0.132 0.054 1.15 1.000 +D-+0.60W'4-1 1.000 Length =8.50ft 1 0.095 0.038 1.60 1.000 Length = 7.0 ft 2 0.095 0.038 1.60 1.000 -O-0.70E+H 1.000 Length =8.5oft 1 0.095 0.038 1.60 1.000 Length =7.oft 2 0.095 0.038 1.60 1.000 +0-0.750Lr40.750L40.450W+H 1.000 Length = 8.50 ft 1 0.173 0.069 1.60 1.000 Length 7.01t 2 0.173 0.069 1.60 1.000 +O-0,750L40,750S40,450W+H 1.000 Length = 8.50 ft 1 0.095 0.038 1.60 1.000 Length = 7.0 ft 2 0.095 0.038 1.60 1.000 +D+,750L40,750S40,5250E+H 1.000 Length =8.50 ft 1 0.095 0.038 1.60 1.000 Length =7,0 ft 2 0.095 0.038 1.60 1.000 +0.60040.60W+0.60H 1.000 Length = 8.50 It 1 0.057 0.023 1.60 1.000 Length = 7.0 It 2 0.057 0.023 1.60 1.000 40,600'+0.70E+0,60H 1.000 Length = 8.50 ft 1 0.057 0.023 1.60 1.000 Length =7.oft 2 0.057 0.023 1.60 1.000 Overall Maximum Deflections C Cr C C CL Moment values M lb Fb V Snoar values FO F'v 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.96 470.75 3565.00 0.38 17.55 327.75 1.00 1.00 1.00 1.00 1.00 1.96 470.75 3565.00 0.38 17.55 327.75 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 3.58 860.24 3875.00 0.68 31.45 356.25 1.00 1.00 1.00 1.00 1.00 3.58 860.24 3875.00 0.68 31.45 356.25 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.96 470.75 3565.00 0.33 17.55 327.75 1.00 1.00 1.00 1.00 1.00 1.96 470.75 3565.00 0.38 17.55 327.75 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.96 470.75 4960.00 0.38 17.55 456.00 1.00 1.00 1.00 1.00 1.00 1.96 470.75 4960.00 0.38 17.55 456.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.96 470.75 4960.00 0.38 17.55 456.00 1.00 1.00 1.00 1.00 1.00 1.96 470.75 4960.00 0.38 17.55 456.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 3.58 860,24 4960.00 0.68 31.45 456.00 1.00 1.00 1.00 1.00 1.00 3.58 860,24 4960.00 0.68 31.45 456.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.96 470.75 4960.00 0.38 17.55 456.00 1.00 1.00 1.00 1.00 1.00 1.96 470.75 4960.00 0.38 17.55 456.00 tOO 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.96 470.75 4960.00 0.38 17.55 456.00 1.00 1.00 1.00 1.00 1.00 1.96 470.75 4960.00 0.38 17.55 456.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.17 282.45 4960.00 0.23 10.53 456.00 1.00 1.00 1.00 1.00 1.00 1,17 282.45 4960.00 0.23 10.53 456.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.17 282.45 4960.00 0.23 10.53 456.00 1.00 1.00 1.00 1.00 1.00 1.17 282.45 4960.00 0.23 10.53 456.00 Load Combination Span Max. '• Defi Location in Span Load Combination Max. Deft Location in Span 1 0.0000 0.000 -ID+Lr%1 0.0699 4.939 +O+Lr+H 2 0.5145 7.000 0,0000 4.939 Vertical Reactions Support notalkn: Far alt is #1 Values in KIPS Load Combination Support I Support 2 Support 3 IrMAXimUn......T31'O Overall MiNimum 0.114 0.394 -0.190 0.656 .0190 0.656 -i-D+Lr+H -0.445 1.310 40+S--l-1 -0.190 0.656 -4O-+0,750Lr40,750L-ffl -0.381 1.147 +D-0,750L#0,750S+N -0.190 0.656 040.60W-H -0.190 0.656 +D0.70E-*l -0.190 0.656 +O+0.750Lr40,750L+0,450W*l -0.381 1.147 -'+0.750L0,750S40,450W+H -0.190 0.656 +O0.750L+0.750S0.5250E+H -0.190 0.656 '.0,60D+0.60W0.60Ff -0.114 0.394 .0.60D+0.70E+0.60H -0.114 0.394 DOnly -0.190 0.656 Lr Only -0.254 0.654 L Only S Only WOnly EOnly H Only Mike Surprenant & Associates Project Title: Tamarack Residence Engineer: JZ , ProlectiD: 17144 Project Descr: Sheet (l of Pthte: 22 AUG 2011, 4G7P4 144-T I empalasi am3r50k Cc ENERC C INC 153-20I7, BUfd10.1/I.24, Vet 10 17.724 Wood Beam I lie Descripllon:R8-5 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable stress Design Fb + Load Combination ASCE 7-10 Fb- Fc - Pril Wood Species Boise Cascade Fc - Perp Wood Grade : Versa Lam 2.0 2800 West Ri Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling -.., . 2,800.0 psi E: Modulus of Elasticity 2,800.0 psi Ebend-x.x 2,000.0ksi 3,000.0 psi Emin bend -xx 1,036.83ksi 750.0 psi 285.0 psi 1,950.0 psi Density 41 .750pc1 11.754.25 Span = 14,250 ft 4 .....: - Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0.0360, Lr = 0.0450 Tributary Width = 1.0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.299 1 Section used for this span 1.75x9.25 fb:Actual = 1,045.92psi FB Allowable = 3,500.00 psi Load Combination 40+Lr+H Location of maximum on span 7125ff Span # where maximum occurs = Span # 1 Maximum Deflection Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span Iv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs ' = 0.143:1 1.15x925 50.80 psi 356.25 psi 13.522 ft Span #1 Max Downward Transient Deflection 0.182 in Ratio = 939>=360 Max upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.346 in Ratio = 493 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C1 Cr Length= 14.250 ft 1 0.197 0.094 0.90 1.000 1.00 1.00 +D41H 1.000 1.00 1.00 Length = 14.250 ft 1 0.177 0.085 1.00 1.000 1.00 1.00 0'tr#I 1.000 1.00 1.00 Length = 14.250 ft 1 0.299 0.143 1.25 1.000 1.00 1.00 401-51+1 1.000 1.00 1.00 Lexgth= 14.250 It 1 0.154 0.074 1.15 1.000 1.00 1.00 +O*0.750Lr.0.750L*H 1.000 1.00 1.00 Length = 14.250 ft 1 0.260 0.124 1.25 1.000 1.00 1.00 +D+0.750L40.750S1+l 1.000 1.00 1.00 CmC _CLMfbPb Moment Values V Shear Values I 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.03 496.68 2520.00 0.26 24.12 256.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.03 496.68 2800.00 0.26 24.12 285.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 2.18 1,045.92 3500.00 0.55 50.80 356.25 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.03 496.68 3220.00 0.26 24.12 327.75 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.89 908.61 3500.00 0.48 44.13 356.25 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Mike Surprenant & Associates Project Title: Tamarack Residence Engineer: JZ Project Descr: Sheet 19 of Project ID: 17144 Pr*±22 AUG 2017, 4:37PM I OOU B eam Description: RB-S Load Combination Segment Length Span# 41- Max Stress Ratios M V C CFN C 1 Cr " l'rc'rth 2t1i1'14.-T a ' a -Faa e 04Fnp ear q (.al Ta p 1. a Tmaa. L0LR(L PIG I 3 01/ UuIrl 01 /24 10 7- -a- Moment Values Shear Values Cm C t CL M lb F'b V fv F'v Length = 14250 ft 1 0.154 0.074 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.03 496.68 3220.00 0.26 24.12 327.75 -i0+0,60W*1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lcngth = 14.250ft 1 0.111 0.053 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.03 496.68 4480.00 0.26 24.12 456.03 +D'+0.70E#I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.250f1 1 0.111 0.053 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.03 496.68 4480.00 0.26 24.12 456.00 +D+0.750Lr0750L+0450W+H 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.250 ft 1 0.203 0.097 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.89 908.61 4480.00 0.48 44.13 456.00 +D40.750L0,750S1'0,450W44- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.250ft 1 0.111 0.053 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.03 496.68 4480.00 0.26 24.12 456.00 750L+0.750S#0.5250E-4-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.250 ft 1 0.111 0.053 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.03 496.68 4480.00 0.26 24.12 456.00 40.60D4060W40.60R 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.250 ft 1 0.067 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.62 298.01 4480.00 0.16 14.47 456.00 +0.60D+0.70E+0 6011 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.250ft 1 0.067 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.62 298.01 4480.00 0.16 14.47 456.00 Overall Maximum Deflections Load Combination Span Max, -' Dell Location in Span Load Combination Max. -~ Defi Location in Span I 0.34164 737 .000u:O 0.000 Vertical Reactions Lead Combinariorr Overall MiNimum 44J+H 4D4L49 +0+844-I +040,750Lr40750L+N -i'0'+0.750L+0,750S-s-H -+0+0,60W4H +Da0.70E41 +D40.750Lr40750L+045QW-H 00.750L0.750S+0.450W+i-f D0.750L0.750S40,5250E*1 -'0.60D0.60W40.60H #0.60040.70E40.60H D Only Lr Only L Only S Only W Only E Only H Only Support notation: Far left is #1 Suppu I Support 2 0.611 0.611 0.174 0.174 0.290 0.290 0.290 0.290 0.611 0.611 0.290 0.290 0.530 0.530 0.290 0.290 0.290 0.290 0.290 0.290 0.530 0.530 0.290 0.290 0.290 0.290 0.174 0.174 0.174 0.174 0.290 0.290 0.321 0.321 Values in KIPS Beam Fil= Wood Bea ENERCALC. NC. 1952-2017 Description: RB-S CODE REFERENCES Mike Surprenant & Associates Project Title: Tamarack Residence Engineer: JZ Project Descr: Sheet 20 of Project lD: 17144 PthA: 22 AUG 2017, 4:41.M 1ernplalesLnm6rack eth :IC. 17 Calculations per NDS 2015, 1 BC 2015, CBC 2016, ASCE 7-10 Load Combination Set ASCE 7-10 Material Properties Analysis Method: Allowable stress Design Fb + Load Combination ASCE 7-10 Fb - Fc-Prll Wood Species Boise Cascade Fc - Perp Wood Grade Versa Lam 2.0 3100 West Fv Ft Beam Bracing . Beam is Fully Braced against lateral-torsional buckling 3,100.0 psi E.' Modulus of Elasticity 3,1100.0 psi Ebend-xx 2,000.0ksi 3,000.0 psi Eminbend - xx 1,036.83ksi 750.0 psi 285.0 psi 1,950.0psi Density 41.750pcf 0(0.29; Lr(0.321) 3.5x9.25 3.5x).25 Span = 13.0 ft Span = 4.50 ft plied Loads Beam self weight calculated and added to loads Load for Span Number 2 Point Load: D =0.290, Lr = 0.3210k tS 4,50 ft, (RB-51 DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb:Actual FB : Allowable = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. 0.1761 Maximum Shear Stress Ratio 3.5x9.25 Section used for this span 3.5x9.25 683.90 psi fv : Actual = 29.94 psi 3,875.00 psi Fv : Allowable = 356.25 psi +D-4j+H Load Combination 13.0001t Location of maximum on span 13.000ft Span # 1 Span # where maximum occurs Span # 1 0.142 in Ratio= 760>=360 -0.059 in Ratio= 2642>=360 0.264 in Ratio = 408 '=240. -0.104 in Ratio = 1507>=240. Maximum Forces & Stresses for Load Combinations ..oad Combination Max Stress Ratios Segment Length Span# M V C C FN C Cr Cm C1 CL M Length= 13.011 1 0.121 0.059 0.90 1.000 1.00 1.00 1.00 1.00 1.00 Length =4.50ft 2 0.121 0.059 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 Length= 13.0 ft 1 0.109 0.053 100 1.000 1.00 1.00 1.00 1.00 1.00 Length r4,50ft 2 0.109 0.053 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +04r+H 1.000 1.00 1.00 1.00 1.00 1.00 Length =13.Dft 1 0.176 0.084 1.25 1.000 1.00 1.00 1.00 1.00 1.00 Length =4.5011 2 0.176 0.084 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.40 1.40 1.40 1.40 2.84 2.84 Moment Values 0.00 336.61 2790.00 336.61 2790.00 0.00 336.61 3100.00 336.61 3100.00 0.00 683.90 3875.00 683.90 3875.00 0.00 lb Fb Shear Values V ?v Fe 0.00 0.00 0.00 0.33 15.07 256.50 0.33 15.07 256.50 0.00 0.00 0.00 0.33 15.07 285.00 0.33 15.07 285.00 0.00 0.00 0.00 0.65 29.94 356.25 0.65 29.94 356.25 0.00 0.00 0.00 -'---.. Mike Surprenant & Associates Project Title: Tamarack Residence Engineer: JZ Project ID: 17144 Project Descr: Sheet of ft - - - nnLi22Ai.- 1, •.41P0 Wood Beam T1pates,Tamrac cr6 B' EP" INC l°-23 i Budd-I Budd-ICHi T24, Ver:10-17 74 Coscription : R8-5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb Pb V IN Pa Length = 13.0 ft 1 0.094 0.046 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.40 336.61 3565.00 0.33 15.07 327.75 Length =4.5011 2 0.094 0,046 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.40 336.61 3565.00 0.33 15.07 327.75 +D40.750Lr-0.75OL+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length =13.Oft 1 0.154 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.48 597.08 3875.00 0,57 26.22 366.25 Length =4.501t 2 0.154 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.48 597.08 3875.00 0.57 26.22 35625 +0-4-0750L-i-0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length: 13.0f1 1 0.094 0.046 1.15 1.000 1.00 1.00 1,00 1.00 1.00 1.40 336.61 3565.00 0.33 15.07 327.75 Length :4.5011 2 0.094 0.046 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.40 336.61 3565.00 0.33 15.07 327.75 +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 =13.011 I 0.068 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.40 336.61 4960.00 0.33 15.07 456.00 Length = 4.50 ft 2 0.068 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.40 336.61 4960.00 0.33 15.07 456.00 #O-+0,70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length :13.0 ft 1 0.068 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.40 336.61 4960.00 0.33 15.07 456.00 Length =4.5oft 2 0.068 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.40 336.61 4960.00 0.33 15.07 456.00 +D-,75OLr0.750L-i-,450W-+l-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.120 0.057 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.48 597.08 4960.00 0.57 26.22 456.00 Length 4.50ft 2 0.120 0.057 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.48 597.08 4960.00 0.57 26.22 456.00 +D-,0,750L-+0,750S0,450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.068 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.40 336.61 4960.00 0.33 15.07 456.00 Length = 4.50 ft 2 0.068 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.40 336.61 4960.00 0.33 15.07 456.00 +D+0.7501-+0.750&'0.5250E.1-t 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Lengths 13.0 ft 1 0.068 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.40 336.61 4960.00 0.33 15.07 456,00 Length =4,50 ft 2 0.068 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.40 336.61 4960.00 0.33 15.07 456.00 +0.600-f0.60W+0.60H 1.000 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13,0 ft 1 0.041 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.84 201.96 4960.00 0.20 9.04 456.00 Length = 4.50 ft 2 0.041 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.84 201.96 4960.00 0.20 9.04 456.00 -'0.600+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= 13.011 1 0.041 0.020 1.60 1.000 1,00 1.00 1.00 1.00 1.00 0.84 201.96 4960.00 0.20 9.04 456.00 Length =4.5011 2 0.041 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.84 201.96 4960.00 0.20 9.04 456.00 Overall Maximum Deflections Load Combination Span Max. - Deli Location in Span Load Combination Max. '-'-' Del, Location in Span 1 0.0000 - 0.000 --O~Lr--H -0.1035 7.698 +D+Lr+H 2 0.2641 4.500 0.0000 (.698 Vertical Reactions - Support notation: Far left is 1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -0.158 0.933 Overall MlhJirnum -0.028 0.301 +D+H -0.047 0.501 +0+141 -0.047 0.501 -0.158 0.933 -0.047 0.501 +D+0.750Lr+0,750L41 -0.130 0.825 'tD+0.750L+0,750S+l-1 -0.047 0.501 'tD-f0,60W+H -0.047 0.501 -+D+0,70E+H -0,047 0.501 -i-0+0.750Lr+0,750L*0.450W+H -0.130 0.825 +0+0,750L-e0.750S0.450W-i+l -0.047 0.501 +0+0.750L+0.750S+0.5250E+H -0.047 0.501 0.6013+0.60W+0.601-11 -0.028 0.301 40.60D40,70E+0.60H -0.025 0.301 DOnly -0.047 0.501 LrOnly -0.111 0.432 L Only S Only WOnly EOnly 1Only JOB MIKE SURPRENANT &ASSOCIAT.ES SHEETNO._...........,..... ...._..................._ Consulting Structural Engineers CALCULATED BY. 'a- DATE CHECKED BY_________________________ DATE SCALE Roo- LEVEL: MEMBERS: .A~_VAS ........ LABEL: cLi SPAN tlFT. UNIFORM LOAD O POINT LOAD (CENTERED) o CUSTOM LOADiNG (SEE DIAGRAM) /H6) P2 = RL= _lbs RR= €'N_lbs VMAx = -Q_ lbs . E = ___0 ksi . MAXMr bO ft-lbs JREQ'D in4 USE: GRADE: I ALT: GRADE: C:______ LABEL: SPAN 14 FT. UT)FORMLAD O POINT LOAD. (CENTERED) D CUSTOM LOADING (SEE DIAGRAMI) W2 = P1 .P2 USE: "¼1- GRADE: C:________ ALT: GRADE:. C:_______ LABEL: SPAN=. FT. [I UN WORM LOAD 0 POINT LOAD (CENTERED) CUSTOM LOADING (SEE DIAGRAM) wl= W2= P1 = P2 = I USE:..............GRADE:.. ______ L T: GRADE:_. C:______ 316 LK R1 L{.7) 1bs VMAX = ?o lbs E = ksi MMAX = .S SSt ft-lbs IREQ'n lbs RR= _________lbs VMAX - lbs E =_.. _. •ksi MMAx = ft-lbs IREQ'D = -. In Mike Surprenant & Associates Project The: Tamarack Residence Engineer: JZ Project Descr: Sheet '?J of 'Ab ti!e 'wro;ecisuui 11/114-i emarac1-1are\u-1gneerlr Description: RS-7 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material. Project ID: 17144 Pr i'9d: 22AJG 2917, 4:1552PM Template&tTarnareck ecS 10.17 7.24. Vr 1017.7.24 Analysis Method: Allowable Stress Design Fb + 3100 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 3100 psi Ebend-xx 2000ks1 Fc - Prll 3000 psi Wood Species Boise Cascade Fc - Perp 750 psi Wood Grade Versa Lam 2,0 3100 West Fv 285 psi Ft 1950 psi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Lr(i.225) .1 --,--.-- 5.25x11.875 Span = 12.50 ft .4.............................................................................................................. Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.180, Lr = 0.2250, Tributary Width = 1.0 ft, (Roof) DESIGN SUMMARY Eminbend - xx 530120482 ksr Density 41.75 pd Maximum Bending Stress Ratio = 0.207 1 Maximum Shear Stress Ratio Section used for this span 5.25x1 1.875 Section used for this span lb : Actual = 803.63 psi fv Actual FB : Allowable 3,875.00 psi Fv: Allowable Load Combination +D+L.r+H Load Combination Location of maximum on span = 6.250ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.085 in Ratio = 1767 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.160 in Ratio = 940 >=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 = .11 5.25x11.875 = 53.87 psi = 356.25 psi +D+Lr+H = 11,542ff = Span #1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C C C i Cr C in C t C L Moment Values M fb Fb V Sloar Va ices fv Fv 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.135 0.098 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.87 376.24 2790.00 1.05 25.22 256.50 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.50f1 1 0.121 0.088 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.87 376.24 3100.00 1.05 25.22 285.00 +D-fl_r+f-$ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.207 0.151 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.26 803.63 3875.00 2.24 53.87 356.25 -s-D+S4 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.50ft 1 0.106 0.077 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.87 376.24 3565.00 1.05 25.22 327.75 +D+0.750Lr+0.750L-*l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.180 0.131 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.16 696.78 3875.00 1.94 46.71 356.25 0-f0.750L+0.750S41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 )-" Mike Surprenant & Associates Project Title: Tamarack Residence Engineer: JZ Project ID: 17144 1L Project Descr Sheet Z' of ______________ ____________ ?nn!d;22jG2O7. 4:S2M Wood Beam = FtPcoece&,2017\ r 144=Ta rarkParu OEniCa Thmpen\Tamaackec€ e m RSALC N 1983-2017, u 1IO11724 Vel., 10, 17.7.24 Description: R8-7 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span M V C CFN C i Cr Cm C I CL M lb Fb V fv Fv Length = 12.50 ft 1 0.106 0.077 1.15 1.000 1.00 1.00 1.00 1,00 1.00 3.87 376.24 3565.00 1.05 25.22 327.75 +D+0,60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lenath = 12.50 ft 1 0.076 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.87 376.24 4960.00 1.05 25.22 456.00 +D+0.70E+l-$ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lerigth= 12.50 ft 1 0.076 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.87 376.24 4960.00 1.05 25.22 456.00 40+0,750Lr4O.750L40,450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length= 12.50 ft 1 0.140 0.102 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.16 696.78 4960.00 1.94 46.71 456.00 4040.750L40.750S40,450W#4-I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 It 1 0.076 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.87 376.24 4960.00 1.05 25.22 456.00 +Dl.0.750L40,7505+0,5250E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.076 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.87 376.24 4960.00 1.05 25.22 456.00 +0.60D40,60W0,50H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 It 1 0.046 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.32 225.74 4960.00 0.63 15.13 456.00 +0.60D+.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.046 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.32 225.74 4960.00 0.63 15.13 456.00 Overall Maximum Deflections Load Combination Span Max. Deft Location in Span Load Combination Max. "+' Dell Location In Span 0.1595 6.296 0.0000 0.000 Vertical Reactions Support notation: Far left #1 Values in KIPS Load Combination Support 1 Support 2 - 0vera6 MAXimum 2.644 2.644 Overall MiNimum 0.743 0.743 1.236 1.238 1.238 1.238 +D+Lr+I-f 2.644 2.644 +D+S+H 1.238 1.238 i.040,7501-r.7501-4l 2.293 2.293 +040,750L40.750S+H 1.238 1.238 D--0.60W4H 1.238 1.238 +D+0,70E-i+1 1.238 1.238 +040,750Lr40750L.1.0450W4f 2.293 2.293 +0.'0.750L40,750840.450W.s.H 1.238 1.238 'l-D+,750L#0,750S40.5250E+H 1.238 1.238 +0,60D+0,60W-F0,60H 0.743 0.743 +0.60D40.70E0.60H 0.743 0.743 D Only 1.238 1.238 Lronty 1.406 1.406 LOnly S Only WOnly 6 Only H Only dNke Surprenant & Associates Project Title: Tamarack Residence Pro?ectDescr Sheet of Project IIJ: 17144 P1nted: 22.AIJG Wood B TsrniatasTi 00 earn FJERCAi..C, NC. 19n3.201r Build: 10 I77.24V E uswpuui; CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties /naiysis vielnoa: i-iiowaoie Stress uesign Fb + Load Combination ASCE 7-10 Fb- Fc - PrH Wood Species : Boise Cascade Fc - Perp Wood Grade Versa Lam 2.0 3100 West Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 3,100.0 psi E: Modulus of Elasticity 3,100.0 psi Ebend-xx 2,000.0ksj 3,000.0 psi Eminbend - xx 1,036.83ksi 750.0 psi 285.0 psi 1,950.0 psi Density 41.750 pcI D).231 1.rW.325 - I - 5 25x11.875 Span =14.50fi - ... .............. Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0.260, Lr = 0.3250, Tributary Width 1.0 if, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.398 I Section used for this span 5.25x11.875 ft Actual M 1,541 .43psi FB : Allowable 3,875.00 psi Load Combination +D+Lr+H Location of maximum on span = 7250ff Span # where maximum occurs = Span # 1 Maximum Deflection - Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = 0.256: 1 Section used for this span 5.25x11.875 fv:Actual = 91.38 psi Fv : Allowable = 356.25 psi Load Combination +D+Lr+H Locafion of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Max Downward Transient Deflection 0.222 in Ratio = 784 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.412 in Ratio= 422 '=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Vaiues Shear Va!ues Segment Length Span # M V C C FW C Cr Cm C C L M fb Pb V Iv P'v 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.255 0.164 0.90 1.000 1.00 1.00 1.00 1.00 1.00 7.31 710.75 2790.00 1.75 42.13 256.50 +D+Li41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.50 ft 1 0.229 0.148 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.31 710.75 3100.00 1.75 42.13 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.398 0.256 1.25 1.000 1.00 1.00 1.00 1.00 1.00 15.85 1,541.43 3875.00 3.80 91.38 356.25 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 It 1 0.199 0.129 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.31 710.75 3565.00 1.75 42.13 327.75 00.750Lr40.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 14.50 ft 1 0.344 0.222 1.25 1.000 1.00 1.00 1.00 1.00 1.00 13.71 1,333.76 3875.00 3.29 79.07 356.25 00.750L0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Mike Surprenant & Associates Project Title: Tamarack Residence Engineer: JZ Project ID: 17144 Project Descr: Sheet Z&. of Wood Beam L. Descnption: RB-S Load CombinaUon Max Stress Ratios Segment Length Span# M V File= n'\i'c.ecis'017'17144-:2rnacxcPslr:e0. ENERCA..CI'.0 Moment Values Cd Cp C Cr Cm C CL M ft) F'b ted: 22A!JG 221/, :04PM 177 24, Ver 10 17.7 24 Shear Values V fv F'v Length = 14.50 ft 1 0.199 0.129 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.31 710.75 3565.00 1.75 42.13 327.75 'D'0.60W*1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.143 0.092 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.31 710.75 4960.00 1.75 42.13 456.00 -'040.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.50ft 1 0.143 0.092 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.31 710.75 4960.00 1.75 42.13 456.00 4D40.750Lr40.750L'0.4501N#1 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.50 ft 1 0.269 0.173 1,60 1.000 1.00 1.00 1.00 1.00 1.00 13.71 1,333.76 4960.00 3.29 79.07 456.00 +040.750L*0,750S40.450W#1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.143 0.092 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.31 710.75 4960.00 1.75 42.13 456.00 +D+0.750L+0.750S40.5250E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.143 0.092 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.31 710.75 4960.00 1.75 42.13 456.00 40.60D+0.60W40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.086 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.38 426.45 4960.00 1.05 25.28 456.00 40.60D40.70E40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.50 ft 1 0.086 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.38 426.45 496000 1.05 25.28 456.00 Overall Maximum Deflections Lad Combinalion - Span Max. Defl - LocaUon in Span Load Combination Max, + Defl Location in Span 40+Lr4' I 04118 7.303 0.0000 0.000 Vertical Reactions Support notation: Far leftis #1 Values in KIPS uoaci Conibinahon Support 1 Support 2 Overall MAXiinjm 4.372 4.372 Overall MINimum 1.210 1.210 +D+H 2.016 2.016 2.016 2.016 *+Lr-+4'1 4.372 4.372 404S4H 2.016 2.016 040.750Lr0.750L*l 3.783 3.783 +D40.750L40,750Sl-1 2.016 2.016 #O+0.60W+1-1 2.016 2.016 -f0-t0,70E+I-1 2.016 2.016 +D+0,750Lr+0.750L40.450W-'-H 3.783 3.783 +D'0,750L'+0,750S40.450W'H 2.016 2.016 4D's'0,750L40.750S+0.5250EH 2.016 2.016 'f0.60D40,60W40.60H 1.210 1.210 .0.60D40.70E'+0,60H 1.210 1.210 D Only 2.016 2.016 Lr Only 2.356 2.356 Only S Only W Only E Only H Only - MIKE SURPRENANT 7_j__ & ASSOCIATES SHEET ro.___________________ Costing Structural Engineers CALCULATED _______ CHECKED BY______________________ SCALE ----.....rn.- ............ ..... ........ LEVEL: ____________________ MEMBERS: . LABEL:j.:1 SPAN=•stJ.S FT. UNIFORM LOAD O POINT LOAD (CENTERED) CUSTOM LOADING (SEE DIAGRAM) wi '1 p, f5_6 \ ç\ -DOL P2. RL = J±Li._lbs RR = O lbs VMA = i4S lbs E = rO bo 1si MMAX Uoô ft-lbs IREQ'D - _jfl c: ALT: ._.GRADE: _C:______ LABEL: SPAN=_FT. %- ç uNIFORM: LOAD ................ . 0 POINT LOAD (CENTERED). El CUSTOM LOADJNG (SEE DIAGRAM) W, = 1144tP1 P2 _1s R,,= 114% . J_lbs (1,26 pI -(7( ,rL\ VSIAx=H q 6 0 lbs E =ksi USE: ''W'GRADE: R1 o t> C: Msx= fl-lbs h'o = - in ALT: GRADE: C:_. LABEL: 3 SPAN= Vf.t' C/lu UNIFORM LOAD POINT LOAD (CENTERED) CUSTOM WADING (SEE -DIAGRAM) WI P cD) W2=(1(b' •- to =q-9.0 93' t, sC) P2 -) USE;5........CiL,CftADE:.. C: ALT: . GRADE: C:______ lbs R=L1 i lbs Vx = 3oco lbs E = ( ksi MMtrr . _)ft-lbs IEEQD = _________ ____________________ 23 AUG 201?, 020AM :.prOjr2017\i 7i 444 aack--'?mhalle\0$ErgIrecrn1\Calc Tnr pt \Tammar ect 1983-2017 01111110 1,7 14 0117.A I 'iI IL Mike Surprenant & Associates Project Title: Tamarack Residence Engineer: JZ Project ID: 17144 Project Descr: Sheet IB of _____ uescr:pnon: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 3,100.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb- 3,100.0 psi Ebend-xx 2,000.Oksj Fc - FrlI 3,000.0 psi Eminbend - xx 1,036.83ksi Wood Species Boise Cascade Fc - Perp 750.0 psi Wood Grade Versa Lam 2.0 3100 West Fv 285.0 psi Ft 1,950.0 psi Density 41.750pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling 0(1.035) Lr(0ö4) L(i.2) 4.. 5.25x14 Span =20.50r1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D = 1.036, Lr = 0.540, L = 1.20 k 0 9.50 ft. (RB-2) DESIGN SUMMARY Maximum Bending Stress Ratio 0.2871 Section used for this span 5.25x14 lb : Actual 875.32 psi FB : Allowable = 3,047.36 psi Load Combination +D+L+H Location of maximum on span = 9.502ft Span if where maximum occurs Span if 1 Maximum Deflection Maximum Shear Stress Ratio = 0.100 1 Section used for this span 5.25x14 fv : Actual = 28.46 psi Fv: Allowable 285.00 psi Load Combination Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Max Downward Transient Deflection 0.155 in Ratio= 1589>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.337 in Ratio= 729 >=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span M V C C FN C i Cr Cm C t CL _______________________ Moment Values M fb Pb _________.... V Shear Values fv Fv +0*1 0.00 0.00 0.00 001.: Length = 20.50 ft 1 0.163 0.060 0.90 0.983 1.00 1.00 1.00 1.00 1.00 6.39 447.37 2742.62 0.75 15.31 256.50 +D+L*I 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length =20.50f1 1 0.287 0.100 1.00 0.983 1.00 1.00 1.00 1.00 1.00 12.51 875.32 3047.36 1.39 28,46 285.00 40+Lr+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.168 0.060 1.25 0.983 1.00 1.00 1.00 1.00 1.00 9.15 639.95 3809.19 1.04 21.23 356.25 +0+3*1 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 20.50ft 1 0.128 0.047 1.15 0.983 1.00 1.00 1.00 1.00 1.00 6.39 447.37 3504.46 0.75 15.31 327.75 +040.750Lr40.750L#1 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.240 0.083 1.25 0.983 1.00 1.00 1.00 1.00 1.00 13.04 912.76 3809.19 1.45 29.61 356.25 +D0.750L0.750S*1 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Mike Surprenant & Associates Project Title: Tamarack Residence Engineer: JZ Project Descr: Sheet Vt of Project ID: 17144 iITI I:i*.i i File = F:roJec s\2017\17144TarnaratkPars1e\03.EngineernglCarc Ternplates\Tarnarack.ec6 ENrQnAI.C, NO. 1583-2011, Build:1017 724 Vet r0.17724 Description FB-i Load Combination Max Stress Rafos Moment Values Shear Values Segment Length Span# M V C 1 C Cr Cm C1 C1 M lb Pb V N Fe Length =205Ot 1 0.219 0.077 115 0.983 1.00. iCC 100 1 CO 100 1098 76833 350448 123 2517 3J75 +D+0.60W+H 0.983 1.00 1.00 1.00 100 1.00 0.00 0.00 0.00 0.00 Length 20.5011 1 0.092 0.034 1.60 0.983 1.00 1.00 1.00 1.00 1.00 6.39 447.37 4875.77 0.75 15.31 456.00 +O0.70E+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =20.50ft 1 0.092 0.034 1.60 0.983 1.00 1.00 1.00 1.00 1.00 6.39 447.37 4875.77 0.75 15.31 456.00 00.75DLr0.750L40.450W+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.187 0.065 1.60 0.983 1.00 1.00 1.00 1.00 1.00 13.04 912.76 4875.77 1.45 29.61 456.00 +D0.750L+0.750S+0450W+l-1 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length =20.50f1 1 0.158 0.055 1.60 0.983 1.00 1.00 1.00 1.00 1.00 10.98 768.33 4875.77 1.23 25.17 456.00 D0.750L+0.750S+0.5250E*H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =20.50ft 1 0.158 0.055 1.60 0.983 1.00 1.00 1.00 1.00 1.00 10.98 768.33 4875.77 1.23 25.17 456.00 +0.60D0.60W40.60H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =20.50ft 1 0.055 0.020 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.84 268.42 4875.77 0.45 9.19 456.00 0.60D+0.70E+0.60H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =20.50ft 1 0.055 0.020 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.84 266.42 4875.77 0.45 9.19 456.00 Overall Maximum Deflections Load Combinahon Span Max. -" Defi Location in Span Load Combination --------------------------------------- Max. Defi Location in Span +D,75QLr0,750L+)450W 1 0.3374 1.0.100 0.0000 O00 Vertical Reactions Support notation : Far left Is ii Values in KIPS Load Combination. Support 1 Supnorl 2 Overall MAximum 1.475 1.303 Overall MiNimum 0.290 0.250 0.774 0.699 404L4F1 1.418 1.255 +O+Lr+F1 1.064 0.949 +D+S41 0.774 0.699 +D'750Lr'+0750Li4-f 1.475 1.303 +D0.750L+0.750S+H 1.257 1.116 +D40,60W+H 0.774 0.699 4040.70E+H 0.774 0.699 4D'0.75OLr40.750L40,450W+H 1.475 1.303 O0.750L-0.750S+0.450W+H 1.257 1.116 +D.750L75OS.05250E4l 1.257 1.116 +0.60D+0.60W40.60H 0.465 0.419 0.60D0.70E0.60H 0.465 0.419 D Only 0.774 0.699 LrOnly 0.290 0.250 LOnly 0.644 0.556 S Only WOnly EOnly H Only Mike Surprenant & Associates Project Title: Tamarack Residence Engineer: JZ Project ID: 17144 Project Descr: Sheet .... of 'n i2 AUG 2QZ1 12At4 - F Procct2J 7 171441am rh1\cFEng wrnCaIc NLRCALC ",33-2017. Build 111 77 24, Vet,10 17 7 24 LJ Wood li W06003057 DescriDtion CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination ASCE 7-10 Fb - Fc - PrlI Wood Species : Boise Cascade Fc - Perp Wood Grade : Versa Lam 2.0 3100 West Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling .. cO.C712 L.2) V 17 V V 17 3,100.0 psi E: Modulus of Elasticity 3,100.0 psi Ebend-xx 2,000.0ksi 3,000.0 psi Eminbend - xx 1036.83 ksi 750.0 psi 285.0 psi 1,950.0 psi Density 41.750 pcf 5.25x14 5.25x14 Applied Loads Beam self weight calculated and added to loads Load for Span Number I Uniform Load: D =0.0830, L = 0.220, Tributary Width = 1.0 ft, (Floor) Uniform Load: D =0.0710, L = 0.2850, Tributary Width = 1.0 ft, (Deck) Uniform Load: D = 0.1920 Tributary Width = 1.0 ft, (Wall Above) Load for Span Number 2 Uniform Load: D = 0. 1050, L = 0.280, Tributary Width = 1.0 ft, (Floor) Uniform Load: D = 0.0710, L = 0.2850, Tributary Width = 1.0 ft, (Deck) Uniform Load: D=0.1920, Tributary Width = 1.0 ft, (Wall Above) Point Load: 0 = 0.9450, Lr = 1.181 k A 5.0 ft, (Post Above) Service loads entered. Load Factors will be applied for calculations DESIGN SUMMARY Maximum Bending Stress Ratio = 0.382 1 Maximum Shear Stress Ratio = 0.335 :1 Section used for this span 5.25x14 Section used for this span 5.25x14 tb : Actual = 1,165.29 psi fv: Actual 95.36 psi FB : Allowable 3,047.36 psi Fv: Allowable 285.00 psi Load Combination +D+L+H Load Combination +D+L-'4-1 Location of maximum on span 8.5001t Location of maximum on span = 7.3601t Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.095 in Ratio= 1256 >=360 Max Upward Transient Deflection -0.020 in Ratio = 5141 >=360 Max Downward Total Deflection 0.228 in Ratio = 524 >=240. Max Upward Total Deflection -0.035 in Ratio= 2936 >=240. Maximum Forces & Stresses for Load Combinations Load CombinaUor Max Sfress Ratios Moment Values Segment Length Span# M V Cd CFN 0i Cr 0m C CL M fb Fb +D+H 0.00 Length = 8.50 It 1 0.245 0.195 0.90 0.983 1.00 1.00 1.00 1.00 1.00 9.59 671.12 2742.E2 Shear Values V Iv Fv 0.00 0.00 0,00 2.45 49.91 256.50 We Surprenant & Associates Wood Beam L * Description: FB-2 Project title: Tamarack Residence Engineer: JZ Project ID: 17144 Project Descr: Sheet ( oi______ Pr.n1d:23AUG 2017, l0OAM - F rrej \01',n1714'-Tdrrara K-" =h le,0 Evg lee: ingkr. aI Tcmpb c' -,1 a mai 'i K ci 0 ________ FIFRC'C IN" 1l,0I7 d1 17724 / 10 7724 ir- ri r MMI =11 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span 4 M V Cd C C CrCm C CL M lb Fb v Length = 5.O ft 2 0,245 0.195 0.90 0.983 1.00 1.00 1.00 1.00 1.00 9.59 671.12 2742.62 2.45 49.91 256.50 0.983 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 8.50ft 1 0.382 0.335 1.00 0.983 1.00 1.00 1.00 1.00 1.00 15.65 1,165.29 3047.36 4.67 95.36 285.00 Length =5.oft 2 0.382 0.335 1.00 0.983 1.00 1.00 1.00 1.00 1.00 16.65 1,165.29 3047.36 4.62 95.36 285.00 +D+Lr+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.50 ft 1 0.285 0.208 1.25 0.983 1.00 1.00 1.00 1.00 1.00 15.50 1,084.29 3809.19 3.63 74.01 356.25 Length =5.Oft 2 0.285 0.208 1.25 0.983 1.00 1.00 1.00 1.00 1.00 15.50 1,084.29 3809.19 3.63 74.01 356.25 +D+S+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.50ft 1 0.192 0.152 1.15 0.983 1.00 1.00 1.00 1.00 1.00 9.59 671.12 3504.46 2.45 49.91 327.75 Length =5.oft 2 0.192 0.152 1.15 0.983 1.00 1.00 1.00 1.00 1.00 9.59 671.12 3504.46 2.45 49.91 327.75 +D#0,750Lr0.750L#H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.50 ft 1 0.355 0.284 1.25 0.983 1.00 1.00 1.00 1.00 1.00 19.32 1.35163 3809.19 4.96 101.32 356.25 Length =5.0ft 2 0.355 0.284 1.25 0.983 1.00 1.00 1.00 1.00 1.00 19.32 1,351.63 3809.19 4.96 101.32 356.25 +D+0.750L+0.7505'H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.501t 1 0.297 0.254 1.15 0.983 1.00 1.00 1.00 1.00 1.00 14.89 1,041.74 3504.46 4.08 83.25 327.75 Length =5.oft 2 0.297 0.254 1.15 0.983 1.00 1.00 1.00 1.00 1.00 14.89 1,041.74 3504.46 4.08 83.25 327.75 40+0.60W+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.50ft 1 0.136 0.109 1.60 0.983 1.00 100 1.00 1.00 1.00 9.59 671.12 4875.77 2.45 49.91 456.00 Length =5.0 ft 2 0.138 0.109 1.60 0.983 1.00 1.00 1.00 1.00 1.00 9.59 671.12 4875.77 2.45 49.91 456.00 +D+0.70E#1 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0138 0.109 1.60 0.983 1.00 1.00 1.00 1.00 1.00 9.59 671.12 4875.77 2.45 49.91 456.00 Length =5.011 2 0.138 0.109 1.60 0.983 1.00 1.00 1.00 1.00 1.00 9.59 671.12 4875.77 2.45 49.91 456.00 +0.750Lr,0.750L.0,450W*J- 0.983 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length =8.50ft 1 0.277 0.222 1.60 0.983 1.00 1.00 1.00 1.00 1.00 19.32 1,351.63 4875.77 4.96 101.32 456.00 Length = 5.011 2 0.277 0.222 1.60 0.983 1.00 1.00 1.00 1.00 1.00 19.32 1,351.63 4875.77 4.96 101.32 456.00 -i.D+0.750L40,750S.0,450W+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0,214 0.183 1.60 0.983 1.00 1.00 1.00 1.00 1.00 14.89 1,041.74 4875.77 4.08 83.25 456.00 Length =5.Oft 2 0.214 0.183 1.60 0.983 1.00 1.00 1.00 1.00 1.00 14.89 1,041.74 4875.77 4.08 83.25 456.00 +D+0.750L+0.750S+0.5250E+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length =8.501t 1 0.214 0.183 1.60 0.983 1.00 1.00 1.00 1.00 1.00 14.89 1,041.74 4875.77 4.08 83.25 456.00 Length =5.oft 2 0.214 0.183 1.60 0.983 1.00 1.00 1.00 1.00 1.00 14.89 1,041.74 4875.77 4.08 83.25 456.00 40.600+0.60W+0.60H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.5011 1 0.083 0.066 1.60 0.983 1.00 1.00 1.00 1.00 1.00 5.75 402.67 4875.77 1.47 29.95 456.00 Length =5.0 ft 2 0.083 0.066 1.60 0.983 1.00 1.00 1.00 1.00 1.00 5.75 402.67 4875.77 1.47 29.95 456.00 +0.60D0.70E+0.60H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.5Oft 1 0.083 0.066 1.60 0.983 1.00 1.00 1.00 1.00 1.00 5.75 402.67 4875.77 1.47 29.95 456.00 Length =5.oft 2 0.083 0.066 1.60 0.983 1.00 1.00 1.00 1.00 1.00 5.75 402.67 4875.77 1.47 29.95 456.00 Overall Maximum Deflections Load Combination Span Max. "-U D efi Location in Span Load Combination Max. "+' Dell Location in Span 1 0.0000 0.000 D'Lr -0.0347 ..... +D.0750Lr'0750L'0450W+K 2 0.2285 5.000 0.0000 5.271 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support Sucport2 Support Overall MAXimum 1.748 11.383 Overall MiNimum 0.200 1.876 +D+H 0.433 5.581 +D+L+H 1.748 11.383 -0.262 7.457 +D+S'+H 0.433 5.581 O.750Lr+0.750L+H 0.898 11.339 -fD0.750L40.750S+H 1.419 9.933 0.433 5.581 O+0.70E+H 0.433 5.581 +D40.750Lr'+0,750L40,450W+H 0.898 11.339 +D+0.750L+0,750S+0.450W+H 1.419 9.933 +D#.750Li,750S#0,5250E+l-I 1.419 9.933 40.600+0.60W-+0.60H 0.260 3.349 40.60D+0.70E+(160H 0.260 3.349 Mike Surprenant & Associates Project Title: Tamarack Residence Engineer: JZ Project ID: 17144 Project Desci Sheet L of ne 23 AUG 2011. 30:000M Wood Beam Description : F32 Vertical Reactions Load Combination 0 Only Lr only = .iiiij S Only IN Only E Only H Only File - ENFAIC, NI I083.2017. Support notation: Far left is #1 Values in KIPS Support 1 3upp0rt2 Support 0.433 5.551 -0.695 1.816 1.315 5.802 Mike Surprenant & Associates Project Title: Tamarack Residence Engineer: JZ Project Descn Sheet .-~? oL....._....... Project ID: 17144 Wood Beam = E\Piects\2O1717144-Tan-,ac Mm Descptkn:FB3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Pl:2.IAUG2O?, 12:?PM \O3-EnerssrigICak Tor rt\Trnarxck ecS NC. 1953.2017, Oufd:10 177 24. Vci0 If 724 Analysis Method: Allowable Stress Design Fb + 2400 psi E: Modulusof Elasticity Load Combination 'ASCE 7-10 Fb- 2400 psi Ebend-xx 1800ksi Fc - Prll 1650 psi Eminberid - xx 950ks1 Wood Species : DF/DF Fc - Perp 650 psi Ebend-yy 1600ksi Wood Grade 24F - V8 Fv 265 psi Eminbend - yy 850ksi Ft 1100 psi Density 31.2pc1 Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(O.433) Lq 0.65i L1 - -I----............ 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: 0 = 0.1280 klft, Extent = 0.0-->> 9.50 ft, Tributary Width = 1.0 ft, (Wall Above) Uniform Load: D = 0.040, Lr = 0.050 k/fl, Extent = 0.0 -->> 9.50 if, Tributary Width = 1.0 ft, (Roof) Point Load: D =0.4330, Lr = -0.6950, L = 1.315 k 9.50 if, (FB-2) Point Load: D =11,036, Lr = 0,540, L = 1.20k t5 9.50 if, (RB-2) Load for Span Number 2 Point Load: D =0.4330, Lr = -0.6950, L 1.315k t 3.0 ft. (FB-2) DESIGN SUMMARY Maximum Bending Stress Ratio = 0,6471 Maximum Shear Stress Ratio Section used for this span 5.5x14 Section used for this span fb : Actual 1520.79 psi : Actual FIB : Allowable 2,352.32 psi Fv : Allowable Load Combination +D+L+H Load Combination Location of maximum on span 9506ff Location of maximum on span Span # where maximum occurs =- Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.267 in Ratio = 922 >=360 Max Upward Transient Deflection -0.076 in Ratio = 946 >=360 Max Downward Total Deflection 0.603 in Ratio = 408 >=240. Max Upward Total Deflection -0.218 in Ratio = 330 >=240. Maximum Forces & Stresses. Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C EN c i Cr C rn C t C L +154H 0.00 0.00 0.00 0.00 Length =20.5Oft 1 0.372 0.156 0.90 0.980 1.00 1.00 1.00 1.00 1.00 11.78 787.12 2117.09 1.91 37.15 238.50 Length =3.0ft 2 0.042 0.156 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.37 91.77 2160.00 0.46 37.15 238.50 +D4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 5.5x14 Span = 20.50 ft Moment Values Shear Values M fb -Th V N F'v e Surprenant & Associates Project Title: Tamarack Residence 411L Engineer: JZ Project ID: 17144 Project Descr: Sheet -J1k- of M Description Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span U M V C C FN C (;r Cm t C L M fb Pb V hi F'v Length =20.50ft 1 0,647 0.225 1.00 0.980 1.00 1.00 1.00 1.00 1.00 22.77 1,520.79 2352.32 3.06 59.69 265.00 Length =3.oft 2 0.148 0.225 1,00 1.000 1.00 1.00 1.00 1.00 1.00 5.32 355.26 2400.00 1.78 59.69 265.00 40+Lr-H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 20.50ft 1 0.299 0.131 1.25 0.980 1.00 1.00 1.00 1.00 1.00 13.17 879.77 2940.40 2.23 43.50 331.25 Length =3.Oft 2 0.016 0.131 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.71 47.48 3000.00 0.26 43.50 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =20.50ft 1 0.291 0.122 1.15 0.980 1.00 1.00 1.00 1.00 1.00 11.78 787.12 2705.17 1.91 37.15 304.75 Length =3.0ft 2 0.033 0.122 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.37 91.77 2760.00 0.46 37.15 304.75 +D#0.75OLr+0,750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.50 It 1 0.478 0.178 1.25 0.980 1.00 1.00 1.00 1.00 1.00 21.06 1,406,85 2940.40 3.02 58.82 331.25 Length =3.0ft 2 0.062 0.178 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.77 184.95 3000.00 0.93 58.82 331.25 -O40,7501-+0,750S4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.494 0.177 1.15 0.980 1.00 1.00 1.00 1.00 1.00 20.02 1,337.37 2705.17 2.77 54.05 304.75 Length 3.0ft 2 0.105 0.177 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.33 289.39 2760.00 1.45 54.05 304.75 +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 20.50ft 1 0.209 0.088 1.60 0.980 1.00 1.00 1.00 1.00 1.00 11.78 787.12 3763.71 1.91 37.15 424.00 Length =3.oft 2 0.024 0.088 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.37 91.77 3840.00 0.46 37.15 424.00 +D+,70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.209 0.088 1.60 0.980 1.00 1.00 1.00 1.00 1.00 11.78 787.12 3763.71 1.91 37.15 424.00 Length 3.0ft 2 0.024 0.088 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.37 91.77 3840.00 0.46 37.15 424.00 +0-0.750Lr+0.750L+0,450Wi-l-f 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.374 0.139 1.60 0.980 1.00 1.00 1.00 1.00 1.00 21.06 1,406.85 3763.71 3.02 58.82 424.00 Length 3.0ft 2 0.048 0.139 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.77 184.95 3840.00 0.93 58.82 424.00 i'Q+0,750L-0,750S40,450W+H 1.003 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =2050ft 1 0.355 0.127 1.60 0.980 1.00 1.00 1.00 1.00 1.00 20.02 1,337.37 3763.71 2.77 54.05 424.00 Length =3.oft 2 0.075 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.33 289.39 3840.00 1.45 54.05 424.00 +D,0,750L,0,750Si'0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 20.50ft 1 0.355 0.127 1.60 0.980 1.00 1.00 1.00 1.00 1.00 20.02 1,337.37 3763.71 2.77 54.05 424.00 Length =3.0ft 2 0.075 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.33 289.39 3840.00 1.45 54.05 424.00 0.60D-t0,60W0.601-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.125 0.053 1.60 0.980 1.00 1.00 1.00 1.00 1.00 7.07 472.27 3763.71 1.14 22.29 424.00 Length = 3.0 It 2 0.014 0.053 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.62 55.06 3840.00 0.28 22.29 424.00 40.60D+0.70E40,60H 1.000 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length =20.501t 1 0.125 0.053 1.60 0.980 1.00 1.00 1.00 1.00 1.00 7.07 472.27 3763.71 1,14 22.29 424.00 Length =3.0ft 2 0.014 0.053 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.82 55.06 3840.00 0.28 22.29 424.00 Overall Maximum Deflections _ Load Combination Span Max. Deft Location in Span Load Combination Max. Defi Location in Span 1 0.6026 9.735 0.0000 0.000 2 0.0000 9.735 40'+0,750Lr+0,750L40.450W4H -0.2179 3.000 Vertical Reactions Support notation Far left is #1 Values in KiPS Load Combination Support 1 Support 2 Support 3 Overa MAXimum 3.275 4.445 Overall MiNimum 0.383 -0.758 2.118 1.772 D44 3.275 4.445 2.502 1.013 +lJ+S41 2.118 1.772 -O40.750Lr-*0.750L-4-1 3.274 3.207 +D+0750L+0.7505-*l 2.966 3.776 +Dt0,60W'+H 2.118 1.772 1'040,70E*l 2.118 1.772 40+0,750Lr'0,750L'+0,450W+H 3.274 3.207 sD+0.750L-+0.750S+0.450W'-H 2.986 3.776 +D+0.750L+0.750S-0.5250E#I 2.986 3.776 .I0.60D+0,60W40.60H 1.271 1.063 +0.60D+0.70E't0.60H 1.271 1.063 DOnly 2.118 1.772 U- Only 0.383 -0.758 Mike Surprenant & Associates Wood Beam Description F83 Vertical Reactions Load Combination LOnly S Only W Only EOnly H Only Project Title: Tamarack Residence Engineer: 2 Project Descr: Sheet o Fife ENERCLC. INC 160 I ProjectiD: 17144 PnZ5 AUG 2O17. 12:57Pi ;Cabj T:s\Tmck6 Bt4th10 17724. Vr.i2 17.724 Supz3ct notaon : Far Jolt is #1 Va'ues in KIPS Support 1 Suscort 2 Support 3 - MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers ___ .......................... ............................................. ...................___ SHEET NO. OF........... ........... CALCULATED BY— -' -- DATE ....- CHECKED NY_________________________ DATE ECALE _________________________________ LEVEL: - MEMBERS:_AN LABEL: IP 9 -M SPAN= i SFT. . UN1F)RM LOAD POINT LOAI) (CENThRELi) CUSTOM LOADING (SEE DIAGRAM) Lj P2 RL = _lbs RR = S 3_lbs Vx= I I i IN9 E ='O'ksi MMAX= J _ft-lbs IRa'n = in4 USE: lc4' 4G.RADE: lo U C:_______ ALT: GRADE: - C:_______ LABEL:: SPAN=_-2 FT. kvI. . . I 1: ......... 0 POINT LOAD (CENTERED) - CUSTOM LOADING (SEBDIAGRAM) ts7Vp* C'wc &&CL') 1 Pj w, I I P-) 6 - 4O lbs E =__. ki MMAx ft4bs IREQ'D USE: GRADE: . C: • -Y-LJ() ALT: GRADE: ..C: . LABEL: SPAN=_FT. I s c1i1. El CUSTOM LOADIt'TG (SEE DL&GRAM) - wi.= (s)4>- _ t . . :j._ USE 4 __GRADE 4941! c - MMA ft lbs IpQ D ALT: .GRADE: _C:______ -- Mike Surprenant & Associates Wood Beam Description: FB-4 Project Title: Tamarack Residence Engineer: JZ Project ID: 17144 Project Descr Sheet of ______ Frhtd: 20 AUG 2017. 350PM - Fie F Projects\29 717144-'Tprnareck-Parsh e03..Ei reerp\GeIc Templates\Tamurack.ec5 ENEPSALC INC 19812017, BuidlO 17.8 28, Ver 117 8.28 CODE REFERENCES Calculations per NDS 2015, 1 BC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 3100 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 3100 psi Ebend- xx 2000 ksi Fc - PrIl 3000 psi Eminbend - xx 530120482 ksi Wood Species Boise Cascade Fc - Perp 750 psi Wood Grade Versa Lam 2.0 3100 West Fv 285 psi Ft 1950 psi Density 41.75pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling .224 5.25x14 Span = 19.50 ft '4- ............... ..... .................... .......... ........... - ........- ...........................................................................4 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.2240 Tributary Width = 1.0 ft. (Walt) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.297 1 Maximum Shear Stress Ratio = .16S I Section used forth is span 5.25x14 Section used for this span 5.25x14 fb : Actual 815.85psi fv : Actual = 43.11 psi FB : Allowable = 2742.62 psi Fv Allowable = 256.50 psi Load Combination +D+H Load Combination +D+H Location of maximum on span = 9.7501t Location of maximum on span 18.361 ft Span # where maximum occurs Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0<360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.334 in Ratio = 699 >=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V C C EN C Cr +0+1-1 Length = 19.50 ft 1 0.297 0.168 0.90 0.983 1.D0 1.00 0.983 1.00 1.00 Length = 19.50 ft 1 0.268 0.151 1.00 0.983 1.00 1.00 0.983 1.00 1.00 Length = 19.50 ft 1 0.214 0.121 1.25 0.983 1.00 1.00 40+S44 0.983 1.00 1.00 Length = 19.50 ft 1 0.233 0.132 1.15 0.983 1.00 1.00 +D+0.750Lr+0750L+H 0.983 1.00 1.00 Length = 19.50 ft 1 0.214 0.121 1.25 0.983 1.00 1.00 -0+0.750L#0.750S*l 0.983 1.00 1.00 Moment Values C In C t CL M fb Fb 0.00 1.00 1.00 1.00 11.66 815.85 2742.62 1.00 1.00 1.00 0.00 1.00 1.00 1.00 11.66 815.85 3047.36 1.00 1.00 1.00 0.00 1.00 1.00 1.00 11.66 815.85 3809.19 1.00 1.00 1.00 0.00 1.00 1.00 1.00 11.66 815.85 3504.46 1.00 1.00 1.00 0.00 1.00 1.00 1.00 11.66 315.85 3809.19 1.00 1.00 1.00 0.00 Shear Values, V fv Fe 0.00 0.00 0.00 2.11 43.11 256.50 0.00 0.00 0.00 2.11 43.11 285.00 0.00 0.00 0.00 2.11 43.11 356.25 0.00 0.00 0.00 2.11 43.11 327.75 0.00 0.00 0.00 2.11 43.11 356.25 0.00 0.00 0.00 Wood Beam File F\Prc2O17i71$4Thmnu Descophon FBA Load Combination Max Stress Ratios Moment Values Segment Length Span ft M v Cd C FN C i Cr Cm C t CL M fb Pb Project ID: 17144 Pa'na± 2$.40G207,3:mPM ;Catr lamoluu\TarnuracLeuft Build 18 7 8.28. Var 1817828 Shear Values V hi F'v Mike Surprenant & Associates Project Title: Tamarack Residence Engineer: JZ - Project Descr: Sheet of Length = 19.50 ft 1 0.233 0.132 1.15 0.983 1.00 1.00 1.00 1.00 1.00 11.66 815.85 350446 2.11 43.11 327.75 .O+0.60W+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 190.50 ft 1 0.167 0.095 1.60 0.983 1.00 1.00 1.00 1.00 1.00 11.66 815.85 4875.77 2.11 43.11 456.00 4O+0.70E+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.50 ft 1 0.167 0.095 1.60 0.983 1.00 1.00 1.00 1.00 1.00 11.66 815,85 4875.77 2.11 43.11 456.00 +D+0.75OLr+0.750L+0.450Wi4-1 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.50 ft 1 0.167 0.095 1.60 0.983 1.00 1.00 1.00 1.00 1.00 11.66 815.85 4875.77 2.11 43.11 456.00 4C40.750L'+0,750S40.450W+H 0.983 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.50 It 1 0.167 0.095 1.60 0.983 1.00 1.00 1.00 1.00 1.00 11.66 815.85 4875.77 2.11 43.11 456.00 +D+0.750L+0.750S+0.5250E+l-1 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.50 ft 1 0.167 0.095 1.60 0.983 1.00 1.00 1.00 1.00 1.00 11.66 815.85 4875.77 2.11 43.11 456.00 0.60D+0.60W40.60H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.50 ft 1 0.100 0.057 1.60 0.983 1.00 1.00 1.00 1.00 1.00 7.00 489.51 4875.77 1.27 25.87 456.00 10.60D40.70E+0.60H 0.983 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 19.50 It 1 0.100 0.057 1.60 0.983 1.00 1.00 1.00 1.00 100 7.00 489.51 4875.77 1.27 25.87 456.00 Overall Maximum Deflections Load Combination Span Max. "' Deft Loca Von in Span Load Combination Max. '+ Defi Location in Span D Only I 0,343 9.S1 0'0n n 0.000 Vertical Reactions Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 _________ Overel MAXimum 2.392 2.392 Overall MiNimum 2.392 2.392 +D+H 2.392 2.392 +O+L+H 2.392 2.392 +D4j4f 2.392 2.392 2.392 2.392 +D#.750Lr+0,75OL4l 2.392 2.392 +D0.750L+0.750S+H 2.392 2.392 4040.60W*1 2.392 2.392 +040.70E+I-1 2.392 2.392 +D+0.750Lr40.750L40.450W+H 2.392 2.392 +D*0,750L+0.750S+.450Wi4-1 2.392 2.392 +D-'0.750L*0.750S0.5250E+H 2.392 2.392 +0.60D0.60W40.60H 1.435 1.435 +0.600+0.70E+0.60K 1.435 1.435 D Only 2.392 2.392 LrOniy L Only S Only VV Only EOnly H Only Mike Surprenani & Associates Project Title: Tamarack Residence Engineer: JZ Project ID: 17144 Project Descr:Sheet 7 of - Prthd: 7n.10AR2019. 4'1CP Sts Descriplion: CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Matérial Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending r(O 225 D(O.18) Lr(O.225) W14x82 W14x82 W14i<82 Span = 14.0 ft Applied Loads Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D = 0.240, L = 0.640 k/ft. Tributary Width = 1.0 ft. (Floor) spar. = ao It Span &5O ft Service loads entered. Load Factors will be applied for calculations. Load for Span Number 2 Uniform Load: D = 0.1460, L = 0.390 k/ft, Tributary Width = 1.0 ft, (Floor) Uniform Load: D = 0,0980, L = 0.390 k/fl, Tributary Width = 1.0 ft. (Deck) Uniform Load: D = 0.1440 k/ft. Tributary Width = 1.0 ft. (Wall) Uniform Load: D 0.180, Lr = 0.2250 k/fl, Tributary Width = 1.0 ft. (Roof) Load for Span Number Uniform Load: D =0.1460. L = 0.390 k/fl, Tributary Width = 1.0 ft. (Floor) Uniform Load: D =0.0980, L = 0.390 k/ft, Tributary Width = 1.0 ft. (Deck) Uniform Load: 0 = 0.1440 k/ft. Tributary Width = 1.0 ft. (Wall) Uniform Load: D=0.180, Lr = 0.2250 k/ft. Tributary Width = 1.0 ft. (Root) Point Load: D = 2.393k @8.50 ft. (FBA) Point Load. D = 5.759, L = 5.850 k @8.50 ft. (DB-3) Mike Surprenant & Associates Project Title: Tamarack Residence Engineer: JZ Project ID: 17144 , Project Descr: Sheet I of ' Prlrted 20 MAFf 7u. i8PM Steel Bear Description FB5 DESIGN SUMMARY Maximum Bending Stress Ratio 0.402: 1 Maximum Shear Stress Ratio = 0.184 : Section used for this span W14x82 Section used for this span W14x82 Ma: Applied 170.665 k-ft Va : Applied 26.884 k Mn IOmega : Allowable 346.806 k-ft Vn/Omega : Allowable 145.860 k Load Combination ..D+L+H Load Combination Location of maximum on span 9.000ft Location of maximum on span 9,000 ft Span # where maximum occurs Span #2 Span # where maximum occurs Span # 2 Maximum Deflection Max Downward Transient Deflection 0.233 in Ratio 874 >=360 Max upward Transient Deflection -0.022 in Ratio 4,822 >=360 Max Downward Total Deflection 0.514 in Ratio = 397 >4(), Max Upward Total Deflection -0.048 in Ratio = 2240 >=240. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax Ma Max Mnx Mnx/Omega Cb Rm Va Max Vax Vax/Omega 404H Dsgn. L = 13,91 ft 1 0.041 0.021 14.19 14.19 579.17 346.81 1.00 1.00 3.02 218.79 145.86 Dsgn. L= 9.09 ft 2 0.267 0.099 10.91 -92.76 92.76 579.17 346.81 1.00 1.00 14.43 218.79 145.86 Dsgn. L = 8.50 ft 3 0.267 0.094 -92.76 92.76 579.17 346.81 1.00 1.00 13.67 218.79 145.86 +D+LH Dsgn. L = 13.91 It 1 0.089 0.053 30.73 30.73 579.17 346.81 1.00 100 7.69 218.79 145.86 Dsgn. L= 9.09 It 2 0.492 0.184 13.92 -170.66 170.66 579.17 346.81 1.00 1.00 26.88 218.79 145.86 Dsgn. L= 8.50 ft 3 0.492 0.179 -170.66 170.66 579.17 346.81 1.00 1.00 26.15 218.79 145.86 +D4Lr4H Dsgn. L= 13.91 It 1 0.042 0.021 14.66 14.66 579.17 346.81 1.00 1.00 3.07 218.79 145.86 Dsgn. L= 9.09 ft 2 0.291 0.113 11.61 -100.69 100.89 579.17 346.81 1.00 1.00 16.42 218.79 145.86 Dsgn. L = 8.50 ft 3 0.291 0.107 -100.89 100.89 579.17 346.81 1.00 1.00 15.59 218.79 145.86 +D+S+H Dsgn. L= 13.91 ft 1 0.041 0.021 14.19 14.19 579.17 346.81 1.00 1.00 3.02 218,79 145.86 Dsgn. L= 9.09 it 2 0.267 0.099 10.91 -92.76 92.76 579.17 346.81 1.00 1.00 14.4.3 218.79 145.86 Dsgn. L= 8.50 ft 3 0.267 0.094 -92.76 92.76 579.17 346.81 1.00 1.00 13.67 218.79 145.86 'O+0.750Lr.0.750L+H Dsgn. L= 13.91 ft 1 0.077 0.045 26.83 26.83 579.17 346.81 1.00 1.00 6.56 218.79 145.86 Dsgn. L = 9.09 ft 2 0.454 0.173 13.69 -157.29 157.29 579.17 346.81 1.00 1.00 25.26 218.79 145.86 Dsgn. L = 8.50 ft 3 0.454 0.168 -157.29 157.29 579.17 346.81 1.00 1.00 24.47 218.79 145.86 40'.0.750L40.750S-H Dsgn. L = 13.91 ft 1 0.076 0.045 26.52 26.52 579.17 346.81 1.00 1.00 6.52 218.79 145.86 Dsgn. L= 9.09 ft 2 0.436 0.163 13.17 -151.19 151.19 579.17 346.81 1.00 1.00 23.77 218.79 145.86 Dsgn. L = 8.50 It 3 0.436 0.158 -151.19 151,19 579,17 346.81 1.00 1.00 23.03 218.79 145.66 +040.BOW+H Dsgn. L= 13.91 ft 1 0.041 0.021 14.19 14.19 579.17 346.81 1.00 1.00 3.02 218.7.9 145.86 Dsgn. L= 9,09 It 2 0.267 0.099 10.91 -92.76 9276 579.17 346.81 1.00 1.00 14.43 218.79 145.86 Dsgn. L= 8.50ft 3 0.267 0.094 -92.76 92.76 579.17 346.81 1.00 1.00 13.67 218.79 145.86 'De0.70E+H Dsgn. L= 13.91 ft 1 0.041 0.021 14.19 14.19 579.17 346.81 1.00 1.00 3.02 218.79 145.86 Dsgn. L= 9.09 ft 2 0.267 0.099 10.91 -92.76 92.76 579.17 346.81 1.00 1.00 14.43 218.79 145.86 Dsgn. L = 8.50 ft 3 0.267 0.094 -92.76 92.76 579.17 346.81 1.00 1.00 13.67 218.79 145.86 40-+0.750Lr+0.750L40.450Ws+l Dsgn. 1= 13.91 ft 1 0.077 0.045 26.83 26.83 579.17 346.81 1.00 1.00 6.56 218.79 145.86 Dsgn. L = 9.09 ft 2 0.454 0.173 13.69 -157.29 157.29 579.17 346.81 1.00 1.00 25.26 218.79 145.86 Dsgn. L= 8.50 ft 3 0.454 0.168 -157.29 157.29 579.17 348.81 1.00 1.00 24.47 218.79 145.86 +D.+0,750L+0.750590,450W4H Dsgn. I = 13.91 ft 1 0,076 0.045 26.52 26.52 579.17 346.81 1.00 1.00 6.52 218.79 145.86 Dsgn. L= 9.09 ft 2 0.436 0.163 13.17 -151.19 151.19 579.17 346.81 1.00 1.00 23.77 218.79 145.88 Dsgn. L= 8.50 ft 3 0.436 0.158 -151.19 151.19 579.17 346.81 1.00 1.00 23.03 218.79 145.86 +040.750L40.7508+0.5250E+H Dsgn. L = 13.91 ft 1 0.076 0.045 26.52 26.52 579.17 346.81 1.00 1.00 6.52 218.79 145.86 Dsgn. L= 9.09 ft 2 0.436 0.163 13.17 -151.19 151.19 579.17 346.81 1.00 1.00 23.77 218.79 145.86 Dsgn. L= 8.50 ft 3 0.436 0.158 -151.19 151.19 579.17 346.81 1.00 1.00 23.03 218.79 145.86 40.60D40.60W#0.60H Dsgn. L = 13.91 ft 1 0.025 0.012 8.51 8.51 579.17 346.81 1.00 1.00 1.81 218.79 145.86 Dsgn. L = 9.09 ft 2 0.160 0.059 6.55 -55.66 55.66 579.17 346.81 1.00 1.00 8.66 218.79 145.86 Dsgn. L= 8.50 ft 3 0.160 0.056 -55.68 55.66 579.17 346.81 1.00 1.00 8.20 218,79 145.66 -'0,60040.70E40.60H Dsgn. L = 13.91 ft 1 0.025 0.012 8.51 8.51 579.17 346.81 1.00 1.00 1.81 218.79 145.88 Dsgn. Lr 9.09 ft 2 0.160 0.059 6.55 -55.66 55.66 579.17 346.81 1.00 1.00 8.66 218.79 145.86 Dsgn. L= 8.50 ft 3 0.160 0.056 -55.66 55.66 579.17 346.81 1.00 1.00 . 8.20 218.79 145.66 Mike Surprenant & Associates Project Title: Tamarack Residence Engineer: JZ Project ID: 17144 Project Descr:Sheet 't I of - Printed: 20 MAR 209, 4:18PM Steel Beam .-- Description FO-5 Overall Maximum Deflections Load Combination Span Max. Defi Location in Span Load Combination Max. + Defl Location In Span -+O+L+H 1 0.0441 7.280 0.0000 0.000 2 0.0000 7.280 'fOL+H .0.0482 5.460 3 0.5135 8.500 0.0000 5.460 Vertical Reactions Support_notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 'TM.AXirnum 7.688 -8.240 53.038 Overall MIN!mum 0.050 -0.016 3,906 +DiH 3.022 -7.099 28.102 7.688 -8.240 53.038 sO'sl.r+H 3.072 -7.117 32.008 +D+S+H 3.022 -7.099 28.102 'D+0.750Lr+0.750L41 6.559 -7.969 49.733 +0+0,750L0.750S4l 6.521 -7.955 46.804 +D.0.60W41 3.022 -7.099 28.102 "O40.70EH 3.022 -7.099 28,102 +D0.750Lr40.750L40450W*l 6.559 -7,969 49.733 O0.750L40.750S40.450W4H 6.521 -7.955 46.804 4040.750L40.750S+0,5250Ei+f 6.521 -7.955 46.804 +0,60D+0,60W+0,60H 1.813 -4.259 16.861 +0.60D'0.70E-'0.60H 1.813 -4.259 16.861 DOnly 3.022 -7.099 28.102 LrOnly 0.050 -0.018 3.906 L Only 4.666 -1.142 24.936 S Only WOnly EOnly K Only Mike Surprenant & Associates 1i Project Title: Tamarack Residence Engineer: JZ Project ID: 17144 Project Descr: Sheet 4 1.. of - Printed: 20 MAR 2010. 4:13PM Description: FB-6 CODE REFERENCES . Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Beam is Fully Braced against lateral-torsional buckling Bending Axis: Major Axis Bending ujo Fy: Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksi 0(0.2241 ____________ 010.2.241 Of 0.224) _______ rQ72ytr634) 7YTO 34) - T3fl 2L0 4) r(j4) ç0 19) OW W14x38 W1430 W14x38 Span = 15.50 ft San = 8.50 ft Span 8 50 ft F.................................... - ........-____ Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D = 0.240, L = 0,640 k/ft Tributary Width = 1.0 ft. (Floor) Uniform Load: D = 0,2720, Li = 0.340 k/fl, Tributary Width = 1.0 ft. (Roof) Uniform Load: D = 0.2240 k/ft. Tributary Width = 1.0 ft. (Wall) Load for Span Number 2 Uniform Load: D =0.1460, L = 0.390 k/fl, Tributary Width= 1.0 ft, (floor) Uniform Load D =0.2720, Li = 0.340 k/ft. Tributary Width = 1.0 ft, (Roof) Uniform Load: D = 0.2240 k/ft, Tributary Width = 1.0 ft, (Wall) Load for Span Number 3 Uniform Load: D =0.1460, L = 0.390 k/ft. Tributary Width = 1,0 ft. (Floor) Unorm Load: D =0.2720, Lr = 0.340 k/ft. Tributary Width= 1.0 ft. (Roof) Uniform Load: D = 0.2240 k/fl, Tributary Width = 1.0 ft. (Wall) DESIGN SUMMARY ______ Maximum Bending Stress Ratio = 0.289:1 - Maximum _____________________ Shear Stress Ratio 0.152 :1 Section used for this span W14x38 Section used for this span W14x38 Ma: Applied 44.348k-ft Va: Applied 13.331 k Mn I Omega: Allowable 153.443k-ft VnlOmega : Allowable 87.420 k Load Combination +D-0.750L.N0.750L+H Load Combination +D+0.750Lr-s'0,750L+H Location of maximum on span 8.500ft Location of maximum on span 15.500 ft Span #where maximum occurs Span #2 Span # where maximum occurs Span # I Maximum Deflection Max Downward Transient Deflection 0.099 in Ratio = 2,052 >=360 Max Upward Transient Deflection -0.014 in Ratio= 7.424 >=360 Max Downward Total Deflection 0.295 in Ratio = 692 >=240. Max Upward Total Deflection -0.036 in Ratio = 2803 >=240. Maximum Forces & Stresses for Load Combinations Dciphon : F13-6 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span ft M V Mmax + Mmax - Ma Max Max Max/Omega Cb Rm Va Max Vnx Vnx!Omega Dsgn. L= 15.50f1 1 0.113 0,078 17.27 -12.84 17.27 256.25 153.44 1.00 1.00 6.83 131.13 87.42 Dsgn. L = 8.50 ft 2 0.160 0.066 -0.00 -24.57 24.57 256.25 153.44 1.00 1.00 5.78 131.13 87.42 Dsgn. L= 8.50 ft 3 0.160 0.066 -24.57 24.57 256.25 153.44 1.00 1.00 5.78 131.13 87.42 +D4tH Dsgn. Lr 15.50 ft 1 0.204 0.143 31.31 -24.00 31.31 256.25 153.44 1.00 1.00 12.51 131.13 81.42 Dsgn. L= 8.50 ft 2 0.252 0.104 -0.00 -38.66 38.66 256.25 153.44 1.00 1.00 9.10 131.13 87.42 Dsgn. L = 8.50 ft 3 0.252 0.104 -38.66 38.66 256.25 153.44 1.00 1.00 9.10 131.13 87.42 +D+Lr+H Dsgn. Lr 15.501t 1 0.162 0.112 24.91 -18.35 24.91 256.25 153.44 1.00 1.00 9.82 131.13 87.42 Dsgn. L = 8.50 ft 2 0.240 0.099 -0.00 -36.85 36.85 256.25 153.44 1.00 1.00 8.67 131.13 87.42 Dsgn. L= 8.50 ft 3 0.240 0.099 -36.85 36.85 256.25 153.44 1.00 1.00 8.67 131.13 87.42 Dsgn. L = 15.50 ft 1 0.113 0.078 17.27 -12.84 17.27 256.25 153.44 1.90 1.00 6.83 131.13 87.42 Dsgn. L = 8.50 ft 2 0.160 0.066 -0.00 -24.57 24.57 256.25 153.44 1.00 1.00 5.78 131.13 87.42 Dsgn, L= 8.50 ft 3 0.160 0.066 -24.57 24.57 256.25 153.44 1.00 1.00 5.78 131.13 87.42 4O+0.750Lr40.750L+H Dsgn. L = 15.50 ft 1 0.219 0.152 33.53 -25.34 33.53 256.25 153.44 1.00 1.00 13.33 131.13 87.42 Dsgn. L = 8.50 ft 2 0.289 0.119 -0.00 -44.35 44.35 256.25 153.44 1.00 1.00 10.43 131.13 87.42 Dsgn. I = 8.50 ft 3 0.289 0.119 -44,35 44.35 256.25 153.44 1,00 1,00 10.43 131.13 87.42 +040. 7501+0.750S-*t Dsgn, L= 15.50 ft 1 0.181 0.121 27.80 -21.21 27.80 256.25 153.44 1.00 1.00 11.09 131.13 87.42 Dsgn. L= 8.50 ft 2 0.229 0.095 -0.00 -35.14 35.14 256.25 153.44 1.00 1.00 8.27 131.13 87.42 Dsgn. L= 8.50 ft 3 0.229 0.095 -35.14 35.14 256.25 153.44 1.00 1.00 8.27 131.13 87.42 +D+0.60W+H Dsgn. L = 15.50 ft 1 0.113 0.078 17.27 -12.84 17.27 256.25 153.44 1.00 1.00 6.83 131.13 87.42 Dsgn. L= 8.50 It 2 0.160 0.066 -0.00 -24.57 24.57 256.25 153.44 1.00 1.00 5.78 131.13 87.42 Dsgn. L = 8.50 ft 3 0.160 0.066 -24.57 24.57 256.25 153.44 1.00 1.00 5.78 131.13 87.42 +040.TOE+H Dsgn. L= 15.50 ft 1 0.113 0.078 17.27 -12.84 17.27 256.25 153.44 1.00 1.00 6.83 131.13 87.42 Dsgn. L= 8.50 ft 2 0.160 0.066 -0.00 -24.57 24.57 256.25 153.44 1.00 1.00 5.78 131.13 87.42 Dsgn. L= 8.50 ft 3 0.160 0.066 -24.57 24.57 256.25 153.44 1.00 1.00 5.78 131.13 87.42 O0.750Lr0.750Ls0.450W+H Dsgn. L= 15.50 ft 1 0.219 0.152 33.53 -25.34 33.53 256.25 153.44 1.00 1.00 13.33 131.13 87.42 Dsgn. L = 8.50 ft 2 0.289 0.119 -0.00 44.35 44.35 256.25 153.44 1.00 1.00 10.43 131.13 87.42 Dsgn. L = 8.50 ft 3 0.289 0.119 -44.35 44.35 256.25 153.44 1.00 1.00 10.43 131.13 87.42 +0+0.750L+0.750S40.450W+H Dsgn. L= 15.50 ft 1 0.181 0.127 27.80 -21.21 27.80 256.25 153.44 1.00 1.00 11.09 131.13 87.42 0sgn, L= 8.5011 2 0.229 0.095 -0.00 -35.14 35.14 256.25 153.44 1.00 1.00 8.27 131.13 87.42 Dsgn. L= 8.50 It 3 0.229 0.095 -35.14 35.14 256.25 153.44 1.00 1.00 8.27 131.13 87.42 *040.750140.7505*0,5250E+H Dsgn. L= 15.50 ft 1 0.181 0.127 27.80 -21.21 27.80 256.25 153,44 1,00 1.00 11.09 131.13 87.42 Dsgn. L= 8.50 It 2 0.229 0.095 -0.00 -35.14 35.14 256.25 153.44 1.00 1.00 8.27 131.13 87.42 Dsgn. L= 8.50 ft 3 0.229 0.095 -35.14 35.14 256.25 153.44 1.00 1.00 8.27 131.13 87.42 .0.60D+0.60W40.60H Dsgn. L = 15.50 ft 1 0.068 0.047 10.36 -7.70 10.36 256.25 153.44 1.00 1.00 4.10 131.13 87.42 Dsgn. L= 8.50ff 2 0.096 0.040 -0.00 -14.74 14.74 256.25 153.44 1.00 1.00 3.47 131.13 87.42 Dsgn. L= 8.50 ft 3 0.096 0.040 -14.74 14.74 256.25 153.44 1.00 1.00 3.47 131.13 87.42 +0.600+0.70E+0.60H Dsgn. L= 15.50ff 1 0.068 0.047 10.36 -7.70 10.36 256.25 153.44 1.00 1.00 4.10 131.13 87.42 Dsgn. L= 8.5011 2 0.096 0.040 -0.00 -14.74 14.74 256.25 153.44 1.00 1.00 3.47 131.13 87.42 Dsgn. L= 8.50 It 3 0.096 0.040 -14.74 14.74 256.25 153.44 1.00 1.00 3.47 131.13 87.42 Overall Maximum Deflections Load Combination Span Max. - Defi Location in Span Load Combination Max, +" Defi Location in Span *040.750Lr+0.750L40.450W4 1 0.1186 7.337 0.0000 0.000 2 0.0000 7.337 +D+0,75OLr+0.750140.450W*1 -0.0364 4.533 +D+0,750Lr+0.750L+0.450W#H 3 0.2946 8.500 0.0000 4.533 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 10.061 16.312 17.888 Overall MIINImum 2.280 3.638 5.132 +0*1 5.171 8.338 10.052 9.411 15.332 15.368 +0tr+H 7.451 11.976 15.184 4D.i-S+H 5.171 8.338 10.052 +O+0.750Lr+0.750141 10.061 16.312 17.888 Mike Surprenant & Associates Beam Project Title: Tamarack Residence Engineer: JZ Project ID: 17144 L1/ Project Descr: Sheet T" of - prtad 20 MAR 2019. 4:13PM 17 4:<.: 4' 7.;4'My . Description FM Vertical Reactions Support notation: Far left is #1 Vàiues in KiF'S Load Combination Support 1 Support 2 Support 3 Support 4 +D,750L40.750S+H 8.351 13.584 14,039 40*0.60W1H 5.171 8.338 10.052 40'+0.70E1H 5.171 8.338 10.052 4D+0.750Lr40.750L0.450W+H 10.061 16.312 17.886 +D40.7501+0,750840.450W+H 8.351 13.584 14.039 40'+0.750L40.750840.5250E#1 8.351 13.584 14.039 +0.60D40.60W40.60H 3.103 5.003 6.031 +0,600+O.70E'0.60H 3.103 5.003 6.031 D Only 5.171 8.338 10.052 LrOnly 2.280 3.638 5.132 L Only 4,240 6.994 5.316 S Only W Only E Only H Only cc MiKE SURPRENANT \ , & ASSOCIATES Consulting Structural Engineers OF. CALCULATED BY_DATE CHECKED BV- ............ DATE SCAlE LEVEL: OO4 MEMBERS; .. LABF.L:VH SPAN= 11 FT o UNIFORM LOAD . o POINT LO (CENTERED) '--------------.,. CUSTOM LOADING (SEE DIAGRAM) . *1 . ( .. W2 = Pl O2 lsLf1-I) (:6,hi _) P2. (5 fl1 U, L R= _lbs RR= t OI_.lbs VMAX = Ob lbs E = -QOO ksi USE:GRADE: 2uts C: - 4M= £137lb ft-lbs IRaQ'D * ALT: GRADE: .C:______ LABEL: SPAN=. FT. 0. UNIFORM LOAD.....i ....... U POINT LOAD (CENTERED) 0 CUSTOM LOADING (SEE DIAGRAM) W1 10 W2= P1 = P2 RL = lbs RR = _________lbs VMAX =lbs E =.ksi MMAX= ft-lbs I'u = in4 rn USE: .GRADE: _C:_______ ALT: . GRADE: . C:______ LABEL: SPAN=FT. 0 UNIFORM LOAD 0 POINT LOAD (CENTERED) U CUSTOM LOADING (SEE DIAGRAM) W,=, W2 = P1 = USE: ..................GRADE.......C:______ ALT: GRADE: .C:______ RL = . . lbs RR = __________lbs. VMAX = lbs E = _ksi MMAX = .ft-lbs IREQ'D = Jn4 3100 psi 3100 psi 3000 psi 750 psi 285 psi 1950 psi E: Modulus of Elasticity Ebend-xx 2000ksi Eminbend - xx 530120482 ksi Density 41.75pc1 5ii:pIr_a ,.I Maximum Shear Stress Ratio 0.473 1 Section used for this span 7x14 fv : Actual 134.79 psi Fv Allowable 285.00 psi Load Combination +D+L+H Location of maximum on span 14.891 ft Span # where maximum occurs = Span # 1 -- Mike Surprenant & Associates Project Title: Tamarack Residence - " Engineer: Jz Project 0escr. Sheet of Pro(ectlD: 17144 2 L&7 107. W 40' Wood Beam -flPd ' 17 ?114 1 & I' 7JC. 1jt320i7. uld;lO 17 7:4Veri01772$ Descnpton: Fr11 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties__________ Analysis Method: Allowable stress Design Fb + Load Combination ASCE 7-10 Fb - Fc - Prll Wood Species Boise Cascade Fc - Perp Wood Grade Versa Lam 2.0 3100 West Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling - 2 7x14 Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0. 1990, L = 0.530, Tributary Width = 1.0 It, (Floor) Uniform Load: D = O, 1440, Tributary Width = 1.0 It, (Wall) Uniform Load: D = 0.1660, Lr = 0.2080, Tributary Width = 1.0 ft, (Roof) Point Load D=O.6990, Lr=0.250, L=0.5560kt8.0ft, (FB-1) Point Load: D = 0.6990, Li = 0.250, L = 0.5560 k 10.50 It, (FB-1) DESIGN SUMMARY Maximum Bending Stress Ratio 0.7341 Section used for this span 7x14 fb : Actual = 2,237.06 psi FS: Allowable = 3,047.36 psi Load Combination +D+L+H Location of maximum on span = 8000ff Span # where maximum occurs Span # I Maximum Deflection Max Downward Transient Deflection 0.294 in Ratio = 653 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.618 in Ratio = 310>=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 Maximum Forces & Stresses for Load Combinations Load Combination 11 'Max Stress Ratios Segment Length Span# M V Cd c FAj C f Cr +D+H Length= 16.0 ft 1 0.419 0.269 0.90 0.983 1.00 1.00 1.00 1.00 1.00 21.92 4041..+H 0.983 1.00 1.00 1.00 1.00 1.00 Length = 16.0 ft 1 0.734 0.473 1.00 0.983 1.00 1.00 1.00 1.00 1.00 42.63 +D+Lr4H 0.983 1.00 1.00 1.00 1.00 1.00 Length= 16.0 It 1 0.417 0.268 1.25 0.983 1.00 1.00 1.00 1.00 1.00 30.26 0.983 1.00 1.00 1.00 1.00 1.00 0.00 1,150.08 2742.62 0.00 2,237.06 3047.36 0.00 1,587.93 3809.19 0.00 Shear Values - V fv Pv 0.00 0.00 0.00 4.51 69.05 256.50 0.00 0.00 0.00 8.81 134.79 285.00 0.00 0.00 0.00 6.23 95.41 356.25 0.00 0,00 0.00 C C t CL Moment Values M fb Fb Hie HProp;ts120i7\17144' Mike Surprenani & Associates Wood Beam Description Ffti Project Title: Tamarack Residence Engineer: JZ A Project Descr: Sheet ' of PjinteI:_23/uG2Ot1, O:08AM rad -Pal 1'empletesTxeieoek.ec6 EriERCALL',, Fc 1983-2017 C0t'40 W 7.24. Ver;1O 7724 Project I 0: 17144 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M v C C FN C i Cr Cm C CL M fb Pb V Iv Fv Length = 16.0 ft 1 0.328 0.211 1.15 0.983 1.00 1.00 1.00 1.00 1.00 21.92 1150.08 3504,46 4.51 69.05 327.75 +D+0.750Lr+0.750L_H4 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.602 0.388 1.25 0.983 1.00 1.00 1.00 1.00 1.00 43,71 2293.71 3809.19 9.02 138.12 356.25 +D#0.750L-+0.750S+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.561 0.361 1.15 0.983 1.00 1.00 1.00 1.00 1.00 37.45 1,965.32 3504.46 7.73 118.35 327.75 +D+0,60W-e4-1 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length= 16.0 ft 1 0.236 0.151 1.60 0.983 1.00 1.00 1.00 1.00 1.00 21.92 1,150.08 4875.77 4.51 69.05 456.00 +0.70E+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.oft 1 0.236 0.151 1.60 0.983 1.00 1.00 1.00 1.00 1.00 21.92 1,150.08 4875.77 4.51 69.05 456.00 O#0.750Lr40.750L#0,450WsFl 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.470 0.303 1.60 0.983 1.00 1.00 1.00 1.00 1.00 43.71 2,293.71 4875.71 9.02 138.12 456.00 +D+0,750L'0,750540,450W+H 0,983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.011 1 0.403 0.260 1.60 0.983 1.00 1.00 1.00 1.00 1.00 37.45 1,965.32 4875.77 7.73 118.35 456.00 -'10+O.750L-+0.7505.0.5250E+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.oft 1 0.403 0.260 1.60 0.983 1.00 1.00 1.00 1.00 1.00 31.45 1,965.32 4875.77 7.73 118.35 456.00 +0.60D+0.60W'0.60H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.011 1 0.142 0091 1.60 0.983 1.00 1.00 100 1.00 1.00 13.15 690.05 4875.77 2.71 41.43 456.00 0.60D40.70E40.60H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.011 1 0.142 0.091 1.60 0.983 1.00 1.00 1.00 1.00 1.00 13.15 690.05 4875.77 2.71 41.43 456.00 Overall Maximum Deflections Load Combination Span Max. '- Dart Location in Span Load Combination Max. "+ Dat Location in Span O.750Ln~0,75OL6.450W4i 1 0.6183 a.0•5 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Supportupport I Support 2 OvefaMX ALrn um 9.827 10.234 Overall MiNimum 1.875 1.953 +D+H 4.889 5.108 9.598 9.990 6.764 7.061 4.889 5.108 4D0.750Lr40.750L+H 9.827 10.234 +040.750L40.750S+H 8.421 8.770 +D0.60W44 4.889 5.108 .fl+0.70E+H 4.889 5.108 +D'0,750Lr+0,750Li'0450W+H 9.827 10.234 +D+0.750L+0.750S40.450W+H 8.421 8.770 +D+0,750L40.750S.10,5250E+H 8.421 8.770 40.60D+0,60W40.60H 2.933 3.065 +0.60D40.70E+0.60H 2.933 3.065 D Only 4.889 5.108 Li Only 1.875 1.953 L Only 4.709 4.883 S Only WOnly EOnly H Only MJKE SURPREN ANT & ASSOCIATES iIb 'T Consulting Structural Engineers SHEETNO. IT CALCULATED By____.._........ CHECKED BY------- OF_ CAlL DATE SCALE _________ ................... - LEVEL: - MEMBERS: LABEL SPAN=_'< S F! t ES 2 UNIFORM LOAD - O POINT LOAD (CENTERED) . CUSTOM LOADING (SEE DIAGRAM) W1 (;\() ii L . - 2 = R1 lbs R,=-3 ________lbs VMAX = t— ì t -laO lbs E = (3o ksi USE 10 GRADE: MMx .JJ O ft -lbs IRFQ I) = rn4 ALT: .GRADE:. C: LABEL: C SPAN= FT - - UNIFORM LOAD -.. . ......... 0 POINT LOAD (CENTERED) 1T : CUSTOM WADING (SEE DIAGRAM) . . . L - Wj W2= .Stp I Pi.= R lbs....RR=ItI/j_- lb VMAX = - lbs E MMAX= ft-lbs IR2Q'D = - i114 USE: 94 (( GRADE: C:Fj ALT: -GRADE: - C:_______ LABEL SPAN=— 19 FT i:i UNIFORM LOAD U POINT WAD (CENTERED) CUSTOM LOADING (SEE DIAGRAM) w1= w2 = 1iOi lbs (l3-m . P2 = R=_ _Lft.. lbs Rg=.Z lbs VSIAx = - lbs E - ksi MMAX= - - ft-lbs Ii'ø USE: - GRADE:. 9ff\- C:-______ -- H- ALT: GRADE . C:______ 'U . Mike Surprenant & Associates Prcect Title: Tamarack Residence Pro?ectDescr Sheet of W File FWt2O17\17l44-TariaracPa-shaPJe\03-El Wood earn ENCALC.INC 1 Project ID: 17144 Pinled 13 SEP 2017, Templats\T8m J 1 17828,Vrr6 Description; D8-1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination ASCE 7-10 Fb - Fc - Prll Wood Species Douglas Fir - Larch Fc - Perp Wood Grade No.1 Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling 1350 psi E: Modulus of Elasticity 1350 psi Ebend-xx 1600ksi 925 psi Eminbend - xx 580 ksi 625 psi 170 psi 675 psi Density 31.2pc1 D(O.OT1) L(O.285) D(O.132)Lr(O.165) 6x10 600 Span = 10.50 ft Span = 5.50 ft Applied Loads Service loads entered. Load Factors wiJi be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: 0 = 0.0710, L = 0,2850 Tributary Width = 1.0 It, (Deck) Load for Span Number Uniform Load; D =0.1320, Lr = 0.1650, Tributary Width= 1.0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = , .... 0.434 1 Maximum Shear Stress Ratio 0.313 1 Section used for this span 6x10 Section used for this span 6x10 fb : Actual 585.47 psi fv : Actual = 53.25 psi FB : Allowable . 1,350.00psi Fv; Allowable = 170.00 psi Load Combination +04_+H Load Combination +D+L+H Location of maximum on span 4.693ft Location of maximum on span = 9.737 It Span # where maximum occurs = Span # I Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.184 in Ratio = 718>=360 Max Upward Transient Deflection -0.208 in Ratio = 634 >=360 Max Downward Total Deflection 0.283 in Ratio = 466 >=240. Max Upward Total Deflection -0.108 in Ratio = 1218>=240. Maximum Forces &. Stresses fOr Load Combinatiófls Load Combination Max Stress Ratios Segment Length Span# M V Cd C EN Ci Cr +0+11 Length = 10.50 ft 1 0.259 0.127 0.90 1.000 1.00 1.00 Length '5.50ft 2 0.259 0.127 0.90 1.000 1.00 1.00 1.000 1.00 1.00 Length =1O.50f1 1 0.434 0.313 1.00 1.000 1.00 1.00 Length = 5.50 ft 2 0.233 0.313 1.00 1.000 1.00 1.00 404Lr+H 1.000 1.00 1.00 Cm C t CL -M..' -- - orrent Values M fb Pb V Shear Values fV F'V 0.00 0.00 0.00 0.00 1.00 1.00 1.00 2.17 314.43 1215.00 0.68 19.47 153.00 1.00 1.00 1.00 2.17 314.43 1215.00 0.68 19.47 153.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1,00 1.00 1.00 4.04 585.47 1350.00 1.85 53.25 170.00 1.00 1.00 1.00 2.17 314.43 1350.00 0.68 53.25 170.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Mike Surprenant & Associates Project Title: Tamarack Residence U' Engineer: JZ Project ID: 17144 Project Descr: Sheet of Prinled: 13 SEP 2017, 1:14PM Wood Beam File FiProjectsl2017\17144-Tarack-ParshalIe\O3-En5ineerI\Cac T Tamthk 5 ENERCAI.C, INC 1853-2017, Build 1017.5 25, Vet 517831 tIL: Description: 08-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C CFN C I Cr Cm C It CL M lb F'b V Iv Fv Length rlO.50ft 1 0,401 0.197 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.66 676.43 1687.50 1.46 41.88 212.50 Length 5.5Oft 2 0.401 0.197 1.25 1.000 1.00 1.00 1,00 1.00 1.00 4.66 676.43 1687.50 1.46 41.88 212.50 D+S+111 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.203 0.100 1.15 1.000 1,00 1.00 1.00 1.00 1.00 2.17 314.43 1552.50 0.68 19.47 195.50 Length 5.50ft 2 0.203 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.17 314.43 1552.50 0.68 19,47 195.50 .0+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 = 10.50 ft 1 0.347 0.231 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.04 585.93 1687.50 1,71 49.19 212.50 Length 5.501t 2 0.347 0.231 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.04 585.93 1687.50 1.26 49.19 212.50 +0"0.750L"0.750S41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 10.50 ft 1 0.287 0.225 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.07 445.06 1552.50 1.54 44.07 195.50 Length =5.50ft 2 0.203 0.225 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.17 314.43 1552.50 0.68 44.07 195.50 .0'0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 10.5011 1 0.146 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.17 314.43 2160.00 0.68 19.47 272.00 Length =5.501t 2 0.146 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.17 314.43 2160.00 0.68 19,47 272.00 s0"0.70E'+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1O.50ft 1 0.146 0.072 1.60 100 1.00 1.00 1.00 1.00 1.00 2.17 314.43 2160.00 0.68 19.47 272.00 Length = 5.50 ft 2 0.146 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.17 314.43 2160.00 0.68 19.47 272.00 sD+0.750Lr+0.750L"0.450W*l 1.000 1.00 1.00 1,00 1.00 1,00 0.00 0.00 0.00 0.00 Length 10.50ft 1 0.271 0.181 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.04 585.93 2160.00 1.71 49.19 272.00 Length = 5.50 ft 2 0.271 0.181 1.60 1.000 1.00 1.00 1.00 1,00 1.00 4,04 585.93 2160.00 1.26 49.19 272,00 .040.750140.750S+0.450W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length =10.50ft 1 0.206 0.162 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.07 445.06 2160.00 1,54 44.07 272.00 Length =5.50ft 2 0.146 0.162 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.17 314.43 2160.00 0.68 44.07 272.00 "0s0.750L"0.750S0.5250E.H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 It 1 0.206 0.162 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.07 445.06 2160.00 1.54 44.07 272.00 Length = 5.50 ft 2 0.146 0.162 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.17 314.43 2160.00 0.68 44.07 272.00 40.60D40.60W40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50ft 1 0.087 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.30 188.66 2160.00 0.41 11.68 272.00 Length =5.50ft 2 0.087 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.30 188.66 2160.00 0.41 11.68 272.00 0.60D40.T0E40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50ft 1 0.087 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.30 188.66 2160.00 0.41 11.68 272.00 Length 5.50ft 2 0.087 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.30 188.66 2160.00 0.41 11.68 272.00 _Maximum Overall Deflections Load Combination Span Max. - DeS Location in Span Load Combination Max. +' Dell Location in Span LOnly 1 0.1251 5.279 0.0000 0.000 +D+Lr-+H 2 0.2833 5.500 LOnly -0.0255 0.676 Vétical Reactions Support notation: Far left is #1 Values In KIPS Load Combination Support 1Support 2 Support 3 OvernMAXiniuni 1.722 3.408 Overall 1.496 1.496 .041 0.226 1.427 1.722 2.923 0etri+1 -0.012 2.572 0.226 1.427 +D"0.750Lr.0,750L"H 1.170 3.408 #0.+0.750L"0.750541 1.348 2.549 +00.60W4l 0.226 1.427 40+0.70E+H 0.226 1.427 4040.750Lr40.750L40.450W#1 1.170 3.408 040.750L.0.750S#0.450W4H 1.348 2.549 40"0.750L"0.750S+0.5250E41 1.348 2.549 "0.60D'+0.60W0.60H 0.135 0.856 '0.60040.70E40.60H 0.135 0.856 D Only 0.226 1.427 LrOnty -0.238 1.145 LOnly 1.496 1.496 S Only W Only Mike Surprenant & Associates Project Title: Tamarack Residence -•--- Engineer: JZ Project ID: 17144 Project Descr: Sheet Z( of - PrInted: 13 SEP 2017, 1:14PM - tempIales\1arT1arkec€1 Wood Beam FNERCALC. NC 1983-2017, Build IC 178 28, VerS 1783 C Description 4 DB-1 Vertical Reactions •• • Support notation : Far left is #1 Values in KIPS Load Combination -- Support 1 Support 2 Support 3 Only H Only Engineer: JZ Project ID: 17144 Mike Surprenant & Associates Project Title: Tamarack Residence Project Descr: Sheet SIZ, of Pried: 20 MAR 2012, 403PM Wood Be 4 I"r Descrip(ion: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties 2,400.0 psi E: Modulus of Elasticity 1,850.0 psi Ebend-xx 1,800.0ksi 1,650.0 psi Eminbend - xx 950.0ksi 650.0 psi Ebend- yy 1 ,600.0ksj 265.0 psi Eminbend - yy 850.Oksi 1,100.0ps1 Density 31.210pcf Analysis Method: Allowable Stress Design Fb + Load Combination ASCE 7-10 Fb - Fc - Pril Wood Species : DF/DF Fc - Perp Wood Grade :24F-V4 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D0.056) 11111TT L •O.39 ii.... ........... ...... 8.75x12 Span = 16.0 ft Applied Loads Beam self weight calculated and added to loads Uniform Load: 0 = 0.0980, L = 0,390, Tributary Width = 1.0 It, (Deck Uniform Load: D = 0.0560, Tributary Width = 1.0 It, (Stucco Guard) DESIGN SUMMARY Maximum Bending Stress Ratio 0.568:1 Section used for this span 8.75x12 fb:Actual = 1,311.64psi FB : Allowable = 2,310.33psi Load Combination +D+L4H Location of maximum on span = 9.000ft Span # where maximum occurs = Span #1 Maxin'iun, Deflection Service roads entered. Load Factors will be applied for calculations. ................................ Maximum Shear Stress Ratio = 0.245 :1 Section used for this span 8.75x12 Iv : Actual 64.89 psi Fv: Allowable 265.00 psi Load Combination D4+H Location of maximum on span 17.015 ft Span # where maximum occurs Span # 1 Max Downward Transient Deflection 0.409 in Ratio = 528 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.594 in Ratio= 363 >=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M v 0d CFN C i Cr Cm C t CL M lb F'b V Iv F'v .....- 0.00 0.00 0.00 0.00 Length= 18.011 1 0.197 0.085 0.90 0.963 1.00 1.00 1.00 1.00 1.00 7.16 409.07 2079.30 1.42 20.24 238.50 .0+L41 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18,011 1 0.568 0.245 1.00 0.963 1.00 1.00 1.00 1.00 1.00 2Z95 1,311.64 2310.33 4.54 64.89 265.00 0.963 1,00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length =18,oft 1 0.142 0.061 1.25 0.963 1.00 1.00 1.00 1.00 1.00 7.16 409.07 2887.92 1.42 20.24 331.25 '.O+S41 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.0 ft 1 0.154 0.066 1.15 0.963 1.00 1.00 1.00 1.00 1.00 7.16 409.07 2656.88 1.42 20.24 304.75 4040.750Lr40.750141 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Mike Surprenant & Associates Project Title: Tamarack Residence Engineer: JZ Project ID: 17144 Project Descr.Sheet .ST? of Prirtp.d: 20 MAR 2012. 403PM Wood Beam Description D9-2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span M V Cd CFN C I Cr Cm C CL M fb Fb V fv Fv Length 18.0ft 1 0.376 0.162 1.25 0.963 1,00 1.00 1.00 1.00 1.00 19.00 1,086.00 2887,92 3.76 53.73 331.25 .l.040,750L40.750S4H 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.0 ft 1 0.409 0.176 1.15 0.963 1.00 1.00 1.00 1.00 1.00 19.00 1086.00 2656.88 3.76 53.73 304.75 '.O+0.60W41 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 It 1 0.111 0.048 1.60 0.963 1.00 1.00 1.00 1.00 1.00 7.16 409.07 3696.53 1.42 20.24 424.00 'O+0.70E*1 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.oft 1 0.111 0.048 1.60 0.963 1.00 1.00 1.00 1.00 1.00 7.16 409.07 3696.53 1.42 20.24 424.00 0'0,750Lr40,750L40,450W44-i 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length' 18.0 It 1 0.294 0.127 1.60 0.963 1.00 1.00 1.00 1.00 100 19.00 1,086.00 3696.53 3.76 53.73 424.00 D40.750L'0,750S40.450W4H 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengthr 18.o ft 1 0.294 0.127 1.60 0.963 1.00 1.00 1.00 1.00 1.00 19.00 1,086,00 3696.53 3.76 53.73 424.00 +D0,750L40,750S40.5250E+H 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.0 ft 1 0.294 0.127 1.60 0.963 1.00 1.00 1.00 1.00 1.00 19.00 1,086.00 3696.53 3.76 53.73 424.00 +0.60D40.60W40.601-1 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.066 0.029 1.60 0.963 1.00 1.00 1.00 1.00 1.00 4.30 245.44 3696.53 0.85 12.14 424.00 .0.60D40.70E+0.60H 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.0 It 1 0.066 0.029 1.60 0.963 1.00 1.00 1.00 1.00 1.00 4.30 245.44 3696,53 0.85 12.14 424.00 Overall Maximum Deflections Load Combination Span Max. Dell Location in Span Load Combination Max. "+ Deli Location in Span +0441 1 0.5937 9.066 00000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 OveraliMAXimum 5.11 --------------------- ,..•--- ___ ------------- .. --------- .___ .... Overall MiNimum 3.510 3.510 40*1 1.591 1.591 +D+L+H 5.101 5.101 1.591 1.591 i1,D+S+H 1.591 1,591 'fD40.750Lr*0.750L41 4.223 4.223 40+0.750L40.7503+I-I 4.223 4.223 40.0,60W.+fi 1.591 1.591 D*0.70E4l 1.591 1.591 D#0.750Lr'+0.750L+0,450W4l 4.223 4.223 O40.750L90.750S40,450W4H 4.223 4.223 00.750L40.750S40,5250E4l 4.223 4.223 0.60D+0.60W+0.60H 0.954 0.954 0.60D40.70E.0.60H 0.954 0.954 DOnly 1.591 1.591 LrOnly L Only 3.510 3.510 S Only W Only E Only H Only Project Title: Tamarack Residence Engineer: JZ Project ID: 17144 Project Descr:Sheet of Mike Surprenant & Associates Steel Beam Prrtd: 20 MAR 200, 40$PM - . - .......... Description DB-3 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Beam is Fully Braced against lateral-torsional buckling Bending Axis: Major Axis Bending Fy: Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksi ....................- -. . W14x82 W14x82 Spwi = 19.50 ft Span = 13.0 It Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loadIng Load(s) for Span Number 2 Point Load: 0 = 1.053, L = 3.510 k @ 13.0 ft, (DB-2) Uniform Load: D = 0.0560 k/It, Tributary Width = 1.0 ft, (Stucco Guard) DESIGN SUMMARY .. _____ Ell Maximum Bending Stress Ratio = 0205: I Maximum Shear Stress Ratio = 0.044: 1 Section used for this span W14x82 Section used for this span W14x82 Ma: Applied 70.954 k-ft Va : Applied 6.353 k Mn / Omega : Allowable 346.806 k-ft Vn/Omega : Allowable 145.860 k Load Combination +D-e-I.-+4-1 Load Combination 40-1-L+H Location of maximum on span 19.500ft Location of maximum on span 19.500 ft Span if where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.434 in Ratio = 718 >=360 Max Upward Transient Deflection -0.076 in Ratio = 3,092 >=360 Max Downward Total Deflection 0.642 in Ratio = 486 >=240. Max Upward Total Deflection -0.108 in Ratio = 2176 >=240. Maximum Forces & Stresses for Load Combinatrons Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span if M V Mmex + Mmax - Ma Max Mnx Mrudornege Cb Rm Va Max Vnx Vnx/omega +0+H Dsgn. L= 19.50 ft 1 0,073 0.019 -25.32 25.32 579.17 346.81 1.00 1.00 2.84 218.79 145.86 Dsgn, L= 13.00 ft 2 0.073 0.019 -25.32 25.32 579.17 346.81 1.00 1.00 2.84 218.79 145.86 Dsgn. L= 19.50 ft 1 0.205 0.044 -70.95 70.95 579.17 346.81 1.00 1-OD 6.35 218.79 145.86 Dsgn. L= 13.00 ft 2 0.205 0.044 -70.95 70,95 579.17 346.81 1.00 1.00 6.35 218.79 145.86 +O-tr+H Dsgn. L = 19.50 ft 1 0.073 0.019 -25.32 25.32 579.17 346.81 1.00 1.00 2.84 218.79 145.86 Dsgn. L = 13.00 ft 2 0.073 0.019 -25.32 25.32 579.17 346.81 1.00 1.00 2.84 218.19 145.86 iO-'-S+H Dsgn. L= 19.50 ft 1 0.073 0.019 -25.32 25.32 579.17 346.81 1.00 1.00 2.84 218.79 145.86 Dsgn. Lr 13.00 ft 2 0.073 0.019 -25.32 2532 579.17 346.81 1.00 1.00 2.84 218.79 145.86 +D+0.750Lr-10.750L4H Dsgn. L= 19.50 fl 1 0.172 0.035 -59.55 59.55 579.17 346.81 1.00 1.00 5.48 218.79 145.86 Dsgn.L= 13.00ft 2 0.172 0.038 -59.55 59.55 579.17 346.61 1.00 1.00 5.48 218.79 145.86 +0-0.750L-0.750S4l Dsgn. L = 19.50 ft 1 0.172 0.038 -59.55 59.55 579.17 346.81 1.00 1.00 5.48 218.79 145.86 Dsgn.L= 13.00 ft 2 0.172 0.038 -59.55 59.55 579.11 34681 1.00 1.00 5.48 218.19 145.86 4D+0,60W+H Dsgn. L= 19.50 ft 1 0.073 0.019 -25.32 25.32 579.17 346.81 1.00 1.00 2.84 218.79 145.86 EEII Mike Surprenant & Associates Project Title: Tamarack Residence Engineer: JZ Project ID: 17144 Project Descr: Sheet -S of Printed 20 MAR 2019, 400PM '. .. Doscrip4.ioo: 05.3 Load Combination MaxStress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mrnax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega Dsgn. L= 13.00 ft 2 0.073 0.019 -25.32 25.32 579.17 346.81 1.00 1.00 2.84 218.79 145.86 O40.70E+H Dsgn. L= 19.50 ft 1 0.073 0.019 -25.32 25.32 579.17 346.81 1.00 1.00 2.84 218.79 145.86 Dsgn. L= 13.00 ft 2 0.073 0.019 -25.32 25.32 579.17 346.81 1.00 1.00 2.84 218.79 145.86 -*D-,0.750Lr.0.750Ls0.450W+H Dsgn. L = 19.50 ft 1 0.172 0.038 -59.55 59.55 579.17 346.81 1.00 1.00 5.48 218.79 145.86 Dsgn. L = 13.00 ft 2 0,172 0.038 -59.55 59.55 579.17 346.81 1.09 1.00 5.48 218.79 145.86 O+0.750L+0.750S40.450W'4-1 Dsgn. L= 19.50 ft 1 0.172 0.038 -59.55 59.55 579.17 346.81 1.00 1.00 5.48 218.79 145.86 Dsgn. L= 13.00ff 2 0.172 0.038 -59.55 59.55 579.17 346.81 1.00 1.00 548 218.79 145.86 i*0.750L40.750S0.5250E'+H Dsgn. L= 19.50 It 1 0.172 0.038 -59.55 59.55 579.17 346.81 1.00 1.00 5.48 218.79 145.86 Dsgn. Lr 13.00 ft 2 0.172 0.038 -59.55 59.55 579.17 346.81 1.00 1.00 5.48 218.79 145.86 40.60D+0.60W+0.60H Dsgn. L = 19.50 ft 1 0.044 0.012 -15.19 15.19 579.17 346.81 1.00 1.00 1.71 218.79 145.86 Dsgn. L= 13,00 ft 2 0.044 0.012 -15.19 15.19 579.17 346.81 1.00 1.00 1.71 218.79 145.86 .0.60D+0.70E+0.60H Dsgn. L= 19.50ff 1 0.044 0.012 -15.19 15.19 579.17 346.81 1.00 1.00 1.71 218.79 145.86 Dsgn. L= 1300fl 2 0.044 0.012 -15.19 15.19 579.17 346.81 1.00 1.00 1.71 218.79 145.86 Overall Maximum Deflections . .. Load Combination Span Max. Dell Location in Span Load Combination Max, s-" Defi Location In Span 1 0.0000 0.000 40+1+M -0.1075 11.466 40+141 2 0.6418 13.000 0.0000 11.466 Vertical Reactions . Support notation: Far left is #1 Values in KIPS Load Combination Support I Support 2 Support 3 Overall MAXimum -2.842 10.768 ---------------------------------------------------------- Overall MiNimum -0.301 2.963 -0.502 4.938 +O4+H -2.842 10.788 +D+Lr+H -0.502 4.938 -0.502 4.936 +040.750Lr-'0,750L-*l -2.257 9.326 +D+0,750L+0,750S-'4-1 -2.257 9.326 +0-0.60W4H -0.502 4.938 .040,70E+H -0.502 4.938 *D-'0.750Lr40.750L40,450W-'H -2.257 9.326 4D-.0.750L+0.7505+0.450WiH -2.257 9.326 4040.750L+0.750S40.5250E4H -2.257 9.326 40.600-f0.60W40.60H -0.301 2.963 40.60D+0.70E+0.60H -0.301 2.963 D Only -0.502 4.938 LrOnly L Only -2.340 5.850 S Only WOnly EOnly H Only ®Botse Cascade Single 14" BCI® 6500-1.8 DF Joist\FJ-1 _______ Dry 1 2 spans I Right cantilever 10/12 slope August 14, 2017 14:55:23 BC CALC® Design Report 16 OCS I Repetitive I Member construction Build 5966 File Name: Tamarack bcc Job Name: Description: Designs\FJ-1 Address: Specifier: City, State, Zip:, Designer: JZ Customer: Company: Code reports: ESR-1336 -- Misc: Sheet .6 of 20-06-00 03-00-00 BO 51 Total Horizontal Product Length = 23-06-00 Reaction Summary (Down I Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO, 2-1/2" 551/12 149/0 0/35 B13-1/2' 715/0 68410 275/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf. Area (lb/ftA2) L 00-00-00 23-06-00 40 15 16 2 Wail Above Conc. Lin. (lb/ft) L 23-06-00 23-06-00 0 128 16 3 Roof Above Conc. Lin. (lb/ft) L 23-06-00 23-06-00 144 180 16 Controls Summary Value % Allowable Duration Case Location Pos. Moment 3,231 ft-lbs 60.6% 100% 2 09-05-06 Neg. Moment -1,898 ft-lbs 28.5% 125% 5 20-06-00 End Reaction 699 lbs 51.8% 100% 2 00-00-00 Int. Reaction 1,399 lbs 53.8% 100% 1 20-06-00 End Shear 684 lbs 35.5% 100% 2 00-02-08 Cont. Shear 805 lbs 41.8% 100% 1 20-04-04 Total Load Defi. L/497 (0.491) 48.2% n/a 2 10-00-01 Live Load Defi. 2xL/382 (4189') 94.3% n/a 9 23-06-00 Total Neg. Defi. 2xL/474 (4152') 50.7% n/a 2 23-06-00 Max Defi. 0.491" 49.1% n/a 2 10-00-01 Cant. Max Defi. -0.152' 15.2% n/a 2 23-06-00 Span / Depth 17.4 nla n/a 0 00-00-00 Squash Blocks Valid %Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material BO Wall/Plate 2-1/2" x 29/160 699 lbs n/a 51.8% Unspecified BI Wall/Plate 3-1/2"x2-9/16" 1,399 lbs n/a 53.6% Unspecified Cautions Design assumes Top and Bottom flanges to be restrained. Notes Page 1 of Boise Cascade Single 14" BCI® 6500-1.8 DF JoistI17J1 _______ Dry 1 2 spans F Right cantilever 1 0/12 slope August 14, 2017 14:55:23 BC CALC® Design Report --- 16 OCS I Repetitive I Member construction Build 5966 File Name: Tamarack.bcc Job Name: Description; Designs\FJ-1 Address: Specifier: City, State, Zip: Designer: JZ Customer: Company: Code reports; ESR-1336 Misc.- Sheet of Design meets Code minimum (L/240) Total load deflection criteria. Disclosure Design meets User specified (2xLf360) Live load deflection criteria. Completeness and accuracy of input must Design meets arbitrary (1') Maximum total load deflection criteria, be verified by anyone who would rely on Design meets arbitrary (1 Cantilever Maximum total load deflection criteria, output as evidence of suitability for Calculations assume member is fully braced. particular application. Output here based on building code-accepted design Design based on Dry Service Condition. properties and analysis methods. Cantilevers require sheathed bottom flanges, blocking at cantilever support and closure at Installation of Boise Cascade engineered ends. wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER® ,AJSTM, ALLJOIST®, BC RIM BOARD, BCI®, BOISE GLULAMTM, SIMPLE FRAMING SYSTEMS , VERSA-LAM®, VERSA-RIM PLUS® VERSA-RIM®, VERSA-STRAND®. VERSA-STUD® are trademarks of Boise Cascade Wood Products L.L.C. Boise Cascade Single 11-7/8" BC!® 6000-1.8 DF Joist\DJ-1 _______ Dry Ii span J No cantilevers 1 0/12 slope August 14, 2017 14:55:30 BC CALC® Design Report 16 005 I Repetitive I Member construction Build 5966 File Name: Tamarack.bcc Job Name: Description: Designs\DJ- 1 Address: Specifier: City, State, Zip: Designer: JZ Customer: Company: Code reports: ESR-1336 Misc: Sheet -.& of 13-00-00 BO Bi Total Horizontal Product Length = 13-00-00 Reaction Summary (Down I Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO, 2-1/2' 520/0 130/0 B1, 2-1/2 520/0 130/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% I Standard Load Unf. Area (lbIft2) L 00-00-00 13-00-00 60 15 16 Controls Summary Value %Allowable Duration Case Location Pos. Moment 2,019 ft-lbs 49.7% 100% 1 06-06-00 End Reaction 650 lbs 50% 100% 1 00-00-00 End Shear 629 lbs 37.6% 100% 1 00-02-08 Total Load Defi. L/713 (0.214") 33.7% n/a 1 06-06-00 Live Load Defi. L/891 (0.171') 53.9% n/a 2 06-06-00 Max Defi. 0.214" 21.4% n/a 1 06-06-00 Span / Depth 12.8 n/a n/a 0 00-00-00 Squash Blocks Valid %Allow %Aliow Bearing Supports Dim. (LxW) Value Support Member Material BO Wall/Plate 2-1/2' x 2-5/16' 650 lbs n/a 50% Unspecified BI Wall/Plate 2-1/2' x 2-5/16" 650 lbs n/a 50% Unspecified Notes Design meets Code minimum ([1240) Total load deflection criteria. Design meets User specified ([1480) Live load deflection criteria. Design meets arbitrary (1') Maximum total load deflection criteria. Calculations assume member is fully braced. Design based on Dry Service Condition. Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current installation Guide and applicable building codes. Toobtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER® ,AJSTM, ALLJOIST®, BC RIM BOARD, BCl® BOISE GLULAM, SIMPLE FRAMING SYSTEM®, VERSA-LAM®, VERSA-RIM PLUS®, VERSA-RIM®, VERSA-STRAND®, VERSA-STUD® are trademarks of Boise Cascade Wood Products L.L.C. Page 1 of 1 Mike Surprenant & Associates Consulting Structural Engineers Job SheetNo, S of Calculated by Date Checked by Date r-i IL.fLf III a] ][çj Main Wind Force Resisting System: Method Used = Analytical Procedure Maximum Building Height (z) = 30 feet Design Wind Speed = 110 mph (110 mph for California) Kd= 0.85 1= 1.00 Exposure Category =1_CI (per ASCE-7, 6.5.6.3) K= 0.98 K3 = 1.00 (3= 0.85 Gcp -0.18 Cp = 0.80 and -0.5 (windward and leeward walls) ulh 5.ss pst P =j_17.86Jpsf (Note: Reduced by factor of 1.6 for ASD Design) CHOSEN EXPOSURE ExpoureI a Z B". d: c F. B I 7.0 1200 0.14 0.84 0.25 0.45 1 0.30 1 320 0.33 30 C I 9.5 900 0.11 1.00 0.15 0.65 1 0.20 1 500 0.20 15 D L11.5 700 0.09 1 1.07 1 0.11 0.60 1 0.15 1 650 0.13 7 SEISMIC DESIGN Methodused = Equivalent Lateral Force Procedure Occupancy Category = 2 R=I6.5_I 1=1.0 Site Class= D S= t162 _g S1=0445 _g Seismic Design Calegory (SDS) D Seismic Design Category (SD1) = D Ta = 0.26 sec C5 = 0.12 Cs 0.28 Csrnin = 0.01 Csact =Io.123 I (1,2,3,4) (Residential = 2) (6.5 for wood shear walls) (Residential = 1.0) (A,B,C,D,E) (0.2 sec) F3 = 1035 SDS = 0.802 g (1 sec) F, = 1 556 1 S01 = 0.462 g (Use the worst case seismic design category) =L_1.3] VI0.115jWx (Csact*p)*WxI1.4 JOB _______ --- ----- ---- MIKE SURPRENANT & ASSOCIATES SHEETNO. OF Consulting Structural Engineers CALCULATED BY___ DATE CHECKED BY DATE SCALE 3 3 4 5 6 7 8 1 2 3 4 5 5 1 8 I 2 3 .5 6 5 7 5 b :5 2 1 6 5 7 C I 2 3 -: 5 2 1 2 3 -35672523 1 5 6 7 4 1 3 4 W (DEAD LOADS) (SFISMIC) (? (c ROOF WEIGhT Exterior Wall Weight = Cli C_ \t LBS Interior Wall Weight = ( 'i')___C__II /___ LBS Total Weight (Tributary to Diaphragm) = LBS FLOOR WEIGHT 4300 __ LBS Exterior Wall Weight=LBS Interior Wall Weight =01S LBS Total Weight (Tributary to Diaphragm) = 9oi uS LBS FLOOR WEIGHT Diaphragrn=LBS Exterior Wall Weight __ LBS Interior Wall Weight = _____ ________LBS Total Weight (Tributary to Diaphragm) - _____________ LBS TOTAL DEAD LOAD, wt= LBS BASE SHEAR V= 0__tS +(t'%Addfl'lFOS) Wt-- bf_LBS UNIT SHEAR, v = V I Area (Applies to single level structures only) PSF JOB________ ....... _____ ....................... ....:. MIKE SURPRENANT ( \ & ASSOCIATES OF - Consulting Structural Engineers CALCUU1ED DATE CHECKED SY --- ------ .................------- .DATE SCALE ____________ - . . LATERAL LOAD DISTRIBUTION (ttllftfSDL) DIAPHRAGM LEVI - - (k) h, (ft) wh wh I wh j- F, (lbs) A - (It2). v=(Fpx /A) . (psi) —FLOOR ROOF .31 ____ILOOR 1.00 . . . . . y. 1O5 . . lbs EAR WALL DESIGN LATERAL LOADSI WIND LOAD = PRESSURE (P) x PROJECTED VERTICAL HEIGHT (h) SEISMIC LOAD = STORY SHEAR (v) x DIAPHRAGM DEPTH (d) ROOF DIAPHRAGM A U)2). N-S WIND: ....(psf)x_(It) = _____(pit) "SEISMIC:v,_ (psi) x ______ (ft) = _____jpit) GOVERNS E-W: . WIND: IS (pst)x_..L. ----- _(10 = :.(PIt) - SEISMIC: v - (p-sO-x (It) _____(pit) - GOVERNS LEVEl DIAPHRAGM A= (ft) N-S: WIND: P (psf) X - (ft) = . ..........._(pll) SEISMIC: v (psf) x .. ....* (ft) = -(pu) GOVERNS E-W: WIND: P (psi) x (ft) = . .......... .. SEISMIC: •v ..(pst)x ..±._(ft) = •:. (pit) . . GOVERNS LEVEL, DIAPHRAGM: A=_.......... N-St 'WIND.: P (pt)x..____ (ft)= - _(pit) SEISMIC: v, (psi) x _______ (It) = _i_.... E-W: WIND: P _L (psi) x ______ (ft) = ______(ph) SEISMIC: v -. (psi) x (It) = _...._jplf) ______-........GOVERNS GOVERNS 0 PRODUCT207 H MIKE SURPRENANT p1 ', & ASSOCIATES SHEET NQ._ OF— Consulting Structural Engineers CALCULATED - DATE CHECKED BY SCALE W (DEAD LOADS) (SEISMIC) tJ\pj ROOF WEIGH!' Dtaphragm= ((s Sc) (tS Exterior Wall Weight = J. I ) L > )t I f) - / ) U'i. I - 1O LBS Intenor Wall Weight (5' ( (?/ ' ( LBS Total Weight (Tributary to Diaphragm) .S LBS FLOOR WEIGNT Diaphragm = C 90 ~) (is PS ______ _____________ I 0 LBS Exterior Wall Weight C) i') { . L r- (3'R. LBS Interior Wall Weight= )-1 - LBS Total Weight (Tributary to Diaphragm) _____ ___________ 1 ( S LBS ____FLOOR WEIGHT Diaphragm LBS Exterior Wall Weight = LBS Interior Wall W"" ght LBS Total Weight (Tributary to Diaphiagm) LBS TOTALDEADLOAD,Wt= BASE SHEAR, V = _O. S + ( % Midn'l F 0 S Wt = _0 31 '-'t- Ii LBS UNIT SHEAR, v:= V / Area (Applies to single level structures only. = - PSF MIKE SURPRENANT ( \ J[ & ASSOCIATES Consulting Structural Engineers JOB _....__________________.. ..................... -- SHEET NO._..._ 62 ._.... OF_ CALCULATED BY___________ DATE CHECKED BY . - DATE SCALE LATERAL LOAD DISTRIBUTION ])IAPRRAOM WXli W, fix F0 = w h (V) . . Willi A v,=(IIA) LEVEL (k) (ft) . (k-ti) 5,7 wh1. (Ibs) (ft2) (psi) ROOF 0.60 FLOOR O±o . 446 L1T z I1 1.00. . . . . . .V= lbs (SIIEAR WALL DESIGN LATERAL LOAT)S} WIND LOAD = PRESSURE (F) x PROJECTED VERTICAL HEIGHT (li) SEISMIC LOAD = STORY SHEAR (vt) x DIAPHRAGM DEPTH (d) kOOFDIAPHRAGM A ...00. N-S: WIND: P f (pst) x ______ (ft) (p11) SEISMIC: v, (psi) x (ft) = _______(pit) ____________ GOVERNS E-W: . (psf)x SEISMIC: v, . (psf) x _______ (ft) = . (p11) ____________ GOVERNS LEVEL DIAPHRAGM: A (ft) N-S: WIND: P (psi) x (ft) = _______(pit) SEISMIC: v (psi) x _______ (ft) = (p11) E-W: WIND: P (psI) x (ft) (p11) SEISMIC. v,, .•.• (psi) .x .........(ft) = (p11) LEVEL DIAPHRAGM: A = .(ft2) N-S: WIND: •. P_ (psOx (ft) ______(pil) SEISMIC:. v, ________(psi) x . (ft) = _______(pit) E-W: WIND: P _(psi) x -(ft) =_(plf) :SEISMIC: v .. ..... .__(psl) x _Jft) = ______(Prt) GOVERNS GOVERNS GOVERNS GOVERNS 0 PRODUCT 207 4j MIKIl SURPRENANT \ Jr & ASSOCIATES Consulting Structural Engineers JOB _____- ....... -............... SHEET NO. __________OF_. CALCUUTED BY___________________________ DATE CHECKED BY DAlE . . SHEARWALL DESIGN -b Stry Shearwa1s J - Direction Unit Lateral Load, v LEI— psi Tributary Area (This Level): ( .. Grid1ije oo . sq. ft. Lateral Load (This Level): . . I D.' 1 Lbs Lateral Load (Level Above): ............. .. ... . . . .. ...... . Lbs, Total Load (All Levels), F = t ( Lbs Shearwall(s) Length, L S ft Unit Wall Shear, v = .F/L = oD of Shea.rwall Type: .. Overturning: L = ft. Okay by Inspection Uplift = . . I Lbs Holdown Anchor Type: Gridline . Tributary Area (This Level); . (• .3 ' ( r . Lj sq. ft. Lateral Load (ThisLevel): . Lbs Lateral Load (Level Above): : . I . . . . . Lbs Total Load (All Levels), '-3Thi Lbs Shearwall(s) Length, L = . . C, S ft. Unit Wall Shear,v=FfL = . -19..G plf/1 37r pif Shearwall Type: Overturning: L ft. Okay by Inspection Uplift =. . Lr)I Lbs . Holdown Anchor Type: Gridlinc Tributary Area (This Level): E -. 1 sq. ft. .LateralLoadThisLevel): ....______________. _..... Lbs Lateral Load (Level Above): _ _._.________________. Total Load (All Levels), F = . I ¶ -( Lbs Lbs Shearwall(s) Length, L . . \• ft Unit Wall Shear, v = F/L = . plf Shearwall Type:.. Overturning: L ft. - Okay by Inspection Uplift= _Lbs Holdown Anchor Type: MIKE SURPRENANT ' \ I & ASSOCIATES Consulting Structural Engineers iDa_______ ... .... * SHEET NO. _______________________________ OF CALCULATED BY.._______________________ DATE - CHECKED BY_________________________ DATE_________________ SCALE Story Sheaivalls 'J Direction Unit Lateral. Load, V = psf Gridline 17 Tributary Area (This Level) ti ) L t) I9 - sq. ft Lateral Load (This Level): . . .. . . ... Mel Lbs Lateral Load (Level Above): Lbs Total Load (All Levels) F = _ Lbs Shearwall(s) Length L = 9 ft Unit Wall Shear, v=F/L = plf Shearwall Type: Overturning:L = ft. .. Inspection Uplift = -. . Lbs Holdown Anchor Type: Gridline Tribiitary..ea.(This Level).: .(l.3i M .. . ................ I1.. sq. ft. . Lateral Load (This Level): . . . Lbs Lateral Load (Level Above): : - Lbs Total Load (All Levels), F - ' 6t Lbs Shearwall(s) Length, L .. L13 ft. Unit Wall Shear, v =FfL = p11 Shearwali Type: Overturning: L= . It . 0kayby Inspection Uplift= . . . Lbs Holdown Anchor Type: Gridline Tributary Aea (This Level): 'YJ)f :('cJb-)t (2i0) . S11 sq.ft. Lateral Load (This Level): .. . . t. Lbs Lateral Load (Level Above): . . . Lbs ..... .. ...; Total Load (All Levels), F . Lbs Shearwall(s) Length, L Unit Wall Shear, v=F/L = . plf/,' Shearwall Type: . Overturning L = ft -- Okay by Inspection Uplift= i' Lbs Holdown Anchor Type: . MIKE SURPRENANT \ i1 & ASSOCIATES k, ......Consulting Structural Engineers JOB SHEET NO. CALCULFED BY DATE CHECKEDBY__. ..................................... DATE.._...............___________ SCALE Story Shearwalls Direction Unit Lateral Load, v = b psf Gridline . Tributary Area (This :(6 L 'L t 4 ft. Love]): . . . Lateral Load (1 his Level) ___________________________________ - fj.S Lbs Lateral Load (Level Above) _______________________ Lbs 1 otal Load (All Levels) F = I c bS Lbs hc4rwall(s) Length L ft Unit Wall Shear v = F'T pif ( -. Of Shearwall Type:. . . _. . . . . . Overturning:. L = ft.-Okay by Inspection Uplift= ??f Lbs Holdown Anchor lype [] Gridline Tributary Area (This Level) 41 ) (t 5) 204 sq. ft Lateral Load (This Level): . . . . :. . . ( 0 Lbs Lateral Load (Level Above): . --. .: . Lbs ... Total Load (All Levels), Lbs Shearwall(s) Lcngth,.L Unit Wall Shear, v = 7 1 plf . Shearwall Type: Overturning: L ft Okay by Inspection ijplift= .: . .._______ 7.4A Lbs Hóldown Anchor Type: . Gridline Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length, L Unit Wall Shear, v = FA = pif Shearwall Type: 0 Overturning: . L = . ft Uplift= Holdown Anchor Type: Total Load (All Levels), F, ft sq. ft. Lbs Lbs Lbs Okay. by Inspection Lbs W OR MIKE SURPRENANT or ___ r \ & ASSOCIATES SHEET NO......._ 0 •._____ - Consulting Structural Engineers CALCULATED _.-_______ DATE DATE ________________ CHECKED BY .. ----- SCALE D PRODUCT 207 Mike Surprenant & Associates F>rme: 25 MAR 2O9, 9:05AM r.ralc TpTe" ec. 2 Steel Column W NOW Project Title: Tamarack Residence Engineer: JZ Project ID: 17144 LD Project Deser. Sheet of Code References Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Steel Section Name: HSS4x4x5I16 Overall Column Height 2.0 ft Analysis Method Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade , A500, Grade B, Fy = 46 ksi, Carbon Brace condition for deflection (buckling) along columns: Fy: Steel Yield 46.0 ksi X-X (width) axis: E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling = 2,0 ft, K = 2.1 V-V (depth) axis: Unbraced Length for Y-Y Axis buckling = 2.0 It, K = 2.1 ied Loads Service loads entered. Load Factors will be applied for calculations Column self weight included : 29,557 lbs * Dead Load Factor BENDING LOADS Seismic: Lat. Point Load at 2.0 It creating Mx-x, E = 5.979k DESIGN SUMMARY Bending & Shear Check Results PASS Max. .Axial+Bending Stress Ratio = 0.6525 : 1 Maximum Load Reactions.. Load Combination +D+0.70E Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along V-V 0,0 k Pa: Axial 0.02956 k Bottom along Y-Y 5.979 k Pn/0mega: Allowable 104.568 k Ma-x: Applied -8.371 k-ft Maximum Load Defiections... Mn-x/ Omega: Aflowable 12.831 k-ft Along Y-Y 0.1034in at 2.0ff above base for load combination :E Only Ma-y: Applied 0.0 k-ft Mn-y/omega:Allowable 12.831 k-ft Along X-X 0.0 in at 0.0ft above base for load corrination: PASS Maximum Shear Stress Ratio 0.1392 :1 Load Combination +D+0.70E Location ofmax.abovebase 0.0 ft At maximum location values are... Va:Applied 4.185 k Vn I Omega: Allowable 30.078 k Load Combination. Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Rx KyLyiRy Stress Ratio Status Location DOnly 0.000 PASS 0.00 ft 1.67 1.00 33.83 33.83 0.000 PASS 0.00 ft +D-0.70E 0.652 PASS 0.00 ft 1.67 1.00 33.83 33.83 0.139 PASS 0.00 ft 40-#40.5250E 0.489 PASS 0.00 ft 1.67 1.00 33.83 33.83 0.104 PASS 0,00 ft .'.0,60D 0.000 PASS 0.00 ft 1.67 1.00 33.83 33.83 0.000 PASS 0.00 it +0.60D-+0.70E 0.652 PASS 0.00 ft 1.67 1.00 33.83 33.83 0.139 PASS 0.00 ft Maximum Reactions .:. ..............Note: Only non-zero reactions are listed Axial Reaction X-X Axis Reaction Ic Y-Y Axis Reaction Mx -End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top © Base @ Top © Base @ Top @ Base © Top +O+0.70E 0.030 4.185 -8.371 +O0.5250E 0.030 3.139 -6.278 +0.600 0.018 +0.60040,70E 0.018 4.185 -8.371 E Only 5.979 -11.958 Mike Surprenant & Associates Steel Column Project Title: Tamarack Residence Engineer: JZ Project ID: 17144 Project Descr:Sheet 41 of Prred: 25 MAR 2U19. 9')3AM. ...... Description: FIaPOfe @ Line 12 Extreme Reactions . . Axial Reaction X-X Axis Reaction k V-V Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base © Base © lap © Base @ lop @ Base © lop © Base © lop Axial © Base Maximum 0.030 Minimum 5.979 -11.958 Reaction, X-X Axis Base Maximum 0.030 Minimum 0.030 Reaction, Y-Y Axis Base Maximum 5.979 -11.958 Minimum 0.030 Reaction, X-X Axis Top Maximum 0.030 Minimum 0.030 Reaction, Y-Y Axis Top Maximum 0.030 - Minimum 0.030 Moment, X-X Axis Base Maximum 0.030 Minimum -11.958 5.979 -11.958 Moment Y-Y Axis Base Maximum 0.030 • Minimum 0.030 Moment, X-X Axis Top Maximum 0.030 Minimum 0.030 Moment, Y-Y Axis Top Maximum 0.030 Minimum 0.030 Maximum Deflections for _Load _Combinations: Load Combination Max. X-X Deflection Distance Max. V-V Deflection Distance C) Only 0.0000 In 0,000 ft 0.000 in 0.000 It 30+0,70E 0.0000 in 0.000 ft 0.072 in 2.000 ft +O+0.5250E 0.0000 in 0,000 ft 0.054 in 2.000 ft +060D 0.0000 in 0.000 It 0.000 In 0.000 ft 0.60Di-0.70E 0.0000 in 0.000 ft 0.072 in 2.000 ft E Only 0.0000 in 0.000 ft 0.102 in 1.987 ft Steel Section Properties . HSS4x4x5i16 Depth = 4.000 in lxx = 9.14 inA4 J = 15.300 mM Design Thick 0.291 in S xx 457 jflA3 Width 4.000 in R xx 1.490 in Wall Thick 0.313 in Zx 5.590 inA3 Area 4.100 In2 I yy 9.140 inA4 C 7.910 inA3 Weight 14.779 pit S yy 4.570 inA3 Ryy = 1.490 in Vcg = 0.000 in Mike Surprenant & Associates Project Title: Tamarack Residence Engineer: JZ Project ID: 17144 Project Descr:Sheet )O of _ Prirte 2 MAR 2C1. 9:03AM r üii" ;tt NERC I MIKE SURPRIiNANT 11 \ & ASSOCIATES \-rr Consulting Structural Engineers .JOs _______ ..._...._______________________________........- SHEET NO. iL_CALCULATEDSY_____ DATE___ CHECKED BY DATE SCALE Story Shearwalls : Direction . Unit Lateral Load, v = . 1 psI Gridline Tnbuta Area (This Level) ( ) ( S ( L sq. Lateral Load (This Level): : . \ Lbs Lateral Load (Level Above): . . Lbs 7 Total Load (All Leèls),.F=. . 1 Lbs Shearwall(s) Length, L = ' t ft Unit Wall Shear, v=F,çfL = C1 Of Shearwall Type::([) Overturning:_Okay;by Jnspection . Uplift = Lbs Hoidown Anchor Type: FJ Gridilne Lvs) . . . 1 • Tributary Aea.(ThisLevel),: L(f. (U.,..) ......................... ..............................................sq.ft. Lateral Làad (This Level): S . 91 Lbs Lateral I oad (Level Above) Lbs • Total Load (All Levels), F = ) ( Lbs Shearwall(s) Length, 1, Unit Wall Shear, v FA = pif . . ShearwailType: IX -)c / k' S1 i Overturning: L = ft. Okayby Inspection Uplift 1-161down Anchor Type: o Lbs Gridline . Tributary Aea (This Level): C ( tbT sq. ft. Lateral LOad (This Level): . Lbs Lateral Load (Level Above): . . . . Lbs .Total Load (All LeveLs),F= (6 Lbs Shearwall(s) Length, L 0 ft Unit Wall Shear, v = FA = pif Shearwall !Type: (i) Overturning: L . ft Okay by Inspection Uplift = . Lb Ioldown Anchor Type: . 'JOE......................................................................................... MIKE SURPRENANT & ASSOCIATES SHEET NO. ______________________________ OF__ .... . ................. . _I Constg Structural Engineers CALCULATED EY.,.,......... CHECKED BY DATE SCALE Story Shearwalh ' Direction Unit LateralLoad, v = L f psf Gridliñe Tributary Area (This Level): .. ( 1 ShXj1s) + sq. ft. Lateral Load (This Level) Lateral Load (Level Aboe) I bs Total Load (All Levels) 1- = S641. Lbs Sbeaiwall(s) Length L = 3 ft ( ?s... 'V11 )q) Unit Wall Shear, v = FAIL = 4'i 6 pif ShearwailType: . . . ... . Oveturnuig L = ft Uplift 4464 Okay by Inspection Lbs Holdown Anchor. Type: C ,MSIC 6; i Gridline C:l Tributary Area (This I evel) 'U )) sq ft Lateral Load (This Level): . . _ Lbs Lateral Load (Level Above): Lbs Shearwall(s) Length, L Total Load (All Levels), .8)1 . ('-. I Lbs Unit Wall Shear, V = F/L = & plf . Shearwail Type: Overturning: L = ft Okay by Inspection Uplift=_. . ()() . . . . i6.? Lbs IJoldown Anchor Type: Gridline 4- Tributary Area (This Level): sq.ft Lateia1 Load (This Level): . . Si Lbs Lateral Load (Level Above): . Lbs . .. .......... . ...............Total Load (All Levels), F=... 'C Lbs Shearwall(s) Length, L ,i .tO. ft Unit Wall Shear, v =.F/L = Of Shearwall Type: Overturning: L = ft. Okay by Inspection Uplift= .Cl2.. flY1 Lbs Holdown Anchor Type: 1 '\.'C *; MIKE SURPRENANT u \ & ASSOCIATES - Consulting Structural Engineers Joe.................................... . ...... .............. .________.................. 1L1 9 ..................... SHEET NO.________________________ OF ..... CALCULATED BY DATE_______________________ CHECKED BY DATE____________________ SCALE ---.. ... Story Shearwalls Direction Unit Lateral Load, v = LI '3 psf Gridiine_ . Tributary Area (This Level): ' ' . 6.- sq. ft. Lateral Load (This Level): .;... . .. Lbs Lateral Load (Level Above): pSI .j- _Lbs .TotalLoad(AllLeê1s),F Lbs Shear.all(s) Length L = it t 10 ft Unit Wall Shear, v =F/L = . plf Shearwall Type: Overturning: ... L = __________ ft Oay:hy Inspection. Uplift= Lbs Holdown Anchor Type L Gridline ) (9 S 11 Tributary. Area (This Level): sq ft Lateral Load (This Level): . . . . 66 Lbs Lateral Load (Level Above) (C ")rt )fl' (? .i -i)( I' t) I, b Lbs • . Total Load (All Levels), F= 537 , Lbs Shearwall(s~ Length, L ft.. 1w Unit Wall Shear, v /L plf Shearwall Type OvertLirning: L = ft.,Okay by Inspection Lbs Holdown Anchor Type: L1 m6N at Gridilne Tributary Area (This Level): . sq. ft. Lateral Load (This Level): .. Lbs Lateral Load (Level Above): Lbs . ........ .. ... . Total Load (All Levuls);F .. . . Lbs Shearwall(s) Length, L = . . ft. Unit Wall Shear, v F/L = plf Shearwall Type: . () Overturning: L = ft. Okay by Inspection Uplift . Lbs H.oidovin Anchor Type: MIKE SURPRENANT F( Vf & ASSOCIATES Consulting Structural Engineers JOB----- .- ................ SHEET NO. + OF CALCULATED BY BATE CHECKED BY DATE SCALE Story Shearwalls. Direction Unit Lateral Load,v = ) Z psf Gridline s)131 sq. iributary Area (I Iis Level) 6T. o Lbs Lateral Load (This Level) Lateral Load (Level Above): ' 7) (.1 . . . . . ,. . I j Lbs Total Load(AII Levals),F = I Lbs Shearwafl(s) I ength L = ft Unit Wall Shear, v=F/L . pif Shearwall Type: (j... ft Overturning: L Okay by Inspection Uplift = . . Lbs Holdown Anchor Type: Gridline Tributary Area (This Level) ('t (' 1 sq. ft Lateral Load (TlisLevel): . ( . . . Lbs Lateral Load (Level Above): ')(O . I Lbs . Total Load (All Levels), F. I Lbs Shearwall(s) Length, L . 4 ' ft. Unit Wall S hear , v.=FfL = X_ pifj Shearwall Type: Overturning: L ft Okay by Inspection Uplift= . . 1L .L Lbs Holdown Anchor Type: C •• Gridline . Tributary Area (This Level): f (')?') . . ft1 sq.ft. Lateral Load This Level): . . . O ô Lbs Lateral.Loal (Level Above): . . . t Lbs Total Load (All Levels), F . Lbs Shearwall(s) Length, L It; Unit Wall Shear, v = F/L = . I pif, - Shearwall Type () - Overturning: Okaylby Inspection Uplift = . c) '10t Lbs _Sc Holdown Anchor Type: : MIKE SURPRENANT \ fi & ASSOCIATES Consulting Structural Engineers SHEET NO. OF._ CALCULATED BY .._ DATE CHECKED BY - DATE SCALE Story Shearwalls W Direction Unit Lateral Load, v = )? psf Gridiine Tnbutaryrea (This Level) sq. ft Lateral Load (This Level): . . . . '"I .Lbs Lateral Load (Level Above): .. . b Lbs Total Load (All. Levels)' F'= 6 -) Lbs Shearwall(s) Length := Unit Wall Shears F/L = -pif Shearwall Type (J ( J(FIç ( _ JJ' Overturning: .. L = ft Qkay by In Uplift = . . Lbs Hoidown Anchor Type: Gridline .H Tributary.-Area(This.Level):. ILI 1)... .:.......................•. . J_sq. ft. Lateral Load (This Level): . _ . . ii Q-ç Lbs Lateral LOad (Level Above): S . t (' Lbs . . Total Load (All Levels), F,, 4 j Lbs Shearwall(s) Length, L . . . ft. Unit Wall Shear; v = F/L = plf Shearwall Type: Overturning: L . ft OkaySby Inspection Uplift = 60 Lbs Holdown Anchor Type: .11 E . Gridline Tributary Area (This Level): . sq. ft. Lateral Load (This Level): . . -. . Lbs Lateral Load (Level Above): -. .Lbs Total Load (All Levels), F ..• Lbs Shearwall(s) Length, L Unit Wall Shear, v = F,JL = . pif Shearwall Type: Overturning L =---ftV Okay by Inspection Uplift= . i . . Lbs Holdown Anchor Type: I El MIKE SURPRENANT [ \ J & ASSOCIATES Consulting Structural Engineers ---........... --.......- SHEET NO. OF- CALCULATED DATE CHECKED BY DATE SCALE Or Story Shcar ails L) Direction Unit Literal Load, v psi Gridline 1 3) y L?. ') sq. ft. Tributary Area (This Level) . 11 Lbs Lateral Load (This Level): Lateral Load (Level Above): _ _ ..6D Lbs Total l Load (All Levels), F. JLj Lbs Shearwall(s) Length L 'f.cT ft Unit Wall Shear, v =:F,/L pif ShearwailType:. . . ._._. ____________ O erturning L = ft Okay by Inspection Uplift= __________________________________ ____Lbs Hodown Anchor Type: Gridline IributaryArca(ThisLcvd) . ___ _____ ____ L!I sq. ft Lateral Load (This Level): - . ._____________ -L( Lbs Lateral Load (Level Above: ._._. _(')(T)t_(34-S/J(Ib3) Lbs Total Load (All Levels), F,, tI Lbs Shearwall(s) Length, L . --_______ . . . 6 Unit Wall Shear, v = F,JL = pit - Si 00 ~Ibs Shearwall Type:JSC OESt( Overturning: L fL Okayhy Inspection Uplift= .. . . . . . Lbs Holdown Anchor Type: Gridline Tributary, Area (This Level): Lateral toad, (This Level): Lateral Load (Level Above): Shearwall(s) Length, L Unit Wall Shear, v = FfL .. plf Shearwall type: Overturning: Uplift Holdown Anchor Type: sq. ft. Lbs Lbs Total Load (All LeveJs),F=_ __Lbs ft. Okay by Inspection Lbs MIKE SURPRENAN! Th & ASSOCIATES NO ________ - - -__ Consulting Structural Engineers c ... CHECKED DV .... ................................................DATE ................................................................ 1cX. \. o LIS - o L( ())L)) OR jç L _> L19 L L (c -- _I .................... - -=- MIKE SURPRENAN1 " [ & ASSOCIATES ctural Engineers Consulting Stru JOB.. ............. .. ................... .. ...... .... .............. ...... ........ .J. SHENO. _________. ... ............ 2. ____ _____ CA.CULATEDB?......................____._.._._______ OATh ... .................... CHECKED8Y--- ......................................................... DA7E c (co) . fts" LS \J L 316)u) $BJ S . 'OC II MIKE SURPRENAN I Hi yiI &ASSOCIATLS L Consulting Structural Engineers .........- ECALE ..... ....... .... . ........ o o0 o (.j o. 00 (19\(j) \ S I - :. Tfti ( 4s L(( O O \(o) 0 0bu 41k 1 MIKE SURPRENANT & ASSOCIAIES - Consulting Structural Engineers U JOB................... ... ...... ....LU... .... ...................... SHEET NO............................................ (1 CALCULATED EN •J..U. ........._. ....OATE........ .......... ...... ... ........ CHECKED BY..................................... SCALE - ........................ ....--------------- _____________________ 0 CM) t-t 4JL D €yJ ((cvL) (i3 ) C, U) 1r i + fl Kt4 (1 5s oc \ r D.Q(nIIrTIi1 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOE SHEETNO. OF_________ CALCULATEDSY --- ------------ ........................... .......................... DATE ........................................................................ SCALE ............. i D* \5SO ?S SSJç5 ¶L ç çcs (.t' u5 :.;. M . S. . JsSS S... ?> c- A \ / c - oc -0, llboLi c:,- 01 O- (-t) — D \• o5co.) b .... -. c S S ', t 55 S 5555 y(osJ:::Sl\L5\ 15 0 PflI IT 297 MIKE SURPRENANT - '-. & ASSOCIATES _____ Consulting Struc=al Engineers CHECK...BY- __________________ DATE SCALE 0 O)V .a pnri (T9fl7 ------------ LtL JOB-- . MIKE SURPRENANT & ASSOCIATES ........ Constring Structural Engineers CALCULAEDEY 3 ................................................................ CHECKED E . ........DATE CAIE ...... .. ................... . ............ _____________. ........................................ ..................... 21,2! / IA' I - - 0 Oo I O CLI 0.O61 D PRODUCT 207 MIKE SURPRENANT ..i Vft & ASSOCIATES Consulting Structural Engineers SHEET NO. -___________ OF. CALCULATED BY Xi. DATE 0 1 CHECKED BY __________ DATE SCALE Story Shearwaljs Direction Unit Lateral Load, v 1_1 ' psf Gridline ! _( tributary Area (This Level): 1 sq. ft. Lateral Load (This Level) Lbs Lateral Load (Level Above) Lbs -- -- - - Total Load(AIlLevëIs),-F -1919 Lbs Shearwall(s) Length, L = I 1 ft ((- t-s .'7p Lint Wall Shear, v = F/L =aX pif , Shearwall Type Overturning L = ft Okay by Inspection : Lbs - - up lift - Holdown Anchor Type: - Gridline TributarY Area (This Level) [ _(t +_C(tc) sq. ft Lateral Load (This Level): - - . k Lb Latei al Load (Level Above) Lbs - Total Load (Alt Levels), EX ';-)6l l.bs Shearwall(s)Length,L = ._6- ((,?r O.2 7/?sk2rx?) 6J Unit Wall Shear; v FXIL 4_Zk pif ShearwailType: (J - -------- Overturning: L = . ft Okayby Inspection uplift = . .(45)(C) . . Lbs Holdown Anchor Type: i Gridline . Tributary Area (This Level): 0 Qs sq. ft. Lateral Load (This Level): Lbs Lateral Load (Level Above): (flic) çi) Lbs ...........................Total Load (All Levels, F . _b Lbs Shearwali(s) Length, L Unit Wall Shear, v=F/L = pif (424 Shearwai.l Type: 2'6° Pot r- Overturning: L = . _- ft Okay by Inspection uplift = (49)() . . . . JV)I Lbs Holddwn Anchor Type: C t'J (J%_it_L)NJ) MIKE SURPRENAN1 Rr & ASSOCIATES Consulting Structural Engineers JOE . 34EEiNO. _._..........V.. .................. ................ - OF . . .... CALCULATED EV_ .................... - CHECKEDE _ .......................... -.- ............ ATE............................... SCALE ______., ......... ._________ c o 41 7/ L kL O.s, bs - , 11' \\ (eQ(L( O.oc AXI ,O-N l Project Title: Tamarack Residence Engineer: JZ Project ID: 17144 Project Descr:Sheet O ro of Mike Surprenant & Associates Printed. 25 MAR 2019, 9:18AM Description Flagpole @ Line 0 Code References Calculations per AISC 360-10, 1 BC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name: HSS6x6x3/8 Overall Column Height 2.50 ft Analysis Method: Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade , A500, Grade B, Fy = 46 ksi, Carbon Brace condition for deflection (buckling) along columns: Fy : Steel Yield 46.0 ksi X-X (width) axis: E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling = 2.50 ft. K = 2.1 Y-Y (depth) axis: tinbraced Length for Y-Y Axis buckling = 2.50 ft K = 2.1 Applied Loads Service loads entered. Load Factors will be applied for calcuiatons. Column self weight included: 68.514 lbs * Dead Load Factor BENDING LOADS... Seismic: Lat. Point Load at 2.50 ft creating Mx-x, E = 17.264 k DESIGN SUMMARY _______________________ -------------------------- Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.8332 : I Maximum Load Reactions.. Load Combination +D+0.70E Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0k At maximum location values are. Top along Y-Y 0.0 k Pa: Axial 0.06851 k Bottom along Y-Y 17.264k PnI Omega: Allowable 198.338 k Maximum Load Deflections... Ma-x: Applied -30.212 k-ft Along Y-Y 0.1350Th at 2.5011 abovebase Mn-x/Omega:Allowable 36.267 k-ft for load combination : E Only Ma-y: Applied Mn-y/ Omega: Allowable 0.0 k-ft 36.267 k-ft AlongXX 0.0 in at O.Oft above base for load combination PASS Maximum Shear Stress Ratio = 0.2115 :1 Load Combination +D+0.70E Location of max.above base 0.0 ft At maximum location values are... Va:Applied 12.085 k Vn I Omega: Allowable 57.137 k Load Combination Results Load Combination Maximum Axial + Bending Stress Ratio Status Stress Ratios Location Cbx Cby KxLx/Rx KyLy(Ry Maximum Shear Ratios Stress Ratio Status Location DOnly 0.000 PASS 0.00 ft 1.67 1.00 27.63 27.63 0.000 PASS 0.0011 +DQ.70E 0.833 PASS 0.00 ft 1.67 1.00 27.63 27.63 0.212 PASS 0.0011 +D-0,5250E 0.625 PASS 0.00 ft 1.67 1.00 27.63 27.63 0.159 PASS 0.00 ft -+0.60D 0.000 PASS 0.00 ft 1.67 1.00 27.63 27.63 0.000 PASS 0.00 ft +0.60040,70E 0.833 PASS 0.0011 1.67 1.00 27.63 27.63 0.212 PASS 0.00 ft Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X.X Axis Reaction K Y.Y Axis Reaction Mx -End Moments k-ft My - End Moments Load Combination @Base @Base @TOP lBase @Top @Base @Top @Base @Top D Only U.Ub 4040.70E 0.069 12.085 -30.212 iO'0,5250E 0.069 9.084 -22.659 io.60D 0.041 +0.600+0.70E 0.041 12.085 -30.212 E Only 17.264 -43,160 Mike Surprenant & Associates Project Title: Tamarack Residence Engineer: JZ Project ID: 17144 Project Descr:Sheet &') of 7r Prrkd: 25 MAR 2O5. 91SAM Steel Column Description Flagpole Line S Extreme Reactions Axial Reaction X-X Axis Reaction it Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base © Base @Top @ Base ©Top @ Base ©Top ©Base ©Icp Axial @ Base Maximum 0.069 Minimum 17,264 -43.160 Reaction, X-X Axis Base Maximum 0.069 Minimum 0.069 Reaction, Y-Y Axis Base Maximum 17.264 43.160 Minimum 0.069 Reaction, X-X Axis Top Maximum 0.069 Minimum 0.069 Reaction, Y-Y Axis Top Maximum 0,069 Minimum 0.069 Moment X-X Axis Base Maximum 0.069 Minimum 43.160 17.264 43.160 Moment Y-Y Axis Base Maximum 0.069 Minimum 0.069 Moment, X-X Axis Top Maximum 0.069 Minimum 0.069 Moment, Y-Y Axis Top Maximum 0.069 Minimum 0.069 Maximum Deflections for Load Combinations' .:.• ________________ Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance -------------------------------------------- D Only 0.0000 in0.000 ft 0.000 in 0.000 it -+O+0.70E 0.0000 in 0.000 ft 0.094 in 2.500 ft +O0.5250E 0.0000 in 0.000 ft 0.071 in 2.500 ft 40.60D 0.0000 in 0.000 It 0.000 In 0.000 ft 0.60D40.70E 0.0000 In 0.000 ft 0.094 in 2.500 ft E Only 0.0000 In 0.000 ft 0.134 in 2.483 ft Steel Section Properties : HSS6x6x3!3 Depth 6.000 in I xx 39.58 nA4 J = 64.600 61,4 Design Thick 0.349 in Sxx 13.20 lnA3 Width = 6.000 in R xx 2.280 in Wall Thick 0.375 in Zx 15.800 inA3 Area = 7.580 inA2 I yy = 39.500 inA4 C = 22.100 inA3 Weight = 27.406 pIt Syy 13.200 inA3 R yy 2.280 in Ycg = 0.000 in Pr?nted: 25 MAR 2019 9:19AM : JOB. MIKE SURPRENANT & ASSOCIAr1S SHEET NO, 29 Consulting Structural Engineers CALCULATED BY C)FIECKED BY_____________________________ SCALE FOUNDATION DL ALLOWABLE APPLIED LOADS Allowable Soil Bearing Pressure (ASBP) = psf (Per Design Criteria) CONTINUOUS FOOTINGS MARK: CF-i Ftg. Width (h) =-LY ft. Depth of Ftg. (h) _ ft WAL LOW ASBP (b) = )S306_(___b-S ___ cC:) 0_plf USE: I _"WIDE x _"DEEP__WITH # TOP & BOTTOM _I MARK: CF- 2 Ftg. Width (b) = . ft. Depth of Ftg. (h) ft. WAJJJ\V = ASBP (b) ___pif USE: "WIDEx DEEP. WITH # TOP &BOTTOM 1 W,g.x @ Gridline . = ___pif USE: CF- WMAX @ Gridline:____ = pif USE CF- WmAx @ Gridline: = .._plf USE: CF- ........... W @ Gridline ____ = ____________pif USE: CF- ____ MIKE SURPRENANT r & ASSOCIATES Consulting Structural Engineers SHEET NO OF Az CALCi.JATEUEY ....... __ .................. ..... DATE CHECKED BY . DATE SCALE - .... I * Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors - Building Code CBC 2013,ACI Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wlnd,W 1.000 Seismic, E 1.000 IStemCon.structio..- Design Height Above Ftg ft= Wall Material Above "Ht Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data ........... .- .................... fb/FB + fa/Fa Total Force @ Section Service Level lbs Strength Level lbs Moment .... Actual Service Level ft-# = Strength Level ft4 = Moment.....Allowable Shear ..... Actual Service Level psi = Strength Level psi = Shear.....Allowable psi = Anet (Masonry) 1n2 = Rebar Depth 'd' in= Masonry Data .... fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data Ic psi Fy psi = = Bottom Stem OK 0.00 Masonry ASD 8.00 #5 16.00 Edge 0.177 275.6 321.6 1,812.8 3.0 44.5 91.50 5.25 psi= 1,500 psi 20,000 = Yes = 21.48 psf 84.0 = 1.000 in 7.60 = Normal Weight = ASD Mike Surprenant & Associates Title Tamarack Residence Page: qt.. Job# :18109 Dsgnr: JZ Date: 21 MAR2019 Description.... 3-0" Max Retained Height This Wall in File: F:\Projects\201T\17144-Tama rack-Pa rshalle03-Eng !nee rinQ\Calc Templates\kamarack RetalnPro (c) 1987-2018, Build 11.18.06.30 License: KW-06066839 Cantilevered Retaining Wall License To: MIKE SURPRENANT Criteria I Soil Data j ,J Code: CBC 2013ACI 318-11,ACI 530-11 Retained Height = 3.50 Allow Soil Bearing = 2,000.0 psf - Equivalent Fluid Pressure Method Wall height above 501 - 0.00 Active Heel Pressure = 45.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Passive Pressure 350.0 psf/ft Water height over heel 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf --------------- - FootingjSoil Friction 0.250 ' Soil height to ignore for passive pressure = 12.00 in .• e Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity 0,0 in Summ.._,_j Wall Stability Ratios Overturning = 2.02 OK Sliding 1.54 OK Total Bearing Load 1,370 lbs ...resultant ecc. 6.66 in Soil Pressure @Toe = 1,314 psf OK Soil Pressure © Heel 0 psf OK Allowable 2,000 psI Soil Pressure Less Than Allowable ACI Factored © Toe = 1,840 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 3.3 psi OK Footing Shear@ Heel = 3.1 psi OK Allowable = 75.0 psi Sliding Caics Lateral Sliding Force = 562.5 lbs less 100% Passive Force = 525.0 lbs less 100% Friction Force = - 342.5 lbs Added Force Req'd 0.0 lbs OK ....for 1.5 Stability 0.0 lbs OK Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type Wind (W) (Service Level) Wind on Exposed Stem 0.0 psf (Strength Level) Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Diet = 0.00 ft Footing Type Line Load Base Above/Below Soil 0.0 ft at Back of Wall Poisson's Ratio = 0.300 ----------------------------------------------------------------- Surcharge Loads Lateral Load Applied to Stem Mike Surprenant & Associates Title Tamarack Residence Job #:18109 Dsgnr: JZ Description.... 3'-O" Max Retained Height This Wall in File: F:\Projects\2017\17144Tamarack-Parshalle\O3-Engineering\Calc Temp lates\tamarack. Page: Date: 21 MAR 2019 F0 ting Dimensions & Strengths Too Width 0.50 ft Heel Width = 2.00 Total Footing Width = 2.50 Footing Thickness = 18.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fo = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pd Mm. As % = 0.0018 Cover @ Top 3.00 @ Btm. 3.00 in Cantilevered Retaining Wall Code: CBC 2013,AC1318-hAd 530-11 Footing Design ResultsJ Toe Heel Factored Pressure = 1,840 0 psf Mu': Upward 212 114 ft4 Mu: Downward 70 813 ft# Mu: Design = 142 700 ft-# Actual 1-Way Shear 3.29 3.15 psi Allow 1-Way Shear 40.00 40.00 psi Toe Reinforcing = # 5 @ 8.00 in Heel Reinforcing = #5 © 16.00 in Key Reinforcing = None Specd Other Acceptable Sizes & Spacings Toe: #4© 6.17 in, #5© 9.57 in, #6@ 13.58 in, #7@ 18.52 in, #8© 24.38 in, #9@ 30. Heel: Not req'd: Mu cphi*5*lambda*sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.97 in2 Min footing T&S reinf Area per foot 0.39 1n2 lft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in #4cm 12.35 in #5@ 9.57 in #5© 19.14 in #6@ 13.58 in #6© 27.16 in Summary of Forces & Moments OVERTURNiNG.... For ce Distance Moment lbs ft ft-# 937.5 Soil Over Heel 513.3 1.83 941.1 Sloped Soil Over Heel = Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 0.25 Surcharge Over Toe 937,5 = Stem Weight(s) 294.0 0.83 245.0 Earth @ Stem Transitions Footing Weighi = 562.5 1.25 703.1 Key Weight Vert. Component = Total = 1,369.8 lbs R.M. 1,889.2 Axial live load NOT included in total displayed or used for overturning resistance, but is Included for soil pressure calculation. Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = Total Force Distance Moment lbs ft ft-# 562.5 1.67 562.5 O.T.M. Resisting/Overturning Ratio 2.02 Vertical Loads used for Soil Pressure = 1,359.8 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.051 in The above calculation is not valid if the hoe..soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. Criteria Soil Pressure @ Toe 365 psf OK Soil Pressure @ Heel 353 psf OK Allowable 2,000 psi Soil Pressure Less Than Allowable AC1 Factored @ Toe = 512 psf ACI Factored @ Heel = 495 psi Footing Shear @ Toe = 2.7 psi OK Footing Shear © Heel = 2.6 psi OK Allowable 75.0 psi Sliding Caics Lateral Sliding Force = 50.6 lbs less 100% Passive Force = 218.8 lbs less 100% Friction Force = - 718.8 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Retained Height 0.00 it Wall height above soil = 8.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psi Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stern Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Des n Summary 16 Wall Stability Ratios Overturning " 177.46 OK Sliding 18.52 OK Total Bearing Load 1,797 lbs ...resultantecc. 0.17 in Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 Adjacent Footing Load Adjacent Footing Load 0.0 lbs Footing Width 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Mike Surprenant & Associates Title Tamarack Residence Page Job #: 18109 Dsgnr: JZ Date: 21 MAR 2019 Description.... 8-0" Tall CMU Wall (Not Retaining) This Wall in File: F:\Projects\201717144-Tamarack-Parshalle\03Engineering\CalcTemplateS\tamarack RetalnPro (C) 198720i8, eulld 11.18.06.30 License: KW-06056839 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Data-- Allow Soil Bearing = 2,000.0 psi Equivalent Fluid Pressure Method Active Heel Pressure 45.0 psftft Passive Pressure 350.0 psf!f't Soil Density, Heel = 110.00 pci Soil Density, Toe = 0.00 pci FootingISoii Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to 5temJ Lateral Load = 0.0 #/ft ...Height to Top 0.00 ft ...Height to Bottom 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Stem Construction] ........ott.om Stem OK Design Height Above FtS 0.00 Wall Material Above "Ht" Masonry Design Method F ASD Thickness 8.00 Rebar Size = # 5 Rebar Spacing 24.00 Rebar Placed at = Center DesignData ....................................................................................................... tb/FB + fa/Fa = 0.000 Total Force @ Section Service Level lbs = 0.0 Strength Level lbs= Moment .... Actual Service Level ft-# = 0.0 Strength Level ff4 = Moment ..... Allowable = 866.1 Shear ..... Actual Service Level psi = 0.0 Strength Level psi = Shear .... Allowable psi = 79.7 Anet (Masonry) in2 = 91.50 Rebar Depth d' In= 3.75 Masonry Data fm psi = 1,500 Fs psi= 20,000 Solid Grouting Yes Modular Ratio n' 21.48 Wall Weight psf = 84.0 - Short Term Factor = 1.000 Equiv. Solid Thick, in= 7.60 Masonry Block Type = Normal Weight Masonry Design Method = ASD ConcreteData .................................................................................................................. t'c psi Fy psi Mike Surprenant & Associates Title Tamarack Residence Page: 157 Job #: 18109 Dsgnr: JZ Date: 21 MAR 2019 Description,... 8'-0" Tail CMU Wall (Not Retaining) This Wall in File: Templates\iamarack. Cantilevered Retaining Wall Code: CBC 201 6,ACI 318-14,ACI 530-13 [Footing Dimensions &Strengths Toe Width 2.17 ft Heel Width 2.83 Total Footing Width = 5.00 Footing Thickness = 18.00 in Key Width 0.00 in Key Depth 0.00 in Key Distance from Toe = 0.00 ft fc = 2500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pd Mm. As % = 0.0018 Cover iTop 3.00 ©Btm 3.00 in Footing Design ReSU!J Toe Heel Factored Pressure = 512 495 paf Mu': Upward = 1.195 1,167 ft4 Mu': Downward = 731 731 ft-# Mu: Design 464 -436 ft-# Actual 1-Way Shear = 2.69 2.58 psi Allow 1-Way Shear 40.00 40.00 psi Toe Reinforcing = # 5 @ 8.00 in Heel Reinforcing = #5 @ 8.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*lambdasqrt(fcSm Heel: Not req'd: Mu <phi*5*lambda*sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 1.94 in2 Min looting T&S reinf Area per foot 0.39 1n2 itt If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 In #4@ 12.35 in #5 9.57 In #5@ 19.14 in #6@ 13.58 In #6@ 27.16 in OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ______ ft-# Heel Active Pressure = 50.6 0.50 25.3 Soil Over Heel 0.0 3.92 0.0 Surcharge over Heel Sloped Soil Over Heel = Surcharge Over Toe Surcharge Over Heel = Adjacent Footing Load ' Adjacent Footing Load Added Lateral Load Axial Dead Load on Stem = Load © Stem Above Soil = * Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Total 50.6 0.T.M. Stem Weight(s) 672.0 2.50 1,679.9 Earth © Stem Transitions= = Footing Weight 1,124.9 2.50 2,812.1 Resisting/Overturning Ratio ' 117.46 Key Weight Vertical Loads used for Soil Pressure = 1,796.9 lbs Vert. Component = Total 1,796.9 lbs R.M. 4,492.0 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt I Horizontal[Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell © Top of Wall (approximate only) 0.016 in The above calculationisnotvalidif the heel soil bearing pressure exceeds that of the becausethewallwouldthentendtorotateintotheretainedsoil. MIKE SURPRENANT JOB____ ASSOCIATES SHEET NO... __......... OF_______________ p & Consulting Structural Engineers CALCULATED DATE___________ ____________________ CHECKED BY SCALE __________________________ ................................... : C) > )5 z C) .3 m C: r .33 C) Q a 0 .31 .31 Ar A • .3.1 454 7!: 447 .3.1.- ?!A C 7 , 4 3-:'7 ,5 SHEARWALLSCHEDULE REV. FE5.2006 . .1.:. DESCRIPIICN . .. EAU4LL NAILING®® . 4ER 1R41'4FER . NAIL ... . SILL A TP®® BOTTOM PLATE TOP PLATE VALUE 5Th180L INSP. MATERIAL . . B4. I EN .,, .- . ..QD......EANG.........CLIPS.............. Ø NO .; 3/SAPARATEDSI-1EA1141NG . NO O.C. I4oc. A35'ifoOC. () 340 NO RATED SHEATHING NO I0d 6 12 32 OC Id a 4 O.0 A35 f 12 CC 350 YES 3/8 A2A RATED SHEATHING NO ad 4 12 32 CC Mod e 4'0j: A35 12 CC 550 YES YES Ed 3 12 24 O.C.A35 S (5TAGGERED TO 4x CC RATED SHEATHING--- 500 YES Sd 2 RATEP SHEATHING, 12 I QC LAGS a 12 LT F4 8 00 810 YES RATED 'SHEATHING YES lOcl 2 12 6 00 (STAGGERED LTP4 8 O.C. 5/32 5TJC1URAL I RATED - 5/8'0 YES FrLED ® YES d 2 12 8 OC LIF4 6 CC SHE,AU)ALL 5CHEU1..E FOQTNOTE5 3 ® ANCHOR BOLTS MUST BE Et-BEDDED 1 INIISWI INTO NEW CONCRETE I14.ESS NOTED OTHERWSE. LW4ERE 6}1EARSALLS ARE 10 BE ATTACHED 10 EXISTI'IG CONC1QEII 5/8 THREADED ROD .ANCHORS SHALL SE EPDXIED Wnw.V.MINlIlM EMBEDMENT NTO TilE TIFOOtft$ AT THE SPACM NDICATEP IN ASOVE SCHEDULE USE SIMPSON SET EPDXY C-E8R IT12 (6FEC11.41 INSFECilON REJIREP) ® GILL PLATES TO SE ATTACHED USING A Mt'IItlTl OF (2) ANCHOR BOLTS PER PIECE WIN ANCHOR BOLTS LOCATED 4-315 H54II12' A III MJUUIEEI MCI EACH END ANCHOR BOLT HOLES TO BE DRILLED 1/32 MAXIMLEI avERE ® FC4DA11ON ANCHOR BOLTS IN ALL SHEARIIALLS SHALL INCLUDE STEEL PLATE SUASHERS A t1IF3lI1iM OF 0225 INCH Bt 3 INCHES BY 3 INCHES IN SIZE BETUWEN THE SILL PLATE AND NUT THE HOLE IN THE PLATE WASHER IS PERIIITTED TO BE DIAGONALLY SLO1ED WIN A WIDTH UF To S/TS INCH LAER N/IN THE BOLT DIAMETER MD A SLOT LENGTH NOT TO EXCEED 1-3/4 INCkEsi FEO\IPED A STMDAFO CUT WASHER IS - PLACED BETWEEN THE PLATE WASHER MD THE NUT (SITIPECIN SFEb 3 ACCP1ASLE) THE NUTS SHALL BE TIGHtENED JUST PRIOR TO COVERING WALL FRAMING. USE DOUGLAS FIR NO 2 PRESSURE TREATED SILL PLATES ENGINEER TO BE NOTIFIED FOR RE DESIGN E OTHER SPECIES OF SILL PLATES ARE USED CR ARE PART OF 1145 EXISTING BUILDING. ® IJA4ERE -1407m, OTED FRAMING AT FOA4DATION SILL PLATES AND ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ASUTT PANELS SHALL BE 3x NCTINAL OR TIACICIR ALL SILL PLATE MD SHEATHING JOINT NAILING SHALL SE STAGGERED ® SHEAR PANELS SHALL BE APPLIED DIRECTLY TO STUD FPAING AT lb ON CENTER MMJ11IIt GHEpE5HEATMIN PANELS-AREAPPLIEDÔN-SOTHFACESCFTI4 NAP.iUALL EATHU4PANEL-JOIN1GSllALLOCQRAT3xNOt1NALOR HICK R IINGMDIBERS.PMELJOINT$CN EACH SIDE OF-WALL........ - 5HALL BE: G1AGEREP................. ......... . . .. .: ALL WOOD SHEATHING PANEL EDGES SHALL BE BLOCKED WIN MINIM 29 BLOCKING INLEES NOTED ONERIUGE. ® SNEAREALLS 121111 MORE THAN ONE VERTiCAL PANEL 114 HEIGHT SHALL HAVE EITHER VERTICAL OR HORIZONTAL STAGGERED SPI,ICEP JOINTS . ONLY- •N.NAILARE TO-MUSED FOR ALL-544EA114115 ATIAC MENT. NAIL a&k-U5ING-'CLt --HEAD' -OR-'SN<ERNI4JLS ARE NOT ACCEPTABLE; ® PROVIDE 3/8 MP4IItU1 EDGE DISTANCES FOR ALL SHEAIHNG AND TRAIlING FIDIBER EDGE NAILING ® Sl1JCçQ AN/9R EXTERIOR NEER OVEA WOOD SHEATI4NG SHEARILAU. ShALL 5EIIJATEROOF.ED WIN AJIUIUSIIIOF (2)J.AYERSLCF 15 fELT PAP-ER ® PERIODIC SPECL4L II4SPECTICN IS PEOUIRED PER 15C SECTION 1101.5. ,.......... MIKE SURPRITh4ANT & ASSOCIATES Consulting Structural Engineers JOB ___________ SHEET NO._____ 9 CALCULATED BY_______________________ DATE CHECKED I3Y._......_ DATE SCALE 11 HOLD-DOWN SCHEDULE FA 4x POST wl M5TC.40 FLR-To-FLR HOLD-DOIIN 4x POST wf M51052 FLR-To--FLR HOLD-DOWN 4x POST wl MSTC4 FLR-To-FLR HOLD-POV4N F I x POST wl MSTC483 I1OLD-DOl14 (TO 4x MIN. BEAN BELOW wl hIM. 38 lod TO POST) El 4x POST wl STI-IDIO IIOLP-DONN E 4x POST wl IIDU2 HOLD-DOWN ON 5ST51 A.B. [] 4x POST wl I-IDU4 140LD-DONN ON SSTB20 4x POST wf 1401)5 l-IOLD-DONM ON 65T624 A.B. Efl 6x POST wl 14DU8 I-IOLD-DOWN ON 55T528 A.B. [] 6x POST w/ 1-IDUn HOLD-DOWN ON SBhx30 A.B. FL x POST wl WDU14 I-IOLD-EXNN ON 981x30 A.B. ------------------ FN - NOTES: I) HOLD DOWN ANCHORS MUST BE TIED IN PLACE PRIOR TO FOUNDATION INSPECTION. DEEPEN FOOTINGS TO PROVIDE 3" MIN. CONCRETE COVER WHERE HOLD DOWN ANCHORS ARE LONGER THAN THE FTG DEPTH. USE (RJ) OPTION ON STI-ID HOLD-DOWNS FOR RAISED WOOD SUB-FLOOR CONDITION. MSTC HOLD-DOWNS MAY USE Id SINKERS OR IOd COMMON NAILS. MSTC HOLD-DOWNS TO BE CENTERED BETWEEN UPPER $ LONER FLOORS. MAXIMUM CLEAR SPAN = 15". NAILS NOT REQUIRED IN CLEAR SPAN (RIM BOARD) AREA. REV. JAN. 2005 JOE MIKE SURPRENANT & ASSOCIATES OF .............. Consulting Structural Engineers GALCULMED BY_ DATE_................. CHECKED BY ........... ...DATE _............. . - SCALE __ .... __ 2411 SQUARE X ' DEEPW (2) 4 EACI NAT 30 SQUARE X 1 DEEP NI (3) 4 EACH NAY 3 SQUARE X DEEP NI (4) 4 EACH NAY A2 SQUARE X ' PEEP NI (5) 4 EACW NAY - 46' SQUARE "DEEP: W/ () * 4 EACH NY . * SPREAD FOOTING SCHEDULE SYMBOL SIZE AND REINFORCEMENT ....... .............. Wc=2,500 psi D PRODUCT 207 Ccity of Carlsbad HEIGHT CERTIFICATION. B-60 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carisbadca.gov Permit #: PC 2019-0009 Assessor's Parcel Number: 204 253 07 Site Address: 148 Tamarack Ave. Owner's Name: Paisan Pinpokintr This is to affirm that on 10/26/2020 (date) the structure being constructed on the site was surveyed by, or under the direction of, the undersigned. The height from the lower of natural or finished grade to the highest finished point of the roof ridge elevation,, or any part of the structure immediately above, was found to be in conformance with the approved plans. Surveyed height measurement (top of roof sheathing) at point(s) identified in approved plans as the highest point(s) of the structure above lower of natural or finished grade elevation. (Attach 8 Yz"x 11" sheets showing elevation(s) of structure where measurement(s) were taken and location on site plan where they were taken) Total thickness of roofing materials (i.e. felt and roofing) to be installed after sheathing inspection, not to .1" exceed: Total Height: 28.02 For additional information, please contact me at (phone number) (760) 931 -X700 F,ct 240 (LANo / ARMAND A. f MAROIS \O o1 PLS5941 il3 gistration Op CAt.I Re elce~l red Civil Engineetruc ral Engineer, or sed Land survel'or NOTE: Property owner or project applicant/developer may not certify building height. Planning Division Acknowledgement: Date: PROJECT PLANNER B-6 Page 1 of 1 Rev. 03120 B A4.O I 4 1941-A Friendship Drive El Cajon, CA 92020 TEl. (619) 258-9000 APPLIED FAX ('619) 258-9004 CONSULTANTS March 20, 2019 www applied-co nsultants.com envir'nPnetcI geo'ogy & engineering Mr. Jeff Parshalle jeff@jparch.net Subject: Geotechnical Investigation for the Subject Property Located 4tj4rack, Carlsbad, CA 92008 o Dear Mr. Parshalle: r4 In accordance with your request we have prepared this geotechnical investig4ion-report for the subject property located at 148 Tamarack, Carlsbad, CA 92008. The purpose of this geotechnical investigation was to determine various parameters of the subsurface soils needed construction of the addition can begin. The proposed development is the demolition of an existing single family residence and construction of a new three story residence at the subject property. Our work consisted of geotechnical observations, subsurface exploration, soil sampling, laboratory testing, calculations and analyses, and the preparation of this report. Location of the site, relative to general topography, streets and landmarks, is shown on the attached Figure 1. GEOTECHINICAL INVESTIGATION CONCLUSIONS After reviewing the results of our geotechnical investigation Applied Consultants concludes that there are no significant geotechnical or geologic constraints that cannot be mitigated by proper planning, design, and the utilization of sound construction practices. Consequently, it is our opinion that the development of the site is feasible from a geotechnical standpoint. Prior to development the existing structures shall be removed from the site. The upper thirty six inches of the soils within a five foot offset of the proposed residence footprint shall be removed and recompacted. The key shall be scarified and moisture condition to 2% over optimum moisture content. Local soils may be used as fill and compacted to greater than 90% of optimum compaction to the required grade. Design of the foundation of the property shall be based on a 2000 Pounds per Square Foot bearing capacity for a 18" wide and 18" embedded footing. 148 Tamarack Ave- Geotechnical Investigation JEDIBJL 3/20/2019 Page 1 of 26 ?Cao ~1 c) =4 We appreciate this opportunity to be of service. Should you have any questions, please call our office at (619) 258-9000. Bernard J. Luther, RCE 63653, CEG 1356 CEO BEER EU ca 1 0. Ix C CEG 1356 CIVIL 1ç) OF CA rAl If ?#" 148 Tamarack Ave- Geotechnical Investigation JEDIBJL 3/20/2019 Page 2 of 26 TABLE OF CONTENTS 1.0 SITE DESCRIPTION .4 GeographicLocation .................................................................................................................... 5 Fig.i .................................................................................................................................................5 2.0 SURFACE AND GROUND WATER ................................................................................. 6 3.0 SITE GEOLOGY ....................................................................... . ......................................... 6 3.1 Geologic Literature Review and Field Findings ...............................................................6 Geographic Location: 148 Tamarack Avenue..........................................................................7 Fig.2 ..................................................................................................................................................7 3.2 Seismic Design Recommendations ....................................................................................8 USGS-Provided Output .............................................................................................................. 9 3.3 Liquefaction, Flooding, and Landslides ........................................ ................................. 10 Fig.3 .................................................................................................................................................11 4.0 FIELD WORK AND SOIL SAMPLING ..........................................................................12 4.1 Subsurface Investigation ...................................................................................................12 4.2 Soil Samnie Analyses ......................................... ............................................................ 12 5.0 FINDINGS .......................................................................................................................... 13 5.1 Soils Laboratory Analyses Findings ..................... .. ................... ............. . ........................ 13 Table 2: Applied Consultants' Soils Analyses Results ......................................................... 13 Table 3: Calculated Soil Pressures and Load Bearing Capacities .......................................... .13 6.0 CONCLUSIONS ... . .......................................................... . ............... . ................................. 14 6.1 Impact of Geologic Hazards upon Subject Property ........................................ .............. 14 6.2 Geotechnical Investigation Conclusions .............. ......................... .................................... 14 7.0 RECOMMENDATIONS ...................................................................................................... 15 7.1 Grading...........................................................................................................................15 7.2 Foundations .................................................................................................................... 15 7.3 Concrete Slabs On-Grade . .............................................................................................. 16 7.4 Earth Retaining Structures .............................................................................................. 16 7.5 Minimum Driveway Pavement Recommendations ........................................................16 8.0 REVIEW, OBSERVATIONS, AND TESTING ................................................................17 FIGURES............ . ......................................................................................................................... 20 EXPLORATORYTEST PIT LOGS ............................................................................................21 GENERAL EARTHWORK AND GRADING .............................................................................22 GUIDELINES................................................................................................................................ 22 148 Tamarack Ave- Geotechnical Investigation JED/BJL 3/20/2019 Page 3 of 26 1.0 SITE DESCRIPTION The location of the property is at latitude 33° 853"N and longitude 117°20'41"W. The subject property is located in a residential neighborhood of Carlsbad, California (Figure 1). For the purpose of this report the front of the subject property which faces Tamarack Avenue is assumed to be south. The subject property is bounded on the north, west, and east by other existing residential or multi-family units; and to the south by Tamarack Avenue. Review of the current topographic map for the site indicates that the subject property is at approximately 56 feet above average mean sea level (USGS - San Luis Rey Quadrangle, 7.5 Minutes Series) The proposed development is the demolition of an existing single family residence and construction of a new three story residence at the subject property. 148 Tamarack Ave- Geotechnical Investigation JED/BJL 3/20/2019 Page of 26 0• 'Z, Kelly I., CAR Al - SUBJECT PROPERTYA C ' U A r Q 2 V Geographic Location 148 Tamarack Avenue, Carlsbad, CA 92008 Site Location Map CONSULTANTS, Fig. I 148 Tamarack Ave- GeotechnicaJ Investigation JED/BJL 3/20/2019 Page 5 of 26 2.0 SURFACE AND GROUND WATER On April 10, 2017, a representative of this firm visited the site to perform physical reconnaissance and field work at the subject property. Soil samples were taken from the proposed site to be evaluated. We hand augered two borings as part of our reconnaissance. The borings were taken within the footprint of the proposed development and were terminated at a depth of fifty four inches and thirty six inches below existing grade. No ground water was encountered during our site reconnaissance. 3.0 SITE GEOLOGY 31 Geologic Literature Review and Field Findings We reviewed the Geologic Map of the Oceanside 30'x60' Quadrangle, California (Kennedy & Tan, 2005) for references concerning the geologic formation underlying the subject property and surrounding areas. Review of the aforementioned geologic map indicates that the underlying geologic formation at the subject property consists of Qop6-7 Q0p6 is defined as: Old Panic deposits, Unit 6 (late to middle Pleistocene) - Mostly poorly sorted, moderately permeable, reddish-brown, interfingered strandline, beach, estuarine and colluvial deposits composed of siltstone, sandstone and conglomerate. These deposits rest on the 22-23 in Nestor terrace. 0op7 is defined as: Old Paralic deposits, Unit 7 (late to middle Pleistocene)- Mostly poorly sorted, moderately permeable, reddish brown, interfingered strandline, beach, estuarine and colluvial deposits composed of siltstone, sandstone and conglomerate. These deposits rest on the 9-11 in Bird Rock terrace. Locally the materials encountered are: Boring #1: Topsoil from grade to three inches below grade was encountered. From three inches below grade to fifty four inches below grade a fine to coarse graded, orangish brown silty sand (SM) was encountered. Boring #2: Topsoil, from grade to three inches below grade was encountered. From three inches below grade to eighteen inches below grade a fine to coarse graded, orangish dark brown silty sand (SM) was encountered. From eighteen inches below grade to thirty six inches below grade a fine to coarse graded, orangish brown silty sand (SM) was encountered. .148 Tamarack Ave- Geotechnical Investigation JED/BJL 3/20/2019 Page 6 of 26 Qa 00132 -4 tL 00p67 5\ 0v0p13 50 QVOp12 \ Qop6.7 ?\ U/,jIa. ' MzU QOP2-4 -70 SUBJECT PROPERTY 70 - 4L poJ \ (_J) isa 10 60 Qa \c 80 ;•. \ \ Op2-4 • - Geographic Location: 148 Tamarack Avenue Carlsbad, California 92008 N APP1Jl1) Geologic Map Fig. 2 IaANI 148 Tamarack Ave- Geotechnical Investigation JED/BJL 3/20/2019 Page 7 of 26 3.2 Seismic Design Recommendations The proposed development shall be designed in accordance with seismic considerations contained in the 2016 California Building Code (2016 CBC), American Society of Civil Engineers/Structural Engineering Institute (ASCE/SEI) Standard 7-10: Minimum Design Loads for Buildings and other Structures and City of San Diego requirements. Based on Section 1613 of the 2016 CBC and Sections 4, 11, & 12 of the ASCE/SEI 7-16, the following parameters may be considered for design: Seismic Importance Factor (I): Occupancy Category: Site Class: Spectral Response Coefficient (S0s) Spectral Response Coefficient (Si) Seismic Design Category (SDS - based) Seismic Design Category (S i - based): 1.0 (ASCE/SEI 7-1 0) II (2016 CRC) D (2016 CBC) 0.802g (ASCE/SEI 7-10) 0.462g ('ASGE/SEI 7-10) D (2016 CBC) D (2016 CRC) 148 Tamarack Ave- Geotechnical Investigation JED/BJL 3/20/2019 Page 8 of 26 Dcsigu \laps Summary Report Report Title 148 Tamarack Ave Wed May I. ):03:54 UTC Building Code Reference I)ocurnentASCE 7-10 Standard which uidiies iazad data available in 20081, Site Coordinate s 33.14796°N, 117.34469'W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I III!! -, - Vist ) tar USGS-Provided Output Ss = 1.162g SMS = 1.203 g SDS = 0.802 g S1 = 0.445 g SMI = 0.692 g SDI = 0.462 g For information on how the SS and S I values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. For PGAM, T1., CRS, and CR1 values, please vIcxk the detailed report. A this nih tie U.S eoTogical Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subcci maltei knowledge 148 Tamarack Ave- Geotechnical Investigation JEDIBJI, 3/20/2019 Page 9 of 26 3.3 Liquefaction, Flooding, and Landslides Liquefaction of cohesionless soils can be caused by strong cyclic accelerations resulting from nearby earthquakes. Research and historical data indicate that loose, granular materials saturated by a near-surface groundwater table are most susceptible to liquefaction. The soil underlying the subject property generally exhibits low cohesive properties. However, due to the topography and the absence of a ground water table the potential for soil liquefaction is low. Additionally, the City of Carlsbad Geology General Plan-Chapter 3.5: Geology, Soils and Seismicity does not indicate that the subject property is located, in a liquefaction area. The elevation of the subject property is fifty six feet above sea level - potential flooding risk is considered low and the surrounding topography does not indicate that water will pond at the subject property.. No visible evidence of earth movement was seen during the site inspection and field work conducted at the subject property. The soils at the subject property are known for their favorable characteristics. We feel that the potential landslide risk at the subject property is low. 148 Tamarack Ave- Geotecimical Investigation JED/BJL 3/20/2019' Page 10 of 26 Geographic location St'B.IF(I \ PROPERTY - \ 2000000 Fl \ CITY or CARLSBADil . ..; .;I, . . .,.s.o . . . ..' .' ZONE X. 7ONE.E . \ \\ CNtP1QUAPIN AVE GU4 HED!O,VDA LAGOON _— ZONE A 44 ZONE X ZONEAE (EL 11) /,• 148 Tamarack Avenue, Carlsbad, California 92008 in FEMA APPLIN) Flood Insurance Rate Map ()\SU1TANi f a 148 Tamarack Ave- Geotechnical Investigation JEDBJL 3/20/2019 Page II of 26 Fig. 3 4.0 FIELD WORK AND SOIL SAMPLING 4.1 Subsurface Investigation On April 10, 2017, a representative from Applied Consultants conducted the field investigation. Boring #1 was augered adjacent to the existing garage at the rear of the property to a depth of fifty four inches below existing grade. Boring #2 was augered adjacent to the existing residence at the side yard of the property to a depth of thirty six inches below existing grade. A bulk soil sample was collected from 24 to 36 inches below existing grade. Boring #1: Topsoil from grade to three inches below grade was encountered. From three inches below grade to fifty four inches below grade a fine to coarse graded, orangish brown silty sand (SM) was encountered. Boring #2: Topsoil from grade to three inches below grade was encountered. From three inches below grade to eighteen inches below grade a fine to coarse graded, orangish dark brown silty sand (SM) was encountered. From eighteen inches below grade to thirty six inches below grade a fine to coarse graded, orangish brown silty sand (SM) was encountered. 4.2 Soil Sample Analyses The purpose of collecting the bulk soil sample was to determine the soil physical characteristics through laboratory testing. The soil sample was analyzed for the following: Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates - ASTM C136 I C136M Optimum Moisture Content and Maximum Density - ASTM Dl 557 Standard Test Method for Expansion Index of Soils - ASTM D4829 Direct Normal "Remolded" Shear Resistance Value - ASTM D3080 148 Tamarack Ave- Geotechnical Investigation JED/J3JL 3/20/2019 Page 12 of 26 5.0 FINDINGS 5.1 Soils Laboratory Analyses Findings Applied Consultants chose to analyze the sample collected near the assumed elevation of the bottom of the new footings. The following table (Table 1) is a compilation of Applied Consultants' soils analyses results from the sample collected within the proposed footprint of the new construction: Table 1: Applied Consultants' Soils Analyses Results Sample ID Opt. Moist. Max Density Remolded Shear Expansion Index Cohesion Phi (%) pcf (angle) (psf) B-I @ 24"- 36" 10.5 121 32 50 2 (Very low) E.I. - Expansion Index pcf - pounds per cubic foot Pot. - Potential psf - pounds per square foot Using the determined soil parameters and proposed footing dimensions of 18-inches wide by 18- inches deep, Applied Consultants calculated that the load bearing capacity of the underlying soils (Lamb & Whitman, 1969). The table below contains the calculated soil pressures and load bearing capacities for the site (Table 2): Table 2: Calculated Soil Pressures and Load Bearing Capacities Sample ID Direct Normal Depth Pressure Load Bearing Capacity Act. Pass (ft) (psf) (psf) (psf) B-1 @ 24"-36" 3 45 350 2000 Act - Active Pass - Passive 148 Tamarack Ave- Geotechnical Investigation JED/BJL .3/2012019 Page. 13 of 26 6.0 CONCLUSIONS 6.1 Impact of Geologic Hazards upon Subject Property In Applied Consultants' professional opinion, geologic hazards of significant magnitude are not present. Based upon our field work and historical research results, Applied Consultants makes the following conclusions: Ground Shaking is a likely hazard to the site. Seismic activity on any active and potentially active faults would cause ground movement at the subject property that will be proportional to the magnitude of seismic event. Ground movement at the subject property would be moderated by the distance from the epicenter of the seismic event. It is expected that the structure will have to endure this to some degree. Liquefaction. Groundwater was not encountered at the site. Due to the geologic formation of the subject property and elevation the potential for soil liquefaction at the subject site is low. Flooding. Given the topography of the site, the risk of flooding is considered low. o Landslide and Earth Movement is not a likely hazard to the site. The topography and geology of the subject property are not susceptible to earth movement, the risk is low for failure in landslide or earth movement. 6.2 Geotechnical Investigation Conclusions After reviewing the results of our geotechnical investigation Applied Consultants concludes that there are no significant geotechnical or geologic constraints that cannot be mitigated by proper planning, design, and the utilization of sound construction practices. Consequently, it is our opinion that the development of the site is feasible from a geotechnical standpoint. Prior to development the existing structures shall be removed from the site. The upper thirty six inches of the soils within a five foot offset of the proposed residence footprint shall be removed and recompacted. The key shall be scarified and moisture condition to 2% over optimum moisture content. Local soils may be used as fill and compacted to greater than 90% of optimum compaction to the required grade. Design of the foundation of the property shall be based on a 2000 Pounds per Square Foot bearing capacity for a 18" wide and 18" embedded footing. 148 Tamarack Ave. Geotechnical Investigation JED/BJL 3/20/2019 Page 14 of 26 7.0 RECOMMENDATIONS 7.1 Grading General All earthwork should comply with the grading requirements of the City of Carlsbad, except where specifically superseded in this section. Prior to grading a representative of Applied Consultants should be present to discuss the current conditions of the site, grading guidelines and schedule of the earthwork to be completed. Grubbing / Clearing Grading should begin with the removal of all structures and improvements as well as all vegetation. These materials should be hauled off the site to a suitable location. C. Site Preparation Prior to development the existing structures shall be removed from the site. The upper thirty six inches of the soils within a five foot offset of the proposed residence footprint shall be removed and recompacted. The key shall be scarified and moisture condition to 2% over optimum moisture content. Local soils may be used as fill and compacted to greater than .90% of optimum compaction to the required grade. d. Fill Material The materials onsite may be used as compacted fill. If it is necessary to import fill material, the material should be approved by the geotechnical consultant. All fill material must be compacted uniformly to 90% of the maximum dry density (ASTM D1557). C. Grading Observation It is necessary for a soils engineer, or their representative, to be present and test the compaction during the basic grading operations and placement of fill material.. The engineer will be able to confirm the conditions stated in this report and verify that the grading operations are in compliance with all plans and specifications. 7.2 Foundations a. Dimensions and reinforcement In our opinion the foundation design for this project may be conventional spread or continuous footings. The spread footings should be embedded a minimum of 18 inches for a three-story structure and have a minimum width of 18 inches. The steel reinforcement for the foundation footings should be three #4 rebar placed near the top and bottom of the footing with a minimum of 3" of concrete covering the top and bottom. layers. 148 Tamarack Ave- Geotechnical Investigation JED/BJL 3/20/2019 Page 15 of 26 The continuous footings should be embedded a minimum of 18 inches for a three-story structure below the lowest grade of the finished pad and must have a width of at least 18 inches. The steel reinforcement for the foundation footings should be three #4 rebar placed near the top, and bottom of the footing with a minimum of 3" of concrete covering the top and bottom layers. b. Bearing Capacity A safe soil bearing capacity of 2,000 Pounds per Square Foot may be used in the design of these foundations. 7.3 Concrete Slabs On-Grade Floor Slab If any interior floor slabs are used for this project they should be no less than 4" (actual). For one-story or greater structures, slab reinforcement should consist of #3 rebar placed at 18" on center. All slab reinforcement should rest on concrete chairs or a suitable substitute. Moisture Protection The areas covered by the interior floor slab should be covered with a 10 mil Visqucen moisture barrier. The moisture barrier should rest on finish grade and be overlain by two inches of clean sand. 7.4 Earth Retaining Structures Active Pressures It is recommended that structures be able to withstand an active fluid pressure of 45 pcf for unrestrained walls. The retaining structure should have a granular backfill with a level surface and adequate drainage to prevent the buildup of hydrostatic pressures. The architect should provide details for the drainage and waterproofing of the retaining structures. Passive Pressures Passive pressures for the soil conditions at the subject site should be 350 pounds per square foot per foot of depth. The pressure may be increased by .25 for seismic loading. The coefficient of friction for concrete against soil should be .25 for the lateral resistance. 148 Tamarack Ave- Geotechnical Investigation JED/BJL 3/20/2019 Page 16 of 26 7.5 Minimum Driveway Pavement Recommendations Permeable Interlocking Concrete Pavement (PICP) If PICP is to be used as driveway pavement the section shall meet or exceed the following section: 3 1/8 in. Concrete Payers (ASTM C936) on 0.35 ft. of Class 3 Aggregate Base over 0.70 ft. of Class 4 Aggregate Base over Mirafl 140N (Geotextile) The pavement section shall be placed over undisturbed ground, if fill is needed this shall consists of Class 4 Aggregate Base. Concrete Pavement If concrete pavement is to be used as driveway pavement the concrete section shall be not less than 5.5 inches of 520-C-250.0 concrete placed over native material compacted uniformly to greater than 95% of the maximum dry density (ASTM D1557). 8.0 REVIEW, OBSERVATIONS, AND TESTING The final grading plans should be provided to our office for review in order to evaluate the acceptability of the recommendations presented herein, and provide additional recommendations, as appropriate. All construction activities during grading and foundation excavations should be continuously monitored and observed by the Geotechnical Engineer and Engineering Geologist of Record. All grading and foundation excavations on-site should be observed and tested as required, by a representative of the Geotechnical Engineer and or Engineering Geologist to verify conformance with the intent of the geotechnical/geological recommendations provided herein and to evaluate the acceptability of these recommendations for the actual site conditions. 148 Tamarack Ave- Geotechnical Investigation JED/BJL 3/20/2019 Page 17 of 26 CONSTRUCTION INSPECTION AND LIMITATIONS The recommendations contained within this report are based upon Applied Consultants' field investigation. The interpolated subsurface conditions should be checked during construction by a representative of Applied Consultants. We recommend that all grading operations be observed by a representative of this firm. The recommendations contained within this report are based upon our field study, laboratory analyses,, and our understanding of the proposed construction. If any soil conditions are encountered differing from those assumed in this report, Applied Consultants should be immediately notified so that we can review the situation and make supplementary recommendations. Additionally, if the scope of proposed work changes from that described in this report, Applied Consultants should be notified. This report has been prepared in accordance with generally accepted soil and foundation engineering practices within the greater San Diego area. Professional judgments contained herein are based upon our evaluation of the technical information gathered, our understanding of the proposed work, and our general experience in the geotechnical field. Our engineering work and judgments rendered meet current professional. standards. We do not guarantee the performance of the project in any respect. We do not direct the contractor's operations and we cannot be responsible for the safety of field personnel on the site; therefore, the safety of field personnel during construction is the responsibility of the contractor. The contractor shall notify the owner if he considers any of the recommended actions contained herein to be unsafe. It is a pleasure to be of service to you. Should any questions arise, please contact our office at 619-258-9000. 148 Tamarack Ave- Geotechnical Investigation JED/BJL .3/20/2019 Page 18 of 26 REFERENCES American Society of Civil Engineers/Structural Engineering Institute (ASCE/SEI) Standard 7-10. Bearing Capacity for Shallow Foundations -T. William Lambe & Robert V. Whitman, "Soil Mechanics", John Wiley & Sons, 1969. California Building Code (CBC 2010), 2010 California Mines and Geology Division (DMG), 1974, "Maximum Credible Rock Acceleration From Earthquakes in California", Roger W. Greens felder. California Department of Conservation, Division of Mines and Geology (CDMG), 1987. "CSMIP Strong-Motion Records from the Whittier, California Earthquake of 1 October, 1987", OMS Report 87-05. Geologic Map of California: San Diego-El Centro, California Division of Mines and Geology, Strand R.G., 1962 TOPO! [Computer Software] 1997wi1dflower productions (www.topo.com) San Francisco, CA: ESRI 2008 USGS National Seismic Hazards Maps - Fault parameters a. http://earthquake.usgs.gov/hazards/ USGS Seismic Design Maps for Engineers - Buildings Pre 2009 - Java Ground Motion Parameter Calculator http://earthguake.usgs.govfhazards/designmaps/iavacalc.php Geologic Map of the Oceanside 30'x60' Quadrangele, California, 2005 Kennedy & Tan 148 Tamarack Ave- Geotechnical Investigation JED/BJL 3/20/2019 Page 19 of 26 FIGURES 148 Tamarack Ave- Geotechnical Investigation JED/BJL 3/20/2019 Page 20 of 26 F ROPLIFITY LNES -..--------------.-.----.-----.----'----------.-.-.-'---- _______"_--.-.-D---_--- -. .-----------..----- - F ASSESSOR'S PRMCEL NAUSEA 2S.,fl,.a,00 TO 56" B—i TO 54' BEL 3W .roui JIEL( W GROUN ) SURFACE SURF.ICE SITE PLAN SCALE: 3/Io'- -0' F521-- 77- 77 r X-. 118,71 , Q c 2. AS&.RORS PARCEl. NUMBER 20420 48. * j...____.j_ ,,•J,_ 140 lUMBERER ARENUE EFF1RENCE: Thii map was reptrd frc n an Istin 'rop'ed s e plar by Je f ?arsI -fle Achitec. ;and f om th field Ewestition erforritd b APPI FED CONSLLrANS. I 0000NA11V! PAYERS .PRDESTRIARB LEC END: Qoj f- OL) PARALIC DEPOSITS, UNI' 6 PRYER"" LIN ,.-•,---•-.. -' "APPLIED CONSULTANTS _S. & FIFURE A: GEOLOGIC I GEOTECHNICAL MAP 148 TAMARACK AVE, CARLSBAD, CALIFORNIA 92008 Date: 3/20/19 Drawn by: JLVG EXPLORATORY TEST PIT LOGS 148 Tamarack Ave- Geotechnical Investigation JED/BJL 3/20/2019 Page 21 of 26 Project Name: 148 TAMARACK AVE Address: 148 TAMARACK AVE I CARLSBAD, CA I Location: PORTION I BEHIND (E) GARAGE f _WESTERN Date: 4110/2017 Logged By: JLVG Reviewed By: JED Footing Thickness (in.): NA Boring /Test pit ID: B-I I Excavation Method: AUGER Sample Type: BULK TotalDepth (ft): 4.5 Depth to Water (It): NA Caving: NONE Depth of Footing:NA Depth (Inches) Grade- Soil Description - Sample Discrete Sample Interval Bulk Sample Interval Lithology & Footing Details -C Type ID MC% 6 30 SiltySand(SM): fine to medium graded, orangish brown silty sand (SM) END OF BORING @ 54" Topsoil 6- 12- 18— 24- - - 30- 36- 42- 48- 54— - 60- 66- 72— - 12— 18- - ____ B-1 5.6% ____ ____ 24— - — - 36 42— 48— 5<— 60— 66— 72— APPLIED -Vh--*V CONSULTANTS BORING LOG: BORING 1 l 148 TAMARACK AVE, CARLSBAD, CA I DATE: 4/10/2017 Drawn By: JLVG Project Name: 148 TAMARACK AVE )Date: Address: 148 TAMARACK AVE I CARLSBAD, CA I 4/10/2017 Logged By: JLVG Reviewed By: JED Footing Thickness (in.): NA Location: WESTERN SIDE / ADJACENT TO (E) FTG Boring ,Test pit ID: B2 I Excavation Method: AUGER Sample Type: BULK Total Depth (ft):3.0 Depth to Water (if): NA Caving: NONE Depthof Footing:NA Depth (Inches) Soil Description Sample Discrete Sample Interval Bulk Sample Interval Lithology & Footing Details - Type Grade- ID MC% 6 18-- Topsoil SiltySand(SM): fine to medium graded, orangish dark brown silty sand(SM) Silty Sand (SM): fine to medium graded, orangish brown silty sand (SM) END OF BORING @ 36" - 6- - - 12- 18— 24— - - 30- 36— - 42- 48- 54- 60- 66- 72— - - 12— - _____ B-2 - 6.8% ____ ____ - 24— — 30— 36—- - 42— 48— 54— 60— 66— 72— APPLIED , CONSULTANTS BORING LOG: BORING 2 148 TAMARACK AVE. I CARLSBAD, CA DATE: 4/10/2017 Drawn By: JLVG GENERAL EARTHWORK AND GRADING GUIDELINES 148 Tamarack Ave- Geotecimical Investigation JED/BJL 3/20/2019 Page 22 o126 GENERAL EARTHWORK. AND GRADING GUIDELINES 1. EARTHWORK OBSERVATION AND TESTING Prior to commencement of grading, a qualified geotechnical consultant should be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report and these specifications. The consultant is to provide adequate testing and observation so that he may determine that the work was accomplished as specified. It should be the responsibility of the contractor to assist the consultant and keep him apprised of work schedules and changes so that the consultant may schedule his personnel accordingly. The contractor is to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications., and the approved grading plans. If in the opinion of the consultant, unsatisfactory conditions are resulting in a quality of work less than .required in these specifications, the consultant may reject the work and recommend that construction be stopped until the conditions are rectified. Maximum dry density tests used to determine the degree of compaction should be performed in accordance with the American Society for Testing and Materials Test Method ASTM: D 1557-82. II. PREPARATION OF AREAS TO BE FILLED Clearing and Grubbing: All brush, vegetation, and debris shall be removed and properly disposed of. The Geotechnical Consultant shall evaluate the extent of removal of these items depending on site conditions. Fill material shall not contain more than 1 percent of organic material by volume. No fill should contain more than 5 percent organic matter. No fill shall contain hazardous materials or asphalt pavement. If asphalt pavement is removed, it should be disposed of at an appropriate location. Concrete fragments which are free of reinforcing steel may be placed in the fills. Processing: the existing ground which is evaluated to be satisfactory for support of fill shall be scarified to a minimum depth of 6 inches. Existing ground which is not satisfactory shall be over-excavated as specified in the following section Scarification shall continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform and .free of uneven features which would inhibit uniform compaction. Over excavation: Soft, dry, spongy, or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, shall be over- excavated down to firm ground .as approved by the consultant. 148 Tamarack Ave- Geotechnical Investigation JED/BJL 3/20/2019 Page 23 of 26 Moisture Conditioning: Over-excavated and processed soils shall be watered, dried-back, blended, and/or mixed, as necessary to attain a uniform moisture content approximately 2 percent over optimum. Re-compaction: Over-excavated and processed soils which have been properly mixed and moisture-conditioned shall be compacted to a minimum relative compaction of 90 percent according to ASTM: D1557-82. Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be benched. The lowest bench shall be: a minimum of 15 feet wide, at least 2 feet deep with a minimum 2% slope into the fill bank for horizontal stability, expose firm materials, and be approved by the consultant. Other benches shall excavate into firm material for a minimum width of 4 feet. Ground sloping flatter than 5:1 shall be benched or otherwise over-excavated when considered necessary by the consultant. Approval: All areas to receive fill, including processed areas, removal areas, and toe-of-fill benches shall be approved by the consultant prior to fill placement. III. FILL MATERIAL General: Material to be placed as fill shall be free of organic matter and other deleterious substances, and shall be approved by the consultant. Soils of poor gradation, expansion, or strength characteristics shall be placed in areas designated by the consultant or mixed with other soils until suitable to serve as satisfactory fill material. Oversize: Oversize material defined as rock, or other irreducible material, with a maximum dimension of greater than 12 inches, shall not be buried or placed in fill unless the location, materials, and disposal methods are specifically approved by the consultant. Oversize disposal operations shall be such that nesting of oversized material does not occur, and such that the oversized material is completed surrounded by compacted or densified fill. Oversize material shall not be placed within the range of future utilities or underground construction, unless specifically approved by the consultant. Import: If import fill is necessary for grading, the import material shall be approved by the geotechnical consultant. IV. FILL PLACEMENT AND COMPACTION Fill Lifts: Approved fill material shall be placed in areas prepared to receive fill in near-horizontal layers not exceeding 6 to 8 inches in compacted thickness. The consultant may approve thicker lifts if testing indicates that the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to attain uniformity of material and moisture in each layer. Fill Moisture: Fill layers at a moisture content less than optimum shall be watered and mixed, and wet fill layers shall be aerated by scarification or blended with drier materials. 148 Tamarack Ave- Geotechnical Investigation JEDIBJL 3/20/2019 Page 24 of 26 Moisture conditioning and mixing of fill layers shall continue until the fill material is at a uniform moisture content at or near two percent over optimum, Compaction of Fill: After each layer has been evenly spread, moisture conditioned and mixed, it shall be uniformly compacted to not less than 90 percent of maximum dry density in accordance with ASTM: D1557-82. Compaction equipment shall be adequately sized and either specifically designed for soil compaction or of proven reliability, to efficiently achieve the specified degree of compaction. Fill Slopes: Compacting of slopes shall be accomplished, in addition to normal compaction procedures, by backrolling of slopes with sheepsfoot rollers at frequent intervals of 2 to 3 feet in fill elevation gain, or by other methods producing satisfactory results. At the completion of grading, the relative compaction of the slope out to the slope face shall be at least 90 percent. Compaction Testing: Field tests to check the fill moisture and degree of compaction will be performed by the consultant. The location and frequency of tests shall be at the consultant's discretion. In general, the tests shall be taken at an interval not exceeding 2 feet in vertical rise and/or every 1000 cubic yards of embankment. SUBDRAIN INSTALLATION Subdrain systems, if required, shall be installed in approved ground to conform to the approximate alignment and details shown on the plans or shown herein. The subdrain location or materials should not be changed or modified without the approval of the consultant. The consultant, however, may recommend and upon approval, direct changes in subdrain line, grade or material. All subdrains shall be surveyed for line and grade after installation and sufficient time allowed for surveys, prior to commencement of filling over the subdrains. EXCAVATIONS Excavations and cut slopes shall be examined during grading. If directed by the consultant, further excavation or overexcavation and refilling of cut areas shall be performed, and/or remedial grading of cut slopes performed. Where fill-over-cut slopes are to be graded, unless otherwise approved, the cut portion of the slope shall be made and approved by the consultant prior to placement of the fill portion of the slope. Excavations may require the consultant to produce an alternate sloping plan if the excavation TRENCH BACKFILL The Contractor shall follow all OSHA and CAL/OSHA requirements for maintaining safety of trench excavations. The bedding and backfill of utility trenches should be done with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material should have a. sand equivalent of (SE )30). Bedding should be placed 1 foot above the top of pipe. All backfill should be compacted to 90 percent from 1 foot above the pipe to the surface. 148 Tamarack Ave- Geotechnical Investigation JEDIBJL 3/2012019 Page 25 of 26 The geotechnical consultant should test the trench backfill for relative compaction. At least one test should. be performed for every 300 feet of trench and every two feet of trench fill. The lift thickness of the trench backfill shall not exceed what is allowed in the Specifications of Public Works Construction unless the contractor can demonstrate that the fill can be compacted by an alternative means to the minimum relative compaction. All work associated with trenches, excavations and shoring must conform to the local regulatory requirements, State of California Division of Industrial Safety Codes, and Federal OSHA requirements. VIII. FOUNDATIONS NEAR TOP OF SLOPES Where foundations, footings, walls and other similar proposed structures are to be located seven feet and further away from the top of slopes, standard design may take place in conformance with the recommended soil bearing value. In situations where foundations, footings, walls, et cetera, are located closer than seven feet from the top of slope they shall be deepened so that the bottom edge of the footing is 7 feet horizontally from daylight in the slope. 148 Tamarack Ave- Geotecimical Investigation JED/BJL 3/20/2019 Page 26 of 26 This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project No. & Name: Plan Check No.: PC2019-0009 Project Address: 148 TAMARACK AVE RECE I VE Assessors Parcel No.: 2042530700 APR 3 0 202n Project Applicant: COO WNER PINPOKINTR PAIS9 'DF44kLS1 (Owner Name) BUILU!NG DIVf, Residential Square Feet: New/Additions: DEMO 650 SF SFD AND BUILD \NEW 2,152 SF SFD Second Dwelling Unit: 700 SF ADU Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 04/17/2019 Certification of ApplicantiOwners. The person executing this declaration ('Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Carlsbad Unified School District 6225 El Camino Real, Carlsbad CA 92009 Phone: (760) 331-5000 LIII Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 LIISan Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024. Phone: (760) 753-6491 Ext 5514 (By Appt. Only) San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcolja (By Appt.only) LJVista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Official: Title: Date: Name of School District: cARLSBAD UNIFIED SCHOO1 DiSTRICT Phone: 6225 EL CAMINO REAl. CARLSBAD, CA 92009 BuIldInS DIvIsion day Avenue I (rt CJ\ 92008 1760,6024719 1 . . buildirig