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HomeMy WebLinkAboutPermit D19-0391 - EASTSIDE FOR HIRE - ADA RAMPS, STEPS, TIE DOWNSEASTSIDE FOR HIRE 14120 TUKWILA INT'L BLVD EXPIRED 12/07/21 D19-0391 Parcel No: Address: \l City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Scheduling: https://tukw-egov.aspgov.com/BP/index.html Fire Inspection Request Line: 206-575-4407 Web site: http://www.TukwilaWA.eov DEVELOPMENT PERMIT 1523049123 14120 TUKWILA INTL BLVD Project Name: EASTSIDE FOR HIRE Permit Number: D19-0391 Issue Date: 6/10/2021 Permit Expires On: 12/7/2021 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: BEN CAROL LAND DEV INC 4823 JENKS POINT WY E , LAKE TAPPS, WA, 98391 TAD POIRIER 43428 236 AVE SE , ENUMCLAW, WA, 98022 TNP ENTERPRISES INC 43428 236 AVE SE , ENUMCLAW, WA, 98022 TNPENEI933KB EASTSIDE FOR HIRE 14120 TUKWILA INTERNATIONAL BLVD TUKWILA WA 98168 Phone: (206) 799-8715 Phone: (360) 825-5056 Expiration Date: 5/19/2023 DESCRIPTION OF WORK: REAPPLICATION FOR EXPIRED PERMIT D17-0310: CE17-0157 BRING OFFICE BUILDING UP TO CITY CODE OF TIE DOWNS, PIERS, RAMPS, STEPS AND INTERIOR WALLS CE Project Valuation: $40,000.00 Type of Fire Protection: Sprinklers: NO Fire Alarm: NO Type of Construction: VB Electrical Service Provided by: Tukwila Fees Collected: $1,464.15 Occupancy per IBC: IB Water District: 125 Sewer District: Valley View Current Codes adopted by the City of Tukwila: International Fire Code Edition: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2018 2018 2018 2018 2018 2018 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2020 2020 2020 2018 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 5: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 6: All wood to remain in placed concrete shall be treated wood. 7: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 8: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 9: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 10: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 11: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 12: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 13: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 14: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). PERMIT INSPECTIONS REQUIRED Permit Inspection Scheduling: https://tukw-egov.aspgov.com/BP/index.html Fire Inspection Request Line: 206-575-4407 1700 BUILDING FINAL** 0201 FOOTING 0409 FRAMING 0401 ROOF SHEATHING CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. ,1 0 YR Project No. Date Application Accepted,: `l -1 Date Application Expires: For olzce use onl CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail. **Please Print** SITE INFORMATION �^ / n J King Co Assessor's Tax No.: Site Address: /�4 /�0 // a_/<'LL7J </� � �. 47G� b 4 Suite Number: Floor: Tenant Name: EA-5 /7.51 d G Fog .2 L NG- - New Tenant: ❑ . Yes X. No PROPERTY OWNER Name: p Gn) e 4,2_, / J I 1:),,.. p%,,..j Address: l /a 0 7&'4N r 8 0 b $- City:- k.a.)` /4_ State: 14) n Zip:ii` `2 CONTACT PERSON — person receiving all project communication Name: 7 © 7= Z/� /� k 2if' Address: `y3 gips ip d t �� ,oi. (, \ City: z4}u fvi� j State: t4 Zip:c Phone://O� _ / _llG��r///�is-7 Email: Tho�.TA)i. r/ rflt pie.. 3£ ./ti / DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE Name: Address: City: State: Zip: Phone: Email: GENERAL CONTRACTOR INFORMATION • Company Natrte�J 'p ��1� P 41 C� Address: Z/.3gel g 6 /cide. sc. City: EA/4 776 et) Start:_ `7y 9007� Phone: D` Y! ` --- St Contr Reg No om» r'33k 6 Exp m4�8, D..33a,, Tukwila Business License No.: ARCHITECT OF REC Company Name: Address: City: State: Zip: Phone: Email: ENGINEER OF RECORD Company Name: ?, t, .QcU%s /rir' q� C9t Address O p /� y,+ � G� Ge /i �/7 fy -//0 , City: • j Sta G720/51— L1ol®. Phone: ry/ _ O p39_ /yr Emaile e4.. (, LENDER — WHO IS FUNDING THE PROJECT (required for projects $5,000 or greater per RCW 19.27.095) Name: �Q L `-.`/%T5l .e --at_ ije_ Address/l/ /Rc/ 'T'/t)/ /� •�� yjd , 0 /tJt . Cityel/i/2/A ,,%f� A e.! �% g MONTHLY SERVICE BILLING -or- WATER METER REFUND/BILLING Name: Address: City: State: Zip: Phone: b11-01/0 Page 1 of 3 W:\Pennit Center (Rachelle)\Applications\Word\Construction Permit Application Revised 6-2019.docx Revised: June 2019 BUILDING DIVISION INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 72 OExisting Building Valuation: $ a3d f7 Describe the scope of work (please � providedetailed information): ar/AJD�/° % C/i p o /a G / Pte 14, / y - JET "5, r Will there be new rack storage? ❑.. Yes , . No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1st Floor iT /. . DAi � 2nd Floor ` 3rd Floor Floors thru Basement Accessory Structure* Garage ❑ Attached • Detached Carport • Attached • Detached Covered Deck 'Y66 lc, `% Uncovered Deck hmP PLANNING DIVISION INFORMATION — 206-431-3670 Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Will there be a change in use? 0 Yes Compact: Handicap: ... No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS — 206-575-4407 ❑ Sprinklers 0 Automatic Fire Alarm JR-- None Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Other (specify) ❑ Yes 411No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 1.1 "paper including quantities and Material Safety Data Sheets. PUBLIC WORKS INFORMATION — 206-433-0179 ❑ ...Permanent Water Meter Size (1) . WO # (2) " WO # (3) " WO # O ...Temporary Water Meter Size (1). " WO # (2) " WO # (3) " WO # ❑ ...Water Only Meter Size WO # 0 Deduct Water Meter Size " ❑ ...Sewer Main Extension Public 0 Private 0 El ...Water Main Extension Public ❑ Private ❑ W:\Permit Center (Rachelle)\Applicat ions\Word\Construction Permit Application Revised 6-2019.docx Revised: June 2019 Page 2 of 3 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS nF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER AUT�I� Signature: NT: Print Name: crij) -. 1/2- (E le Date: Day Telephone: zp?.eZ. Mailing Address: 33 Cd /G9� - t�iefuyrte 44) LiY/'C` City State Zip W:\Permit Center (Rachelle)\Applications\Word\Construction Permit Application Revised 6-2019.docx Revised: June 2019 Page 3 of 3 DESCRIPTION [ ACCOUNT 1r QTY COMMENTS l I PAID $913.89 PermutTRAK D19-0391 Address: 14120 TUKWILA INTL BLVD APN: 1523049123 $913.89 DEVELOPMENT $871.56 PERMIT FEE R000.322.100.00.00 0 $846.56 WASHINGTON STATE SURCHARGE B640.237.114 0 $25.00 TECHNOLOGY FEE $42.33 TECHNOLOGY FEE R000.322.900.04.00 0 $42.33 TOTAL FEES PAID BY RECEIPT: R21977 $913.89 Date Paid: Thursday, June 10, 2021 Paid By: CHRISTOPHER R VAN DYK Cashier: Iwer Pay Method: CHECK 7162 Printed: Thursday, June 10, 2021 3:48 PM 1 of 1 Cash Register Receipt Receipt ot Number City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY c PAID D19-0391 Address: 14120 TUKWILA INTL BLVD Apn: 1523049123 DEVELOPMENT PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R19260 R000.345.830.00.00 0.00 $550.26 $550.26 $550.26 $550.26 $550.26 Date Paid: Wednesday, December 11, 2019 Paid By: TNP ENTERPRISES INC Pay Method: CHECK 5981 Printed: Wednesday, December 11, 2019 9:10 AM 1 of 1 a at SYSTEMS REVISIONS No c':a;;oes shah t,& made to the scope of work without o, apiwovai of the Tukwila Burld,nq 2'v sion NOTE: Revisions will reauire a new plan, .submittal and may ,nc,uae anlItIona! plan review. SEPARATE PERMIT REQUIRED FOR: 4 Mechanical EZ Electrical Plumbing Gas Piping City of Tukwila BUILDING DIVISION FILE COPY Permit N o. 0 3C, Plan review approval is subject to errors ano omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance Receipt of approved F,BIa Copy and conditions is acknowledged: By. Date ?(.; (/O 1 )-/ cry of Tukwila REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 2020 JAI- rf- City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 11 2019 PERMIT CENTER IO3I STRUCTURAL SHEETS. Si S2 S3 S4 S5 56 A B GENERAL NOTES EXISTING FOUNDATION, FLOOR, AND ROOF PLANS NEW FLOOR PLAN NEW FOUNDATION PLAN FOUNDATION AND WALL SECTION STRUCTURAL DETAILS RAMP FRAMING PLAN AND ELEVATIONS RAMP SECTION AND DETAILS GENERAL STRUCTURAL NOTES. 1. THESE NOTES ARE GENERAL IN NATURE AND ARE INTENDED TO SET MINIMUM STANDARDS FOR CONSTRUCTION. THE CONTRACTOR SHALL BE COMPLETELY FAMILIAR WITH THE CONTRACT DOCUMENTS AND HAVE A COPY OF THEM ON SITE AT ALL TIMES. 2. FOR ANY PORTION OF THE CONSTRUCTION WHICH THE CONTRACTOR IS UNABLE TO ASCERTAIN THE REQUIRED CONSTRUCTION OR WHERE CONFLICTS EXIST, IT IS THE CONTRACTOR'S RESPONSIBILITY TO REQUEST ADDITIONAL INFORMATION (RFIs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g 25 PSF 1603.1.4 - WIND DESIGN CRITERIA: ULTIMATE DESIGN WIND SPEED, Vult NOMINAL DESIGN WIND SPEED, Vasd RISK CATEGORY WIND EXPOSURE 1603.1.5 - EARTHQUAKE DESIGN CRITERIA: RISK CATEGORY SEISMIC IMPORTANCE FACTOR, SPECTRAL ACCELERATION, S SPECTRAL ACCELERATION, St SITE CLASS SPECTRAL RESPONSE COEFFICIENT, Sas SPECTRAL RESPONSE COEFFICIENT, Sat SEISMIC DESIGN CATEGORY SEISMIC FORCE RESISTING SYSTEM(S) RESPONSE MODIFICATION FACTORS(S), R SEISMIC RESPONSE COEFFICIENTS(S), Cs DESIGN BASE SHEAR ANALYSIS PROCEDURE IE MANUFACTURED WOOD BEAMS & JOISTS. 1. FRAMING DESIGNATED PSL SHALL BE BY iLEVEL. 110 MPH 85 MPH II EXPOSURE B II 1.00 1.490 g 0.558 g D 0.993 g 0.558 g CATEGORY D LIGHT FRAME, WOOD STRUCTURAL SHEAR PANELS 6.5 0.153, WORKING STRESS 6.3 KIPS GENERAL PROCEDURE, PER ASCE-7 2. ALTERNATE MANUFACTURERS MUST BE APPROVED BY THE ENGINEER. PROVIDE SHOP DRAWINGS AND ENGINEERING BEARING THE STAMP OF A REGISTERED PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON. 3. MANUFACTURER SHALL SUPPLY JOISTS, BRIDGING, HANGERS, BLOCKING, NOTCHED PLATES AND ALL OTHER ACCESSORIES NECESSARY FOR THE PROPER ERECTION AND PERFORMANCE OF THE PRODUCT. 4. THE PRODUCT SHALL BE ERECTED AND BRIDGED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS AND SPECIFICATIONS. THE MANUFACTURER SHALL INSPECT INSTALLED ITEMS FOR PROPER INSTALLATION. 5. PSL: PARALLAM BEAMS, MINIMUM DESIGN VALUES: Fb = 2,400 psi; Fv = 190 psi; Fc = 545 psi; E = 1,800 ksi. PREMANVFACTURED CONNECTION HARDWARE. 1. CONNECTION HARDWARE IS BY THE SIMPSON COMPANY OF SAN LEANDRO, CA. ALL STEEL CONNECTORS SHALL BE GALVANIZED OR BY SOME METHOD MADE CORROSION RESISTANT, UNLESS OTHERWISE INDICATED. 2. PROVIDE BOLTED OR NAILED CONNECTIONS FOR THE MAXIMUM CAPACITY UNLESS NOTED OTHERWISE. 3. CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE EITHER POST HOT -DIP GALVANIZED OR STAINLESS STEEL. FASTENERS SHALL BE OF THE SAME MATERIAL OR PROTECTIVE COATING AS THE CONNECTORS, DO NOT MIX DIFFERING METALS IN THE SAME CONNECTION. FOUNDATIONS. 1. SOIL CHARACTERISTICS HAVE BEEN ASSUMED PER THE 2015 IBC SECTION 1806 PRESUMPTIVE LOAD -BEARING VALUES OF SOILS CONSISTENT WITH SAND, SILTY SAND, CLAYEY SAND, SILTY GRAVEL AND CLAYEY GRAVEL (SW, SP, SM, 5C, GM AND GC) SOIL TYPES. THE CONTRACTOR SHALL VERIFY THE PRESUMED SOIL TYPES PRIOR TO CONSTRUCTION AND NOTIFY THE ENGINEER AND ARCHITECT OF NON -CONFORMING IN -SITU CONDITIONS IF PRESENT BEFORE PROCEEDING. 2. ALL FOUNDATIONS TO BEAR ON UNDISTURBED NATIVE MATERIAL, OR GRANULAR COMPACTED FILL. 3. SOIL DESIGN CRITERIA, PER 2015 IBC SECTION 1806: 3.1. SOIL BEARING - 2,000 PSF 3.2. Ya INCREASE ALLOWED FOR SHORT TERM LOADS 3.3. SOIL PROFILE - 0 CONCRETE. 1. ALL CONCRETE SHALL BE HARD ROCK CONCRETE MEETING REQUIREMENTS OF ACI-301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS". MIX PROPORTIONS SHALL BE PER ACI-301, METHOD 2 OR THE ALTERNATE PROCEDURE. SUBMIT MIX DESIGN FOR REVIEW BY STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO CONSTRUCTION. 2. STRUCTURAL CONCRETE SHALL ATTAIN THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS: TYPE f'c FOOTINGS 2,500 psi SLUMP w/c AIR 0.50 0% 3. SLUMP LIMITS MAY BE INCREASED BY ADDITION OF ADMIXTURES PROVIDED THAT THE WATER/CEMENT RATIO OF THE ORIGINAL MIX DESIGN IS NOT EXCEEDED. WATER REDUCING ADMIXTURE SHALL BE IN CONFORMANCE WITH ASTM494, USED IN CONFORMANCE WITH MANUFACTURER'S INSTRUCTIONS. SUBMIT ADMIXTURES TO ENGINEER FOR REVIEW PRIOR TO CONSTRUCTION. 4. CEMENT SHALL BY TYPE I OR II IN CONFORMANCE WITH ASTM C150. AGGREGATES SHALL BE IN CONFORMANCE WITH ASTM C33. COARSE AGGREGATES SHALL NOT EXCEED Y.". WATER SHALL BE CLEAN AND POTABLE. 5. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60. GRADE 40 MAY BE USED FOR #3 AND SMALLER TIES AND STIRRUPS. DETAIL AND PLACE ACCORDING TO ACI MANUAL SP-66. 6. UNLESS OTHERWISE NOTED, MINIMUM COVER SHALL BE 1 1/2" FOR #5 AND SMALLER BARS, 2" FOR #6 AND LARGER BARS AND 3" WHEN POURED AGAINST EARTH. SUPPORT REINFORCEMENT WITH APPROVED CHAIRS, SPACERS, OR TIES. 7. FORMWORK SHALL BE IN ACCORDANCE WITH ACI-347 "RECOMMENDED PRACTICE FOR CONCRETE FORMWORK". FORMS SHALL BE DESIGNED BY THE CONTRACTOR. BRACING SHALL BE PROVIDED AS REQUIRED OR UNTIL THE CONCRETE HAS REACHED ITS SPECIFIED 28-DAY STRENGTH. ALL SHORING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. FORMWORK, SUPPORTS, AND SHORING SHALL PROVIDE FINISHED CONCRETE SURFACES AT ALL FACES: LEVEL, PLUMB, AND TRUE TO DIMENSIONS AND ELEVATIONS SHOWN IN THE DRAWINGS. SOLID SAWN LUMBER. 1. STRUCTURAL LUMBER SHALL BE DOUGLAS FIR CONFORMING TO WWPA GRADING RULES. 2. MINIMUM GRADES ARE, EXCEPT AS NOTED OTHERWISE: STRUCTURAL JOISTS & PLANKS - #2 BEAMS & STRINGERS - #2 POSTS & TIMBERS - #1 3. NOTCHING IS NOT PERMITTED IN JOISTS, RAFTERS, BEAMS, LINTELS, COLUMNS, TRUSSES, AND BRACING MEMBERS. 4. PRESSURE TREATED LUMBER SHALL CONFORM TO THE AWPA AND SHALL BEAR THE QUALITY MARK OF AN ACCREDITED ALSC INSPECTION AGENCY. MINIMUM TREATING STANDARDS (RETENTION LBS./CU. FT) SHALL BE AS FOLLOWS: APPLICATION ABOVE GROUND GROUND CONTACT IN GROUND (STRUCTURAL) ACO/ACZA 0.25 0.40 0.60 CO-R 0.10 0.21 0.31 5. ALL LUMBER IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED WITH ACZA TO A MINIMUM RETENTION OF 0.25 POUNDS PER CUBIC FOOT BY ASSAY. 6. NAILING SHALL BE IN CONFORMANCE WITH TABLE 2304.9.1, 2006 IBC UNLESS NOTED OTHERWISE. FASTENERS FOR PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. THE COATING WEIGHTS FOR ZINC -COATED FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A-153. 5/8-INCH DIAMTER STEEL ANCHOR BOLTS & LARGER NEED NOT BE GALVANIZED, UNLESS NOTED OTHERWISE. CD nm^awi, Part Washin5ton Cars lnc Id St 1-EIlaIRY Q RedbouO PROJECT ADDRESS: 14120 TUKWILA INT'L BLVD. S. TUKWILA, WA 98168 05 m 0 IF THIS BAR Dab NOT MEASURE 1" 1NFN ORA'M HG IS MOT TO SCALE TakniIO FBm4y Fun Center 8. SenTac VICINITY MAP Renton PROJECT ADDRESS: 14120 TUKWILA INT'L BLVD. S. TUKWILA, WA 98168 SITE MAP REVIEWED FOR CODE COMPLIANCE ar1AprMmenl4PPROVED FEB 2 5 2020 City of Tukwila BUILDING DIVISION Cl?( F T' KWILA DEC 11 2019 PERMIT CENTER bl 9- 03 q I c CLIENT INFO: PROJECT SITE: } LSi 003 (n O LJ 0 Z Lei < > LU 0) (6,QcO D. Z O S Q c V U � J 1.11 00 Z W O Z CA 0 > UFO Z J LI I- 00 CC Z 50 O0 Y y Lil d O F- 0 JOB No. 17-378 DRAWN NRW CHECKED GRL DATE 11/09/17 REVISIONS SHEET S1OFS6 (E) PORCH 9,-7" 28.-9" 1 9'-7" 28 9,_7" (E) 4X6 BEAM (E) PARTITION WALL 52' 0" 33.-4" (E) WALL lSUPPORTING ROOF 9' 5 3/4" 16' 0" EXISTING FLOOR PLAN 3/16" = 1'-0" 1 10 (E) DOOR O (E) STEEL 7 REAM, TYP, (E)8"X16" CMU PIER (E) CSX11.5 A36 T FOUNDATION, nP. STEEL REAM, TYP. '0 9,_7" 11 I f (E) g1" Os0 0'0 0 0 S ,� 0 0 r�r1 0 0 3 r1 ri i tJ LJ LJ 0 0 1 7 0.C. P, -"" 4'-10" 0.C. TYP. -- 0 0 0 0 0 I -- 7'-2" O.C. TYP.— 52' 0" EXISTING FOUNDATION PLAN 3/16" (E) PORCH (E) WIDE FLANGE BEAM, TYP. ROD, TYP. ) C8X11.5 A36 EEL EDGE BEAM 9 28.-9" 9'-7" UNIT 1 UNIT 2 UNIT 3 52' 0" EXISTING ROOF PLAN 3/16" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 2020 City of Tukwila BUILDING DIVISION Ir The OM DOES NOT MEASURE I" 1MEN DRAWING R NOT TO SCALE RECEIVED CITY OF TUKWILA DEC 11 2019 r ERMIT CENTER I 0 J O 1-� W LJJ 2 D z 0 11. z 0 1 JJCD i ( I-) -JD V) Q a> w w CLIENT INFO: 4J H N 1— U w 0 0_ <9 Y S (0 0 lL CO (n 0 w p Z Q G (0 w a) Q • (0 Z o U ASSISTANT GENERAL 17-378-01 SHEET CONTENT W a Z Z 0 Z Z Z • O O a" ▪ Z N X O O J W La L- JOB No. 17-378 DRAWN CHECKED NRW GRL DATE 1 1 /09/17 REVISIONS SHEET S2 GF S6 )J(1\4 01\1\ \A:kfui\\I 61/4.1/4f`c VI.T DRAG STRUT DETAIL PER (E) PORCH, UPGRADE CORNERS AND EXISTING SUPPORT POSTS PER DETAIL 1107 MIN. (1) SUPPORT POST EVERY 4' AROUND EXTERIOR 28'-9" 9'-7 DRAG STRUT DETAIL PER (N) 4X4 DF/L #1 COLUMN, TYP. 3.5X11.25 TJ PARALLAM PSL 1.8E BEAM (2) 3.5X11.25 TJ PARALLAM PSL 1.BE BEAM (2) 3.5X11.25 TJ 8" iPARALLAM PSL 1.8E BEAM 9' 6" r 8' 8" 15. 6 1/4" 6'-6 1 /4" 52' 0" 9' 5 3/4" 3' 2" NEW FLOOR PLAN 3/8" = 1'-0" 3.5X11.25 TJ PARALLAM PSL 1.8E BEAM SHEET NOTE: APPROVED FEB 2 5 2020 0 o "DRY 1 IF THIS BAR DOES NOT MEASURE I• THEN DRAWING IS NOT TO SCALE PORCH MODIFICATIONS AND ADA RAMP PER ARCH. SHEETS \ (//- DRAG STRUT DETAIL PER O DRAG STRUT DETAIL PER O 11217 0 RECEIVED CITY OF TUKWILA DEC 11 2019 PERMIT CENTER s w zz p Q ZQ _1 O 1- 0- Z p ~ Z N O X O w N w Li_ Oq' l4 co co Lri O O m TD O N d U NJ Z Lin- CC D_ Z_ DO di CC f-0s<C U) Ls Cn H 0CNI o 0 QNQ EL W 1- ET CONTENT JO6 No, 17-378 DRAWN NRW DATE CHECKED GRL 11/09/17 REVISIONS SHEET S3 DFS6 0 5' (E) STEEL FRAME, TYP. (E) STEEL BEAM, TYP. 1ANCHOR WITH 1"X 17" STEEL STABILIZER PLATE, TYP. P1 P7 P7 P7 P1 P7 P7 • P1 (E) WIDE F , . BEAM, TYP. I, �/ P1 IP2 /! / ! P1 /! P1 " P1 P1 P1 P1 P1 \„ /' z // -- e ! A. DiZ GP2 P2 —T P2 P7. P2 , ,, O�\ P1 P7 P7 I P �!' ,! P1 '! P7 P1 P1 Pt P1 P1 ,�pp la �/ �{ \ /! P2 P2 P3 P2 Ti P2 9 -7" P7 P7 P1 �` (E) STEEL EC I� P1 P1 P1 P1 Pi r----f---' P7 ' rY E P1 \, ILV IN P1 P1 P7 \, P7 P1 / iP1 t —� MARRIAGE WALL STEEL PIER A© MARRIAGE WALL 0 16"X24" CMU PIER DETAIL PER PIER DETAIL PER IMP 52' 0" ." FOUNDATION PIER SCHEDULE MARK LOCATION/DESCRIPTION MATERIAL/TYPE PIER DETAIL DETAIL P1 BEAM PIER STEEL 1'-10" DETAIL 3 SHEET S6 P2 MARRIAGE WALL PIER CMU (2) BLOCK STACKS, 16-X16- DETAIL 4 SHEET S6 P3 DOUBLE COLUMN PIER CMU (3) BLOCK STACKS 26"X24- DETAIL 5, SHEET S6 NEW FOUNDATION PLAN 3/8" = 1'-0" SHEET NOTE: NOT SHOWN EXISTING SINGLE PIER SUPPORTS CAN REMAIN OR B REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 2020 City of Tukwila BUILDING DIVISION NGE P. GE BEAM 0 1 ' - I W THIS BAR COES NOT leAnner t' 'RCN OAAMfO IS NOT TO SCALE RECEIVED CITY OF TUKWILA DEC 11 2019 PERMIT CENTER I 111 ''a tnU! EL. W CC EE CLIENT INFO: LJ h (n 1- U O D 2 Up W O Z Q CZ. CO W (n (0 E2 Z ON U ASSISTANT GENERAL a h � W p Z Z pa ZZZ O -J c D ►-- O• - Z N Z • Z.; OJ N W L.A.- JOB No. 17-378 DRAWN NRW CHECKED GRL DATE 11/09/17 REVISIONS SHEET S4 GF ss SIMPSON BC4 COLUMN CAP, FULLY NAILED, TYP. (E) FLOOR FRAMING 4X BLOCKING MARRIAGE WALL PIER BELOW DETAIL PER TY (E) ASPHALT (2) 3.5X11.25 TJ PARALLAM PSL 1.8E BEAM SIMPSON BC4 COLUMN CAP, FULLY NAILED, TYP. BEAR ON 4X4 DF/L #1 COLUMN SECURE SHEATHING TO BEAM W/6D012" EA. SIDE OF BREAK 3.5X11.25 TJ PARALLAM PSL 1.8E BEAM (E) INTERIOR BEARING WALL W (2) 3.5X11.25 TJ PARALLAM PSL 1.8E BEAM 12' 2 1/2" 4X4 DF/L #1 COLUMN, TYP. WALL SECTION 1/2" - 1'-0" SECURE SHEATHING TO BEAM F BK" EA. SIDE OF BREAK (E) INTERIOR BEARING WALL 3.5X11.25 TJ PARALLAM PSL 1.8E BEAM 0 NOTICE 1 — i IF THIS Hot DOES NOT MEASURE 1' THEN DRAWING IS NOT TO SCALE 9' 6" (E) STEEL BEAM (E) STEEL FRAME 8" 4X4 DF/L #1 COLUMN, TYP. 8' 8" MARRIAGE WALL PIER DETAIL PER FOUNDATION SECTION 1/2" = 1'-0" 15' 2 1/4" 6'-6 1/4" STEEL PIER DETAIL PER WALL SECTION 1/2" = 1'-0" (E) FRAMING PARTITION WALL ' — 3' 2" (N) ANCHOR ATTACHMENT 15' 10" 12' 8" (E) STEEL BEAM — II III (E) STEEL BEAM 5' ANCHOR WITH 11"X17" STEEL STABILIZER PLATE, 6 PER SIDE OF BUILDING REVIEVVED rOR CODE COMPLIANC APPROVED FEB 2 5 2020 City of Tukwila BUILDING DIVISION ANCHOR CLIP CONNECTION DEPENDING ON ORIENTATION DETAIL NOTE: HOOK STRAP AROUND FLANGE, UNDER SHEATHING. RECEIVED, CITY OF TU Kati ILA DEC 11 2019 PERMIT CENTER O LL1 0 CLIENT INFO: PROJECT SITE: U � ASSISTANT GENERAL L7 0 O co z_ -J Lz(0 am ova L+- Y W {- 0 HCNI O cn - z z z 0 1- 0 U Z o N Z 0 U W N J J JOB No. 17-378 DRAWN CHECKED NRW GRL DATE 11/09/17 REVISIONS SHEET S5 DF6 SIMPSON LSTA9 FULLY NAILED 0 MARRIAGE LINES (E) FLOOR FRAMING (E) ASPHALT (E) EXTERIOR WALL TOP PLATE DRAG STRUT DETAIL 4X4 COLUMN ABOVE P.T. WOOD SHIM 4" SOLID BLOCK CAP 16"X16" CMU BLOCK %- DRY STACK i%// 4////%//'///,///4 //% ,, (E) EXTERIOR WALL STUD SIMPSON DTT2Z FULLY NAILED 0r ROD THROUGH CHANNEL (E) EXTERIOR WALL BOTTOM PLATE SHEAR WALL HOLDOWN DETAIL (E) FLOOR FRAMING 16" SQUARE ABS PAD (E) ASPHALT MARRIAGE WALL/COLUMN PIER DETAIL 1 1/2" = 1'-0" (E) FLOOR FRAMING (E) C8X11.5 A36 STEEL EDGE BEAM 4X4 COLUMN ABOVE 0}" ROD THROUGH CHANNEL ANGLE WASHER (E) C8X11.5 A36 STEEL EDGE BEAM BOLT CONNECTION SECTION 7- 4" SOLID BLOCK CAP 16"X24" CMU BLOCK DRY STACK 7D7- /j// DOUBLE COLUMN PIER DETAIL COULMN DETAIL NOTE: ALL NEW COLUMNS SHALL EAR ON CMU MARRIAGE WALL PIERS 24" SQUARE ABS PAD 1 1/2" = 1'-0" (E) ASPHALT s (E) FLOOR FRAMING (E) C8X11.5 A36 STEEL BEAM 22" STEEL PIER 16" SQUARE ABS PAD /�/i�!///%///Z z'W//i% ///;�/ STEEL PIER DETAIL :4 1 1/2" = 1'-0" 4X4 P.T. DF/L #2 RAMP POST SIMPSON MPB44Z FULLY NAILED 4 a 4 4' RAMP POST BASE 2X6 P.T. DF/L #2 RAMP JOIST 2X6 P.T. DF/L #2 RAMP BEAM (E) ASPHALT 1 1/2'I 1'-0" 4X4 P.T. DF/L #1 RAMP POST (3) SDS 1X5 SCREWS 12"X12" POST FOOTING RAMP/PORCH BEAM CONNECTION 1 1/2" = 1'-0" 0 1 IF THIS BM DOES NOT MEASURE 1DNEN DRAWING IS HOT TO SCALE RAMP POST DETAIL NOTE: POST BASE LOCATIONS EVIEWED FOR Ts. • • COMPLIANCE APPROVED FEB 2 5 2020 City of Tukwila BUILDING DIVISION DETAIL NOTE: BEAM CONNECTION AND POST BASE DETAIL FOR POSTS NOT SPECIFIED IN ARCH. SHEETS. RECEIVED CITY OF TUKWILA DEC 11 2019 PERMIT CENTER 0 Do Lai Z < 0 0 w D t� Q V / < Q w w CLIENT INFO: PROJECT SITE: YSAQ LL (n 0 0 W 0 Z Q K LO W 01 (n Lc; Z N U � ASSISTANT GENERAL (n CS U m J W H co • 0 zgw `▪ 1 3 HCS J ▪ CNI • .- i- SHEET CONTENT STRUCTURAL DETAILS JOB No. 17-378 DRAWN NRW CHECKED GRL DATE 1 /09/17 REVISIONS SHEET S6 OF 6 5 Marriage Line Protection nts 1, HELD INSPECT ALL MARRIAGE LINES, VERIFY WATERTIGHTNESS. 2. COMPLETELY REMOVE ALL COVERINGS FROM MARRIAGE JOINTS NO LONGER ADAQUATELY COVERED OR WATER TIGHT & FULLY CLEAN JOINTS BETWEEN EXTG MTL SIDING. 3. INSTALL CONT WOOD BATTEN, FULLY SEALED, OVER MARRIAGE JOINT. 6 Flexible Water Line Connections nts 1. FIELD INSPECT ALL EXPOSED WATER LINES UNDER-CARRAGE. 2. SIZE CONNECTOR TO LINE 8 VERIFY W/ MANUFACTURE APPROPRIATE FOR FIELD CONNDITIONS PRIOR TO INSTALLATION. 3, TEMPORARLY DISCONNECT SERVICE AND REMOVE SECTION OF EXTG PIPING NECESSARY FOR INSTALLATION OF METRAFLEX PRESS -FIT METRALOOP FLEXIBLE CONNECTION. 4. INSTALL IN STRICT ACCORDANCE W/ MANUFACTURERS WRITTEN INSTRUCTIONS AND PER 2015IPC. S.TEST & VERIFY ADAQUACY OF INSTALLATION PRIOR TO RETURNING TO FULL SERVICE. 6. FULLY INSULATE ALL EXPOSED PIPING W/ MIN R-6. CAREFULLY CUT INSULATION TO TIGHT MITER FIT AT ALL CORNERS CUTS W/ TAPE AND GLUE A SHIPPING BAR 90° PRO PRESS ELBOWS HOSE & BRAID CUSTOM 180° AIR RELEASE OR DRAIN PLUG SUPPORT BRACKET h zP EXTG MTL SIDING CONT BEAD FULLY ELASTIC SEALANT @ MARRIAGE JOINT 1/2" EXT PLYWD BLOCK FULL LABEL LOCATION LENGTH OF MARRIAGE JOINT CONT BEAD FULLY ELASTIC SEALANT, TYP CONT BACKER ROD. TYP 2 ROWS'/;' X 5" SIDS SCREWS 12" OC, ALTERNATING MATERIALS OF CONSTRUCTION" CUSTOM 180° - COPPER HOSE & BRAID - BRONZE 90' ELBOWS - COPPER 'OTHER MATERIALS AVAILABLE NSF 61 - LEAD FREE The wetted surface of this product contacted by consumable water contains less than one quarter of one percent (0.25%) of lead by weight. Material complies with state codes and standards, where applicable, requiring reduced lead content. NOTE: METRALOOPS 2" AND LARGER INSTALLED IN ANY ORIENTATION OTHER THAN HANGING DOWN MUST HAVE THE 180' RETURN SUPPORTED. (SEE INSTALLATION INSTRUCTIONS.) CONTACT FACTORY FOR ADDITIONAL SIZES AND MOVEMENTS. ALL DIMENSIONS IN INCHES. QTY SIZE MODEL MVMT A B PSI' WT (LBS) SPRING FORCE"" PROJECT INFO 1/2" MLSPF80050 24" 9" 16" 200 2.5 45 3/4" MLSPF80075 "4" 10.3/8" 17-7/8" 200 2.5 47 MLSPFBO100 •4" 11-3/8" 19-7/8" 200 3 53 1-1/4" MLSPFB0125 •4" 11-5/8" 21-3/4" 200 4 66 1-1/2" MLSPF80150 •4" 12-1/7' 23" 200 4.5 70 2' MLSPF80200 24" 15-1/2" 26-5/8' 200 12 78 'Working pressure listed is the rating at 250' F. ""Sprangg force: The total force (Lbs) required to move the Me sloop its full rated movement for 150 PSI 0 70'F. COMPLETELY REMOVE ALL WD PIKKETS AND RAILS THIS SIDE OF STA NEW PT 4X4 WD POST SET ON MIN 2 LAYERS 30# SAT FELT. ALIGN W/ OPPOSITE STAIR POST. NEW 2X6 WD CAP SIMILAR TO OPPOSITE WD CAP SCRIBE 10 EXTG BLDG. NEW 2X6 WD APRON TRIM SET UNDER EXTG WD CAP & UNDER NEW WD CAP, EXTEND 16" BEYOND FRONT FACE OF BTTM RISER. SECURE NEW I 1/2" DIA WD HANDRAIL TO APRON TRIM W/ HEAVY DUTY MTL HANDRAIL BRACKETS, PROVIDE & INSTALL CONT SOLID WD BLOCKING TO APRON TRIM AGAINST EXTG STRUCTURE W/ MIN 30# SAT FELT BETWEEN WD & EXTG MTL SIDING. RIP PT 4X6 WD FOR BASE TIE BEAM. EXTEND FROM OUTSIDE FACE OF NE 8 OUTSIDE FACE OF EXTG WO POST AT BASE BEHIND EXTG RISER UNDER EXTG TREAD. SET ON MIN 2 LAYERS 30# SAT FELT. SECURE TIE BEAM TO BASE OF EA POST W/ (3) 1/4" SIMPSON SDS SCREWS EA END. BASE TIE BEAM. BEHIND RISER. 3 Stair/Ramp Front Elevation XTG MODULAR BLDG BEYOND EXTG WD FRAME SHED ROOF DEMOLISH PORTION OF ROOF BEYOND. NEW SHED ROOF (2X10 RAKE BRDS HORIZONTAL BTTM CUT). COMPLETELY FLASH AND MAKE W EATERTIGHT INTERFACE WITH EXTG ROOF ASSEMBLIES RIP PT 4X6 WD FOR BASE TIE BEAM. EXTEND FROM OUTSIDE FACE OF NEW & OUTSIDE FACE OF EXTG WO POST AT BASE BEHIND EXTG RISER UNDER EXTG TREAD. SET MIN 2 LYERS 30# SAT F. SECURE TIE BEAM TOO BASE OF EA POST W/ (3) 1 /4" LIMMPSON SIDS SCREWS. 4X6 PT WD BLOCKING BETWN BASE OF EXTG 4X4 WD POSTS. SECURE TO POSTS & TO STRINGER. SET ON MIN 2 LAYERS 30# SAT FELT. 2X6 WD STRINGERS. MAX 12" OC W/ SIMPSON LSSU210 EA END. TYP 0 RAMPS BTTM RAMP TRANSITION: RIP 2X12 AND 2X8 TO MAX 1;12 RAMP SLOPE. LEADING EDGE OF2X12 W/ 1/4" VERTICAL RISE TO 1:2 SLOPE TO FIN SLOPE. CONT WATERPROOF 5 EPDXY GLUE TRANSITION ASSEMBLY TO C. REINF CONC FTG W/ THICKENED EDGES TO MIN 12" BELOW HN GRADE. MIN SLAB DEPTH 1N CENTER 4" THK OVER 4" THK 3/8" GRAVEL BASE. (2) #4 REBAR TOP & BTTM (MIN 3" COVER) SEE 2/ Al RAMP/STAIR FRAMING PLAN REINF CONC STRIP FTG MIN _ 12" BELOW HN GRADE. (2) #4 REBAR TOP & BTTM (MIN 3" COVER). SEE 2/AI RAMP/ STAIR FRAMING PLAN 2 RAIL CAP ASSEMBLY; 2X4 WD CAP W/ (2) 1 X3 WD APRON TRIM CENTER ASSEMBLY, GLUE & ATTACH W/ MTL FASTENERS. SECURE TOP CAP TO POST WITH SIMPSON A23 EA SIDE. CENTER RAIL ASSEMBLY ON PT 4X4 WD POST. SEAL ALL NON TREATED WD ALL SURFACES. TYP 2X4 WD CURB SECURE TO INSIDE FACE OF POSTS & DECK, SEAL. TYP 2X4 MAX FIN GAP BTWN BRDS 1/2" WD DECK, SEAL & COAT TOP SURFACE W/ SPLIP RESISTANT GRIT COATING, TYP t- t- 2X6 WO STRINGER EACH SIDE OF RAMP, SECURE TO FACE OF 4X4 WD POST WITH E(2) POST 1/2"TYP$CREW$ EX[G LEDGER ETU. MODULAR STRICTURE `t; DR t_6n T REINF CONC FTG 16" DIA MIN 12" BELOW HN GRADE. Ramp/Stair Framing Plan 1 /4" = 1 ' - 0" CONT 1 1/2" DIA WD HANDRAIL. MOUNT CL 36" ABOVE FIN DECK SURFACE. SECURE TO POSTS & WD SUPPORT MEMBER W/ HEAVY- DUTY MTL SUPPORT BRACKETS SET 2X6 WD SUPPORT MEMBER FLUSH W/ INSIDE FACE OF POSTS. SECURE TO POSTS W/ SIMPSON F826 OR EQ . TTP ALL LOCATIONS OF HANDRAIL EXTENSIONS. *29" AFGrode MID LANDING 2X4 (MAX FIN GAP BTWN BRDS 1/2") WD DECK, SEAL & COAT TOP SURFACE W/ SPLIP RESISTANT GRIT COATING, TYP 2X6 PT WD JOIST/STRINGER W/ SIMPSON HUS26 EA END, TYP 2X6 CROSS BEAM, SECURE TO INSIDE FACE OF POST W/ MIN (2) 1/2" LAG SCREWS EA END. (SEE 2/Al FOR LOCATION DBL BEAMS) PRECAST CONC POST BASE W/ MTL BASE BRACKET 2X8 WD LEDGER SECURE TO EXTG WD BEAM W/ 1/2" LAG SCREWS 12"OC 8 (2) SIMPSON DTT2 TO LNDG BEAM 2X6 WD JOISTS.16" OC. SIMPSON HUS26 EA END, TYP ©a LANDINGS g'_ 10 PRECAST CONC POST BASE W/ MTL BASE BRACKET. TYP REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 2020 City of Tukwila BUILDING DIVISION 4 Ramp Side Elevation =1,-0,r L.J VERIFY EXTG THRESHOLD MEETS MIN ADA ACCESSIBILITY OR P I _ NEW \ EXTG PORCH EXTG 4X6 WD POST NEI WPT4X6WDPOST —`-REMOVE EXTG DBL OR. P&I NEW SOLID CORE DEL DR W/ RIGHT LEAF 36". RIGHT LEAF W/ NOM 12"X 24" TEMPERED SAFE- TY RELITE. ADA APPROVED LEVER HARD- WARE EA LEAF. COQ(+��RDINATE DEADBOLT LOCK & KEYING Whl5WNER. ES *29 " AFG jPI4TOP RAMP UP 7e <1:12 MID LNDG MID RAMP UP 13E < 111E (.l BTTM RAMP • 12 fiT,ri D G l Ramp/Stair Floor Plan 1/4"=1'-0" EXTG MODULAR BLDG BEYOND EXTG WD FRAME SHED ROOF DEMOLISH PORTION OF ROOF BEYOND. NEW SHED ROOF, COMPLETELY FLASH AND MAKE WEATERTIGHT INTERFACE WITH EXTG ROOF ASSEMBLIES SET PT 4X4 WD POST IN SIMPSON MPB44Z POST BASE OR EQ. IMBED IN REINF CONC FOUNDATION MIN 6" COVER ALL SIDES. SEE FRAMING PLAN; 2/Al RIP BTTM OF RAMP PT 2X6 WD FRAMING TO HN GRADE. THOUROUGLY APPLY PRESERVATIVE TREATMENT, IN FIELD, TO ALL CUT OR OTHERWISE EXPOSED SURFACES. SET MEMBER ON MIN 2 LAYERS 30# SAT FELT. WRAP UP EA SIDE OF MEMBER MIN 2" EXTG STORAGE *36" AFG *16" AFG THIS SEAL 15 GREEN ON ORIGINAL I RECEIVED 0 CITY OF T UKWILA Y 13, DEC 11 2019 12 1.12 PERMIT CENTER tU RAIL CAP ASSEMBLY: 2X4 WD CAP W/ (2) I X3 WD APRON TRIM CENTER ASSEMBLY, GLUE & ATTACH W/ MIL FASTENERS. SECURE TOP CAP TO POST WITH SIMPSON A23 EA SIDE. CENTER RAIL ASSEMBLY ON PT 4X4 WO POST. SEAL ALL NON TREATED WD ALL SURFACES. TYP SET 2X6 WO HANDRAIL SUPPORT MEMBER FLUSH W/ INSIDE FACE OF POSTS. SECURE TO POSTS W/ SIMPSON FB26 OR EQ . TYP ALL LOCATIONS OF HANDRAIL EXTENSIONS. *36" AFGrode TOP LANDING FLUSH WITH EXTG PORCH DECK AFGrade PRECAST CONC POST BASE W/ MTL BASE BRACKET 2X4 WD CURB SECURE TO INSIDE FACE OF POSTS & DECK. SEAL, TYP 2X4 (MAX FIN GAP BTWN BRDS 1/2") WD DECK, SEAL & COAT TOP SURFACE W/ SPLIP RESISTANT GRIT COATING, TYP 2X6 PT WD JOIST W/ SIMPSON HUS26 EA END, TYP 2X6 CROSS BEAM, SECURE TO INSIDE FACE MIN (3)SIMPSON 1/4' SDS SCREWS EA END F POST W/ A aG_p NaV EE 3, Accessible Ramp Al 1 Post Extension Detail nts 4X6 WD POST EXTENSION CUT LET EXTG BEAM INTO 4X6 SOLID WD POST EXTENSION SIMPSON LCE4 TOP &BTTM EXTG BEAM TO NEW BEAM & POST EXTENSION, SEAL 4X6 WD POST, SEAL CONT SINGLE PLY 90# FIBERGLASS - ASPHALT SHALLOW PITCH ROLL ROOFING OVER 1/2" APA STRUCTURAL PLYWD SHEATHING. MIN 4" LAPS W/ CONT COLD - SET ASPHALT ADHESIVE SEALED & CONCEALED NAILING. 12" STARTER STRIP @ ALL EDGES NAILED @ 4" OC & COVERED WITH ADHESIVE. CONT DBL COVERAGE ACROSS ROOF TRANSITION (MIN 12' EA SIDE) IN CONT DLD-SET ASPHALT ADHESIVE SET TOP FACE OF 1/2" APA RATED PLYWD 4" BELOW EXTG HN. ROOFING SIMPSON HUS26 EA RAFTER SECURE SOLID 2X WD SOFFIT & LEDGER TO EXTG STRUCTURE OVERHANG. EXTG WD LEDGER DEMOLISH PORTION OF ROOF 2X6 WO RAFTERS @ 16" OC. 4X8 SOLID WD BEAM W/ SIMPSON CC46 2 EA POST SUPPORT 1' 2X4 DIAG CROSS BRACING, SECURE TO POSTS W/ (2) 1/2" DIA LAG BOLTS EA END SIMPSON H2.5A EA SIDE EA RAFTER 2 Ramp Cross Section 4X8 SOLID WO BEAM SIMPSON ECCU46 2X6 SOLID WD SIDE BRACE W/ 2 ROWS 1/4" SIMPSON SDS @ 8" OC ALTERNATING CONT MTL DRIP EDGE 1.4 WD TRIM FASCIA / 2X6 WD FASVIA BRD /� 2X6 SOLID WD BLFG, TYP RAIL CAP ASSEMBLY; 2X4 WO CAP W/ (2) 1 X3 WD APRON TRIM CENTER ASSEMBLY, GLUE & ATTACH W/ MTL FASTENERS. SECURE TOP CAP TO POST WITH SIMPSON A23 EA SIDE. CENTER RAIL ASSEMBLY ON PT 4X4 WD POST. SEAL ALL NON TREATED WD ALL SURFACES. TYP 2X3 WD RAILS, MAX 4" CLR GAP. SECURE TO POSTS W/ (2) 1/2" LAG BOLTS EA END. SEAL 12X4 (MAX FIN GAP BTWN BROS 1/2") WD DECK. SEAL & COAT TOP SURFACE W/ SPLIP RESISTANT GRIT COATING, TYP SET 2X6 WD HANDRAIL SUPPORT MEMBER FLUSH W/ INSIDE FACE OF POSTS. SECURE TO POSTS W/ SIMPSON FB26 OR EQ . TYP ALL LOCATIONS OF HANDRAIL EXTENSIONS. 2X6 CROSS BEAM, SECURE TO INSIDE FACE OF POST W/ MIN (2) 1/2" LAG SCREWS EA END 2X6 PT WD JOIST W/ SIMPSON HUS26 EA END, TYP , , CONT #4 BENT BARS @ 16" OC CONT REINF CONC FTG W/ THICKENED EDGES TO MIN 12" BELOW FIN GRADE. MIN SLAB DEPTH IN CENTER 4" THK OVER 4" THK 3/8" GRAVEL BASE. (2) #4 REBAR TOP & BTTM (MIN 3" COVER) : SEE 2/A1 RAMP/STAIR FRAMING PLAN 2X6 PT WD JOIST W/ SIMPSON HUS26 EA END. TYP 4 Bttm Ramp Detail CONT 1 1/2" DIA WO HANDRAIL. MOUNT CL 36" ABOVE FIN DECK SURFACE. SECURE TO POSTS & WD SUPPORT MEMBER W/ HEAVY- DUTY MTL SUPPORT BRACKETS z 2X6 CROSS BEAM, SECURE TO INSIDE FACE OF POST W/ MIN (3) SIMPSON 1/4" SDS SCREWS EA END PRECAST CONC POST BASE W/ MTL BASE BRACKET SET 2X6 WD HANDRAIL SUPPORT MEMBER FLUSH W/ INSIDE FACE OF POSTS. SECURE TO POSTS W/ SIMPSON FB26 OR EQ . TYP ALL LOCATIONS OF HANDRAIL EXTENSIONS. NEW 2X6 WD APRON TRIM SET UNDER EXTG WD CAP. SECURE NEW 1 1/2" DIA WD HANDRAIL TO APRON TRIM W/ HEAVY DUTY MTL HANDRAIL BRACKETS. 2X4 WD CURB SECURE TO INSIDE FACE OF POSTS & DECK, SEAL, TYP 2X4 (MAX HN GAP BTWN BRDS 1/2") WD DECK, SEAL & COAT TOP SURFACE W/ SPLIP RESISTANT GRIT COATING, TYP RIP PT 4X6 WD FOR BASE TIE BEAM. EXTEND FROM OUTSIDE FACE OF NEW & OUTSIDE FACE OF EXTG WD POST AT BASE BEHIND EXTG RISER UNDER EXTG TREAD. SET ON MIN 2 LAYERS 30# SAT FELT. SECURE TIE BEAM TO BASE OF EA POST W/ (2) 1/2" LAG BOLTS EA END. 4X6 PT WD BLOCKING BETWN BASE OF EXTG 4X4 WO POSTS. SECURE TO POSTS & TO STRINGER. SET ON MIN 2 LAYERS 30# SAT FELT. BTTM RAMP TRANSITION: RIP 2X12 AND 2X8 TO MAX 1;12 RAMP SLOPE. LEADING EDGE OF 2X12 W/ 1/4" VERTICAL RISE TO 1:2 SLOPE TO FIN SLOPE. CONT WATERPROOF EPDXY GLUE TRANSITION ASSEMBLY TO CONC. MTL POST CAP; SIMPSON LCE4 OR EQUAL,TYP RAIL CAP ASSEMBLY; 2X4 WO CAP W/ (2) 1 X3 WD APRON TRIM CENTER ASSEMBLY, GLUE & ATTACH W/ MTL FASTENERS. SECURE TOP CAP TO POST WITH SIMPSON A23 EA SIDE. CENTER RAIL ASSEMBLY ON PT 4X4 WO POST. SEAL ALL NON TREATED WD ALL SURFACES. TYP CONT 1 1/2" DIA WD HANDRAIL. MOUNT CL 36" ABOVE FIN DECK SURFACE. SECURE TO POSTS & WD SUPPORT MEMBER W/ HEAVY- DUTY MTL SUPPORT BRACKETS NEW 2X6 WD APRON TRIM SET UNDER EXTG WD CAP. SECURE NEW 1 1/2" DIA WD HANDRAIL TO APRON TRIM W/ HEAVY DUTY MTL HANDRAIL BRACKETS. 2X4 WD CURB SECURE TO INSIDE FACE OF POSTS & DECK, SEAL TYP 2X4 (MAX FIN GAP BTWN BRDS 1/2") WD DECK SEAL & COAT TOP SURFACE W/ SPLIP RESISTANT GRIT COATING. TYP RIP SOLID WD STRINGERS TO FIN RAMP SLOPE MAX 1:12. ON MIN 30# SAT FELT RIP SOUD PT WD BLOCK ON MIN 30# SAT FELT CONT — REBARTOP & B M (MEINF CONC IN 3" COVER) SEE 2/ � Al RAMP/STAIR FRAMING PLAN REVIEWED I— OR CODE COMPLIANCE APPROVED FEB 2 5 2020 City of Tukwila BUILDING DIVISION RECEIVED EXTG MODULAR BLDG BEYOND CST( OF TU I ( VtLA EXTG WD FRAME SHED ROOF DEMOLISH PORTION OF ROOF BEYON� NEW SHED ROOF, COMPLETELY FLASH AND 1 DEC + 2019 MAKE IGHT INTERFACE WITH EXTG 11 1 L ROOF ASSEMBLIES 0-141141 ERMIT CENTER 111`1kip R -� 11111111 u111411 71 TT I' —T TI I In1 � � ° �IIIIWI �•L.L..._•-- 11 Inter �nnli 1111� II II II II III *!.:male '�1wq 3 Ramp Top Longitudinal Section ( 11 11 11 !I .11111211 MAIL Ai, 2X6 CROSS BEAM. SECURE TO INSIDE FACE OF POST W/ MIN (2) 1/2" LAG SCREWS EA END 2X6 PT WD JOIST W/ SIMPSON HUS26 EA END. TYP 1 1 RAIL CAP ASSEMBLY; 2'4 i D CAP W/ (2) 1 X3 WD APRON TRIM CENTER ASSEMBLY; GLUE & ATTACH W/ MTL FASTENERS. SECURE TOP CAP TO POST WITH SIMPSON A23 EA SIDE. CENTER RAIL ASSEMBLY ON PT 4X4 W D' POST. SEAL ALL NON TREATED WD ALL SURFACES. TYP I X3 WD RAILS, MAX 4" CLR GAP. SECURE TO POSTS W/ (2 1/2" LAG BOLTS EA END. SEAL 2X4 WO CURB SECURE TOI INSIDE FACE OF POSTS & DECK, SEAL. TYP 2X4 )MAX FIN GAP BTWN 1 BROS 1/2") WD DECK, SEAL & GOAT TOWSURFAGE--' W/I SPLIP RESISTANT -GRIT -COATING) TYP 2X4 DIAG-CROSS BRACING, SECURE TO POSTS W/ (2) 1/2" DIA LAG .BOLTS EA -END - --- 4X4 PT WD POST ON PRECAST CON POST BASE W/ MTLLBASE BRACKET PRECAST CONC POST BASE W/ MTL BASE BRACKET 2X6 PT WD JOIST W/ SIMPSON HUS26 EA END, TYP 10 IS 5EAL 15 GREEN ON ORIGINAL Eastside For Hire i Accessible Ramp A2 8 ft Chain Link Fence With Rolling Gate Surrounds Entire Property Architectural Renderings for Facility & Access Submitted Separately /14.111111!!1'■■. ]Tukwila International Boulevard Southbound Tukwila International Boulevard Northbound 5b: :ft rontag& irlewalk Borciei : Eastside For Hire, Inc. Site Plan 14120 Tukwila International Boulevard S. Tukwila, Washington June 7,20'18 Scale: 1 = 15' FEB 2' 5 2020 City of Tukwila BUILDING DIVISION RECEIVE() CITY OF TUKWILA DEC 11 2019 PERMIT CENTER KERN STRUCTIRAL WEEPS REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 2020 City of Tukwila BUILDING DIVISION Structural Design Calculations Eastside For Hire HQ Office Structural Upgrade Tukwila, Washington Client Information Samatar Guled General Manager 14120 Tukwila Intl Blvd S. Tukwila, WA 98168 Prepared By: Peterson Structural Engineers November 9, 2017 Job No. 17-378 RECEIVED CITY OF TUKWILA DEC 11 2019 PERMIT CENTER Project Site 14120 Tukwila Intl Blvd S. Tukwila, WA 98168 47.4759, -122.2830 Endorsement bl'O39/ www.psengineers.com Por hand. OR j Tac3rna.WA Scope: To provide structural calculations in support of upgrades as stipulated in the `Voluntary Correction Agreement by and between The City of Tukwila, Ben Carol Land Development, Inc., and Eastside For Hire' ("Agreement"). Such structural improvements include support along the marriage line, foundation improvement for lateral and gravity loads, and re -design of exterior stair and awning supports. Non-structural items adressed in the agreement are covered outside of this document by other specialties. Any other elements not specifically referenced in these calculations are outside the purview of these calculations and are designed by others. References: 1. ASCE/SEI 7-10, Third Edition, Minimum Design Loads for Buildings and Other Structures, American Society of Civil Engineers (ASCE) 2. 2015 International Building Code (IBC) with Washington Amendments 3. 2015 National Design Specification for Wood Construction, ANSI/AF&PA (NDS) 4. 1994 American National Standard, Manufactured Home Installation, ANSI A225.1-1994 5. 2009 Federal Emergency Management Agency (FEMA), Protecting Manufactured Homes from Floods and Other Hazards, A Multi -Hazard Foundation and Installation Guide, FEMA P-85, Second Edition Table of Contents Scope & References 1 Table of Contents 1 Design Criteria 2 Garage Addition Layout 3 Snow Design Loads 5 Seismic Design Loads 6 Wind Design Loads 8 Design Lateral Loads 9 Main Building Design Checks 13 Ramp Design Checks 22 Appendix A: Enercalc Documents A Appendix B: Simpson Connectors B Appendix C: Perforated Shear Walls C Appendix D: FEMA P-85 D Portland Office 9400 SW Barnes Rd., Suite 100 Portland, Oregon 97225 Tacoma Office 708 Broadway Suite 110 Tacoma, Washington Project: 17-378 Date: 11 /09/ 17 27 Calc. By GRL Sheet No. 1 of Design Criteria per the IBC and ASCE 7-10 Dimensions Height; Width; Length; Roof Slope; Risk Category Importance Factors Snow; Seismic; Loads Dead Loads Roof Dead; Wall Dead; Floor Dead; Channel; Live Loads Roof Live; Floor Live; Stairs & Exits; Snow Loads Ground Snow; Wind Load Wind Speed; Il h = 14ft; hw = I Oft; B = 28.8ft; Bi = 9.6ft; L= 52ft; Roof height above grade Shear wall height Total width of Office Unit width Length of Office, w/o awnings 0.25;12; 0r = atan(ccll2) = 1.2° IS 1.0; Ie 1.0; D,=12psf; Dw 7psf; D=l Opsf; De= 13.7plf; Lr=20psf; L50psf; L5=100psf; pg 25psf; Vw= 110mph; Exposure Cat.; B; Seismic Load Spectral Response Criteria; Site Soil Classification Table 1.5-1, Ref 1 Table 1.5-2, Ref 1 Table 1.5-2, Ref 1 Table C3-1, Ref 1 Light -frame wood roof with sheathing and roof membrain Light frame 2x4 wood with gyp and insulation. Metal siding Light Frame 2x10 wood with sheathing Steel support channel C8x13.7 Table 4-1, Ref 1 Ordinary, flat, pitched and curved roofs Offices Stairs and exits Per the City of Tukwila's Design Criteria Per the City of Tukwila's Design Criteria 85mph ASD, no topographic effects §26.7.3, Ref 1 Ss = 1.490; Si = 0.558; D Figure 22-1, Ref 1 Figure 22-2, Ref 1 Per the City of City of Tukwila's Design Criteria Portland Office 9400 SW Bames Rd., Suite 100 Portland, Oregon 97225 Tacoma Office 708 Broadway Suite 110 Tacoma, Washington Project: 17-378 Date: 11/09/17 Cale. By GRL Sheet No. 2 of 27 Figure 2. Office Front Elevation View Portland Office 9400 SW Barnes Rd., Suite 100 Portland, Oregon 97225 Project: 17-378 Date: 11/09/17 PERM STRICTINIE amps Tacoma Office 708 Broadway Suite 110 Tacoma, Washington Calc. By GRL Sheet No. 3 of 27 X-r rr 1 Y S-ionY014,4,4 p � b] Sg11af u nee Ih;Muw�M r-r r.e w+' Figure 3. Interior Layout 11♦ Portland Office 9400 SW Barnes Rd., Suite 100 Portland, Oregon 97225 Project: 17-378 Date: 11/09/17 Tacoma Office 708 Broadway Suite 110 Tacoma, Washington Calc. By GRL Sheet No. 4 of 27 l�tiElSlllft�ilMlp� ASCE 7-10 Chapter 7 - SNOW LOADS FLAT ROOF SNOW LOAD (Slope < 15°) Flat -roof snow Toad, pf= 0.7C0Crlsp, Exposure factor, Ce = Thermal factor, Ct = Flat -roof snow Toad, pf= Min pf (ASCE 7) = Calculated pf= 0.90 1.00 15.75 20.00 20.00 psf psf psf Eq. 7.3-1 Table 7-2 Table 7-3 SLOPE ROOF SNOW LOAD (Slope > 15°) Ps = C Design pf = Slope 0 = Ct= Slope factor Cs = Calculated Ps = PSBD spf 20.00 1.19 1.00 1.00 20.00 0.00 Eq. 7.4-1 psf ° 7.4.1, 7.4.2, 7.4.3 Figure 7.2a,b and c psf Rain on snow does not apply to this case. psf Building Dept. Minimum PARTIAL LOADING UNBALANCED SNOW LOADS File: Latitude Longitude: Elevation: 288 17-378-03 Snow Lo Balanced and Unbalanced Snow Load for Hip and Gable Roof (Fig. 7-5) Snow Density y = U.13pg + 14 5 3U pCr Eq (7.7-1) = 17.25 pcf FLAT ROOF WIDTH L/W= 1.11 w= 26.0ft �= 0.51 0 =1.19 ° L= 28.8 ft BALANCED 20.0 psf S= hd = 8hdSo.s/3 = N/A 1.34 N/A • • • Run/Rise ft 0.43W1/3(pa+10)1i4-1.5 ft Length of applied hdy/S°.s • 47.4759 -122.283 (ft he = 0.5 ft Portland Office S E Portland. Oregon 97fl$ 9400 SW Barnes Rd., Suite 100 Tacoma Office PETERSON STRUCTURAL ENGINEERS 708 Broadway Suite 110 Tacoma. Washington Project: 17-378 Date: 11/09/17 Designer: GRL Sheet: 5 of 27 Building Seismic Design Loads: L Seismic Base Shear - Building Structures Building Code Information - Seismic Risk Category = Spectral Accel., Ss = Spectral Accel., S1= Long. Trans. Period, TL = Importance Factor, I = Soil Site Class = Structure Height, ha = I I 1.490 0.558 6.0 1.00 D 14.00 ASCE 7-10, Table 1.5-1 ASCE 7-10 Figures 22-1 to 22-11 ASCE 7-10 Figures 22-2 to 22-11 sec. ASCE 7-10 Fig's. 22-12 to 22-16 ASCE 7-10 Table 1.5-2 ASCE 7-10 Table 20.3-1 ft. Seismic Force Resisting System Light -framed (wood) walls sheathed with wood structural panels rated for shear resistance Response Mod. Coef., R = Overstrength Factor, S2 = Defl. Amplif. Factor, Cd = Building Height Limit = 6.50 3.0 4.0 65.0 ASCE 7-10 Table 12.2-1 ASCE 7-10 Table 12.2-1 ASCE 7-10 Table 12.2-1 ft, ASCE 7-10 Table 12.2-1 Building Height Okay for Seismic Force Resisting System Fundamental Period Actual Calc. Period, Tc = Period Coefficient, CT = Period Exponent, x Approx. Period, Ta = Upper Limit Coef., Cu= Period max., T. = Fundamental Period, T = 0.020 0.750 0.145 1.400 0.203 0.145 File: Latitude: Longitude: from analysis (calculated if blank) ASCE 7-10 Table 12.8-2 ASCE 7-10 Table 12.8-2 sec., Ta = CT*hnx, ASCE 7-10 Section 12.8.,2.1, Eqn. 12.8-7 ASCE 7-10 Table 12.8-1 sec., Tmax= Cn*Ta, ASCE 7-10 Section 12.8.2 sec., T = Ta <= Cu*Ta, ASCE 7-10 Section 12.8.2 Calculated Seismic Design Parameters Using Equivalent Lateral Force P ocedure for Regular Single -Level Building/Structural Systems Site Coefficients: Fa = 1.000 ASCE 7-10 Table 11.4-1 Fv = 1.500 ASCE 7-10 Table 11.4-2 Maximum Spectral Response Accelerations for Short and 1-Second Periods: SMs = 1.490 SMs = Fa*Ss, ASCE 7-10 Eqn. 11.4-1 SM1 = 0.837 SM1 = F *S1, ASCE 7-10 Eqn. 11.4-2 Design Spectral Response Accelerations for Short and 1-Second Periods : SDS = Sol = Seismic Design Category: Category(for SDs) = Category(for SDI) = Use Category = 0.993 Sos = 2*Sons/3, ASCE 7-10 Eqn. 11.4-3 0.558 SDl - 2*SMi/3, ASCE 7-10 Eqn. 11.4-4 D D D ASCE 7-10 Table 11.6-1 ASCE 7-10 Table 11.6-2 Most critical of either category case above controls Seismic Design Coefficients 17-378-01 Seismic 47.4759 -122.283 tFlexible Diaphragm (a) hr gly Eh=Cs*W -i Seismic Base Shear (Regular Bldg. Config Only) Note a: Dist. Between vert elements of the seismic force resisting system do not exceed 40ft Cs = S05/(FUI), ASCE 7-10 Section 128.1.1, Eqn. 12.8-2 For T<=TL, CS(max) = SD1/(T*(R/I)), ASCE 7-10 Eqn. 12.8-3 CS(min) = 0.044*SDS*I >= 0.01, ASCE 7-10 Eqn. 12.8-5 0.153 0.593 0.044 Seismic Base Shear Cs =I 0.153 Jg's *Base Shear, Eh = CSW Seismic Vertical Component 0.2*Sos = 0.199 g's *Uplift Force, E = 0.2SosW PETERSON STRUCTURAL ENGINEERS Portland Office 9400 SW Barnes ltd., Suite 100 Portland. Oregon 97225 Tacoma Office 708 Broadway Suite 110 Tacoma. Washington Project: 17-378 Date: 11/09/17 Designer: GRL Sheet: 6 of 27 Ramp Seismic Loads: Seismic Base Shear - Building Structures Building Code Information - Seismic Risk Category = apet.udl nt.t.el., as - apeI.udl MAXI., 31 IId11D. reiiuu, IL - Importance Factor, I = Soil Site Class = au ut.wie nelb'nl, Iln - II 1.490 0.558 6.0 1.00 D 3.00 ASCE 7-10, Table 1.5-1 ASCE 7-10 Figures 22-1 to 22-11 ASCE 7-10 Figures 22-2 to 22-11 sec. ASCE 7-10 Fig's. 22-12 to 22-16 ASCE 7-10 Table 1.5-2 ASCE 7-10 Table 20.3-1 ft. Seismic Force Resisting System Timber frames Response Mod. Coef., R = uverstrengtn factor, Szo - ueti. Amput. hactor, Cd = Building Height Limit = 1.50 1.5 1.5 35.0 ASCE 7-10 Table 12.2-1 ASCE 7-10 Table 12.2-1 ASCE 7-10 Table 12.2-1 ft, ASCE 7-10 Table 12.2-1 Building Height Okay for Seismic Force Resisting System Fundamental Period Actual Calc. Period, Tc = Period Coefficient, CT = Period Exponent, x = Approx. Period, Ta = Upper Limit Coef., C = Period max., T. - Fundamental Period, T = 0.020 0.750 0.046 1.400 0.064 0.046 from analysis (calculated if blank) ASCE 7-10 Table 12.8-2 ASCE 7-10 Table 12.8-2 sec., T, = CT*h„x, ASCE 7-10 Section 12.8.2.1, Eqn. 12.8-7 ASCE 7-10 Table 12.8-1 sec., Tmax = Cu*Ta, ASCE 7-10 Section 12.8.2 sec., T = Ta <= Cu*Ta, ASCE 7-10 Section 12.8.2 File: Latitude: Longitude: 17-378-05 Ramp Se 47.476342 -122.283119 «1 Calculated Seismic Design Parameters Using Equivalent Lateral Force Procedure for Regular Single -Level Building/Structural Systems Site Coefficients: Fa = Fv = Maximum Spectral Res 1.000 1.500 ASCE 7-10 Table 11.4-1 ASCE 7-10 Table 11.4-2 onse Accelerations for Short and 1-Second Periods: 5Ms = 1.490 sMs = Fa*Ss, ASCE 7-10 Eqn. 11.4-1 5M1 = 0.837 5M1 = F„*Si, ASCE 7-10 Eqn. 11.4-2 Desi n S ectral Res onse Accelerations for Short and 1-Second Periods : SOS = 0.993 SDS = 2*SMs/3, ASCE 7-10 Eqn. 11.4-3 5D1= 0.558 SDI= 2*SM1/3, ASCE 7-10 Eqn. 11.4-4 Seismic Design Category: Category(tor 5D5) = Category(tor 5Dil = Use Category = D D D ASCE 7-10 Table 11.6-1 ASCE 7-10 Table 11.6-2 Most critical of either category case above controls Seismic Design Coefficients Ls(max) = Cs(min) = 0.662 8.160 0.044 Flexible Diaphragm (a) V th=l.5W ---• Seismic Base Shear (Regular Bldg. Config Only) Note a: Dist. Between vert elements of the seismic force resisting system do not exceed 40ft cs = S„s/(R/I), ASCE 7-10 Section 12.8.1.1, Eqn. 12.8-2 For T<=TL, CS(max) = SD1I(T*(R/I)), ASCE 7-10 Eqn. 12.8-3 CS(min) = 0.044*SDS*I >= 0.01, ASCE 7-10 Eqn. 12.8-5 Seismic Base Shear Cs =I 0.662 Jg's -tease Shear, th = LSW Seismic Vertical Component U.Z' SDs =J 0.199 les ;Uphtt Force, ty = U.LJDSW Portland Office 9400 SW Barnes Rd.. Suite 100 Portland. Oregon 97225 J � Project: 17-378 Date: 11/09/17 PETERSON STRUCTURAL ENGINEERS Tacoma Office 708 Broadway suite 110 -- Tacoma. Washington Designer: NRW Sheet: 27 7 of Basic wind speed (3 sec gust) = Exposure Roof Pitch Mean Roof Height h = Topographic Factor Ke = Height & Exposure Adjustment factor, A = 52.0 ft -5.95* (-9.97) 12.72 (19.21) l (19.21) 12.72 • f (19.21) • ASCE 7-10 Chapter 27: WIND FORCES ON BUILDING - Part 2: Simplified Method 110 MPH B ASCE Sect. 26.7 0.23 :12 14 ft 1 ASCE Sect. 26.8 (evaluated at h) 1 Figure 28.6-1 -16.01 -10.16 (-23.06) (-13.08) • • • 8= 1.1 t t t t All forces shown in psf 14.0 ft 52.0 ft TRANSVERSE ELEV. 2a= 6.0 ft 6.22 kips 14.9psf 10.52 k 14.2 psf 28.8 ft All forces shown in psf i 2a= 6.0 ft • • 1 • • 12 72 (19.21) PLAN VIEW • (1921) -16.01 (-23.06) File: '17-378-02 Wind Loads Sim -10.16 (-13.08) t t t t t t 28.8 ft LONGITUDINAL ELEV. 10 % of least dimension= 40 % of the eave height = 4 % of least dimension or 3 ft= therefore a = 2a = Example, from Fig 28.6-1 longitudinal for wall horizontal load at end zone, Poo = Height & Exposure Adjustment factor, A = Topographic Factor, Kn = (A)(Kn)(Pa30) = FIGURE 28.6-1, MWFRS - Method 2, Enclosed Building 2.9 ft 5.6 ft 3.0 ft 3.0 ft 6.0 ft 19.21 psf 1.00 1.00 19.21 psf 14.5 ft Load Direction Roof Angle Horizontal Loads Vertical Loads End Zone Interior zone End Zone Interior zone Overhang Wall (A) Roof (B) Wall (C) Roof (D) WIC/ (E) LW (F) WW (G) LW (H) EOH GOH Transverse-LC1 1.1 19.21 -9.97 12.72 -5.95 -23.06 -13.08 -16.01 -10.16 -32.30 -25.25 Transverse-LC2 1.1 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Longitudinal All 19.21 -9.97 12.72 -5.95 -23.06 -13.08 -16.01 -10.16 -32.30 -25.25 " If roof pressure under horizontal loads Is less than zero, use zero. " End zone wind pressures shown in (xx). * Plus/minus signs signify pressures acting toward/away from projected surfaces, respectively. Fig30.5-1, COMPONENT AND CLADDING Topographic Factor Krt = 1.00 ASCE Sect. 26.8 (evaluated at h/3 - per ASCE Sect. 30.5.2) Area for wall element = Wall, Interior Zone 4 = End Zone 5 = Area for Overhang element = Overhang, End Zone 2 = Corner Zone 3 = Area for Roof element = Roof, Interior Zone 1 = End Zone 2 = Corner Zone 3 = 10 ft` 21.78 -23.61 psf 21.78 -29.19 psf 10 ft2 - -31.38 - -51.69 10 ft` 8.87 -21.78 8.87 -36.51 8.87 -54.99 psf psf psf psf psf RESTRICTIONS: (30.5,1) 1. Building Height < Least Horizontal Plan Dimension 2. Building Height < 60 feet. 3. Building is Enclosed. 4. Roof is Flat, Gabled or Hip. 5. Building Plan is NOT Irregular. Portland Office 9400 SW Barnes Rd.. Suite 100 Portland, Oregon 97225 Tacoma Office 708 Broadway Suite 110 Tacoma, Washington Project: 17-378 Date: 11/09/17 Designer: GRL Sheet: 8 of 27 PETERSON STRUCTURAL ENMNEERS De 5 3" \_..4,4L_r. 3e. s .AA - 3 R, t v51 V52 c'4' V53 aeg� Av.) ":51 Roo - �r M ((, .4- 4 V51 - CS]0.1S3 [12/A 4.143 - )\ ,g- v52 = o 163 1251 5 /4 t 2-14 + 2x id x �iv„s c),153 L2s.ce x = 24 0.4- 165%1.10 51 = 651 16 4- (3.153SL7-rA- x laix 2.5 j:- 2_04 1b �52 IL61Ito 15C1b{0,IC)3x[1 -�101v21,151=Z11 11� 1 P tcr-on Structural Engineer', Inc. rnrw-psengineers.cam project 17_ 378 date 11/09/17 designer _GRL sheer! 9 of 27 2� \/ c N-S Re-54.1 k 13.52.14 , v11 `12r`y 1Xt. 1^01C ri NIWI R�„ tA)2 = 1 10.52 . '2, (030. %s 2w-.15 NiWt - t to.52k - l 01.&- 2. otie k project 17-378 date 11/09/17 designer GRL sheaf 10 at 27 Pcicrcon structural Englnncra, Inc. WWW.psenginee's.corfl ___ v3/\g 0.1531.C)(6 gsg 45h �- 5zx►z?5- - 2Xkb 7] _1\\:1(4 P v5$ = v5R } 6.153L51r16f5q = 11(•S 6Lk 1 V. 5 1 L'I si Ito RSA = 1"-`6 110 4- 0.16* x 14/x 521 - 211 5 1kv5 25a = 1LLI516 +6,153Lir4-xlc x511j = Z2UZ 1125 Poterson Structural Engineers, Inc. www.psengineers.com project 17-378 date 11/09/17 designer GRL sheet 11 of 27 21 C. ks ,)1\ a re.. o lt.1y �r� y \,9.1- tea'( 6%% (, 22 k = 1 555 11, Z. Z tkist,\15 vw�=ti,22k ��BpQ�- 51:65v,A C-4^ „A. dE L ) protect 17-378 date 11/09/17 Pctercon Structural Engineers, Inc. www.psengineers.com destgner GRL sheet 12 of 27 1 Ado (Lr7I,$)%► 15/ 37, I I / i+''— f i. i�'-9 O 26.'d' '',krg.5'-j t5.7i Mix Se 5 Pr 3 �� 5 rt.". I (I c wcza (5) (5) Se.„ , es�gvt res31/5 3.5X\\.Z5 `13 �ar•�l�atnt (2) 3.5 x 11,25 „dv, 14- d Otoul�. , Patcrcon Structural Enginecra, Inc. www.psengineers.com project 17-378 date 11/09/17 13ot 27 designer GRL sheet () �� �+�/Z c- ADS T.1914_ 'A • ZS ‘ O.: W/6.4-A.) 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S ad 53'x ►5.1' 2.1 �2 23-3/ v.)seJI 2.2' 2.3' 3/ 5/ 2..5'x I31 k— 2%.g 1 •Fv°i1 V e 5et_t;a, 3` 17i11/1 1 /I if .7 Ja'J W S� gad t.t' 1,51.1' project 17-378 date 11/09/17 designer GRL sheet 15 of 27 Pntarcon Structurci Engen •a, trtt. vntrw.p engirders.com %Me,Y Seisc ltn,- ..11 \Ac — C jn.c,4r A t y.3 :, C C�) st 1.A i /z. ply 0a Per 1D5 r bL 4:3A , YZiact•) vw. 736 0 ipmoe .\43,.11\s 2.G% < '2.360e = ks3 s L52 �� < . 52apq �bt 2.c-) 71 ,,34sip...411 A vacL �{ P% 21145lb3 > 2064 \b5 t%st TTT2Z. i-kr t f c.n4 # ekvta Vt.or we) -cr L O C„= project 17_378 date 11/09/17 PoterSttn Structural Engineers, Inc. www.psengineers.con designer GRL sheet 16 of 27 5. Drn 5,( ro43 u1an 5 o 1 -` t,�.11 � r `� r—'-'T St�s..r 1 i 526 t.19s 6 57 2 )b5 - s4ro.II) vc'*— 10 5/ * 1 �► , ,(oA /`1S 0,6, X 263o I.b6/r6,%/ = 54.11'fA v, cx 2_(.3o 110) 13,ce = 114.3r1t L57A') sq.:15 �a 79.0 1195 tin,-r 1):4. ^5D 0,6Y 21-3a 1b/ 2�.�' = 54•$ pt ZL3o 11e/ 1`6 6-7,7 0_ © -t 321b a 16 0 119 315 1.6,p 4 . Peter:.on struotur,rt Enretnuott., Inc www pyengineers.com project 17-378 date 11 /09/ 17 designer GRL sheet 17 of 27 Dt v 6-14,e-k %x 14, Cod $lock Ayf,tt�.i1 1.-0a�s ICAC00 t a -y ' o A,i..ov‘z.,.‘ te% ‘./ r D = (r)B , D� w � Ctn atnv�.e.1 (q1251� \N S) 7 s1 1�3l Lr. ors 2 d rt- x--�� Q c L = .50 � X r Z 2 6.16@_r s) A-0 75 LkL\-\. 01- C- .5D 4, ,15S x (kV! ,1 ta%) 1: 17 1 = 1.30a116 Iboa 62, p•G-5‘ = tAD:t = 0/1, x (O ,t��y�' CJ ,� S 1�> '� i 2 Z A- E C5D x C " r) J t 5)v — NJ proect 17-378 date 11/09/17 EP . } designer GRL sheat 18 of 27 Petbreon Structural Engineers, Inc. www.psengtneers.com 6A . ; e r 5 °JtJ Sa.^ •fr I-' p;e ! = 7 T` ! 03w' JC V 1 I1DS [e‘ Zoo o 5 Peapte6.0 A. p -r 5 Pcm 30%ct 110,E = t -SLAW' 291C IL/C. 2 .(7 S Pic,s IDS t (n)) ST UPt�s ©n? VD" mot'." PA-os e_1 ` b. CGroo,S 5 k„1n0r_ 45 ° Avid aoc, ,}, Oe.dc--c) (.t2ao tbS/?n) COS t'F'Sd c6LICLi (6/,`n law•.\ e Vtri-,ce\ ,nna5t cnA 71.)^ _ JSr•./ s^iwn. -'5 ^etAur. Sitr ilL%"l eft't% lb/t�, X Z;n c't lbw N v,ni) c 'DV a ^ = I-4.r n i)302 52,f 'v Alcoi •0 / Gk, 16 b5 66 5 P�tZti� los vrA-Lt, ()) CsY rJ (}N c volts (At)Ifs Pek PLANAS I [ng.rry ,r . Inc. Protect 17-378 designer GRL date 11/09/17 sheet 19 Of 27 to, 1Z6 C pones D TT 2 i 719, Rc)a iJ ‘,"et, L ts 5 Zd7, �r!4419 2 "Dec-14- , 1,66 , i Z -4.5'--z 1. S Q.,., r- ,�-- (0' t 7e, FOOD .••, (E.) 2)(C eve '-,r A P? Aft A \P^1ZL.O.*/ v. (►J) Svppotk9 .', A > 7,1,0 t) L X Ib i 5 Cc e ta,,c,. V yf )(1,))5Ly pe..rit5,..rApr pr0)ect 17-378 d;:te 11/09/17 Peterson Structurct Engine:ere, Inc. Nrw.psengineers,corn designer GRL sheet 20 of 27 P� t .r- �J 1`c7o'i` 3r C-b t o ,A,v\ cif,e ,It t/T2,00 D : O,dio (� r ,•r S 0,3O i Pao 11a11 w --> S' P« k 1 3' RG, ; (off ,p7 WI- (ii) co‘,, CNN (2e:&lb 5r 568rp x qZ } = 30.6b re) Jr- 14 cs . ` n Struc'srsi Engine r . 6r.c. project 17-378 desfgnQr GRL clam 11/09/17 sheet 21 27 ��, -•ryft 171 .s-6. corn Pmp Oe�,bv0 c) = (Ops-F !._oV1.o7) • P...ftv\, p‘ — t DO tp t(s-m sa-s • iC rim oRA-11 -5 - S v kb/f °Q Zob lto Snow Lom r 2)S p • l- 5 0\1, c-t,.Ams d, (u-s(r-s) S = bs68 Paterson Structural Engineers, Inc. www.psenglneers.com project 17_378 lv�VcwIL4' crate 11/09/17 1_ s mitt'. t as designer GRL 22 sheet of 27 P.:egad Office 4100 $W Base, ltd. Wits 100 Paflud,Orexw9?2 $ Project: 17-378 Date:11 /09/ 17 Tweroa Office /MONMI DOM 70S8rodva,suit, ii0 Ta oiu Wu1 tpoo Designer: NRW Sheet: 23 of 27 Ramp Member Callout Eroneud Orrice t wwa sw tfarncs R L sues too -I E Po/thud. Oates 9,+ s Tama* Offct 110110C11$01 DODS 7oo,amadxaysuite n'no Project: 17-378 Date:11/09/17 Designer: NRW 24 Sheet: of 27 C53) / Y Rormp : l 2. peK C-,.,E-kC4-c.0 ("€E App. A) , 2 4b �o�� i (5 U°'°D Ca J 0t T i o (v) ?,40 9 1p v)/ 1 t LAS ® (2124 « L = (N `IJ"f1% - L " 331 p&p e2c.flLL (SEE App. A)jlzy ttr," `S Coy',T 1 \ \ PesDss u/ () VN kt sys Sc S tv yY H '' pwsP Cavo1 .t L 1 ► . � �'T Lort i) poi ,J r (-04- j Cow :�2 ►.1Cn CA-cc,E a 114a Pos i o►.► + k+& Lb. ...) ;pee. c- roc ( £, A p . A), 4 X`-t Po5-r is It 2'1(2 C.9kV,AIz4ArtIL op P�;E Zito (Y _ r� s•(,') WVI X C J0c�J i a t 1'4n�nx:_. 1..‘ .1, :„..4 ``, F°S� Co/g'E 2.K(=, `-t (2) z..wti' S v..)/ sc,sc-v.) S C" o - C. p c &N e-a-cnz_c_ C Scc (to A) , Z K(, Pur-E CS Peterson Structural Engineers, Inc. www. pseng Ineers.com project 17-378 date 11/09/17 FEIERSC1STCZ11:_1=ZEN designer NRW sheet 25 of 27 p2X'—\ CAoss BOAcAp� 13 P - 0- (..62,-(i sec`,r3') (tYL trSk is CEO CAP/ (IQ) € -t (),SE ��-\psor.l r c,c tr,L%L , vSE QJW"^fSv LCF L Peterson Structural Engineers, Inc. CJ4H.-) ,,.,/ +i2'' 8 0 L T s o.A.t'P 4,AT project 17-378 date r 11 /09/ 17 www.psengineers.com designer NRW shee: 26 of 27 HTEfSCRontrtr".tEhB ,IERS 11 X`1 Pic 1Rk- IL L » o 'Sop R.F x (t,` TR'S - 300 su►,ps ILS0 P14'64-14 } =� tM,��� > 1 S4ats 4+ kb ir1nP€ L\L\ t Crop b` i r-`t3 p.Ptl- Lc)A-0 _ 'o,p�t�" � = 30o to POZ V,.)61texr c Per c s 61.000 t + �, c.0 Peterson Structural Engineers, Inc. } > / : 1 www.psengineers.com NRW 26 27 designer sheet of project 17-378 date 11/09/17 Appendix A Enercalc Documents Portland Office 9400 SW Barnes Rd., Suite 100 Portland, Oregon 97225 Project: 17-378 Date:: Tacoma Office 708 Broadway Suite 110 Tacoma, Washington Calc. By GRL Appendix A Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : 1. Roof Support Beam CODE REFERENCES File = X:1201711EF0DK-S1173781WN3XXS-Q1EMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2015 Wood Species Wood Grade Beam Bracing : Trus Joist : Parallam PSL 1.8E Fb + Fb - Fc - Pdl Fc - Perp Fv Ft Beam is Fully Braced against lateral -torsional buckling 2,400.0 psi 2,400.0 psi 2,500.0 psi 545.0 psi 190.0 psi 1,755.0 psi E : Modulus of Elasticity Ebend- xx 1,800.0 ksi Eminbend - xx 914.88 ksi Density 45.050 pcf D(0.1152) Lr(08.192) S(0.192) 3.5x11.25 Span = 16.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to Toads Uniform Load : D = 0.0120, Lr = 0.020, S = 0.020 ksf, Tributary Width = 9.60 ft, (Roof) DESIGN SUMMARY rMaximum 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 0.602 1 3.5x11.25 1,661.90 psi 2,760.00 psi +D+S 8.000ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.381 in Ratio = 0.000 in Ratio = 0.634 in Ratio = 0.000 in Ratio = 503 >=360. 0 <360.0 302 >=180 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN C Cr Cm Ct CL Moment Values M fb F'b 0.394 : 1 3.5x11.25 86.00 psi 218.50 psi +D+S 15.066ft Span # 1 Shear Values V fv F'v D Only Length = 16.0 ft 1 0.307 0.201 +D+Lr Length = 16.0 ft 1 0.554 0.362 +D+S Length =16.0 ft 1 0.602 0.394 +D+0.750Lr Length = 16.0 ft 1 0.471 0.308 +D+0.750S Length =16.0 ft 1 0.512 0.334 +1.118D 0.90 1.000 1.000 1.25 1.000 1.000 1.15 1.000 1.000 1.25 1.000 1.000 1.15 1.000 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.08 663.26 10.22 1,661.90 10.22 1,661.90 8.69 1,412.24 8.69 1,412.24 0.00 2160.00 0.00 3000.00 0.00 2760.00 0.00 3000.00 0.00 2760.00 0.00 0.00 0.90 0.00 2.26 0.00 2.26 0.00 1.92 0.00 1.92 0.00 0.00 34.32 0.00 86.00 0.00 86.00 0.00 73.08 0.00 73.08 0.00 0.00 171.00 0.00 237.50 0.00 218.50 0.00 237.50 0.00 218.50 0.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : Load Combination 1. Roof Support Beam Max Stress Ratios Segment Length Span # M V Cd C FN Ci Cr Cm Ct CL File = X:1201711EFODK-S1173781WN3XXS-Q\EMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee :'PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values M fb F'b V fv F'v Length =16.0 ft 1 0.193 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.56 741.72 3840.00 1.01 38.38 304.00 +1.0890+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.383 0.250 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.05 14171.09 3840.00 2.00 76.13 304.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.104 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.45 397.95 3840.00 0.54 20.59 304.00 +0.4817D 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.083 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 319.49 3840.00 0.43 16.53 304.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.6340 8.058 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.556 2.556 Overall MINimum 1.536 1.536 D Only 1.020 1.020 +D+Lr 2.556 2.556 +D+S 2.556 2.556 +D+0.750Lr 2.172 2.172 +D+0.750S 2.172 2.172 +0.60D 0.612 0.612 Lr Only 1.536 1.536 S Only 1.536 1.536 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : la. Roof Joists CODE REFERENCES File = X:1201711EFODK-Sl17-378IWN3XXS-QIEMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.829 Licensee : PETERSON STRUCTURAL ENGINEERS Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2015 Fb + Fb - Fc - Pr11 Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling b b D(0.12) Lr(0.04) S(0.04) W(-0.046) 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E: Modulus of Elasticity Ebend- xx 1, 600.0 ksi Eminbend - xx 580.0 ksi Density 31.20 pcf Repetitive Member Stress Increase 2x6 Span = 6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.060, Lr = 0.020, S = 0.020, W = -0.0230 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.747: 1 Section used for this span 2x6 fb : Actual = 1,155.24 psi FB : Allowable = 1,547.33psi Load Combination +D+S Location of maximum on span 3.000ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.035 in Max Upward Transient Deflection -0.041 in Max Downward Total Deflection 0.143 in Max Upward Total Deflection 0.000 in Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 2042 >=360 1775 >=360 504 >=180 0 <180 0.364 : 1 2x6 75.36 psi 207.00 psi +D+S 0.000 ft Span#1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr Moment Values Cm C t CL M fb F'b Shear Values V fv F'v D Only Length = 6.0 ft +D+Lr Length = 6.0 ft +D+S Length = 6.0 ft +D+0.750Lr Length = 6.0 ft +D+0.750S Length = 6.0 ft +D+0.60W 1 0.718 0.350 0.90 1.300 1.00 1.15 1.00 1.300 1.00 1.15 1.00 1 0.687 0.335 1.25 1.300 1.00 1.15 1.00 1.300 1.00 1.15 1.00 1 0.747 0.364 1.15 1.300 1.00 1.15 1.00 1.300 1.00 1.15 1.00 1 0.644 0.314 1.25 1.300 1.00 1.15 1.00 1.300 1.00 1.15 1.00 1 0.700 0.342 1.15 1.300 1.00 1.15 1.00 1.300 1.00 1.15 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.55 869.62 0.73 1,155.24 0.73 1,155.24 0.68 1,083.84 0.68 1,083.84 0.00 1210.95 0.00 1681.88 0.00 1547.33 0.00 1681.88 0.00 1547.33 0.00 0.00 0.31 0.00 0.41 0.00 0.41 0.00 0.39 0.00 0.39 0.00 0.00 56.73 0.00 75.36 0.00 75.36 0.00 70.71 0.00 70.71 0.00 0.00 162.00 0.00 225.00 0.00 207.00 0.00 225.00 0.00 207.00 0.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : Load Combination Segment Length Span # M V Cd C FN C i Cr 7a. Roof Joists Max Stress Ratios Cm Ct CL File = X:1201711EFODK-S117-3781WN3XXS-Q\EMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver.10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values M fb F'b V fv F'v Length = 6.0 ft 1 0.312 0.152 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.42 672.55 2152.80 0.24 43.88 288.00 +D-0.60W 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.495 0.242 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.67 1,066.70 2152.80 0.38 69.59 288.00 +1.139D 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.460 0.224 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.62 990.52 2152.80 0.36 64.62 288.00 +D+0.750Lr+0.450W 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.435 0.212 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.59 936.03 2152.80 0.34 61.06 288.00 +D+0.750Lr-0.450W 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.572 0.279 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.78 1,231.65 2152.80 0.44 80.35 288.00 +D+0.750S+0.450W 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.435 0.212 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.59 936.03 2152.80 0.34 61.06 288.00 +D+0.7505-0.450W 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.572 0.279 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.78 1,231.65 2152.80 0.44 80.35 288.00 +1.104D+0.750S 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.546 0.266 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.74 1,174.51 2152.80 0.42 76.62 288.00 +0.60D+0.60W 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.151 0.074 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.20 324.70 2152.80 0.12 21.18 288.00 +0.60D-0.60W 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.334 0.163 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.45 718.85 2152.80 0.26 46.90 288.00 +0.4610D 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.186 0.091 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.25 400.88 2152.80 0.14 26.15 288.00 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.1426 3.022 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.485 0.485 Overall MINimum 0.120 0.120 D Only 0.365 0.365 +D+Lr 0.485 0.485 +D+S 0.485 0.485 +D+0.750Lr 0.455 0.455 +D+0.750S 0.455 0.455 +D+0.60W 0.283 0.283 +D+0.750Lr+0.450W 0.393 0.393 +D+0.750S+0.450W 0.393 0.393 +0.60D+0.60W 0.136 0.136 +0.60D 0.219 0.219 Lr Only 0.120 0.120 S Only 0.120 0.120 W Only -0.138 -0.138 Wood Beam Lic. # : KW-06002408 Description : 7b. (N) Roof Beam CODE REFERENCES File = X:1201711EF0DK-SI17-3781WN3XXS-01EMV3ES-4110XZRY-o.EC6 ENERCALC, INC.1983-2017, BuiId:10.17.9.30, Ver:10.17.9.30 Licensee : PETERSON STRUCTURAL ENGINEERS Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2015 Wood Species Wood Grade Beam Bracing x :Douglas Fir - Larch :No.2 : Completely Unbraced Fb + 900.0 psi Fb - 900.0 psi Fc - Prll 1,350.0 psi Fc - Perp 625.0 psi Fv 180.0 psi Ft 575.0 psi E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi D(0.18) Lr(0.06) S(0.06) W(-0.069) Density 31.20 pcf ca, 4x10 Span = 7.50 ft Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.060, Lr = 0.020, S = 0.020, W = -0.0230 ksf, Tributary Width = 3.0 ft 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 0.341: 1 Maximum Shear Stress Ratio 4x10 Section used for this span 417.58 psi fv : Actual 1,223.56 psi Fv : Allowable +D+S Load Combination 3.750ft Location of maximum on span Span # 1 Span # where maximum occurs 0.012 in Ratio = -0.013 in Ratio = 0.048 in Ratio = 0.000 in Ratio = 7736 >=360 6727 >=360 1879 >=180 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr Service loads entered. Load Factors will be applied for calculations. 0.165 : 1 4x10 34.15 psi 207.00 psi +D+S 6.734 ft Span # 1 Moment Values Cm C t CL M fb F'b Shear Values V fv FY D Only Length = 7.50 ft 1 +D+Lr Length = 7.50 ft 1 +D+S Length = 7.50 ft 1 +D+0.750Lr Length = 7.50 ft 1 +D+0.750S 0.329 0.160 0.90 1.200 1.200 0.315 0.152 1.25 1.200 1.200 0.341 0.165 1.15 1.200 1.200 0.295 0.143 1.25 1.200 1.200 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.98 0.98 0.99 0.99 0.98 0.98 1.31 316.15 1.74 417.58 1.74 417.58 1.63 392.22 0.00 961.31 0.00 1327.72 0.00 1223.56 0.00 1327.72 0.00 0.00 0.56 0.00 0.74 0.00 0.74 0.00 0.69 0.00 0.00 25.85 0.00 34.15 0.00 34.15 0.00 32.07 0.00 0.00 162.00 0.00 225.00 0.00 207.00 0.00 225.00 0.00 Wood Beam Lic. # : KW-06002408 Description : Load Combination 7b. (N) Roof Beam Max Stress Ratios File = X:1201711EF0DK-S117-3781WN3XXS-41EMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Buid:10.17.9.30, Ver.10.17.9.30 Licensee : PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t C L M fb F'b V fv F'v Length = 7.50 ft 1 0.321 0.155 1.15 1.200 1.00 1.00 1.00 1.00 0.99 1.63 392.22 1223.56 0.69 32.07 207.00 +D+0.60W 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.146 0.070 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.02 246.16 1688.36 0.43 20.13 288.00 +D-0.60W 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.229 0.110 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.61 386.13 1688.36 0.68 31.57 288.00 +1.139D 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.213 0.102 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.50 360.10 1688.36 0.64 29.45 288.00 +D+0.750Lr+0.450W 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.201 0.096 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.41 339.73 1688.36 0.60 27.78 288.00 +D+0.750Lr-0.450W 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.263 0.126 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.85 444.71 1688.36 0.78 36.36 288.00 +D+0.750S+0.450W 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.201 0.096 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.41 339.73 1688.36 0.60 27.78 288.00 +D+0.750S-0.450W 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.263 0.126 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.85 444.71 168/3.36 0.78 36.36 288.00 +1.104D+0.750S 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.252 0.121 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.77 425.18 1688.36 0.75 34.77 288.00 +0.60D+0.60W 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.071 0.034 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.50 119.70 1688.36 0.21 9.79 288.00 +0.60D-0.60W 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.154 0.074 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.08 259.67 1688.36 0.46 21.23 288.00 +0.4610D 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.086 0.041 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.61 145.74 1688.36 0.26 11.92 288.00 Overall Maximum Deflections Load Combination Span Max. =" Defl Location in Span Load Combination Max. "+" Defl Location in Span +0+S 1 0.0479 3.777 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.926 0.926 Overall MlNimum 0.225 0.225 D Only 0.701 0.701 +D+Lr 0.926 0.926 +D+S 0.926 0.926 +D+0.750Lr 0.870 0.870 +D+0.750S 0.870 0.870 +D+0.60W 0.546 0.546 +D+0.750Lr+0.450W 0.754 0.754 +D+0.750S+0.450W 0.754 0.754 +0.600+0.60W 0.266 0.266 +0.60D 0.421 0.421 Lr Only 0.225 0.225 S Only 0.225 0.225 W Only -0.259 -0.259 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : 7c. Deck Joists CODE REFERENCES File = X:1201711EFODK-SI17-3781WN3XXS-QIEMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, 8uild:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2015 Wood Species Wood Grade Fb + Fb - Fc - Prll Fc - Perp : No.2 Fv Ft Beam Bracing : Beam is Fully (Braced against lateral -torsional buckling : Douglas Fir - Larch b S 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 31.20pcf Repetitive Member Stress Increase D(0.12L(0.2) 91(0.12) L(0.2) 2x6 Span = 4.50 ft 2x6 Span =1.Oft Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.060, L = 0.10 ksf, Tributary Load for Span Number 2 Uniform Load : D = 0.060, L = 0.10 ksf, Tributary 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. Width=2.0ft Width = 2.0 ft 0.86& 1 2x6 1,167.97 psi 1,345.50 psi +D+L 2.137ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.049 in Ratio = -0.030 in Ratio = 0.079 in Ratio = -0.049 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr 1094 >=360 790 >=360 680 >=180 490 >=180 Moment Values des �'r'i 0.620 : 1 2x6 111.67 psi 180.00 psi +D+L 4.047 ft Span # 1 Shear Values Cm C t CL M fb F'b V fv F'v D Only Length = 4.50 ft Length =1.0 ft +D+L Length = 4.50 ft Length =1.0ft +D+Lr 1 0.365 0.261 2 0.080 0.261 1 0.868 0.620 2 0.190 0.620 0.90 1.300 0.90 1.300 1.300 1.00 1.300 1.00 1.300 1.300 1.00 1.15 1.00 1.00 1.00 0.28 442.04 1.00 1.15 1.00 1.00 1.00 0.06 96.62 1.00 1.15 1.00 1.00 1.00 1.00 1.15 1.00 1.00 1.00 0.74 1,167.97 1.00 1.15 1.00 1.00 1.00 0.16 255.30 1.00 1.15 1.00 1.00 1.00 0.00 1210.95 1210.95 0.00 1345.50 1345.50 0.00 0.00 0.00 0.23 42.26 0.07 42.26 0.00 0.00 0.61 111.67 0.17 111.67 0.00 0.00 0.00 162.00 162.00 0.00 180.00 180.00 0.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : Load Combination 7c. Deck Joists Max Stress Ratios File = X:1201711EF0DK-S117-3l81WN3XXS-Q\EMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver.10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v Length = 4.50 ft 1 0.263 0.188 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.28 442.04 1681.88 0.23 42.26 225.00 Length = 1.0 ft 2 0.057 0.188 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.06 96.62 1681.88 0.07 42.26 225.00 +D+S 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.286 0.204 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.28 442.04 1547.33 0.23 42.26 207.00 Length = 1.0 ft 2 0.062 0.204 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.06 96.62 1547.33 0.07 42.26 207.00 +D+0.750Lr+0.750L 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.587 0.419 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.62 986.49 1681.88 0.52 94.32 225.00 Length =1.0 ft 2 0.128 0.419 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.14 215.63 1681.88 0.15 94.32 225.00 +D+0.750L+0.750S 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.638 0.456 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.62 986.49 1547.33 0.52 94.32 207.00 Length =1.0 ft 2 0.139 0.456 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.14 215.63 1547.33 0.15 94.32 207.00 +1.139D 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.234 0.167 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.32 503.50 2152.80 0.26 48.14 288.00 Length =1.0 ft 2 0.051 0.167 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.07 110.06 2152.80 0.08 48.14 288.00 +1.1040+0.750L+0.750S 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.480 0.343 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.65 1,032.58 2152.80 0.54 98.72 288.00 Length =1.0 ft 2 0.105 0.343 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.14 225.71 2152.80 0.15 98.72 288.00 +0.60D 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.123 0.088 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.17 265.23 2152.80 0.14 25.36 288.00 Length =1.0 ft 2 0.027 0.088 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.04 57.97 2152.80 0.04 25.36 288.00 +0.4610D 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.095 0.068 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.13 203.77 2152.80 0.11 19.48 288.00 Length =1.0 ft 2 0.021 0.068 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.03 44.54 2152.80 0.03 19.48 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Deft Location in Span +D+L Vertical Reactions 1 0.0794 2.212 0.0000 0.000 2 0.0000 2.212 +D+L -0.0488 1.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.688 1.082 Overall MINimum 0.428 0.672 D Only 0.260 0.409 +D+L 0.688 1.082 +D+Lr 0.260 0.409 +D+S 0.260 0.409 +D+0.750Lr+0.750L 0.581 0.914 +D+0.750L+0.750S 0.581 0.914 +0.60D 0.156 0.246 Lr Only L Only 0.428 0.672 S Only Load Combination Segment Length Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : 7d. Floor Beam CODE REFERENCES File = X:1201711EFODK-S117-3781WN3XXS-QIEMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties ,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 I Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Analysis Method : Allowable Stress Design Load Combination IBC 2015 Wood Species : Douglas Fir - Larch Wood Grade : No.2 Beam Bracing : Completely Unbraced Fb + Fb - Fc - Pril Fc - IPerp Fv Ft D(0.01801 L(030) 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 31.20 pcf 4x1)4 4x10 Span 0.90 ft Span = 9.0 ft 4x10 Span = 9.0 ft 4x10 Span = 9.0 ft 10 Span =090ft Applied Loads Beam self weight calculated and added to Toads Loads on all spans... Uniform Load on ALL spans : D = 0.0060, L = 0.10 ksf, Tributary Width = 3.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. = 0.680 1 4x10 731.78 psi 1,063.65 psi +D+L+H, LL Comb Run (*LL*L) 9.000ft Span # 2 0.093 in -0.031 in 0.098 in -0.032 in Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = Maximum Forces & Stresses for Load Combinations Max Stress Ratios Span # M V Cd C FN C i Cr 1157 >=360 702 >=360 1096 >=180 664 >=180 0.406 : 1 4x10 73.09 psi 180.00 psi +D+L+H, LL Comb Run (*LL*L) = 8.316 ft Span # 2 Moment Values Shear Values Cm C t CL M fb F'b V fv F'v +D+H Length = 0.90 ft 1 Length = 9.0 ft 2 Length = 9.0 ft 3 Length = 9.0 ft 4 Length = 0.90 ft 5 +D+L+H, LL Comb Run (****L) Length = 0.90 ft 1 Length =9.0ft 2 Length = 9.0 ft 3 0.003 0.021 0.050 0.033 0.050 0.033 0.050 0.033 0.003 0.033 0.002 0.019 0.047 0.030 0.047 0.030 0.90 1.200 1.00 1.00 1.00 0.90 1.200 1.00 1.00 1.00 0.90 1.200 1.00 1.00 1.00 0.90 1.200 1.00 1.00 1.00 0.90 1.200 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.01 2.44 970.84 0.07 3.44 162.00 1.00 0.99 0.20 48.23 959.09 0.12 5.40 162.00 1.00 0.99 0.20 48.23 959.09 0.12 5.40 162.00 1.00 0.99 0.20 48.23 959.09 0.12 5.40 162.00 1.00 1.00 0.01 2.44 970.84 0.00 5.40 162.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.01 2.44 1078.56 0.07 3.40 180.00 1.00 0.98 0.21 50.17 1063.65 0.12 5.45 180.00 1.00 0.98 0.21 50.17 1063.65 0.10 5.45 180.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : Load Combination Segment Length Span # M V Cd C FN C i Cr Cm C t CL M tb F'b V fv F'v Length = 9.0 ft 4 0.038 0.030 1.00 1.200 1.00 1.00 1.00 1.00 0.98 0.17 40.44 1063.65 0.10 5.45 180.00 Length = 0.90 ft 5 0.029 0.030 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 0.04 5.45 180.00 +D+L+H, LL Comb Run ("*L*) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.031 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1078.56 0.12 5.53 180.00 Length = 9.0 ft 2 0.082 0.031 1.00 1.200 1.00 1.00 1.00 1.00 0.98 0.36 86.98 1063.65 0.12 5.53 180.00 Length = 9.0 ft 3 0.412 0.371 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.82 437.72 1063.65 1.44 66.79 180.00 Length = 9.0 ft 4 0.551 0.371 1.00 1.200 1.00 1.00 1.00 1.00 0.98 2.44 586.07 1063.65 1.44 66.79 180.00 Length = 0.90 ft 5 0.002 0.371 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1078.56 0.00 66.79 180.00 +D+L+H, LL Comb Run ("*LL) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.030 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1078.56 0.12 5.49 180.00 Length = 9.0 ft 2 0.081 0.030 1.00 1.200 1.00 1.00 1.00 1.00 0.98 0.36 85.79 1063.65 0.12 5.49 180.00 Length = 9.0 ft 3 0.404 0.367 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.79 429.93 1063.65 1.42 66.00 180.00 Length = 9.0 ft 4 0.539 0.367 1.00 1.200 1.00 1.00 1.00 1.00 0.98 2.38 572.82 1063.65 1.42 66.00 180.00 Length = 0.90 ft 5 0.029 0.367 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 0.04 66.00 180.00 +D+L+H, LL Comb Run ("L") 1.200 1.00 1.00 1.00 1,.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.011 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1078.56 0.04 2.02 180.00 Length = 9.0 ft 2 0.320 0.319 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.42 340.34 1063.65 1.24 57.47 180.00 Length = 9.0 ft 3 0.424 0.319 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.87 450.71 1063.65 1.24 57.47 180.00 Length = 9.0 ft 4 0.320 0.319 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.42 340.34 1063.65 0.25 57.47 180.00 Length = 0.90 ft 5 0.002 0.319 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1078.56 0.00 57.47 180.00 +D+L+H, LL Comb Run ("L*L) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.011 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1078.56 0.04 2.06 180.00 Length = 9.0 ft 2 0.322 0.320 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.42 342.29 1063.65 1.24 57.68 180.00 Length = 9.0 ft 3 0.427 0.320 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.89 453.70 1063.65 1.24 57.68 180.00 Length = 9.0 ft 4 0.313 0.320 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.38 332.55 1063.65 0.23 57.68 180.00 Length = 0.90 ft 5 0.029 0.320 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 0.04 57.68 180.00 +D+L+H, LL Comb Run ("LL*) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.005 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1078.56 0.02 0.90 180.00 Length = 9.0 ft 2 0.228 0.261 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.01 242.97 1063.65 1.02 47.05 180.00 Length = 9.0 ft 3 0.686 0.406 1.00 1.200 1.00 1.00 1.00 1.00 0.98 3.04 729.83 1063.65 1.58 73.05 180.00 Length = 9.0 ft 4 0.686 0.406 1.00 1.200 1.00 1.00 1.00 1.00 0.98 3.04 729.83 1063.65 1.58 73.05 180.00 Length = 0.90 ft 5 0.002 0.406 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1078.56 0.00 73.05 180.00 +D+L+H, LL Comb Run ("LLL) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.005 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1078.56 0.02 0.90 180.00 Length = 9.0 ft 2 0.230 0.263 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.02 244.92 1063.65 1.02 47.25 180.00 Length = 9.0 ft 3 0.679 0.401 1.00 1.200 1.00 1.00 1.00 1.00 0.98 3.00 722.04 1063.65 1.56 72.25 180.00 Length = 9.0 ft 4 0.679 0.401 1.00 1.200 1.00 1.00 1.00 1.00 0.98 3.00 722.04 1063.65 1.56 72.25 180.00 Length = 0.90 ft 5 0.029 0.401 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 0.04 72.25 180.00 +D+L+H, LL Comb Run (*L*") 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.268 1.00 1.200 1.00 1.00 1.00 1,00 1.00 0.01 2.44 1078.56 1.04 48.15 180.00 Length = 9.0 ft 2 0.551 0.371 1.00 1.200 1.00 1.00 1.00 1.00 0.98 2.44 586.07 1063.65 1.44 66.79 180.00 Length = 9.0 ft 3 0.412 0.371 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.82 437.72 1063.65 0.32 66.79 180.00 Length = 9.0 ft 4 0.082 0.371 1.00 1.200 1.00 1.00 1.00 1.00 0.98 0.36 86.98 1063.65 0.12 66.79 180.00 Length = 0.90 ft 5 0.002 0.371 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1078.56 0.00 66.79 180.00 +D+L+H, LL Comb Run (*L**L) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.267 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1078.56 1.04 48.11 180.00 Length = 9.0 ft 2 0.550 0.371 1.00 1.200 1.00 1.00 1.00 1.00 0.98 2.43 585.24 1063.65 1.44 66.83 180.00 Length = 9.0 ft 3 0.413 0.371 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.83 439.66 1063.65 0.32 66.83 180.00 Length = 9.0 ft 4 0.077 0.371 1.00 1.200 1.00 1.00 1.00 1.00 0.98 0.34 81.59 1063.65 0.14 66.83 180.00 Length = 0.90 ft 5 0.029 0.371 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 0.04 66.83 180.00 +D+L+H, LL Comb Run (*L*L*) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.279 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1078.56 1.08 50.24 180.00 Length = 9.0 ft 2 0.591 0.359 1.00 1.200 1.00 1.00 1.00 1.00 0.98 2.62 628.78 1063.65 1.40 64.71 180.00 Length = 9.0 ft 3 0.320 0.359 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.42 340.34 1063.65 1.40 64.71 180.00 Length = 9.0 ft 4 0.591 0.359 1.00 1.200 1.00 1.00 1.00 1.00 0.98 2.62 628.78 1063.65 1.40 64.71 180.00 Length = 0.90 ft 5 0.002 0.359 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1078.56 0.00 64.71 180.00 +D+L+H, LL Comb Run (*L*LL) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.279 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1078.56 1.08 50.19 180.00 Length = 9.0 ft 2 0.590 0.360 1.00 1.200 1.00 1.00 1.00 1.00 0.98 2.61 627.91 1063.65 1.40 64.75 180.00 Length = 9.0 ft 3 0.322 0.360 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.42 342.29 1063.65 1.38 64.75 180.00 7d. Floor Beam File=X:\201711EFODK-S\17-3781WN3XXS-Q\EMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETEF:SON STRUCTURAL ENGINEERS Moment Values Shear Values Max Stress Ratios Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : 7d. Floor Beam Load Combination Max Stress Ratios File = X:1201711EF0DK-S117-3781WN3XXS-01EMV3ES-4110XZRY.-Q.EC6 ENER.CALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M tb F'b V fv F'v Length = 9.0 ft 4 0.579 0.360 1.00 1.200 1.00 1.00 1.00 1.00 0.98 2.56 616.20 1063.65 1.38 64.75 180.00 Length = 0.90 ft 5 0.029 0.360 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 0.04 64.75 180.00 +D+L+H, LL Comb Run (*LL**) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.233 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1078.56 0.90 41.90 180.00 Length = 9.0 ft 2 0.686 0.406 1.00 1.200 1.00 1.00 1.00 1.00 0.98 3.04 729.83 1063.65 1.58 73.05 180.00 Length = 9.0 ft 3 0.686 0.406 1.00 1.200 1.00 1.00 1.00 1.00 0.98 3.04 729.83 1063.65 1.47 73.05 180.00 Length = 9.0 ft 4 0.228 0.406 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.01 242.97 1063.65 0.21 73.05 180.00 Length = 0.90 ft 5 0.002 0.406 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1078.56 0.00 73.05 180.00 +D+L+H, LL Comb Run (*LL*L) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.233 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1078.56 0.90 41.85 180.00 Length = 9.0 ft 2 0.688 0.406 1.00 1.200 1.00 1.00 1.00 1.00 0.98 3.04 731.78 1063.65 1.58 73.09 180.00 Length = 9.0 ft 3 0.688 0.406 1.00 1.200 1.00 1.00 1.00 1.00 0.98 3.04 731.78 1063.65 1.47 73.09 180.00 Length = 9.0 ft 4 0.221 0.406 1.00 1.200 1.00 1.00 1.00 1.00 0.98 0.98 235.18 1063.65 0.19 73.09 180.00 Length = 0.90 ft 5 0.029 0.406 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 0.04 73.09 180.00 +D+L+H, LL Comb Run (*LLL*) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.244 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1078.56 0.95 43.98 180.00 Length = 9.0 ft 2 0.595 0.394 1.00 1.200 1.00 1.00 1.00 1.00 0.98 2.63 632.46 1063.65 1.53 70.96 180.00 Length = 9.0 ft 3 0.595 0.394 1.00 1.200 1.00 1.00 1.00 1.00 0.98 2.63 632.46 1063.65 1.53 70.96 180.00 Length = 9.0 ft 4 0.595 0.394 1.00 1.200 1.00 1.00 1.00 1.00 0.98 2.63 632.46 1063.65 1.53 70.96 180.00 Length = 0.90 ft 5 0.002 0.394 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1078.56 0.00 70.96 180.00 +D+L+H, LL Comb Run (*LLLL) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.244 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1078.56 0.95 43.94 180.00 Length = 9.0 ft 2 0.596 0.394 1.00 1.200 1.00 1.00 1.00 1.00 0.98 2.64 634.41 1063.65 1.53 71.00 180.00 Length = 9.0 ft 3 0.596 0.394 1.00 1.200 1.00 1.00 1.00 1.00 0.98 2.64 634.41 1063.65 1.51 71.00 180.00 Length = 9.0 ft 4 0.587 0.394 1.00 1.200 1.00 1.00 1.00 1.00 0.98 2.60 624.67 1063.65 1.51 71.00 180.00 Length = 0.90 ft 5 0.029 0.394 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 0.04 71.00 180.00 +D+L+H, LL Comb Run (L****) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.029 0.065 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 0.25 11.67 180.00 Length = 9.0 ft 2 0.038 0.065 1.00 1.200 1.00 1.00 1.00 1.00 0.98 0.17 40.44 1063.65 0.10 11.67 180.00 Length = 9.0 ft 3 0.047 0.065 1.00 1.200 1.00 1.00 1.00 1.00 0.98 0.21 50.17 1063.65 0.12 11.67 180.00 Length = 9.0 ft 4 0.047 0.065 1.00 1.200 1.00 1.00 1.00 1.00 0.98 0.21 50.17 1063.65 0.12 11.67 180.00 Length = 0.90 ft 5 0.002 0.065 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1078.56 0.00 11.67 180.00 +D+L+H, LL Comb Run (L***L) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.029 0.065 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 0.25 11.67 180.00 Length = 9.0 ft 2 0.040 0.065 1.00 1.200 1.00 1.00 1.00 1.00 0.98 0.18 42.39 1063.65 0.10 11.67 180.00 Length = 9.0 ft 3 0.040 0.065 1.00 1.200 1.00 1.00 1.00 1.00 0.98 0.18 42.39 1063.65 0.10 11.67 180.00 Length = 9.0 ft 4 0.040 0.065 1.00 1.200 1.00 1.00 1.00 1.00 0.98 0.18 42.39 1063.65 0.10 11.67 180.00 Length = 0.90 ft 5 0.029 0.065 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 0.04 11.67 180.00 +D+L+H, LL Comb Run (L**L*) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.029 0.065 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 0.25 11.67 180.00 Length = 9.0 ft 2 0.077 0.065 1.00 1.200 1.00 1.00 1.00 1.00 0.98 0.34 81.59 1063.65 0.14 11.67 180.00 Length = 9.0 ft 3 0.413 0.371 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.83 439.66 1063.65 1.44 66.83 180.00 Length = 9.0 ft 4 0.550 0.371 1.00 1.200 1.00 1.00 1.00 1.00 0.98 2.43 585.24 1063.65 1.44 66.83 180.00 Length = 0.90 ft 5 0.002 0.371 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1078.56 0.00 66.83 180.00 +D+L+H, LL Comb Run (L**LL) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.029 0.065 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 0.25 11.67 180.00 Length = 9.0 ft 2 0.075 0.065 1.00 1.200 1.00 1.00 1.00 1.00 0.98 0.33 80.26 1063.65 0.14 11.67 180.00 Length = 9.0 ft 3 0.406 0.367 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.80 431.87 1063.65 1.43 66.04 180.00 Length = 9.0 ft 4 0.538 0.367 1.00 1.200 1.00 1.00 1.00 1.00 0.98 2.38 571.95 1063.65 1.43 66.04 180.00 Length = 0.90 ft 5 0.029 0.367 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 0.04 66.04 180.00 +D+L+H, LL Comb Run (L*L**) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.029 0.065 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 0.25 11.67 180.00 Length = 9.0 ft 2 0.313 0.318 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.38 332.55 1063.65 1.24 57.26 180.00 Length = 9,0 ft 3 0.427 0.320 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.89 453.70 1063.65 1.24 57.68 180.00 Length = 9.0 ft 4 0.322 0.320 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.42 342.29 1063.65 0.25 57.68 180.00 Length = 0.90 ft 5 0.002 0.320 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1078.56 0.00 57.68 180.00 +D+L+H, LL Comb Run (L*L*L) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.029 0.065 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 0.25 11.67 180.00 Length = 9.0 ft 2 0.314 0.319 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.39 334.50 1063.65 1.24 57.47 180.00 Length = 9.0 ft 3 0.429 0.319 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.90 456.56 1063.65 1.24 57.47 180.00 Moment Values Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : Load Combination Segment Length Span # M V Cd C FN C i Cr Cm C t C L M Po F'b V fv F'v Length = 9.0 ft 4 0.314 0.319 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.39 334.50 1063.65 0.24 57.47 180.00 Length = 0.90 ft 5 0.029 0.319 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 0.04 57.47 180.00 +D+L+H, LL Comb Run (L*LL*) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.029 0.065 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 0.25 11.67 180.00 Length = 9.0 ft 2 0.221 0.260 1.00 1.200 1.00 1.00 1.00 1.00 0.98 0.98 235.18 1063.65 1.01 46.84 180.00 Length = 9.0 ft 3 0.688 0.406 1.00 1.200 1.00 1.00 1.00 1.00 0.98 3.04 731.78 1063.65 1.58 73.09 180.00 Length = 9.0 ft 4 0.688 0.406 1.00 1.200 1.00 1.00 1.00 1.00 0.98 3.04 731.78 1063.65 1.58 73.09 180.00 Length = 0.90 ft 5 0.002 0.406 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1078.56 0.00 73.09 180.00 +D+L+H, LL Comb Run (L*LLL) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.029 0.065 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 0.25 11.67 180.00 Length = 9,0 ft 2 0.223 0.261 1.00 1.200 1.00 1.00 1.00 1.00 0.98 0.99 237.13 1063.65 1.02 47.05 180.00 Length = 9.0 ft 3 0.681 0.402 1.00 1.200 1.00 1.00 1.00 1.00 0.98 3.01 723.99 1063.65 1.56 72.29 180.00 Length = 9.0 ft 4 0.681 0.402 1.00 1.200 1.00 1.00 1.00 1.00 0.98 3.01 723.99 1063.65 1.56 72.29 180.00 Length = 0.90 ft 5 0.029 0.402 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 0.04 72.29 180.00 +D+L+H, LL Comb Run (LL***) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.029 0.272 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 1.06 48.94 180.00 Length = 9.0 ft 2 0.539 0.367 1.00 1.200 1.00 1.00 1.00 1.00 0.98 2.38 572.82 1063.65 1.42 66.00 180.00 Length = 9.0 ft 3 0.404 0.367 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.79 429.93 1063.65 0.32 66.00 180.00 Length = 9.0 ft 4 0.081 0.367 1.00 1.200 1.00 1.00 1.00 1.00 0.98 0.36 85.79 1063.65 0.12 66.00 180.00 Length = 0.90 ft 5 0.002 0.367 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1078.56 0.00 66.00 180.00 +D+L+H, LL Comb Run (LL**L) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.029 0.272 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 1.06 48.90 180.00 Length = 9.0 ft 2 0.538 0.367 1.00 1.200 1.00 1.00 1.00 1.00 0.98 2.38 571.95 1063.65 1.43 66.04 180.00 Length = 9.0 ft 3 0.406 0.367 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.80 431.87 1063.65 0.32 66.04 180.00 Length = 9.0 ft 4 0.075 0.367 1.00 1.200 1.00 1.00 1.00 1.00 0.98 0.33 80.26 1063.65 0.14 66.04 180.00 Length = 0.90 ft 5 0.029 0.367 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 0.04 66.04 180.00 +D+L+H, LL Comb Run (LL*L*) 1.200 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 0.90 ft 1 0.029 0.283 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 1.10 51.03 180.00 Length = 9.0 ft 2 0.579 0.355 1.00 1.200 1.00 1.00 1.00 1.00 0.98 2.56 616.20 1063.65 1.38 63.91 180.00 Length = 9.0 ft 3 0.322 0.360 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.42 342.29 1063.65 1.40 64.75 180.00 Length = 9.0 ft 4 0.590 0.360 1.00 1.200 1.00 1.00 1.00 1.00 0.98 2.61 627.91 1063.65 1.40 64.75 180.00 Length = 0.90 ft 5 0.002 0.360 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1078.56 0.00 64.75 180.00 +D+L+H, LL Comb Run (LL*LL) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.029 0.283 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 1.10 50.99 180.00 Length = 9.0 ft 2 0.578 0.355 1.00 1.200 1.00 1.00 1.00 1.00 0.98 2.56 615.32 1063.65 1.38 63.96 180.00 Length = 9.0 ft 3 0.314 0.355 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.39 334.50 1063.65 1.38 63.96 180.00 Length = 9.0 ft 4 0.578 0.355 1.00 1.200 1.00 1.00 1.00 1.00 0.98 2.56 615.32 1063.65 1.38 63.96 180.00 Length = 0.90 ft 5 0.029 0.355 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 0.04 63.96 180.00 +D+L+H, LL Comb Run (LLL**) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.029 0.237 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 0.92 42.69 180.00 Length = 9.0 ft 2 0.679 0.401 1.00 1.200 1.00 1.00 1.00 1.00 0.98 3.00 722.04 1063.65 1.56 72.25 180.00 Length = 9.0 ft 3 0.679 0.401 1.00 1.200 1.00 1.00 1.00 1.00 0.98 3.00 722.04 1063.65 1.46 72.25 180.00 Length = 9.0 ft 4 0.230 0.401 1.00 1.200 1.00 1.00 1.00 1.00 0.98 1.02 244.92 1063.65 0.21 72.25 180.00 Length = 0.90 ft 5 0.002 0.401 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1078.56 0.00 72.25 180.00 +D+L+H, LL Comb Run (LLL*L) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.029 0.237 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 0.92 42.65 180.00 Length = 9.0 ft 2 0.681 0.402 1.00 1.200 1.00 1.00 1.00 1.00 0.98 3.01 723.99 1063.65 1.56 72.29 180.00 Length = 9.0 ft 3 0.681 0.402 1.00 1.200 1.00 1.00 1.00 1.00 0.98 3.01 723.99 1063.65 1.47 72.29 180.00 Length = 9.0 ft 4 0.223 0.402 1.00 1.200 1.00 1.00 1.00 1.00 0.98 0.99 237.13 1063.65 0.19 72.29 180.00 Length = 0.90 ft 5 0.029 0.402 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 0.04 72.29 180.00 +D+L+H, LL Comb Run (LLLL*) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.029 0.249 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 0.97 44.77 180.00 Length = 9.0 ft 2 0.587 0.390 1.00 1.200 1.00 1.00 1.00 1.00 0.98 2.60 624.67 1063.65 1.51 70.17 180.00 Length = 9.0 ft 3 0.596 0.394 1.00 1.200 1.00 1.00 1.00 1.00 0.98 2.64 634.41 1063.65 1.53 71.00 180.00 Length = 9.0 ft 4 0.596 0.394 1.00 1.200 1.00 1.00 1.00 1.00 0.98 2.64 634.41 1063.65 1.53 71.00 180.00 Length = 0.90 ft 5 0.002 0.394 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1078.56 0.00 71.00 180.00 +D+L+H, LL Comb Run (LLLLL) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.029 0.249 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 0.97 44.73 180.00 Length = 9.0 ft 2 0.589 0.390 1.00 1.200 1.00 1.00 1.00 1.00 0.98 2.61 626.62 1063.65 1.52 70.21 180.00 Length = 9.0 ft 3 0.589 0.390 1.00 1.200 1.00 1.00 1.00 1.00 0.98 2.61 626.62 1063.65 1.52 70.21 180.00 7d. Floor Beam File = X:1201711EFODK-S117-3781WN3XXS-Q\EMV3ES-4110XZRY-Q.EC6 ENERCALC, INC.1983.2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values Max Stress Ratios Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : 7d. Floor Beam Load Combination Max Stress Ratios File = X:1201711EFODK-S117-3781WN3XXS-Q1EMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v Length = 9.0 ft 4 0.589 0.390 1.00 1.200 1.00 1.00 1.00 1.00 0.98 2.61 626.62 1063.65 1.52 70.21 180.00 Length = 0.90 ft 5 0.029 0.390 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.13 31.65 1078.56 0,04 70.21 180.00 +D+Lr+H, LL Comb Run (****L) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 5.40 225.00 +D+Lr+H, LL Comb Run (***L*) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 5.40 225.00 +D+Lr+H, LL Comb Run (***LL) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 5.40 225.00 +D+Lr+H, LL Comb Run (**L") 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 5.40 225.00 +D+Lr+H, LL Comb Run (**L*L) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 5.40 225.00 +D+Lr+H, LL Comb Run (**LL*) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 5.40 225.00 +D+Lr+H, LL Comb Run ("LLL) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 5.40 225.00 +D+Lr+H, LL Comb Run (*L***) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 5.40 225.00 +D+Lr+H, LL Comb Run (*L**L) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 5.40 225.00 +D+Lr+H, LL Comb Run (*L*L*) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : Load Combination Segment Length Span # M V Cd C FN C i Cr Cm C t C L Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 134 i'.73 0.00 5.40 225.00 +D+Lr+H, LL Comb Run (*L*LL) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322,67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 5.40 225.00 +D+Lr+H, IL Comb Run (*LL**) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 5.40 225.00 +D+Lr+H, LL Comb Run (*LL*L) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 5.40 225.00 +D+Lr+H, LL Comb Run CLLL*) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 5.40 225.00 +D+Lr+H, LL Comb Run (*LLLL) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347..73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 5.40 225.00 +D+Lr+H, LL Comb Run (L****) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 5.40 225.00 +D+Lr+H, LL Comb Run (L***L) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 5.40 225.00 +D+Lr+H, LL Comb Run (L**L*) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 5.40 225.00 +D+Lr+H, LL Comb Run (L**LL) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 5.40 225.00 +D+Lr+H, LL Comb Run (L*L**) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 7d. Floor Beam File =X:1201711EFODK-S117-3781WN3) S-Q\EMV3ES-4110XZRY-O.EC6 ENERCALC, INC. 1983-2017, 8uild:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values Max Stress Ratios M fb F'b V fv F'v Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : 7d. Floor Beam Load Combination Segment Length Max Stress Ratios File = X:I201711EF0DK-S117-3781WN3XXS-QIEMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values Span # M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 5.40 225.00 +D+Lr+H, LL Comb Run (L*L*L) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 5.40 225.00 +D+Lr+H, LL Comb Run (L*LL*) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 5.40 225.00 +D+Lr+H, LL Comb Run (L*LLL) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 5.40 225.00 +D+Lr+H, LL Comb Run (LL***) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 5.40 225.00 +D+Lr+H, LL Comb Run (LL**L) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 5.40 225.00 +D+Lr+H, LL Comb Run (LL*L*) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 5.40 225.00 +D+Lr+H, LL Comb Run (LL*LL) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 5.40 225.00 +D+Lr+H, LL Comb Run (LLL**) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 5.40 225.00 +D+Lr+H, LL Comb Run (LLL*L) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 5.40 225.00 +D+Lr+H, LL Comb Run (LLLL*) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : Load Combination Segment Length Span # M V Cd C FN C i Cr Cm C t C L M fb F'b V iv Pv Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347'.73 0.00 5.40 225.00 +D+Lr+H, LL Comb Run (LLLLL) 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347'.73 0.07 3.44 225.00 Length = 9.0 ft 2 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 3 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 9.0 ft 4 0.036 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1322.67 0.12 5.40 225.00 Length = 0.90 ft 5 0.002 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 5.40 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.017 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.07 3.44 207.00 Length = 9.0 ft 2 0.040 0.026 1.15 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1219.49 0.12 5.40 207.00 Length = 9.0 ft 3 0.040 0.026 1.15 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1219.49 0.12 5.40 207.00 Length = 9.0 ft 4 0.040 0.026 1.15 1.200 1.00 1.00 1.00 1.00 0.98 0.20 48.23 1219.49 0.12 5.40 207.00 Length = 0.90 ft 5 0.002 0.026 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.00 5.40 207.00 +D+0.750Lr+0.750L+H, LL Comb Ri 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.07 3.41 225.00 Length = 9.0 ft 2 0.038 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.21 49.69 1322.67 0.12 5.43 225.00 Length = 9.0 ft 3 0.038 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.21 49.69 1322.67 0.10 5.43 225.00 Length = 9.0 ft 4 0.032 0.024 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.18 42.39 1322.67 0.10 5.43 225.00 Length = 0.90 ft 5 0.018 0.024 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.03 5.43 225.00 +D+0.750Lr+0.750L+H, LL Comb Ri 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.022 1.25 1.200 1.00 1.00 1.00 1.00 1,00 0.01 2.44 1347,73 0.11 5.01 225.00 Length = 9.0 ft 2 0.055 0.022 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.30 72.84 1322.67 0.11 5.01 225.00 Length = 9.0 ft 3 0.257 0.229 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.42 340.34 1322,67 1.11 51.44 225.00 Length = 9.0 ft 4 0.339 0.229 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.87 448.95 1322.67 1.11 51.44 225.00 Length = 0.90 ft 5 0.002 0.229 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 51.44 225.00 +D+0.750Lr+0.750L+H, LL Comb Ri 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.022 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.11 4.98 225.00 Length = 9.0 ft 2 0.054 0.022 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.30 72.02 1322.67 0.11 4.98 225.00 Length = 9.0 ft 3 0.253 0.226 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.39 334.50 1322.67 1.10 50.85 225.00 Length = 9.0 ft 4 0.332 0.226 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.83 438.98 1322.67 1.10 50.85 225.00 Length = 0.90 ft 5 0.018 0.226 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.03 50.85 225.00 +D+0.750Lr+0.750L+H, LL Comb RI 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.004 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.02 0.90 225.00 Length = 9.0 ft 2 0.202 0.196 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.11 267.32 1322.67 0.95 44.21 225.00 Length = 9.0 ft 3 0.258 0.196 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.42 341.20 1322.67 0.95 44.21 225.00 Length = 9.0 ft 4 0.202 0.196 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.11 267.32 1322.67 0.22 44.21 225.00 Length = 0.90 ft 5 0.002 0.196 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 44.21 225.00 +D+0.750Lr+0.750L+H, LL Comb RI 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.004 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.02 0.90 225.00 Length = 9.0 ft 2 0.203 0.197 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.12 268.78 1322.67 0.96 44.36 225.00 Length = 9.0 ft 3 0.260 0.197 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.43 343.44 1322.67 0.96 44.36 225.00 Length = 9.0 ft 4 0.198 0.197 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.09 261.47 1322.67 0.21 44.36 225.00 Length = 0.90 ft 5 0.018 0.197 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.03 44.36 225.00 +D+0.750Lr+0.750L+H, LL Comb Ri 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.004 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.02 0.90 225.00 Length = 9.0 ft 2 0.147 0.162 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.81 194.29 1322.67 0.79 36.39 225.00 Length = 9.0 ft 3 0.423 0.249 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.33 559.43 1322.67 1.21 56.14 225.00 Length = 9.0 ft 4 0.423 0.249 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.33 559.43 1322.67 1.21 56.14 225.00 Length = 0.90 ft 5 0.002 0.249 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 56.14 225.00 +D+0.750Lr+0.750L+H, LL Comb R' 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.004 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.02 0.90 225.00 Length = 9.0 ft 2 0.148 0.162 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.81 195.75 1322.67 0.79 36.55 225.00 Length = 9.0 ft 3 0.419 0.247 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.30 553.59 1322.67 120 55.54 225.00 Length = 9.0 ft 4 0.419 0.247 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.30 553.59 1322.67 1.20 55.54 225.00 Length = 0.90 ft 5 0.018 0.247 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.03 55.54 225.00 +D+0.750Lr+0.750L+H, LL Comb RI 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.164 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.80 36.97 225.00 Length = 9.0 ft 2 0.339 0.229 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.87 448.95 1322.67 1.11 51.44 225.00 Length = 9.0 ft 3 0.257 0.229 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.42 340.34 1322.67 0.26 51.44 225.00 7d. Floor Beam File = X:1201711EFODK-S117-3781WN3)06-Q1EMV3ES-4\10X2RY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values Max Stress Ratios Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW06002408 Description : 7d. Floor Beam Load Combination Max Stress Ratios File = X:1201711EF0DK-S117-3781WN3XXS-Q1EMV3ES-411OXZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Shear Values Segment Length Span # M V Cd C FN C i C r C m C t C L M fb F'b V fv F'v Length = 9.0 ft 4 0.055 0.229 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.30 72.84 1322.67 0.11 51.44 225.00 Length = 0.90 ft 5 0.002 0.229 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 51.44 225.00 +D+0.750Lr+0.750L+H, LL Comb R 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.164 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.80 36.94 225.00 Length = 9.0 ft 2 0.339 0.229 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.86 448.32 1322.67 1.11 51.48 225.00 Length = 9.0 ft 3 0.258 0.229 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.42 341.81 1322.67 0.27 51.48 225.00 Length = 9.0 ft 4 0.051 0.229 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.28 67.14 1322.67 0.12 51.48 225.00 Length = 0.90 ft 5 0.018 0.229 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.03 51.48 225.00 +D+0.750Lr+0.750L+H, LL Comb R 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.171 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.83 38.54 225.00 Length = 9.0 ft 2 0.364 0.222 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.00 480.93 1322.67 1.08 49.88 225.00 Length = 9.0 ft 3 0.202 0.222 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.11 267.32 1322.67 1.08 49.88 225.00 Length = 9.0 ft 4 0.364 0.222 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.00 480.93 1322.67 1.08 49.88 225.00 Length = 0.90 ft 5 0.002 0.222 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 49,88 225.00 +D+0.750Lr+0.750L+H, LL Comb R 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.171 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.83 38.51 225.00 Length = 9.0 ft 2 0.363 0.222 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.00 480.28 1322.67 1.08 49.91 225.00 Length = 9.0 ft 3 0.203 0.222 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.12 268.78 1322.67 1.06 49.91 225.00 Length = 9.0 ft 4 0.356 0.222 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.96 471.43 1322.67 1.06 49.91 225.00 Length = 0.90 ft 5 0.018 0.222 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.03 49.91 225.00 +D+0.750Lr+0.750L+H, LL Comb Ri 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.143 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.70 32.28 225.00 Length = 9.0 ft 2 0.423 0.249 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.33 559.43 1322.67 1.21 56.14 225.00 Length = 9.0 ft 3 0.423 0.249 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.33 559.43 1322.67 1.12 56.14 225.00 Length = 9.0 ft 4 0.147 0.249 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.81 194.29 1322.67 0.18 56.14 225.00 Length = 0.90 ft 5 0.002 0.249 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 56.14 225.00 +D+0.750Lr+0.750L+H, LL Comb RI 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.143 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.70 32.25 225.00 Length = 9.0 ft 2 0.424 0.250 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.33 560.89 1322.67 1.21 56.17 225.00 Length = 9.0 ft 3 0.424 0.250 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.33 560.89 1322.67 1.13 56.17 225.00 Length = 9.0 ft 4 0.142 0.250 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.78 188.44 1322.67 0.17 56.17 225.00 Length = 0.90 ft 5 0.018 0.250 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.03 56.17 225.00 +D+0.750Lr+0.750L+H, LL Comb Ri 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.150 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.73 33.85 225.00 Length = 9.0 ft 2 0.368 0.243 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.02 486.40 1322.67 1.18 54.57 225.00 Length = 9.0 ft 3 0.368 0.243 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.02 486.40 1322.67 1.18 54.57 225.00 Length = 9.0 ft 4 0.368 0.243 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.02 486.40 1322.67 1.18 54.57 225.00 Length = 0.90 ft 5 0.002 0.243 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 54.57 225.00 +D+0.750Lr+0.750L+H, LL Comb R 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.150 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.73 33.81 225.00 Length = 9.0 ft 2 0.369 0.243 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.03 487.86 1322.67 1.18 54.60 225.00 Length = 9.0 ft 3 0.369 0.243 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.03 487.86 1322.67 1.17 54.60 '225.00 Length = 9.0 ft 4 0.363 0.243 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.00 480.56 1322.67 1.17 54.60 225.00 Length = 0.90 ft 5 0.018 0.243 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.03 54.60 225.00 +D+0.750Lr+0.750L+H, LL Comb R 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.018 0.040 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.19 8.97 225.00 Length = 9.0 ft 2 0.032 0.040 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.18 42.39 1322.67 0.10 8.97 225.00 Length = 9.0 ft 3 0.038 0.040 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.21 49.69 1322.67 0.12 8.97 225.00 Length = 9.0 ft 4 0.038 0.040 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.21 49.69 1322.67 0.12 8.97 225.00 Length = 0.90 ft 5 0.002 0.040 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 8.97 225.00 +D+0.750Lr+0.750L+H, LL Comb R 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.018 0.040 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.19 8.97 225.00 Length = 9.0 ft 2 0.033 0.040 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.18 43.85 1322.67 0.10 8.97 225.00 Length = 9.0 ft 3 0.033 0.040 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.18 43.85 1322.67 0.10 8.97 225.00 Length = 9.0 ft 4 0.033 0.040 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.18 43.85 1322.67 0.10 8.97 225.00 Length = 0.90 ft 5 0.018 0.040 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.03 8.97 225.00 +D+0.750Lr+0.750L+H, LL Comb R 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length = 0.90 ft 1 0.018 0.040 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.19 8.97 225.00 Length = 9.0 ft 2 0.051 0.040 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.28 67.14 1322.67 0.12 8.97 225.00 Length = 9.0 ft 3 0.258 0.229 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.42 341.81 1322.67 1.11 51.48 225.00 Moment Values Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Tide Block Line 6 Wood Beam Lic. # : KW-06002408 Description : Load Combination Segment Length Span # M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v Length = 9.0 ft 4 0.339 0.229 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.86 448.32 1322.67 1.11 51.48 225.00 Length = 0.90 ft 5 0.002 0.229 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 134'7.73 0.00 51.48 225.00 +D+0.750Lr+0.750L+H, LL Comb Ri 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.018 0.040 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.19 8.97 225.00 Length = 9.0 ft 2 0.050 0.040 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.28 66.25 1322.67 0.12 8.97 225.00 Length = 9.0 ft 3 0.254 0.226 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.40 335.96 1322.67 1.10 50.88 225.00 Length = 9.0 ft 4 0.331 0.226 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.82 438.35 1322.67 1.10 50.88 225.00 Length = 0.90 ft 5 0.018 0.226 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.03 50.88 225.00 +D+0.750Lr+0.750L+H, LL Comb RI 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.018 0.040 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.19 8.97 225.00 Length = 9.0 ft 2 0.198 0.196 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.09 261.47 1322.67 0.95 44.05 225.00 Length = 9.0 ft 3 0.260 0.197 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.43 343.44 1322.67 0.96 44.36 225.00 Length = 9.0 ft 4 0.203 0.197 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.12 268.78 1322.67 0.22 44.36 225.00 Length = 0.90 ft 5 0,002 0.197 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 44.36 225.00 +D+0.750Lr+0.750L+H, LL Comb RI 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.018 0.040 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.19 8.97 225.00 Length = 9.0 ft 2 0.199 0.196 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.09 262.93 1322.67 0.95 44.21 225.00 Length = 9.0 ft 3 0.261 0.196 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.44 345.58 1322.67 0.95 44.21 225.00 Length = 9.0 ft 4 0.199 0.196 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.09 262.93 1322.67 0.21 44.21 225.00 Length = 0.90 ft 5 0.018 0.196 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347'.73 0.03 44.21 225.00 +D+0.750Lr+0.750L+H, LL Comb RI 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.018 0.040 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.19 8.97 225.00 Length = 9.0 ft 2 0.142 0.161 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.78 188.44 1322.67 0.78 36.23 225.00 Length = 9.0 ft 3 0.424 0.250 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.33 560.89 1322.67 1.21 56.17 225.00 Length = 9.0 ft 4 0.424 0.250 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.33 560.89 1322.67 1.21 56.17 225.00 Length = 0.90 ft 5 0.002 0.250 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 56.17 225.00 +D+0.750Lr+0.750L+H, LL Comb RI 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.018 0.040 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.19 8.97 225.00 Length = 9.0 ft 2 0.144 0.162 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.79 189.90 1322.67 0.79 36.39 225.00 Length = 9.0 ft 3 0.420 0.247 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.31 555.05 1322.67 1.20 55.57 225.00 Length = 9.0 ft 4 0.420 0.247 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.31 555.05 1322.67 1.20 55.57 225.00 Length = 0.90 ft 5 0.018 0.247 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.03 55.57 225.00 +D+0.750Lr+0.750L+H, LL Comb RI 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.018 0.167 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.81 37.57 225.00 Length = 9.0 ft 2 0.332 0.226 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.83 438.98 1322.67 1.10 50.85 225.00 Length = 9.0 ft 3 0.253 0.226 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.39 334.50 1322.67 0.26 50.85 225.00 Length = 9.0 ft 4 0.054 0.226 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.30 72.02 1322.67 0.11 50.85 225.00 Length = 0.90 ft 5 0.002 0.226 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 50.85 225.00 +D+0.750Lr+0.750L+H, LL Comb RI 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.018 0.167 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.81 37.54 225.00 Length = 9.0 ft 2 0.331 0.226 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.82 438.35 1322.67 1.10 50.88 225.00 Length = 9.0 ft 3 0.254 0.226 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.40 335.96 1322.67 0.26 50.88 225.00 Length = 9.0 ft 4 0.050 0.226 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.28 66.25 1322.67 0.12 50.88 225.00 Length = 0.90 ft 5 0.018 0.226 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.03 50.88 225.00 +D+0.750Lr+0.750L+H, LL Comb RI 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.018 0.174 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.84 39.13 225.00 Length = 9.0 ft 2 0.356 0.219 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.96 471.43 1322.67 1.06 49.29 225.00 Length = 9.0 ft 3 0.203 0.222 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.12 268.78 1322.67 1.08 49.91 225.00 Length = 9.0 ft 4 0.363 0.222 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.00 480.28 1322.67 1.08 49.91 225.00 Length = 0.90 ft 5 0.002 0.222 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 49.91 225.00 +D+0.750Lr+0.750L+H, LL Comb RI 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.018 0.174 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.84 39.10 225.00 Length = 9.0 ft 2 0.356 0.219 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.96 470.77 1322.67 1.06 49.32 225.00 Length = 9.0 ft 3 0.199 0.219 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.09 262.93 1322.67 1.06 49.32 225.00 Length = 9.0 ft 4 0.356 0.219 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.96 470.77 1322.67 1.06 49.32 225.00 Length = 0.90 ft 5 0.018 0.219 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.03 49.32 225.00 +D+0.750Lr+0.750L+H, LL Comb RI 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.018 0.146 125 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.71 32.88 225.00 Length = 9.0 ft 2 0.419 0.247 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.30 553.59 1322.67 1.20 55.54 225.00 Length = 9.0 ft 3 0.419 0.247 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.30 553.59 1322.67 1.12 55.54 225.00 7d. Floor Beam File = X:1201711EFODK-S117-3781WN3XXS-Q\EMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values Max Stress Ratios Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : 7d. Floor Beam Load Combination Max Stress Ratios File = X:1201711EF00K-S117-3781WN3XXS-QIEMV3ES-411 0XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values Segment Length Span # M v Cd C FN C i C r C m C t C L M tb F'b V Iv F'v Length = 9.0 ft 4 0.148 0.247 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.81 195.75 1322.67 0.18 55.54 225.00 Length = 0.90 ft 5 0.002 0.247 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 55.54 225.00 +D+0.750Lr+0.750L+H, LL Comb RI 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.018 0.146 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.71 32.85 225.00 Length = 9.0 ft 2 0.420 0.247 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.31 555.05 1322.67 1.20 55.57 225.00 Length = 9.0 ft 3 0.420 0.247 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.31 555.05 1322.67 1.12 55.57 225.00 Length = 9.0 ft 4 0.144 0.247 1.25 1.200 1.00 1.00 1.00 1.00 0.98 0.79 189.90 1322.67 0.17 55.57 225.00 Length = 0.90 ft 5 0.018 0.247 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.03 55.57 225.00 +D+0.750Lr+0.750L+H, LL Comb RI 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.018 0.153 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.74 34.44 225.00 Length = 9.0 ft 2 0.363 0.240 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.00 480.56 1322.67 1.17 53.98 225.00 Length = 9.0 ft 3 0.369 0.243 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.03 487.86 1322.67 1.18 54.60 225.00 Length = 9.0 ft 4 0.369 0.243 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.03 487.86 1322.67 1.18 54.60 225.00 Length = 0.90 ft 5 0.002 0.243 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1347.73 0.00 54.60 225.00 +D+0.750Lr+0.750L+H, LL Comb Ri 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.018 0.153 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.74 34.41 225.00 Length = 9.0 ft 2 0.364 0.240 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.00 482.02 1322.67 1.17 54.01 225.00 Length = 9.0 ft 3 0.364 0.240 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.00 482.02 1322.67 1.17 54.01 225.00 Length = 9.0 ft 4 0.364 0.240 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.00 482.02 1322.67 1.17 54.01 225.00 Length = 0.90 ft 5 0.018 0.240 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1347.73 0.03 54.01 225.00 +D+0.750L+0.750S+H, LL Comb Rt 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.016 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.07 3.41 207.00 Length = 9.0 ft 2 0.041 0.026 1.15 1.200 1.00 1.00 1.00 1.00 0.98 0.21 49.69 1219.49 0.12 5.43 207.00 Length = 9.0 ft 3 0.041 0.026 1.15 1.200 1.00 1.00 1.00 1.00 0.98 0.21 49.69 1219.49 0.10 5.43 207.00 Length = 9.0 ft 4 0.035 0.026 1.15 1.200 1.00 1.00 1.00 1.00 0.98 0.18 42.39 1219.49 0.10 5.43 207.00 Length = 0.90 ft 5 0.020 0.026 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.03 5.43 207.00 +D+0.750L+0.750S+H, LL Comb Rt 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.024 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.11 5.01 207.00 Length = 9.0 ft 1 0.060 0.024 1.15 1.200 1.00 1.00 1.00 1.00 0.98 0.30 72.84 1219.49 0.11 5.01 207.00 Length = 9.0 ft 3 0.279 0.249 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.42 340.34 1219.49 1.11 51.44 207.00 Length = 9.0 ft 4 0.368 0.249 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.87 448.95 1219.49 1.11 51.44 207.00 Length = 0.90 ft 5 0.002 0.249 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.00 51.44 207.00 +D+0.750L+0.750S+H, LL Comb Rt 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.024 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.11 4.98 207.00 Length = 9.0 ft 2 0.059 0.024 1.15 1.200 1.00 1.00 1.00 1.00 0.98 0.30 72.02 1219.49 0.11 4.98 207.00 Length = 9.0 ft 3 0.274 0.246 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.39 334.50 1219.49 1.10 50.85 207.00 Length = 9.0 ft 4 0.360 0.246 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.83 438.98 1219.49 1.10 50.85 207.00 Length = 0.90 ft 5 0.020 0.246 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.03 50.85 207.00 +D+0.750L+0.750S+H, LL Comb Rt 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.004 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.02 0.90 207.00 Length = 9.0 ft 2 0.219 0.214 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.11 267.32 1219.49 0.95 44.21 207.00 Length = 9.0 ft 3 0.280 0.214 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.42 341.20 1219.49 0.95 44.21 207.00 Length = 9.0 ft 4 0.219 0.214 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.11 267.32 1219.49 0.22 44.21 207.00 Length = 0.90 ft 5 0.002 0.214 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.00 44.21 207.00 +D+0.750L+0.750S+H, LL Comb Rt 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.004 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.02 0.90 207.00 Length = 9.0 ft 2 0.220 0.214 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.12 268.78 1219.49 0.96 44.36 207.00 Length = 9.0 ft 3 0.282 0.214 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.43 343.44 1219.49 0.96 44.36 207.00 Length = 9.0 ft 4 0.214 0.214 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.09 261.47 1219.49 0.21 44.36 207.00 Length = 0.90 ft 5 0.020 0.214 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.03 44.36 207.00 +D+0.750L+0.750S+H, LL Comb Rt 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.004 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.02 0.90 207.00 Length = 9.0 ft 2 0.159 0.176 1.15 1.200 1.00 1.00 1.00 1.00 0.98 0.81 194.29 1219.49 0.79 36.39 207.00 Length = 9.0 ft 3 0.459 0.271 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.33 559.43 1219.49 1.21 56.14 207.00 Length = 9.0 ft 4 0.459 0.271 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.33 559.43 1219.49 1.21 56.14 207.00 Length = 0.90 ft 5 0.002 0.271 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.00 56.14 207.00 +D+0.750L+0.750S+H, LL Comb Rt 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.004 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.02 0.90 207.00 Length = 9.0 ft 2 0.161 0.177 1.15 1.200 1.00 1.00 1.00 1.00 0.98 0.81 195.75 1219.49 0.79 36.55 207.00 Length = 9.0 ft 3 0.454 0.268 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.30 553.59 1219.49 1.20 55.54 207.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : Load Combination Segment Length Span # M V Cd C FN C i Cr 7d. Floor Beam Max Stress Ratios Cm Ct CL File = X:12017\1EFODK-S\17-3781WN3XXS-Q\EMV3ES-4\10XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values M fb Feb V fv F'v Length = 9.0 ft 4 0.454 0.268 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.30 553.59 1219.49 1.20 55.54 207.00 Length = 0.90 ft 5 0.020 0.268 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.03 55.54 207.00 +D+0.750L+0.750S+H, LL Comb Ri 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.179 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.80 36.97 207.00 Length = 9.0 ft 2 0.368 0.249 1.15 1.200 1.00 1.00 1.00 1..00 0.98 1.87 448.95 1219.49 1.11 51.44 207.00 Length = 9.0 ft 3 0.279 0.249 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.42 340.34 1219.49 0.26 51.44 207.00 Length = 9.0 ft 4 0.060 0.249 1.15 1.200 1.00 1.00 1.00 1.00 0.98 0.30 72.84 1219.49 0.11 51.44 207.00 Length = 0.90 ft 5 0.002 0.249 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.00 51.44 207.00 +D+0.750L+0.750S+H, LL Comb R. 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.178 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.80 36.94 207.00 Length = 9.0 ft 2 0.368 0.249 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.86 448.32 1219.49 1.11 51.48 207.00 Length = 9.0 ft 3 0.280 0.249 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.42 341.81 1219.49 0.27 51.48 207.00 Length = 9.0 ft 4 0.055 0.249 1.15 1.200 1.00 1.00 1.00 1.00 0.98 0.28 67.14 1219.49 0.12 51.48 207.00 Length = 0.90 ft 5 0.020 0.249 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.03 51.48 207.00 +D+0.750L+0.750S+H, LL Comb Ri. 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.186 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.83 38.54 207.00 Length = 9.0 ft 2 0.394 0.241 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.00 480.93 1219.49 1.08 49.88 207.00 Length = 9.0 ft 3 0.219 0.241 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.11 267.32 1219.49 1.08 49.88 207.00 Length = 9.0 ft 4 0.394 0.241 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.00 480.93 1219.49 1.08 49.88 207.00 Length = 0.90 ft 5 0.002 0.241 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.00 49.88 207.00 +D+0.750L+0.750S+H, LL Comb Ri 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.186 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.83 38.51 207.00 Length = 9.0 ft 2 0.394 0.241 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.00 480.28 1219.49 1.08 49.91 207.00 Length = 9.0 ft 3 0.220 0.241 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.12 268.78 1219.49 1.06 49.91 207.00 Length = 9.0 ft 4 0.387 0.241 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.96 471.43 1219.49 1.06 49.91 207.00 Length = 0.90 ft 5 0.020 0.241 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.03 49.91 207.00 +D+0.750L+0.750S+H, LL Comb Ri 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.156 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.70 32.28 207.00 Length = 9.0 ft 2 0.459 0.271 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.33 559.43 1219.49 1.21 56.14 207.00 Length = 9.0 ft 3 0.459 0.271 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.33 559.43 1219.49 1.12 56.14 207.00 Length = 9.0 ft 4 0.159 0.271 1.15 1.200 1.00 1.00 1.00 1.00 0.98 0.81 194.29 1219.49 0.18 56.14 207.00 Length = 0.90 ft 5 0.002 0.271 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.00 56.14 207.00 +D+0.750L+0.750S+H, LL Comb Rt. 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.156 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.70 32.25 207.00 Length = 9.0 ft 2 0.460 0.271 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.33 560.89 1219.49 1.21 56.17 207.00 Length = 9.0 ft 3 0.460 0.271 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.33 560.89 1219.49 1.13 56.17 207.00 Length = 9.0 ft 4 0.155 0.271 1.15 1.200 1.00 1.00 1.00 1.00 0.98 0.78 188.44 1219.49 0.17 56.17 207.00 Length = 0.90 ft 5 0.020 0.271 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.03 56.17 207.00 +D+0.750L+0.750S+H, LL Comb Ri. 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.164 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.73 33.85 207.00 Length = 9.0 ft 2 0.399 0.264 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.02 486.40 1219.49 1.18 54.57 207.00 Length = 9.0 ft 3 0.399 0.264 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.02 486.40 1219.49 1.18 54.57 207.00 Length = 9.0 ft 4 0.399 0.264 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.02 486.40 1219.49 1.18 54.57 207.00 Length = 0.90 ft 5 0.002 0.264 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.00 54.57 207.00 +D+0.750L+0.750S+H, LL Comb Ri 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.163 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.73 33.81 207.00 Length = 9.0 ft 2 0.400 0.264 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.03 487.86 1219.49 1.18 54.60 207.00 Length = 9.0 ft 3 0.400 0.264 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.03 487.86 1219.49 1.17 54.60 207.00 Length = 9.0 ft 4 0.394 0.264 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.00 480.56 1219.49 1.17 54.60 207.00 Length = 0.90 ft 5 0.020 0.264 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.03 54.60 207.00 +D+0.750L+0.750S+H, LL Comb R. 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.020 0.043 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.19 8.97 207.00 Length = 9.0 ft 2 0.035 0.043 1.15 1.200 1.00 1.00 1.00 1.00 0.98 0.18 42.39 1219.49 0.10 8.97 207.00 Length = 9.0 ft 3 0.041 0.043 1.15 1.200 1.00 1.00 1.00 1.00 0.98 0.21 49.69 1219,.49 0.12 8.97 207.00 Length = 9.0 ft 4 0.041 0.043 1.15 1.200 1.00 1.00 1.00 1.00 0.98 0.21 49.69 1219.49 0.12 8.97 207.00 Length = 0.90 ft 5 0.002 0.043 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.00 8.97 207.00 +D+0.750L+0.750S+H, LL Comb Rt 1.200 1.00 1.00 1.00 1.00 1.00 0..00 0.00 0.00 0.00 Length = 0.90 ft 1 0.020 0.043 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.19 8.97 207.00 Length = 9.0 ft 2 0.036 0.043 1.15 1.200 1.00 1.00 1.00 1.00 0.98 0.18 43.85 1219.49 0.10 8.97 207.00 Length = 9.0 ft 3 0.036 0.043 1.15 1.200 1.00 1.00 1.00 1.00 0.98 0.18 43.85 1219.49 0.10 8.97 207.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : 7d. Floor Beam Load Combination Max Stress Ratios File = X:1201711EF0DK-S117-3781WN3XXS-QIEMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values Segment Length Span # M V Cd C FN C i C r C m C t C L M fb F'b V fv F'v Length = 9.0 ft 4 0.036 0.043 1.15 1.200 1.00 1.00 1.00 1.00 0.98 0.18 43.85 1219.49 0.10 8.97 207.00 Length = 0.90 ft 5 0.020 0.043 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.03 8.97 207.00 +D+0.750L+0.750S+H, LL Comb Rt 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.020 0.043 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.19 8.97 207.00 Length = 9.0 ft 2 0.055 0.043 1.15 1.200 1.00 1.00 1.00 1.00 0.98 0.28 67.14 1219.49 0.12 8.97 207.00 Length = 9.0 ft 3 0.280 0.249 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.42 341.81 1219.49 1.11 51.48 207.00 Length = 9.0 ft 4 0.368 0.249 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.86 448.32 1219.49 1.11 51.48 207.00 Length = 0.90 ft 5 0.002 0.249 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.00 51.48 207.00 +D+0.750L+0.750S+H, LL Comb Rt. 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.020 0.043 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.19 8.97 207.00 Length = 9.0 ft 2 0.054 0.043 1.15 1.200 1.00 1.00 1.00 1.00 0.98 0.28 66.25 1219.49 0.12 8.97 207.00 Length = 9.0 ft 3 0.275 0.246 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.40 335.96 1219.49 1.10 50.88 207.00 Length = 9.0 ft 4 0.359 0.246 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.82 438.35 1219.49 1.10 50.88 207.00 Length = 0.90 ft 5 0.020 0.246 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.03 50.88 207.00 +D+0.750L+0.750S+H, LL Comb Rt 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.020 0.043 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.19 8.97 207.00 Length = 9.0 ft 2 0.214 0.213 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.09 261.47 1219.49 0.95 44.05 207.00 Length = 9.0 ft 3 0.282 0.214 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.43 343.44 1219.49 0.96 44.36 207.00 Length = 9.0 ft 4 0.220 0.214 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.12 268.78 1219.49 0.22 44.36 207.00 Length = 0.90 ft 5 0.002 0.214 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.00 44.36 207.00 +D+0.750L+0.750S+H, LL Comb Rt 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.020 0.043 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.19 8.97 207.00 Length = 9.0 ft 2 0.216 0.214 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.09 262.93 1219.49 0.95 44.21 207.00 Length = 9.0 ft 3 0.283 0.214 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.44 345.58 1219.49 0.95 44.21 207.00 Length = 9.0 ft 4 0.216 0.214 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.09 262.93 1219.49 0.21 44.21 207.00 Length = 0.90 ft 5 0.020 0.214 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.03 44.21 207.00 +D+0.750L+0.750S+H, LL Comb Rt. 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.020 0.043 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.19 8.97 207.00 Length = 9.0 ft 2 0.155 0.175 1.15 1.200 1.00 1.00 1.00 1.00 0.98 0.78 188.44 1219.49 0.78 36.23 207.00 Length = 9.0 ft 3 0.460 0.271 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.33 560.89 1219,49 1.21 56.17 207.00 Length = 9.0 ft 4 0.460 0.271 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.33 560.89 1219.49 1.21 56.17 207.00 Length = 0.90 ft 5 0.002 0.271 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.00 56.17 207.00 +D+0.750L+0.750S+H, LL Comb Ri 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.020 0.043 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.19 8.97 207.00 Length = 9.0 ft 2 0.156 0.176 1.15 1.200 1.00 1.00 1.00 1.00 0.98 0.79 189.90 1219.49 0.79 36.39 207.00 Length = 9.0 ft 3 0.455 0.268 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.31 555.05 1219.49 1.20 55.57 207.00 Length = 9.0 ft 4 0.455 0.268 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.31 555.05 1219.49 1.20 55.57 207.00 Length = 0.90 ft 5 0.020 0.268 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.03 55.57 207.00 +D+0.750L+0.750S+H, LL Comb Rt 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.020 0.181 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.81 37.57 207.00 Length = 9.0 ft 2 0.360 0.246 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.83 438.98 1219.49 1.10 50.85 207.00 Length = 9.0 ft 3 0.274 0.246 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.39 334.50 1219.49 0.26 50.85 207.00 Length = 9.0 ft 4 0.059 0.246 1.15 1.200 1.00 1.00 1.00 1.00 0.98 0.30 72.02 1219.49 0.11 50.85 207.00 Length = 0.90 ft 5 0.002 0.246 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.00 50.85 207.00 +D+0.750L+0.750S+H, LL Comb Rt 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.020 0.181 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.81 37.54 207,00 Length = 9.0 ft 2 0.359 0.246 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.82 438.35 1219.49 1.10 50.88 207.00 Length = 9.0 ft 3 0.275 0.246 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.40 335.96 1219.49 0.26 50.88 207.00 Length = 9.0 ft 4 0.054 0.246 1.15 1.200 1.00 1.00 1.00 1.00 0.98 0.28 66.25 1219.49 0.12 50.88 207.00 Length = 0.90 ft 5 0.020 0.246 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.03 50.88 207.00 +D+0.750L+0.750S+H, LL Comb Rt 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.020 0.189 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.84 39.13 207.00 Length = 9.0 ft 2 0.387 0.238 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.96 471.43 1219.49 1.06 49.29 207.00 Length = 9.0 ft 3 0.220 0.241 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.12 268.78 1219.49 1.08 49.91 207.00 Length = 9.0 ft 4 0.394 0.241 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.00 480.28 1219.49 1.08 49.91 207.00 Length = 0.90 ft 5 0.002 0.241 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.00 49.91 207.00 +D+0.750L+0.750S+H, LL Comb Rt. 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.020 0.189 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.84 39.10 207.00 Length = 9.0 ft 2 0.386 0.238 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.96 470.77 1219.49 1.06 49.32 207.00 Length = 9.0 ft 3 0.216 0.238 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.09 262.93 1219.49 1.06 49.32 207.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : Load Combination 7d. Floor Beam Max Stress Ratios Segment Length Span # M V Length = 9.0 ft 4 0.386 0.238 1.15 1.200 1.00 1.00 1.00 1.00 0.98 1.96 470.77 1219.49 1.06 49.32 207.00 Length = 0.90 ft 5 0.020 0.238 1.15 1.200 1.00 1.00 1.00 1,00 1.00 0.10 24.34 1240.09 0.03 49.32 207.00 +D+0.750L+0.750S+H, LL Comb Rt. 1.200 1.00 1.00 1.00 1.00 1.00 f1.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.020 0.159 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.71 32.88 207.00 Length = 9.0 ft 2 0.454 0.268 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.30 553.59 1219.49 1.20 55.54 207.00 Length = 9.0 ft 3 0.454 0.268 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.30 553.59 1219.49 1.12 55.54 207.00 Length = 9.0 ft 4 0.161 0.268 1.15 1.200 1.00 1.00 1.00 1.00 0.98 0.81 195.75 1219.49 0.18 55.54 207.00 Length = 0.90 ft 5 0.002 0.268 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.00 55.54 207,00 +D+0.750L+0.750S+H, LL Comb Ri 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.020 0.159 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.71 32.85 207.00 Length = 9.0 ft 2 0.455 0.268 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.31 555.05 1219.49 1.20 55.57 207.00 Length = 9.0 ft 3 0.455 0.268 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.31 555.05 1219.49 1.12 55.57 207.00 Length = 9.0 ft 4 0.156 0.268 1.15 1.200 1.00 1.00 1.00 1.00 0.98 0.79 189.90 1219.49 0.17 55.57 207.00 Length = 0.90 ft 5 0.020 0.268 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.03 55.57 207.00 +D+0.750L+0.750S+H, LL Comb Rt 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.020 0.166 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.74 34.44 207.00 Length = 9.0 ft 2 0.394 0.261 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.00 480.56 1219.49 1.17 53.98 207.00 Length = 9.0 ft 3 0.400 0.264 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.03 487.86 1219.49 1.18 54.60 207.00 Length = 9.0 ft 4 0.400 0.264 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.03 487.86 1219.49 1.18 54.60 207.00 Length = 0.90 ft 5 0.002 0.264 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1240.09 0.00 54.60 207.00 +D+0.750L+0.750S+H, LL Comb Rt 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.020 0.166 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.74 34.41 207.00 Length = 9.0 ft 2 0.395 0.261 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.00 482.02 1219.49 1.17 54.01 207.00 Length = 9.0 ft 3 0.395 0.261 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.00 482.02 1219.49 1.17 54.01 207.00 Length = 9.0 ft 4 0.395 0.261 1.15 1.200 1.00 1.00 1.00 1.00 0.98 2.00 482.02 1219.49 1.17 54.01 207.00 Length = 0.90 ft 5 0.020 0.261 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1240.09 0.03 54.01 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.012 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.07 3.44 288.00 Length = 9.0 ft 2 0.029 0.019 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.20 48.23 1678.48 0.12 5.40 288.00 Length = 9.0 ft 3 0.029 0.019 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.20 48.23 1678.48 0.12 5.40 288.00 Length = 9.0 ft 4 0.029 0.019 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.20 48.23 1678.48 0.12 5.40 288.00 Length = 0.90 ft 5 0.001 0.019 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724..26 0.00 5.40 288.00 +D-0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.012 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.07 3.44 288.00 Length = 9.0 ft 2 0.029 0.019 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.20 48.23 1678.48 0.12 5.40 288.00 Length = 9.0 ft 3 0.029 0.019 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.20 48.23 1678.48 0.12 5.40 288.00 Length = 9.0 ft 4 0.029 0.019 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.20 48.23 1678..48 0.12 5.40 288.00 Length = 0.90 ft 5 0.001 0.019 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 5.40 288.00 +1.139D+1.750E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.014 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.77 1724,26 0.08 3.92 288.00 ' Length = 9.0 ft 2 0.033 0.021 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.23 54.93 1678.48 0.13 6.15 288.00 Length = 9.0 ft 3 0.033 0.021 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.23 54.93 1678.48 0.13 6.15 288.00 Length = 9.0 ft 4 0.033 0.021 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.23 54.93 1678.48 0.13 6.15 288.00 Length = 0.90 ft 5 0.002 0.021 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.77 1724.26 0.00 6.15 288.00 +1.139D-1.750E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.014 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.77 1724.26 0.08 3.92 288.00 Length = 9.0 ft 2 0.033 0.021 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.23 54.93 1678.48 0.13 6.15 288.00 Length = 9.0 ft 3 0.033 0.021 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.23 54.93 1678.48 0.13 6.15 288.00 Length = 9.0 ft 4 0.033 0.021 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.23 54.93 1678.48 0.13 6.15 288.00 Length = 0.90 ft 5 0.002 0.021 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.77 1724.26 0.00 6.15 288.00 +D+0.750Lr+0,750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.012 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.07 3.41 288.00 Length = 9.0 ft 2 0.030 0.019 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.21 49.69 1678.48 0.12 5.43 288.00 Length = 9.0 ft 3 0.030 0.019 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.21 49.69 1678.48 0.10 5.43 288.00 Length = 9.0 ft 4 0.025 0.019 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.18 42.39 1678.48 0.10 5.43 288.00 Length = 0.90 ft 5 0.014 0.019 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 5.43 288.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.017 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.11 5.01 288.00 Length = 9.0 ft 2 0.043 0.017 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.30 72.84 1678.48 0.11 5.01 288.00 Length = 9.0 ft 3 0.203 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.42 340.34 1678.48 1.11 51.44 288.00 Cd C FN C i Cr File=X:1201711EFODK-S117-3781WN3XXS-Q\EMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values Cm C t CL M fb Fb V fV F'V Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : 7d. Floor Beam Load Combination Segment Length Span # Max Stress Ratios M V Cd CFN Ci Cr Cm C t CL Rle = XI201711EFODK-S117-3781WN3XXS-QIEMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values M fb F'b V fv F'v Length = 9.0 ft 4 0.267 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.87 448.95 1678.48 1.11 51.44 288.00 Length = 0.90 ft 5 0.001 0.179 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 51.44 288.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.017 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.11 4.98 288.00 Length = 9.0 ft 2 0.043 0.017 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.30 72.02 1678.48 0.11 4.98 288.00 Length = 9.0 ft 3 0.199 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.39 334.50 1678.48 .1.10 50.85 288.00 Length = 9.0 ft 4 0.262 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.83 438.98 1678.48 1.10 50.85 288.00 Length = 0.90 ft 5 0.014 0.177 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 50.85 288.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.003 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.02 0.90 288.00 Length = 9.0 ft 2 0.159 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.11 267.32 1678.48 0.95 44.21 288.00 Length = 9.0 ft 3 0.203 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.42 341.20 1678.48 0.95 44.21 288.00 Length = 9.0 ft 4 0.159 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.11 267.32 1678.48 0.22 44.21 288.00 Length = 0.90 ft 5 0.001 0.154 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 44.21 288.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.003 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.02 0.90 288.00 Length = 9.0 ft 2 0.160 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.12 268.78 1678.48 0.96 44.36 288.00 Length = 9.0 ft 3 0.205 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.43 343.44 1678.48 0.96 44.36 288.00 Length = 9.0 ft 4 0.156 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.09 261.47 1678.48 0.21 44.36 288.00 Length = 0.90 ft 5 0.014 0.154 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 44.36 288.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.003 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.02 0.90 288.00 Length = 9.0 ft 2 0.116 0.126 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.81 194.29 1678.48 0.79 36.39 288.00 Length = 9.0 ft 3 0.333 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 559.43 1678.48 1.21 56.14 288.00 Length = 9.0 ft 4 0.333 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 559.43 1678.48 1.21 56.14 288.00 Length = 0.90 ft 5 0.001 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 56.14 288.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.003 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.02 0.90 288.00 Length = 9.0 ft 2 0.117 0.127 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.81 195.75 1678.48 0.79 36.55 288.00 Length = 9.0 ft 3 0.330 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.30 553.59 1678.48 1.20 55.54 288.00 Length = 9.0 ft 4 0.330 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.30 553.59 1678.48 1.20 55.54 288.00 Length = 0.90 ft 5 0.014 0.193 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 55.54 288.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.128 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.80 36.97 288.00 Length = 9.0 ft 2 0.267 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.87 448.95 1678.48 1.11 51.44 288.00 Length = 9.0 ft 3 0.203 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.42 340.34 1678.48 0.26 51.44 288.00 Length = 9.0 ft 4 0.043 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.30 72.84 1678.48 0.11 51.44 288.00 Length = 0.90 ft 5 0.001 0.179 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 51.44 288.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.128 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.80 36.94 288.00 Length = 9.0 ft 2 0.267 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.86 448.32 1678.48 1.11 51.48 288.00 Length = 9.0 ft 3 0.204 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.42 341.81 1678.48 0.27 51.48 288.00 Length = 9.0 ft 4 0.040 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.28 67.14 1678.48 0.12 51.48 288.00 Length = 0.90 ft 5 0.014 0.179 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 51.48 288.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.134 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.83 38.54 288.00 Length = 9.0 ft 2 0.287 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 480.93 1678.48 1.08 49.88 288.00 Length = 9.0 ft 3 0.159 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.11 267.32 1678.48 1.08 49.88 288.00 Length = 9.0 ft 4 0.287 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 480.93 1678.48 1.08 49.88 288.00 Length = 0.90 ft 5 0.001 0.173 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 49.88 288.00 +0+0.750Lr+0.750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.134 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.83 38.51 288.00 Length = 9.0 ft 2 0.286 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 480.28 1678.48 1.08 49.91 288.00 Length = 9.0 ft 3 0.160 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.12 268.78 1678.48 1.06 49.91 288.00 Length = 9.0 ft 4 0.281 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.96 471.43 1678.48 1.06 49.91 288.00 Length = 0.90 ft 5 0.014 0.173 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 49.91 288.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.112 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0,01 2.44 1724.26 0.70 32.28 288.00 Length = 9.0 ft 2 0.333 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 559.43 1678.48 1.21 56.14 288.00 Length = 9.0 ft 3 0.333 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 559.43 1678.48 1.12 56.14 288.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : Load Combination Segment Length Span # M V Cd C FN C i Cr Cm C t C L Length = 9.0 ft 4 0.116 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.81 194.29 1678.48 0.18 56.14 288.00 Length = 0.90 ft 5 0.001 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 56.14 288.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.112 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.70 32.25 288.00 Length = 9.0 ft 2 0.334 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 560.89 1678.48 1.21 56.17 288.00 Length = 9.0 ft 3 0.334 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 560.89 1678.48 1.13 56.17 288.00 Length = 9.0 ft 4 0.112 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.78 188.44 1678.48 0.17 56.17 288.00 Length = 0.90 ft 5 0.014 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 56.17 288.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.118 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.73 33.85 288.00 Length = 9.0 ft 2 0.290 0.189 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.02 486.40 1678.48 1.18 54.57 288.00 Length = 9.0 ft 3 0.290 0.189 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.02 486.40 1678.48 1.18 54.57 288.00 Length = 9.0 ft 4 0.290 0.189 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.02 486.40 1678.48 1.18 54.57 288.00 Length = 0.90 ft 5 0.001 0.189 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 54.57 288.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.117 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.73 33.81 288.00 Length = 9.0 ft 2 0.291 0.190 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.03 487.86 1678.48 1.18 54.60 288.00 Length = 9.0 ft 3 0.291 0.190 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.03 487.86 1678.48 1.17 54.60 288.00 Length = 9.0 ft 4 0.286 0.190 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 480.56 1678.48 1.17 54.60 288.00 Length = 0.90 ft 5 0.014 0.190 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 54.60 288.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.025 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.18 42.39 1678.48 0.10 8.97 288.00 Length = 9.0 ft 3 0.030 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.21 49.69 1678.48 0.12 8.97 288.00 Length = 9.0 ft 4 0.030 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.21 49.69 1678.48 0.12 8.97 288.00 Length = 0.90 ft 5 0.001 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 8.97 288.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.026 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.18 43.85 1678.48 0.10 8.97 288.00 Length = 9.0 ft 3 0.026 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.18 43.85 1678.48 0.10 8.97 288.00 Length = 9.0 ft 4 0.026 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.18 43.85 1678.48 0.10 8.97 288.00 Length = 0.90 ft 5 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 8.97 288.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.040 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.28 67.14 1678.48 0.12 8.97 288.00 Length = 9.0 ft 3 0.204 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.42 341.81 1678.48 1.11 51.48 288.00 Length = 9.0 ft 4 0.267 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.86 448.32 1678.48 1.11 51.48 288.00 Length = 0.90 ft 5 0.001 0.179 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 51.48 288.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.039 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.28 66.25 1678.48 0.12 8.97 288.00 Length = 9.0 ft 3 0.200 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.40 335.96 1678.48 1.10 50.88 288.00 Length = 9.0 ft 4 0.261 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.82 438.35 1678.48 1.10 50.88 288.00 Length = 0.90 ft 5 0.014 0.177 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 50.88 288.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.156 0.153 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.09 261.47 1678.48 0.95 44.05 288.00 Length = 9.0 ft 3 0.205 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.43 343.44 1678.48 0.96 44.36 288.00 Length = 9.0 ft 4 0.160 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.12 268.78 1678.48 0.22 44.36 288.00 Length = 0.90 ft 5 0.001 0.154 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 44.36 288.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.157 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.09 262.93 1678.48 0.95 44.21 288.00 Length = 9.0 ft 3 0.206 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.44 345.58 1678.48 0.95 44.21 288.00 Length = 9.0 ft 4 0.157 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.09 262.93 1678.48 0.21 44.21 288.00 Length = 0.90 ft 5 0.014 0.154 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 44.21 288.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.112 0.126 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.78 188.44 1678.48 0.78 36.23 288.00 Length = 9.0 ft 3 0.334 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 560.89 1678.48 1.21 56.17 288.00 7d. Floor Beam File=X:1201711EF0DK-S117-3781WN3XXS-Q\EMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values Max Stress Ratios M tb F'b V Iv F'v Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : 7d. Floor Beam Load Combination Max Stress Ratios File = X:1201711EFODK-SI17-3781WN3XXS-Q\EMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v Length = 9.0 ft 4 0.334 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 560.89 1678.48 1.21 56.17 288.00 Length = 0.90 ft 5 0.001 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 56.17 288.00 +D+0.75011+0.750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10, 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.113 0.126 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.79 189.90 1678.48 0.79 36.39 288.00 Length = 9.0 ft 3 0.331 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.31 555.05 1678.48 1.20 55.57 288.00 Length = 9.0 ft 4 0.331 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.31 555.05 1678.48 1.20 55.57 288.00 Length = 0.90 ft 5 0.014 0.193 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 55.57 288.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.130 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.81 37.57 288.00 Length = 9.0 ft 2 0.262 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.83 438.98 1678.48 1.10 50.85 288.00 Length = 9.0 ft 3 0.199 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.39 334.50 1678.48 0.26 50.85 288.00 Length = 9.0 ft 4 0.043 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.30 72.02 1678.48 0.11 50.85 288.00 Length = 0.90 ft 5 0.001 0.177 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 50.85 288.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.130 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.81 37.54 288.00 Length = 9.0 ft 2 0.261 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.82 438.35 1678.48 1.10 50.88 288.00 Length = 9.0 ft 3 0.200 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.40 335.96 1678.48 0.26 50.88 288.00 Length = 9.0 ft 4 0.039 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.28 66.25 1678.48 0.12 50.88 288.00 Length = 0.90 ft 5 0.014 0.177 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 50.88 288.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.136 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.84 39.13 288.00 Length = 9.0 ft 2 0.281 0.171 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.96 471.43 1678.48 1.06 49.29 288.00 Length = 9.0 ft 3 0.160 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.12 268.78 1678.48 1.08 49.91 288.00 Length = 9.0 ft 4 0.286 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 480.28 1678.48 1.08 49.91 288.00 Length = 0.90 ft 5 0.001 0.173 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 49.91 288.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.136 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.84 39.10 288.00 Length = 9.0 ft 2 0.280 0.171 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.96 470.77 1678.48 1.06 49.32 288.00 Length = 9.0 ft 3 0.157 0.171 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.09 262.93 1678.48 1.06 49.32 288.00 Length = 9.0 ft 4 0.280 0.171 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.96 470.77 1678.48 1.06 49.32 288.00 Length = 0.90 ft 5 0.014 0.171 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 49.32 288.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.114 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.71 32.88 288.00 Length = 9.0 ft 2 0.330 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.30 553.59 1678.48 1.20 55.54 288.00 Length = 9.0 ft 3 0.330 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.30 553.59 1678.48 1.12 55.54 288.00 Length = 9.0 ft 4 0.117 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.81 195.75 1678.48 0.18 55.54 288.00 Length = 0.90 ft 5 0.001 0.193 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 55.54 288.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.114 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.71 32.85 288.00 Length = 9.0 ft 2 0.331 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.31 555.05 1678.48 1.20 55.57 288.00 Length = 9.0 ft 3 0.331 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.31 555.05 1678.48 1.12 55.57 288.00 Length = 9.0 ft 4 0.113 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.79 189.90 1678.48 0.17 55.57 288.00 Length = 0.90 ft 5 0.014 0.193 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 55.57 288.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.120 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.74 34.44 288.00 Length = 9.0 ft 2 0.286 0.187 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 480.56 1678.48 1.17 53.98 288.00 Length = 9.0 ft 3 0.291 0.190 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.03 487.86 1678.48 1.18 54.60 288.00 Length = 9.0 ft 4 0.291 0.190 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.03 487.86 1678.48 1.18 54.60 288.00 Length = 0.90 ft 5 0.001 0.190 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 54.60 288.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.119 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.74 34.41 288.00 Length = 9.0 ft 2 0.287 0.188 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 482.02 1678.48 1.17 54.01 288.00 Length = 9.0 ft 3 0.287 0.188 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 482.02 1678.48 1.17 54.01 288.00 Length = 9.0 ft 4 0.287 0.188 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 482.02 1678.48 1.17 54.01 288.00 Length = 0.90 ft 5 0.014 0.188 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 54.01 288.00 +D+0.750Lr+0.750L-0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.012 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.07 3.41 288.00 Length = 9.0 ft 2 0.030 0.019 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.21 49.69 1678.48 0.12 5.43 288.00 Length = 9.0 ft 3 0.030 0.019 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.21 49.69 1678.48 0.10 5.43 288.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Tide Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : Load Combination Segment Length Span # M V C d C FN C i Cr Cm C t C L M ft) F'b V fv F'v Length = 9.0 ft 4 0.025 0.019 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.18 42.39 1678.48 0.10 5.43 288.00 Length = 0.90 ft 5 0.014 0.019 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 5.43 288.00 +D+0.750Lr+0.750L-0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.017 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.11 5.01 288.00 Length = 9.0 ft 2 0.043 0.017 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.30 72.84 1678.48 0.11 5.01 288.00 Length = 9.0 ft 3 0.203 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.42 340.34 1678.48 1.11 51.44 288.00 Length = 9.0 ft 4 0.267 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.87 448.95 1678.48 1.11 51.44 288.00 Length = 0.90 ft 5 0.001 0.179 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724..26 0.00 51.44 288.00 +D+0.750Lr+0.750L-0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.017 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.11 4.98 288.00 Length = 9.0 ft 2 0.043 0.017 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.30 72.02 1678.48 0.11 4.98 288.00 Length = 9.0 ft 3 0.199 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.39 334.50 1678.48 1.10 50.85 288.00 Length = 9.0 ft 4 0.262 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.83 438.98 1678.48 1.10 50.85 288.00 Length = 0.90 ft 5 0.014 0.177 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 50.85 288.00 +D+0.750Lr+0.750L-0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.003 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.02 0.90 288.00 Length = 9.0 ft 2 0.159 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.11 267.32 1678.48 0.95 44.21 288.00 Length = 9.0 ft 3 0.203 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.42 341.20 1678.48 0.95 44.21 288.00 Length = 9.0 ft 4 0.159 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.11 267.32 1678.48 0.22 44.21 288.00 Length = 0.90 ft 5 0.001 0.154 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 44.21 288.00 +D+0.750Lr+0.750L-0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.003 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.02 0.90 288.00 Length = 9.0 ft 2 0.160 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.12 268.78 1678.48 0.96 44.36 288.00 Length = 9.0 ft 3 0.205 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.43 343.44 1678.48 0.96 44.36 288.00 Length = 9.0 ft 4 0.156 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.09 261.47 1678.48 0.21 44.36 288.00 Length = 0.90 ft 5 0.014 0.154 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 44.36 288.00 +D+0.750Lr+0.750L-0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.003 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.02 0.90 288.00 Length = 9.0 ft 2 0.116 0.126 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.81 194.29 1678.48 0.79 36.39 288.00 Length = 9.0 ft 3 0.333 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 559.43 1678.48 1.21 56.14 288.00 Length = 9.0 ft 4 0.333 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 559.43 1678.48 1.21 56.14 288.00 Length = 0.90 ft 5 0.001 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 56.14 288.00 +D+0.750Lr+0.750L-0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.003 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.02 0.90 288.00 Length = 9.0 ft 2 0.117 0.127 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.81 195.75 1678.48 0.79 36.55 288.00 Length = 9.0 ft 3 0.330 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.30 553.59 1678.48 1.20 55.54 288.00 Length = 9.0 ft 4 0.330 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.30 553.59 1678.48 1.20 55.54 288.00 Length = 0.90 ft 5 0.014 0.193 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 55.54 288.00 +D+0.750Lr+0.750L-0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.128 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.80 36.97 288.00 Length = 9.0 ft 2 0.267 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.87 448.95 1678.48 1.11 51.44 288.00 Length = 9.0 ft 3 0.203 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.42 340.34 1678.48 0.26 51.44 288.00 Length = 9.0 ft 4 0.043 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.30 72.84 1678.48 0.11 51.44 288.00 Length = 0.90 ft 5 0.001 0.179 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 51.44 288.00 +D+0.750Lr+0.750L-0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.128 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.80 36.94 288.00 Length = 9.0 ft 2 , 0.267 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.86 448.32 1678.48 1.11 51.48 288.00 Length = 9.0 ft 3 0.204 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.42 341.81 1678.48 0.27 51.48 288.00 Length = 9.0 ft 4 0.040 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.28 67.14 1678.48 0.12 51.48 288.00 Length = 0.90 ft 5 0.014 0.179 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 51.48 288.00 +D+0.750Lr+0.750L-0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.134 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.83 38.54 288.00 Length = 9.0 ft 2 0.287 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 480.93 1678.48 1.08 49.88 288.00 Length = 9.0 ft 3 0.159 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.11 267.32 1678.48 1.08 49.88 288.00 Length = 9.0 ft 4 0.287 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 480.93 1678.48 1.08 49.88 288.00 Length = 0.90 ft 5 0.001 0.173 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 49.88 288.00 +0+0.750Lr+0.750L-0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.134 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.83 38.51 288.00 Length = 9.0 ft 2 0.286 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 480.28 1678.48 1.08 49.91 288.00 Length = 9.0 ft 3 0.160 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.12 268.78 1678.48 1.06 49.91 288.00 7d. Floor Beam File = X:1201711EFODK-S117-378IWN3XXS-Q\EMV3ES-4110X2RY-Q.EC6 ENERCALC, INC.1983-2017, Build:10.17.8.29, Ver..10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values Max Stress Ratios Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : 7d. Floor Beam Load Combination Max Stress Ratios File = X:\201711EFODK-St17-3781WN3XXS-Q\EMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v Length = 9.0 ft 4 0.281 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.96 471.43 1678.48 1.06 49.91 288.00 Length = 0.90 ft 5 0.014 0.173 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 49.91 288.00 +D+0.750Lr+0.750L-0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.112 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.70 32.28 288.00 Length = 9.0 ft 2 0.333 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 559.43 1678.48 1.21 56.14 288.00 Length = 9.0 ft 3 0.333 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 559.43 1678.48 1.12 56.14 288.00 Length = 9.0 ft 4 0.116 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.81 194.29 1678.48 0.18 56.14 288.00 Length = 0.90 ft 5 0.001 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 56.14 288.00 +D+0.750Lr+0.750L-0.4501,tt/+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.112 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.70 32.25 288.00 Length = 9.0 ft 2 0.334 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 560.89 1678.48 1.21 56.17 288.00 Length = 9.0 ft 3 0.334 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 560.89 1678.48 1.13 56.17 288.00 Length = 9.0 ft 4 0.112 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.78 188.44 1678.48 0.17 56.17 288.00 Length = 0.90 ft 5 0.014 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 56.17 288.00 +D+0.750Lr+0.750L-0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.118 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.73 33.85 288.00 Length = 9.0 ft 2 0.290 0.189 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.02 486.40 1678.48 1.18 54.57 288.00 Length = 9.0 ft 3 0.290 0.189 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.02 486.40 1678.48 1.18 54.57 288.00 Length = 9.0 ft 4 0.290 0.189 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.02 486.40 1678.48 1.18 54.57 288.00 Length = 0.90 ft 5 0.001 0.189 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 54.57 288.00 +D+0.750Lr+0.750L-0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.117 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.73 33.81 288.00 Length = 9.0 ft 2 0.291 0.190 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.03 487.86 1678.48 1.18 54.60 288.00 Length = 9.0 ft 3 0.291 0.190 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.03 487.86 1678.48 1.17 54.60 288.00 Length = 9.0 ft 4 0.286 0.190 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 480.56 1678.48 1.17 54.60 288.00 Length = 0.90 ft 5 0.014 0.190 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 54.60 288.00 +D+0.750Lr+0.750L-0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.025 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.18 42.39 1678.48 0.10 8.97 288.00 Length = 9.0 ft 3 0.030 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.21 49.69 1678.48 0.12 8.97 288.00 Length = 9.0 ft 4 0.030 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.21 49.69 1678.48 0.12 8.97 288.00 Length = 0.90 ft 5 0.001 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 8.97 288.00 +D+0.750Lr+0.750L-0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.026 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.18 43.85 1678.48 0.10 8.97 288.00 Length = 9.0 ft 3 0.026 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.18 43.85 1678.48 0.10 8.97 288.00 Length = 9.0 ft 4 0.026 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.18 43.85 1678.48 0.10 8.97 288.00 Length = 0.90 ft 5 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 8.97 288.00 +D+0.750Lr+0.750L-0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.040 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.28 67.14 1678.48 0.12 8.97 288.00 Length = 9.0 ft 3 0.204 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.42 341.81 1678.48 1.11 51.48 288.00 Length = 9.0 ft 4 0.267 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.86 448.32 1678.48 1.11 51.48 288.00 Length = 0.90 ft 5 0.001 0.179 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 51.48 288.00 +D+0.750Lr+0.750L-0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.039 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.28 66.25 1678.48 0.12 8.97 288.00 Length = 9.0 ft 3 0.200 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.40 335.96 1678.48 1.10 50.88 288.00 Length = 9.0 ft 4 0.261 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.82 438.35 1678.48 1.10 50.88 288.00 Length = 0.90 ft 5 0.014 0.177 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 50.88 288.00 +D+0.750Lr+0.750L-0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.156 0.153 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.09 261.47 1678.48 0.95 44.05 288.00 Length = 9.0 ft 3 0.205 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.43 343.44 1678.48 0.96 44.36 288.00 Length = 9.0 ft 4 0.160 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.12 268.78 1678.48 0.22 44.36 288.00 Length = 0.90 ft 5 0.001 0.154 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 44.36 288.00 +D+0.750Lr+0.750L-9.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.157 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.09 262.93 1678.48 0.95 44.21 288.00 Length = 9.0 ft 3 0.206 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.44 345.58 1678.48 0.95 44.21 288.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : Load Combination 7d. Floor Beam Max Stress Ratios Segment Length Span # M V Length = 9.0 ft 4 0.157 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.09 262.93 1678.48 0.21 44.21 288.00 Length = 0.90 ft 5 0.014 0.154 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 44.21 288.00 +D+0.750Lr+0.750L-0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.112 0.126 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.78 188.44 1678.48 0.78 36.23 288.00 Length = 9.0 ft 3 0.334 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 560.89 1678.48 1.21 56.17 288.00 Length = 9.0 ft 4 0.334 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 560.89 1678.48 1.21 56.17 288.00 Length = 0.90 ft 5 0.001 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 56.17 288.00 +D+0.750Lr+0.750L-0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.113 0.126 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.79 189.90 1678.48 0.79 36.39 288.00 Length = 9.0 ft 3 0.331 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.31 555.05 1678.48 1.20 55.57 288.00 Length = 9.0 ft 4 0.331 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.31 555.05 1678.48 1.20 55.57 288.00 Length = 0.90 ft 5 0.014 0.193 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 55.57 288.00 +D+0.750Lr+0.750L-0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.130 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.81 37.57 288.00 Length = 9.0 ft 2 0.262 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.83 438.98 1678.48 1.10 50.85 288.00 Length = 9.0 ft 3 0.199 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.39 334.50 1678.48 0.26 50.85 288.00 Length = 9.0 ft 4 0.043 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.30 72.02 1678.48 0.11 50.85 288.00 Length = 0.90 ft 5 0.001 0.177 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 50.85 288.00 +D+0.750Lr+0.750L-0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.130 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.81 37.54 288.00 Length = 9.0 ft 2 0.261 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.82 438.35 1678.48 1.10 50.88 288.00 Length = 9.0 ft 3 0.200 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.40 335.96 1678.48 0.26 50.88 288.00 Length = 9.0 ft 4 0.039 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.28 66.25 1678.48 0.12 50.88 288.00 Length = 0.90 ft 5 0.014 0.177 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 50.88 288.00 +D+0.750Lr+0.750L-0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.136 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.84 39.13 288.00 Length = 9.0 ft 2 0.281 0.171 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.96 471.43 1678.48 1.06 49.29 288.00 Length = 9.0 ft 3 0.160 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.12 268.78 1678.48 1.08 49.91 288.00 Length = 9.0 ft 4 0.286 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 480.28 1678.48 1.08 49.91 288.00 Length = 0.90 ft 5 0.001 0.173 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 49.91 288.00 +D+0.750Lr+0.750L-0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.136 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.84 39.10 288.00 Length = 9.0 ft 2 0.280 0.171 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.96 470.77 1678.48 1.06 49.32 288.00 Length = 9.0 ft 3 0.157 0.171 1.60 1.200 1.00 1.00 1.00 1,00 0.97 1.09 262.93 1678.48 1.06 49.32 288.00 Length = 9.0 ft 4 0.280 0.171 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.96 470.77 1678.48 1.06 49.32 288.00 Length = 0.90 ft 5 0.014 0.171 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 49.32 288.00 +D+0.750Lr+0.750L-0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.114 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.71 32.88 288.00 Length = 9.0 ft 2 0.330 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.30 553.59 1678.48 1.20 55.54 288.00 Length = 9.0 ft 3 0.330 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.30 553.59 1678.48 1.12 55.54 288.00 Length = 9.0 ft 4 0.117 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.81 195.75 1678.48 0.18 55.54 288.00 Length = 0.90 ft 5 0.001 0.193 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 55.54 288.00 +D+0.750Lr+0.750L-0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.114 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.71 32.85 288.00 Length = 9.0 ft 2 0.331 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.31 555.05 1678.48 1.20 55.57 288.00 Length = 9.0 ft 3 0.331 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.31 555.05 1678.48 1.12 55.57 288.00 Length = 9.0 ft 4 0.113 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.79 189.90 1678.48 0.17 55.57 288.00 Length = 0.90 ft 5 0.014 0.193 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 55.57 288.00 +D+0.750Lr+0.750L-0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.120 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.74 34.44 288.00 Length = 9.0 ft 2 0.286 0.187 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 480.56 1678.48 1.17 53.98 288.00 Length = 9.0 ft 3 0.291 0.190 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.03 487.86 1678.48 1.18 54.60 288.00 Length = 9.0 ft 4 0.291 0.190 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.03 487.86 1678.48 1.18 54.60 288.00 Length = 0.90 ft 5 0.001 0.190 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 54.60 288.00 +D+0.750Lr+0.750L-0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.119 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.74 34.41 288.00 Length = 9.0 ft 2 0.287 0.188 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 482.02 1678.48 1.17 54.01 288.00 Length = 9.0 ft 3 0.287 0.188 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 482.02 1678.48 1.17 54.01 288.00 Cd C FN C i Cr File = X:1201711EFODK-S117-3781WN3XXS-0\EMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values Cm C t CL M fb Pb V fv F'v Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : 7d. Floor Beam Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Cm C t CL File = X:1201711EFODK-S117-3781WN3XXS-QIEMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values M tb F'b V fv F'v Length = 9.0 ft 4 0.287 0.188 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 482.02 1678.48 1.17 54.01 288.00 Length = 0.90 ft 5 0.014 0.188 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 54.01 288.00 +D+0.750L+0.750S+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.012 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.07 3.41 288.00 Length = 9.0 ft 2 0.030 0.019 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.21 49.69 1678.48 0.12 5.43 288.00 Length = 9.0 ft 3 0.030 0.019 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.21 49.69 1678.48 0.10 5.43 288.00 Length = 9.0 ft 4 0.025 0.019 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.18 42.39 1678.48 0.10 5.43 288.00 Length = 0.90 ft 5 0.014 0.019 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 5.43 288.00 +D+0.750L+0.750S+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.017 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.11 5.01 288.00 Length = 9.0 ft 2 0.043 0.017 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.30 72.84 1678.48 0.11 5.01 288.00 Length = 9.0 ft 3 0.203 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.42 340.34 1678.48 1.11 51.44 288.00 Length = 9.0 ft 4 0.267 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.87 448.95 1678.48 1.11 51.44 288.00 Length = 0.90 ft 5 0.001 0.179 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 51.44 288.00 +D+0.750L+0.750S+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.017 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.11 4.98 288.00 Length = 9.0 ft 2 0.043 0.017 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.30 72.02 1678.48 0.11 4.98 288.00 Length = 9.0 ft 3 0.199 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.39 334.50 1678.48 1.10 50.85 288.00 Length = 9.0 ft 4 0.262 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.83 438.98 1678.48 1.10 50.85 288.00 Length = 0.90 ft 5 0.014 0.177 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 50.85 288.00 +D+0.750L+0.750S+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.003 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.02 0.90 288.00 Length = 9.0 ft 2 0.159 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.11 267.32 1678.48 0.95 44.21 288.00 Length = 9.0 ft 3 0.203 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.42 341.20 1678.48 0.95 44.21 288.00 Length = 9.0 ft 4 0.159 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.11 267.32 1678.48 0.22 44.21 288.00 Length = 0.90 ft 5 0.001 0.154 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 44.21 288.00 +0+0.750L+0.750S+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.003 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.02 0.90 288.00 Length = 9.0 ft 2 0.160 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.12 268.78 1678.48 0.96 44.36 288.00 Length = 9.0 ft 3 0.205 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.43 343.44 1678.48 0.96 44.36 288.00 Length = 9.0 ft 4 0.156 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.09 261.47 1678.48 0.21 44.36 288.00 Length = 0.90 ft 5 0.014 0.154 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 44.36 288.00 +D+0.750L+0.750S+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.003 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.02 0.90 288.00 Length = 9.0 ft 2 0.116 0.126 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.81 194.29 1678.48 0.79 36.39 288.00 Length = 9.0 ft 3 0.333 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 559.43 1678.48 1.21 56.14 288.00 Length = 9.0 ft 4 0.333 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 559.43 1678.48 1.21 56.14 288.00 Length = 0.90 ft 5 0.001 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 56.14 288.00 +D+0.750L+0.750S+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.003 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.02 0.90 288.00 Length = 9.0 ft 2 0.117 0.127 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.81 195.75 1678.48 0.79 36.55 288.00 Length = 9.0 ft 3 0.330 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.30 553.59 1678.48 1.20 55.54 288.00 Length = 9.0 ft 4 0.330 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.30 553.59 1678.48 1.20 55.54 288.00 Length = 0.90 ft 5 0.014 0.193 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 55.54 288.00 +D+0.750L+0.7505+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.128 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.80 36.97 288.00 Length = 9.0 ft 2 0.267 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.87 448.95 1678.48 1.11 51.44 288.00 Length = 9.0 ft 3 0.203 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.42 340.34 1678.48 0.26 51.44 288.00 Length = 9.0 ft 4 0.043 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.30 72.84 1678.48 0.11 51.44 288.00 Length = 0.90 ft 5 0.001 0.179 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 51.44 288.00 +D+0.750L+0.750S+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.128 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.80 36.94 288.00 Length = 9.0 ft 2 0.267 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.86 448.32 1678.48 1.11 51.48 288.00 Length = 9.0 ft 3 0.204 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.42 341.81 1678.48 0.27 51.48 288.00 Length = 9.0 ft 4 0.040 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.28 67.14 1678.48 0.12 51.48 288.00 Length = 0.90 ft 5 0.014 0.179 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 51.48 288.00 +D+0.750L+0.7505+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.134 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.83 38.54 288.00 Length = 9.0 ft 2 0.287 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 480.93 1678.48 1.08 49.88 288.00 Length = 9.0 ft 3 0.159 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.11 267.32 1678.48 1.08 49.88 288.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : Load Combination Segment Length Span # M V Cd C FN C i Cr Cm C t CL M fb Ft V fv F'v Length = 9.0 ft 4 0.287 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 480.93 1678.48 1.08 49.88 288.00 Length = 0.90 ft 5 0.001 0.173 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 49.88 288.00 +D+0.750L+0.750S+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.134 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.83 38.51 288.00 Length = 9.0 ft 2 0.286 0.173 1.60 1.200 1.00 1.00 1.00 1,00 0.97 2.00 480.28 1678.48 1.08 49.91 288.00 Length = 9.0 ft 3 0.160 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.12 268.78 167E1.48 1.06 49.91 288.00 Length = 9.0 ft 4 0.281 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.96 471.43 1678.48 1.06 49.91 288.00 Length = 0.90 ft 5 0.014 0.173 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 49.91 288.00 +D+0.750L+0.750S+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.112 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.70 32.28 288.00 Length = 9.0 ft 2 0.333 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 559.43 1678.48 1.21 56.14 288.00 Length = 9.0 ft 3 0.333 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 559.43 1678.48 1.12 56.14 288.00 Length = 9.0 ft 4 0.116 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.81 194.29 1678.48 0.18 56.14 288.00 Length = 0.90 ft 5 0.001 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 56.14 288.00 +D+0.750L+0.750S+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.112 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.70 32.25 288.00 Length = 9.0 ft 2 0.334 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 560.89 1678.48 1.21 56.17 288.00 Length = 9.0 ft 3 0.334 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 560.89 1678.48 1.13 56.17 288.00 Length = 9.0 ft 4 0.112 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.78 188.44 1678.48 0.17 56.17 288.00 Length = 0.90 ft 5 0.014 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 56.17 288.00 +D+0.750L+0.750S+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.118 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.73 33.85 288.00 Length = 9.0 ft 2 0.290 0.189 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.02 486.40 1678.48 1.18 54.57 288.00 Length = 9.0 ft 3 0.290 0.189 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.02 486.40 1678.48 1.18 54.57 288.00 Length = 9.0 ft 4 0.290 0.189 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.02 486.40 1678.48 1.18 54.57 288.00 Length = 0.90 ft 5 0.001 0.189 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 54.57 288.00 +D+0.750L+0.750S+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.117 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.73 33.81 288.00 Length = 9.0 ft 2 0.291 0.190 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.03 487.86 1678.48 1.18 54.60 288.00 Length = 9.0 ft 3 0.291 0.190 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.03 487.86 1678.48 1.17 54.60 288.00 Length = 9.0 ft 4 0.286 0.190 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 480.56 1678.48 1.17 54.60 288.00 Length = 0.90 ft 5 0.014 0.190 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 54.60 288.00 +D+0.750L+0.750S+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.025 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.18 42.39 1678.48 0.10 8.97 288.00 Length = 9.0 ft 3 0.030 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.21 49.69 1678.48 0.12 8.97 288.00 Length = 9.0 ft 4 0.030 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.21 49.69 1678.48 0.12 8.97 288.00 Length = 0.90 ft 5 0.001 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 8.97 288.00 +D+0.750L+0.750S+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.026 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.18 43.85 1678.48 0.10 8.97 288.00 Length = 9.0 ft 3 0.026 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.18 43.85 1678.48 0.10 8.97 288.00 Length = 9.0 ft 4 0.026 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.18 43.85 1678.48 0.10 8.97 288.00 Length = 0.90 ft 5 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 8.97 288.00 +0+0.750L+0.750S+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.040 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.28 67.14 1678.48 0.12 8.97 288.00 Length = 9.0 ft 3 0.204 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.42 341.81 1678.48 1.11 51.48 288.00 Length = 9.0 ft 4 0.267 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.86 448.32 1678.48 1.11 51.48 288.00 Length = 0.90 ft 5 0.001 0.179 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 51.48 288.00 +D+0.750L+0.750S+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.039 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.28 66.25 1678.48 0.12 8.97 288.00 Length = 9.0 ft 3 0.200 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.40 335.96 1678.48 1.10 50.88 288.00 Length = 9.0 ft 4 0.261 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.82 438.35 1678.48 1.10 50.88 288.00 Length = 0.90 ft 5 0.014 0.177 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 50.88 288.00 +D+0.750L+0.750S+0.450W+H, LL 1.200 1.00 1.00 1.00 1!00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.156 0.153 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.09 261.47 1678.48 0.95 44.05 288.00 Length = 9.0 ft 3 0.205 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.43 343.44 1678.48 0.96 44.36 288.00 7d. Floor Beam File = X:1201711EFODK-S117-3781WN3XXS-Q1EMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values Max Stress Ratios Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : 7d. Floor Beam Load Combination Max Stress Ratios File = X:1201711EF0DK-S\17-3781WN3XXS-Q1EMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Shear Values Segment Length Span # M V Cd C FN C i C r C m C t C L M fb F'b V fv F'v Length = 9.0 ft 4 0.160 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.12 268.78 1678.48 0.22 44.36 288.00 Length = 0.90 ft 5 0.001 0.154 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 44.36 288.00 +D+0.750L+0.750S+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.157 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.09 262.93 1678.48 0.95 44.21 288.00 Length = 9.0 ft 3 0.206 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.44 345.58 1678.48 0.95 44.21 288.00 Length = 9.0 ft 4 0.157 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.09 262.93 1678.48 0.21 44.21 288.00 Length = 0.90 ft 5 0.014 0.154 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 44.21 288.00 +0+0.750L+0.750S+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.112 0.126 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.78 188.44 1678.48 0.78 36.23 288.00 Length = 9.0 ft 3 0,334 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 560.89 1678.48 1.21 56.17 288.00 Length = 9.0 ft 4 0.334 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 560.89 1678.48 1.21 56.17 288.00 Length = 0.90 ft 5 0.001 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 56.17 288.00 +D+0.750L+0.750S+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.113 0.126 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.79 189.90 1678.48 0.79 36.39 288.00 Length = 9.0 ft 3 0.331 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.31 555.05 1678.48 1.20 55.57 288.00 Length = 9.0 ft 4 0.331 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.31 555.05 1678.48 1.20 55.57 288.00 Length = 0.90 ft 5 0.014 0.193 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 55.57 288.00 +D+0.750L+0.750S+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.130 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.81 37.57 288.00 Length = 9.0 ft 2 0.262 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.83 438.98 1678.48 1.10 50.85 288.00 Length = 9.0 ft 3 0.199 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.39 334.50 1678.48 0.26 50.85 288.00 Length = 9.0 ft 4 0.043 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.30 72.02 1678.48 0.11 50.85 288.00 Length = 0.90 ft 5 0.001 0.177 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 50.85 288.00 +D+0.750L+0.7505+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.130 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.81 37.54 288.00 Length = 9.0 ft 2 0.261 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.82 438.35 1678.48 1.10 50.88 288.00 Length = 9.0 ft 3 0.200 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.40 335.96 1678.48 0.26 50.88 288.00 Length = 9.0 ft 4 0.039 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.28 66.25 1678.48 0.12 50.88 288.00 Length = 0.90 ft 5 0.014 0.177 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 50.88 288.00 +D+0.750L+0.750S+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.136 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.84 39.13 288.00 Length = 9.0 ft 2 0.281 0.171 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.96 471.43 1678.48 1.06 49.29 288.00 Length = 9.0 ft 3 0.160 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.12 268.78 1678.48 1.08 49.91 288.00 Length = 9.0 ft 4 0.286 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 480.28 1678.48 1.08 49.91 288.00 Length = 0.90 ft 5 0.001 0.173 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 49.91 288.00 +D+0.750L+0.750S+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.136 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.84 39.10 288.00 Length = 9.0 ft 2 0.280 0.171 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.96 470.77 1678.48 1.06 49.32 288.00 Length = 9.0 ft 3 0.157 0.171 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.09 262.93 1678.48 1.06 49.32 288.00 Length = 9.0 ft 4 0.280 0.171 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.96 470.77 1678.48 1.06 49.32 288.00 Length = 0.90 ft 5 0.014 0.171 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 49.32 288.00 +D+0.750L+0.750S+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.114 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.71 32.88 288.00 Length = 9.0 ft 2 0.330 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.30 553.59 1678.48 1.20 55.54 288.00 Length = 9.0 ft 3 0.330 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.30 553.59 1678.48 1.12 55.54 288.00 Length = 9.0 ft 4 0.117 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.81 195.75 1678.48 0.18 55.54 288.00 Length = 0.90 ft 5 0.001 0.193 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 55.54 288.00 +D+0.750L+0.750S+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.114 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.71 32.85 288.00 Length = 9.0 ft 2 0.331 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.31 555.05 1678.48 1.20 55.57 288.00 Length = 9.0 ft 3 0.331 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.31 555.05 1678.48 1.12 55.57 288.00 Length = 9.0 ft 4 0.113 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.79 189.90 1678.48 0.17 55.57 288.00 Length = 0.90 ft 5 0.014 0.193 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 55.57 288.00 +D+0.750L+0.750S+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.120 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.74 34.44 288.00 Length = 9.0 ft 2 0.286 0.187 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 480.56 1678.48 1.17 53.98 288.00 Length = 9.0 ft 3 0.291 0.190 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.03 487.86 1678.48 1.18 54.60 288.00 Moment Values Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : Load Combination 7d. Floor Beam Max Stress Ratios File = X:1201711EFODK-S117-3781WN3XXS-Q\EMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M ft) F'b V fv F'v Length = 9.0 ft 4 0.291 0.190 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.03 487.86 1678.48 1.18 54.60 288.00 Length = 0.90 ft 5 0.001 0.190 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 54.60 288.00 +D+0.750L+0.750S+0.450W+H, LL 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.119 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.74 34.41 288.00 Length = 9.0 ft 2 0.287 0.188 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 482.02 1678.48 1.17 54.01 288.00 Length = 9.0 ft 3 0.287 0.188 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 482.02 1678.48 1.17 54.01 288.00 Length = 9.0 ft 4 0.287 0.188 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 482.02 1678.48 1.17 54.01 288.00 Length = 0.90 ft 5 0.014 0.188 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 54.01 288.00 +D+0.750L+0.750S-0.450W+H, LL I 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.012 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.07 3.41 288.00 Length = 9.0 ft 2 0.030 0.019 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.21 49.69 1678.48 0.12 5.43 288.00 Length = 9.0 ft 3 0.030 0.019 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.21 49.69 1678.48 0.10 5.43 288.00 Length = 9.0 ft 4 0.025 0.019 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.18 42.39 1678.48 0.10 5.43 288.00 Length = 0.90 ft 5 0.014 0.019 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 5.43 288.00 +D+0.750L+0.750S-0.450W+H, LL I 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.017 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.11 5.01 288.00 Length = 9.0 ft 2 0.043 0.017 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.30 72.84 1678.48 0.11 5.01 288.00 Length = 9.0 ft 3 0.203 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.42 340.34 1678.48 1.11 51.44 288.00 Length = 9.0 ft 4 0.267 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.87 448.95 1678.48 1.11 51.44 288.00 Length = 0.90 ft 5 0.001 0.179 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 51.44 288.00 +D+0.750L+0.750S-0.450W+H, LL I 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.017 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.11 4.98 288.00 Length = 9.0 ft 2 0.043 0.017 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.30 72.02 1678.48 0.11 4.98 288.00 Length = 9.0 ft 3 0.199 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.39 334.50 1678.48 1.10 50.85 288.00 Length = 9.0 ft 4 0.262 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.83 438.98 1678.48 1.10 50.85 288.00 Length = 0.90 ft 5 0.014 0.177 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 50.85 288.00 +D+0.750L+0.7505-0.450W+H, LL I 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.003 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.02 0.90 288.00 Length = 9.0 ft 2 0.159 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.11 267.32 1678.48 0.95 44.21 288.00 Length = 9.0 ft 3 0.203 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.42 341.20 1678.48 0.95 44.21 288.00 Length = 9.0 ft 4 0.159 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.11 267.32 1678.48 0.22 44.21 288.00 Length = 0.90 ft 5 0.001 0.154 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 44.21 288.00 +D+0.750L+0.750S-0.450W+H, LL I 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.003 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.02 0.90 288.00 Length = 9.0 ft 2 0.160 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.12 268.78 1678.48 0.96 44.36 288.00 Length = 9.0 ft 3 0.205 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.43 343.44 1678.48 0.96 44.36 288.00 Length = 9.0 ft 4 0.156 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.09 261.47 1678.48 0.21 44.36 288.00 Length = 0.90 ft 5 0.014 0.154 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 44.36 288.00 +D+0.750L+0.750S-0.450W+H, LL I 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.003 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.02 0.90 288.00 Length = 9.0 ft 2 0.116 0.126 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.81 194.29 1678.48 0.79 36.39 288.00 Length = 9.0 ft 3 0.333 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 559.43 1678.48 1.21 56.14 288.00 Length = 9.0 ft 4 0.333 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 559.43 1678.48 1.21 56.14 288.00 Length = 0.90 ft 5 0.001 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 56.14 288.00 +D+0.750L+0.750S-0.450W+H, LL I 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.003 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.02 0.90 288.00 Length = 9.0 ft 2 0.117 0.127 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.81 195.75 1678.48 0.79 36.55 288.00 Length = 9.0 ft 3 0.330 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.30 553.59 1678.48 1.20 55.54 288.00 Length = 9.0 ft 4 0.330 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.30 553.59 1678.48 1.20 55.54 288.00 Length = 0.90 ft 5 0.014 0.193 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 55.54 288.00 +D+0.750L+0.750S-0.450W+H, LL I 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.128 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.80 36.97 288.00 Length = 9.0 ft 2 0.267 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.87 448.95 1678.48 1.11 51.44 288.00 Length = 9.0 ft 3 0.203 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.42 340.34 1678.48 0.26 51.44 288.00 Length = 9.0 ft 4 0.043 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.30 72.84 1678.48 0.11 51.44 288.00 Length = 0.90 ft 5 0.001 0.179 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 51.44 288.00 +D+0.750L+0.750S-0.450W+H, LL I 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.128 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.80 36.94 288.00 Length = 9.0 ft 2 0.267 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.86 448.32 1678.48 1.11 51.48 288.00 Length = 9.0 ft 3 0.204 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.42 341.81 1678.48 0.27 51.48 288.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : 7d. Floor Beam Load Combination Max Stress Ratios File = X:1201711EF0DK-SI17-3781WN3XXS-Q\EMV3ES-4110XZRY-Q.EC6 ENERCALC, INC.1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t CL M fb F'b V Iv F'v Length = 9.0 ft 4 0.040 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.28 67.14 1678.48 0.12 51.48 288.00 Length = 0.90 ft 5 0.014 0.179 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 51.48 288.00 +D+0.750L+0.750S-0.450W+H, LL 1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.134 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.83 38.54 288.00 Length = 9.0 ft 2 0.287 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 480.93 1678.48 1.08 49.88 288.00 Length = 9.0 ft 3 0.159 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.11 267.32 1678.48 1.08 49.88 288.00 Length = 9.0 ft 4 0.287 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 480.93 1678.48 1.08 49.88 288.00 Length = 0.90 ft 5 0.001 0.173 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 49.88 288.00 +D+0.750L+0.750S-0.450W+H, LL 1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.134 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.83 38.51 288.00 Length = 9.0 ft 2 0.286 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 480.28 1678.48 1.08 49.91 288.00 Length = 9.0 ft 3 0.160 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.12 268.78 1678.48 1.06 49.91 288.00 Length = 9.0 ft 4 0.281 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.96 471.43 1678.48 1.06 49.91 288.00 Length = 0.90 ft 5 0.014 0.173 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 49.91 288.00 +D+0.750L+0.750S-0.450W+H, LL 1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.112 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.70 32.28 288.00 Length = 9.0 ft 2 0.333 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 559.43 1678.48 1.21 56.14 288.00 Length = 9.0 ft 3 0.333 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 559.43 1678.48 1.12 56.14 288.00 Length = 9.0 ft 4 0.116 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.81 194.29 1678.48 0.18 56.14 288.00 Length = 0.90 ft 5 0.001 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 56.14 288.00 +D+0.750L+0.750S-0.450W+H, LL 1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.112 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.70 32.25 288.00 Length = 9.0 ft 2 0.334 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 560.89 1678.48 1.21 56.17 288.00 Length = 9.0 ft 3 0.334 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 560.89 1678.48 1.13 56.17 288.00 Length = 9.0 ft 4 0.112 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.78 188.44 1678.48 0.17 56.17 288.00 Length = 0.90 ft 5 0.014 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 56.17 288.00 +D+0.750L+0.750S-0.450W+H, LL 1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.118 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.73 33.85 288.00 Length = 9.0 ft 2 0.290 0.189 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.02 486.40 1678.48 1.18 54.57 288.00 Length = 9.0 ft 3 0.290 0.189 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.02 486.40 1678.48 1.18 54.57 288.00 Length = 9.0 ft 4 0.290 0.189 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.02 486.40 1678.48 1.18 54.57 288.00 Length = 0.90 ft 5 0.001 0.189 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 54.57 288.00 +D+0.750L+0.750S-0.450W+H, LL 1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.117 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.73 33.81 288.00 Length = 9.0 ft 2 0.291 0.190 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.03 487.86 1678.48 1.18 54.60 288.00 Length = 9.0 ft 3 0.291 0.190 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.03 487.86 1678.48 1.17 54.60 288.00 Length = 9.0 ft 4 0.286 0.190 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 480.56 1678.48 1.17 54.60 288.00 Length = 0.90 ft 5 0.014 0.190 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 54.60 288.00 +D+0.750L+0.750S-0.450W+H, LL 1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.025 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.18 42.39 1678.48 0.10 8.97 288.00 Length = 9.0 ft 3 0.030 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.21 49.69 1678.48 0.12 8.97 288.00 Length = 9.0 ft 4 0.030 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.21 49.69 1678.48 0.12 8.97 288.00 Length = 0.90 ft 5 0.001 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 8.97 288.00 +D+0.750L+0.750S-0.450W+H, LL 1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.026 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.18 43.85 1678.48 0.10 8.97 288.00 Length = 9.0 ft 3 0.026 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.18 43.85 1678.48 0.10 8.97 288.00 Length = 9.0 ft 4 0.026 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.18 43.85 1678.48 0.10 8.97 288.00 Length = 0.90 ft 5 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 8.97 288.00 +D+0.750L+0.750S-0.450W+H, LL 1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.040 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.28 67.14 1678.48 0.12 8.97 288.00 Length = 9.0 ft 3 0.204 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.42 341.81 1678.48 1.11 51.48 288.00 Length = 9.0 ft 4 0.267 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.86 448.32 1678.48 1.11 51.48 288.00 Length = 0.90 ft 5 0.001 0.179 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 51.48 288.00 +D+0.750L+0.7505-0.450W+H, LL 1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.039 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.28 66.25 1678.48 0.12 8.97 288.00 Length = 9.0 ft 3 0.200 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.40 335.96 1678.48 1.10 50.88 288.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : Load Combination 7d. Floor Beam Max Stress Ratios Segment Length Span # M V Length = 9.0 ft 4 0.261 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.82 438.35 1678.48 1.10 50.88 288.00 Length = 0.90 ft 5 0.014 0.177 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 50.88 288.00 +0+0.750L+0.750S-0.450W+H, LL ( 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.156 0.153 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.09 261.47 1678.48 0.95 44.05 288.00 Length = 9.0 ft 3 0.205 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.43 343.44 1678.48 0.96 44.36 288.00 Length = 9.0 ft 4 0.160 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.12 268.78 16713.48 0.22 44.36 288.00 Length = 0.90 ft 5 0.001 0.154 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 44.36 288.00 +D+0.750L+0.750S-0.450W+H, LL t 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.157 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.09 262.93 167E1.48 0.95 44.21 288.00 Length = 9.0 ft 3 0.206 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.44 345.58 1678.48 0.95 44.21 288.00 Length = 9.0 ft 4 0.157 0.154 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.09 262.93 1678.48 0.21 44.21 288.00 Length = 0.90 ft 5 0.014 0.154 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 44.21 288.00 +D+0.750L+0.750S-0.450W+H, LL t 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.112 0.126 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.78 188.44 1678.48 0.78 36.23 288.00 Length = 9.0 ft 3 0.334 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 560.89 1678.48 1.21 56.17 288.00 Length = 9.0 ft 4 0.334 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 560.89 1678.48 1.21 56.17 288.00 Length = 0.90 ft 5 0.001 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 56.17 288.00 +D+0.750L+0.750S-0.450W+H, LL t 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.19 8.97 288.00 Length = 9.0 ft 2 0.113 0.126 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.79 189.90 1678.48 0.79 36.39 288.00 Length = 9.0 ft 3 0.331 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.31 555.05 1678.48 1.20 55.57 288.00 Length = 9.0 ft 4 0.331 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.31 555.05 1678.48 1.20 55.57 288.00 Length = 0.90 ft 5 0.014 0.193 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 55.57 288.00 +D+0.750L+0.750S-0.450W+H, LL t 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.130 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.81 37.57 288.00 Length = 9.0 ft 2 0.262 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.83 438.98 167E3.48 1.10 50.85 288.00 Length = 9.0 ft 3 0.199 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.39 334.50 1678.48 0.26 50.85 288.00 Length = 9.0 ft 4 0.043 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.30 72.02 1678.48 0.11 50.85 288.00 Length = 0.90 ft 5 0.001 0.177 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 50.85 288.00 +D+0.750L+0.750S-0.450W+H, LL t 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.130 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.81 37.54 288.00 Length = 9.0 ft 2 0.261 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.82 438.35 1678.48 1.10 50.88 288.00 Length = 9.0 ft 3 0.200 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.40 335.96 1678.48 0.26 50.88 288.00 Length = 9.0 ft 4 0.039 0.177 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.28 66.25 1678.48 0.12 50.88 288.00 Length = 0.90 ft 5 0.014 0.177 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 50.88 288.00 +D+0.750L+0.750S-0.450W+H, LL t 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.136 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.84 39.13 288.00 Length = 9.0 ft 2 0.281 0.171 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.96 471.43 1678.48 1.06 49.29 288.00 Length = 9.0 ft 3 0.160 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.12 268.78 1678.48 1.08 49.91 288.00 Length = 9.0 ft 4 0.286 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 480.28 1678.48 1.08 49.91 288.00 Length = 0.90 ft 5 0.001 0.173 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 49.91 288.00 +D+0.750L+0.750S-0.450W+H, LL t 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.136 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.84 39.10 288.00 Length = 9.0 ft 2 0.280 0.171 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.96 470.77 1678.48 1.06 49.32 288.00 Length = 9.0 ft 3 0.157 0.171 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.09 262.93 1678.48 1.06 49.32 288.00 Length = 9.0 ft 4 0.280 0.171 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.96 470.77 1678.48 1.06 49.32 288.00 Length = 0.90 ft 5 0.014 0.171 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 49.32 288.00 +D+0.750L+0.750S-0.450W+H, LL t 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.114 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.71 32.88 288.00 Length = 9.0 ft 2 0.330 0.193 1.60 1.200 1.00 1.00 1.00 1,00 0.97 2.30 553.59 1678.48 1.20 55.54 288.00 Length = 9.0 ft 3 0.330 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.30 553.59 1678.48 1.12 55.54 288.00 Length = 9.0 ft 4 0.117 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.81 195.75 1678.48 0.18 55.54 288.00 Length = 0.90 ft 5 0.001 0.193 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724..26 0.00 55.54 288.00 +0+0.750L+0.750S-0.450W+H, LL t 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.114 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.71 32.85 288.00 Length = 9.0 ft 2 0.331 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.31 555.05 1678.48 1.20 55.57 288.00 Length = 9.0 ft 3 0.331 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.31 555.05 1678.48 1.12 55.57 288.00 Cd CFN Ci Cr Cm C t CL File = X:\2017\1EF0DK-S117-3781WN3XXS-QIEMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values M th F'b V fv F'v Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : 7d. Floor Beam Load Combination Max Stress Ratios File = X:1201711EFODK-Sl17-3781WN3XXS-Q\EMV3ES-4110XZRY--Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t D L M tb F'b V fv F'v Length = 9.0 ft 4 0.113 0.193 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.79 189.90 1678.48 0.17 55.57 288.00 Length = 0.90 ft 5 0.014 0.193 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 55.57 288.00 +D+0.750L+0.750S-0.450W+H, LL I 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.120 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.74 34.44 288.00 Length = 9.0 ft 2 0.286 0.187 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 480.56 1678.48 1.17 53.98 288.00 Length = 9.0 ft 3 0.291 0.190 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.03 487.86 1678.48 1.18 54.60 288.00 Length = 9.0 ft 4 0.291 0.190 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.03 487.86 1678.48 1.18 54.60 288.00 Length = 0.90 ft 5 0.001 0.190 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.44 1724.26 0.00 54.60 288.00 +D+0.750L+0.750S-0.450W+H, LL I 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.119 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.74 34.41 288.00 Length = 9.0 ft 2 0.287 0.188 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 482.02 1678.48 1.17 54.01 288.00 Length = 9.0 ft 3 0.287 0.188 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 482.02 1678.48 1.17 54.01 288.00 Length = 9.0 ft 4 0.287 0.188 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.00 482.02 1678.48 1.17 54.01 288.00 Length = 0.90 ft 5 0.014 0.188 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.34 1724.26 0.03 54.01 288.00 +1.1040+0.750L+0.750S+1.313E+F 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.013 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.08 3.77 288.00 Length = 9.0 ft 2 0.033 0.021 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.23 54.72 1678.48 0.13 6.00 288.00 Length = 9.0 ft 3 0.033 0.021 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.23 54.72 1678.48 0.12 6.00 288.00 Length = 9.0 ft 4 0.028 0.021 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.20 47.41 1678.48 0.12 6.00 288.00 Length = 0.90 ft 5 0.014 0.021 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 6.00 288.00 +1.104D+0.750L+0.750S+1.313E+F 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.019 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.12 5.37 288.00 Length = 9.0 ft 2 0.045 0.019 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.32 76.25 1678.48 0.12 5.37 288.00 Length = 9.0 ft 3 0.206 0.181 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.44 345.37 1678.48 1.12 52.01 288.00 Length = 9.0 ft 4 0.270 0.181 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.88 452.87 1678.48 1.12 52.01 288.00 Length = 0.90 ft 5 0.002 0.181 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.00 52.01 288.00 +1.1040+0.750L+0.750S+1.313E+F 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.019 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.12 5.33 288.00 Length = 9.0 ft 2 0.045 0.019 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.31 75.46 1678.48 0.12 5.33 288.00 Length = 9.0 ft 3 0.202 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.41 339.53 1678.48 1.11 51.41 288.00 Length = 9.0 ft 4 0.264 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.84 442.90 1678.48 1.11 51.41 288.00 Length = 0.90 ft 5 0.014 0.179 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 51.41 288.00 +1.1040+0.750L+0.750S+1.313E+F 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.003 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.02 0.99 288.00 Length = 9.0 ft 2 0.162 0.155 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.13 272.34 1678.48 0.96 44.67 288.00 Length = 9.0 ft 3 0.204 0.155 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.42 342.52 1678.48 0.96 44.67 288.00 Length = 9.0 ft 4 0.162 0.155 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.13 272.34 1678.48 0.23 44.67 288.00 Length = 0.90 ft 5 0.002 0.155 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.00 44.67 288.00 +1.1040+0.750L+0.7505+1.313E+F 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.003 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.02 0.99 288.00 Length = 9.0 ft 2 0.163 0.156 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.14 273.80 1678.48 0.97 44.83 288.00 Length = 9.0 ft 3 0.205 0.156 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.43 344.76 1678.48 0.97 44.83 288.00 Length = 9.0 ft 4 0.159 0.156 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.11 266.50 1678.48 0.22 44.83 288.00 Length = 0.90 ft 5 0.014 0.156 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 44.83 288.00 +1.104D+0.750L+0.7505+1.313E+F 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.003 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.02 0.99 288.00 Length = 9.0 ft 2 0.119 0.128 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.83 199.31 1678.48 0.80 36.85 288.00 Length = 9.0 ft 3 0.336 0.197 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.35 564.46 1678.48 1.22 56.70 288.00 Length = 9.0 ft 4 0.336 0.197 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.35 564.46 1678.48 1.22 56.70 288.00 Length = 0.90 ft 5 0.002 0.197 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.00 56.70 288.00 +1.104D+0.750L+0.750S+1.313E+F 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.003 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.02 0.99 288.00 Length = 9.0 ft 2 0.120 0.128 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.84 200.78 1678.48 0.80 37.01 288.00 Length = 9.0 ft 3 0.333 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.32 558.62 1678.48 1.21 56.10 288.00 Length = 9.0 ft 4 0.333 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.32 558.62 1678.48 1.21 56.10 288.00 Length = 0.90 ft 5 0.014 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 56.10 288.00 +1.104D+0.7501+0.750S+1.313E+F 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.130 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.81 37.33 288.00 Length = 9.0 ft 2 0.270 0.181 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.88 452.87 1678.48 1.12 52.01 288.00 Length = 9.0 ft 3 0.206 0.181 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.44 345.37 1678.48 0.27 52.01 288.00 Moment Values Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : Load Combination 7d. Floor Beam Max Stress Ratios Segment Length Span # M V Length = 9.0 ft 4 0.045 0.181 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.32 76.25 1678.48 0.12 52.01 288.00 Length = 0.90 ft 5 0.002 0.181 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.00 52.01 288.00 +1.104D+0.750L+0.750S+1.313E+1- 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.130 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.81 37.30 288.00 Length = 9.0 ft 2 0.269 0.181 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.88 452.24 1678.48 1.12 52.04 288.00 Length = 9.0 ft 3 0.207 0.181 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.44 346.83 1678.48 0.28 52.04 288.00 Length = 9.0 ft 4 0.042 0.181 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.29 70.09 1678.48 0.13 52.04 288.00 Length = 0.90 ft 5 0.014 0.181 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 52.04 288.00 +1.104D+0.750L+0.750S+1.313E4 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.135 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.84 38.90 288.00 Length = 9.0 ft 2 0.289 0.175 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.02 484.82 1678.48 1.09 50.44 288.00 Length = 9.0 ft 3 0.162 0.175 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.13 272.34 1678.48 1.09 50.44 288.00 Length = 9.0 ft 4 0.289 0.175 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.02 484.82 1678.48 1.09 50.44 288.00 Length = 0.90 ft 5 0.002 0.175 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.00 50.44 288.00 +1.104D+0.750L+0.750S+1.313E+F 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.135 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.84 38.86 288.00 Length = 9.0 ft 2 0.288 0.175 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.01 484.18 1678.48 1.09 50.47 288.00 Length = 9.0 ft 3 0.163 0.175 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.14 273.80 1678.48 1.08 50.47 288.00 Length = 9.0 ft 4 0.283 0.175 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.98 475.30 1678.48 1.08 50.47 288.00 Length = 0.90 ft 5 0.014 0.175 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 50.47 288.00 +1.104D+0.750L+0.750S+1.313E+1. 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.113 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.70 32.64 288.00 Length = 9.0 ft 2 0.336 0.197 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.35 564.46 1678.48 1.22 56.70 288.00 Length = 9.0 ft 3 0.336 0.197 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.35 564.46 1678.48 1.13 56.70 288.00 Length = 9.0 ft 4 0.119 0.197 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.83 199.31 1678.48 0.20 56.70 288.00 Length = 0.90 ft 5 0.002 0.197 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.00 56.70 288.00 +1.104D+0.750L+0.750S+1.313E4 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.113 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.70 32.61 288.00 Length = 9.0 ft 2 0.337 0.197 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.35 565.92 1678.48 1.22 56.73 288.00 Length = 9.0 ft 3 0.337 0.197 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.35 565.92 1678.48 1.14 56.73 288.00 Length = 9.0 ft 4 0.115 0.197 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.80 193.47 1678.48 0.18 56.73 288.00 Length = 0.90 ft 5 0.014 0.197 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 56.73 288.00 +1.1040+0.750L+0.750S+1.313E4 1.200 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.119 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.74 34.20 288.00 Length = 9.0 ft 2 0.293 0.191 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.04 491.43 1678.48 1.19 55.13 288.00 Length = 9.0 ft 3 0.293 0.191 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.04 491.43 1678.48 1.19 55.13 288.00 Length = 9.0 ft 4 0.293 0.191 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.04 491.43 1678.48 1.19 55.13 288.00 Length = 0.90 ft 5 0.002 0.191 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.00 55.13 288.00 +1.104D+0.750L+0.750S+1.313E+F 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.119 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.74 34.17 288.00 Length = 9.0 ft 2 0.294 0.192 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.05 492.89 1678.48 1.19 55.17 288.00 Length = 9.0 ft 3 0.294 0.192 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.05 492.89 1678.48 1.18 55.17 288.00 Length = 9.0 ft 4 0.289 0.192 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.02 485.59 1678.48 1.18 55.17 288.00 Length = 0.90 ft 5 0.014 0.192 1.60 1.200 1.00 1.00 1.00 1 „00 1.00 0.10 24.60 1724.26 0.03 55.17 288.00 +1.104D+0.750L+0.750S+1.313E+F 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.20 9.07 288.00 Length = 9.0 ft 2 0.028 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.20 47.41 1678.48 0.12 9.07 288.00 Length = 9.0 ft 3 0.033 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.23 54.72 1678.48 0.13 9.07 288.00 Length = 9.0 ft 4 0.033 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.23 54.72 1678.48 0.13 9.07 288.00 Length = 0.90 ft 5 0.002 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.00 9.07 288.00 +1.104D+0.750L+0.750S+1.313E+F 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.20 9.07 288.00 Length = 9.0 ft 2 0.029 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.20 48.87 1678.48 0.12 9.07 288.00 Length = 9.0 ft 3 0.029 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.20 48.87 1678.48 0.12 9.07 288.00 Length = 9.0 ft 4 0.029 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.20 48.87 1678.48 0.12 9.07 288.00 Length = 0.90 ft 5 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 9.07 288.00 +1.104D+0.750L+0.750S+1.313E+1. 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.20 9.07 288.00 Length = 9.0 ft 2 0.042 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.29 70.09 1678.48 0.13 9.07 288.00 Length = 9.0 ft 3 0.207 0.181 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.44 346.83 1678.48 1.12 52.04 288.00 Cd CFN Ci Cr Cm C t CL File = X:12017\1 EFODK-S117-3781WN3XXS-Q\E MV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver.10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values M fb F'b V iv F'v Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : 7d. Floor Beam Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr Cm Ct CL File = )0201711EFODK-S117-3781WN3XXS-Q\EMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values M fb F'b V Iv F'v Length = 9.0 ft 4 0.269 0.181 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.88 452.24 1678.48 1.12 52.04 288.00 Length = 0.90 ft 5 0.002 0.181 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.00 52.04 288.00 +1.104D+0.750L+0.750S+1.313E+f 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.20 9.07 288.00 Length = 9.0 ft 2 0.041 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.29 69.22 1678.48 0.13 9.07 288.00 Length = 9.0 ft 3 0.203 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.42 340.99 1678.48 1.11 51.44 288.00 Length = 9.0 ft 4 0.263 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.84 442.27 1678.48 1.11 51.44 288.00 Length = 0.90 ft 5 0.014 0.179 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 51.44 288.00 +1.104D+0.750L+0.750S+1.313E+F 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.20 9.07 288.00 Length = 9.0 ft 2 0.159 0.155 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.11 266.50 1678.48 0.96 44.51 288.00 Length = 9.0 ft 3 0.205 0.156 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.43 344.76 1678.48 0.97 44.83 288.00 Length = 9.0 ft 4 0.163 0.156 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.14 273.80 1678.48 0.23 44.83 288.00 Length = 0.90 ft 5 0.002 0.156 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.00 44.83 288.00 +1.104D+0.750L+0.750S+1.313E4 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.20 9.07 288.00 Length = 9.0 ft 2 0.160 0.155 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.11 267.96 1678.48 0.96 44.67 288.00 Length = 9.0 ft 3 0.207 0.155 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.44 346.90 1678.48 0.96 44.67 288.00 Length = 9.0 ft 4 0.160 0.155 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.11 267.96 1678.48 0.22 44.67 288.00 Length = 0.90 ft 5 0.014 0.155 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 44.67 288.00 +1.1040+0.750L+0.750S+1.313E+F 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.20 9.07 288.00 Length = 9.0 ft 2 0.115 0.127 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.80 193.47 1678.48 0.79 36.69 288.00 Length = 9.0 ft 3 0.337 0.197 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.35 565.92 1678.48 1.22 56.73 288.00 Length = 9.0 ft 4 0.337 0.197 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.35 565.92 1678.48 1.22 56.73 288.00 Length = 0.90 ft 5 0.002 0.197 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.00 56.73 288.00 +1.104D+0.750L+0.750S+1.313E4 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.20 9.07 288.00 Length = 9.0 ft 2 0.116 0.128 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.81 194.93 1678.48 0.80 36.85 288.00 Length = 9.0 ft 3 0.334 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 560.08 1678.48 1.21 56.14 288.00 Length = 9.0 ft 4 0.334 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 560.08 1678.48 1.21 56.14 288.00 Length = 0.90 ft 5 0.014 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 56.14 288.00 +1.104D+0.750L+0.750S+1.313E+F 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.132 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.82 37.93 288.00 Length = 9.0 ft 2 0.264 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.84 442.90 1678.48 1.11 51.41 288.00 Length = 9.0 ft 3 0.202 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.41 339.53 1678.48 0.27 51.41 288.00 Length = 9.0 ft 4 0.045 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.31 75.46 1678.48 0.12 51.41 288.00 Length = 0.90 ft 5 0.002 0.179 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.00 51.41 288.00 +1.1040+0.750L+0.750S+1.313E+F 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.132 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.82 37.90 288.00 Length = 9.0 ft 2 0.263 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.84 442.27 1678.48 1.11 51.44 288.00 Length = 9.0 ft 3 0.203 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.42 340.99 1678.48 0.27 51.44 288.00 Length = 9.0 ft 4 0.041 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.29 69.22 1678.48 0.13 51.44 288.00 Length = 0.90 ft 5 0.014 0.179 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 51.44 288.00 +1.1040+0.750L+0.7505+1.313E+F 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.137 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.85 39.49 288.00 Length = 9.0 ft 2 0.283 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.98 475.30 1678.48 1.08 49.85 288.00 Length = 9.0 ft 3 0.163 0.175 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.14 273.80 1678.48 1.09 50.47 288.00 Length = 9.0 ft 4 0.288 0.175 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.01 484.18 1678.48 1.09 50.47 288.00 Length = 0.90 ft 5 0.002 0.175 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.00 50.47 288.00 +1.104D+0.750L+0.750S+1.313E+F 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.137 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.85 39.46 288.00 Length = 9.0 ft 2 0.283 0.173 1.60 1.200 1.00 1,00 1.00 1.00 0.97 1.97 474.64 1678.48 1.08 49.88 288.00 Length = 9.0 ft 3 0.160 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.11 267.96 1678.48 1.08 49.88 288.00 Length = 9.0 ft 4 0.283 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.97 474.64 1678.48 1.08 49.88 288.00 Length = 0.90 ft 5 0.014 0.173 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 49.88 288.00 +1.104D+0.750L+0.7505+1.313E+F 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.115 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.72 33.24 288.00 Length = 9.0 ft 2 0.333 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.32 558.62 1678.48 1.21 56.10 288.00 Length = 9.0 ft 3 0.333 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.32 558.62 1678.48 1.13 56.10 288.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : Load Combination Segment Length Span # M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v Length = 9.0 ft 4 0.120 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.84 200.78 1678.48 0.20 56.10 288.00 Length = 0.90 ft 5 0.002 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.00 56.10 288.00 +1.104D+0.750L+0.750S+1.313E+1- 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.115 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.72 33.20 288.00 Length = 9.0 ft 2 0.334 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 560.08 1678.48 1.21 56.14 288.00 Length = 9.0 ft 3 0.334 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 560.08 1678.48 1.13 56.14 288.00 Length = 9.0 ft 4 0.116 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.81 194.93 1678.48 0.18 56.14 288.00 Length = 0.90 ft 5 0.014 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 56.14 288.00 +1.104D+0.750L+0.750S+1.313E+1- 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.121 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.75 34.80 288.00 Length = 9.0 ft 2 0.289 0.189 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.02 485.59 1678.48 1.18 54.54 288.00 Length = 9.0 ft 3 0.294 0.192 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.05 492.89 1678.48 1.19 55.17 288.00 Length = 9.0 ft 4 0.294 0.192 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.05 492.89 1678.48 1.19 55.17 288.00 Length = 0.90 ft 5 0.002 0.192 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.00 55.17 288.00 +1.104D+0.750L+0.750S+1.313E+1- 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.121 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.75 34.77 288.00 Length = 9.0 ft 2 0.290 0.189 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.03 487.05 1678.48 1.18 54.57 288.00 Length = 9.0 ft 3 0.290 0.189 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.03 487.05 1678.48 1.18 54.57 288.00 Length = 9.0 ft 4 0.290 0.189 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.03 487.05 1678.48 1.18 54.57 288.00 Length = 0.90 ft 5 0.014 0.189 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 54.57 288.00 +1.104D+0.750L+0.750S-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.013 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.08 3.77 288.00 Length = 9.0 ft 2 0.033 0.021 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.23 54.72 1678.48 0.13 6.00 288.00 Length = 9.0 ft 3 0.033 0.021 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.23 54.72 1678.48 0.12 6.00 288.00 Length = 9.0 ft 4 0.028 0.021 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.20 47.41 1678.48 0.12 6.00 288.00 Length = 0.90 ft 5 0.014 0.021 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 6.00 288.00 +1.104D+0.750L+0.750S-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.019 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.12 5.37 288.00 Length = 9.0 ft 2 0.045 0.019 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.32 76.25 1678.48 0.12 5.37 288.00 Length = 9.0 ft 3 0.206 0.181 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.44 345.37 1678.48 1.12 52.01 288.00 Length = 9.0 ft 4 0.270 0.181 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.88 452.87 1678.48 1.12 52.01 288.00 Length = 0.90 ft 5 0.002 0.181 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.00 52.01 288.00 +1.104D+0.750L+0.750S-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.019 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.12 5.33 288.00 Length = 9.0 ft 2 0.045 0.019 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.31 75.46 1678.48 0.12 5.33 288.00 Length = 9.0 ft 3 0.202 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.41 339.53 1678.48 1.11 51.41 288.00 Length = 9.0 ft 4 0.264 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.84 442.90 1678.48 1.11 51.41 288.00 Length = 0.90 ft 5 0.014 0.179 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 51.41 288.00 +1.104D+0.750L+0.750S-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.003 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.02 0.99 288.00 Length = 9.0 ft 2 0.162 0.155 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.13 272.34 1678.48 0.96 44.67 288.00 Length = 9.0 ft 3 0.204 0.155 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.42 342.52 1678.48 0.96 44.67 288.00 Length = 9.0 ft 4 0.162 0.155 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.13 272.34 1678.48 0.23 44.67 288.00 Length = 0.90 ft 5 0.002 0.155 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.00 44.67 288.00 +1.104D+0.750L+0.750S-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.003 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.02 0.99 288.00 Length = 9.0 ft 2 0.163 0.156 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.14 273.80 1678.48 0.97 44.83 288,00 Length = 9.0 ft 3 0.205 0.156 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.43 344.76 16713.48 0.97 44.83 288.00 Length = 9.0 ft 4 0.159 0.156 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.11 266.50 1678.48 0.22 44.83 288.00 Length = 0.90 ft 5 0.014 0.156 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 44.83 288.00 +1.104D+0.750L+0.750S-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.003 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.02 0.99 288.00 Length = 9.0 ft 2 0.119 0.128 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.83 199.31 1678.48 0.80 36.85 288.00 Length = 9.0 ft 3 0.336 0.197 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.35 564.46 1678.48 1.22 56.70 288.00 Length = 9.0 ft 4 0.336 0.197 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.35 564.46 1678.48 1.22 56.70 288.00 Length = 0.90 ft 5 0.002 0.197 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.00 56.70 288.00 +1.104D+0.750L+0.750S-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.003 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.02 0.99 288.00 Length = 9.0 ft 2 0.120 0.128 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.84 200.78 1678.48 0.80 37.01 288.00 Length = 9.0 ft 3 0.333 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.32 558.62 1678.48 1.21 56.10 288.00 7d. Floor Beam File= X:1201711EFODK-S117-378\WN3XXS-Q\EMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values Max Stress Ratios Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : 7d. Floor Beam Load Combination Max Stress Ratios File = X:1201711EFODK-S117-3781WN3XXS-Q1EMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M h F'b V Iv F'v Length = 9.0 ft 4 0.333 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.32 558.62 1678.48 1.21 56.10 288.00 Length = 0.90 ft 5 0.014 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 56.10 288.00 +1.104D+0.750L+0.750S-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.130 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.81 37.33 288.00 Length = 9.0 ft 2 0.270 0.181 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.88 452.87 1678.48 1.12 52.01 288.00 Length = 9.0 ft 3 0.206 0.181 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.44 345.37 1678.48 0.27 52.01 288.00 Length = 9.0 ft 4 0.045 0.181 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.32 76.25 1678.48 0.12 52.01 288.00 Length = 0.90 ft 5 0.002 0.181 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.00 52.01 288.00 +1.104D+0.750L+0.750S-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.130 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.81 37.30 288.00 Length = 9.0 ft 2 0.269 0.181 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.88 452.24 1678.48 1.12 52.04 288.00 Length = 9.0 ft 3 0.207 0.181 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.44 346.83 1678.48 0.28 52.04 288.00 Length = 9.0 ft 4 0.042 0.181 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.29 70.09 1678.48 0.13 52.04 288.00 Length = 0.90 ft 5 0.014 0.181 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 52.04 288.00 +1.104D+0.750L+0.750S-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.135 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.84 38.90 288.00 Length = 9.0 ft 2 0.289 0.175 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.02 484.82 1678.48 1.09 50.44 288.00 Length = 9.0 ft 3 0.162 0.175 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.13 272.34 1678.48 1.09 50.44 288.00 Length = 9.0 ft 4 0.289 0.175 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.02 484.82 1678.48 1.09 50.44 288.00 Length = 0.90 ft 5 0.002 0.175 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.00 50.44 288.00 +1.104D+0.750L+0.7505-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.135 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.84 38.86 288.00 Length = 9.0 ft 2 0.288 0.175 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.01 484.18 1678.48 1.09 50.47 288.00 Length = 9.0 ft 3 0.163 0.175 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.14 273.80 1678.48 1.08 50.47 288.00 Length = 9.0 ft 4 0.283 0.175 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.98 475.30 1678.48 1.08 50.47 288.00 Length = 0.90 ft 5 0.014 0.175 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 50.47 288.00 +1.104D+0.750L+0.7505-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.113 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.70 32.64 288.00 Length = 9.0 ft 2 0.336 0.197 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.35 564.46 1678.48 1.22 56.70 288.00 Length = 9.0 ft 3 0.336 0.197 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.35 564.46 1678.48 1.13 56.70 288.00 Length = 9.0 ft 4 0.119 0.197 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.83 199.31 1678.48 0.20 56.70 288.00 Length = 0.90 ft 5 0.002 0.197 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.00 56.70 288.00 +1.104D+0.750L+0.750S-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.113 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.70 32.61 288.00 Length = 9.0 ft 2 0.337 0.197 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.35 565.92 1678.48 1.22 56.73 288.00 Length = 9.0 ft 3 0.337 0.197 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.35 565.92 1678.48 1.14 56.73 288.00 Length = 9.0 ft 4 0.115 0.197 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.80 193.47 1678.48 0.18 56.73 288.00 Length = 0.90 ft 5 0.014 0.197 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 56.73 288.00 +1.104D+0.750L+0.750S-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.119 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.74 34.20 288.00 Length = 9.0 ft 2 0.293 0.191 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.04 491.43 1678.48 1.19 55.13 288.00 Length = 9.0 ft 3 0.293 0.191 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.04 491.43 1678.48 1.19 55.13 288.00 Length = 9.0 ft 4 0.293 0.191 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.04 491.43 1678.48 1.19 55.13 288.00 Length = 0.90 ft 5 0.002 0.191 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.00 55.13 288.00 +1.104D+0.750L+0.7505-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.002 0.119 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.74 34.17 288.00 Length = 9.0 ft 2 0.294 0.192 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.05 492.89 1678.48 1.19 55.17 288.00 Length = 9.0 ft 3 0.294 0.192 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.05 492.89 1678.48 1.18 55.17 288.00 Length = 9.0 ft 4 0.289 0.192 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.02 485.59 1678.48 1.18 55.17 288.00 Length = 0.90 ft 5 0.014 0.192 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 55.17 288.00 +1.104D+0.750L+0.750S-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.20 9.07 288.00 Length = 9.0 ft 2 0.028 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.20 47.41 1678.48 0.12 9.07 288.00 Length = 9.0 ft 3 0.033 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.23 54.72 1678.48 0.13 9.07 288.00 Length = 9.0 ft 4 0.033 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.23 54.72 1678.48 0.13 9.07 288.00 Length = 0.90 ft 5 0.002 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.00 9.07 288.00 +1.104D+0.750L+0.7505-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.20 9.07 288.00 Length = 9.0 ft 2 0.029 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.20 48.87 1678.48 0.12 9.07 288.00 Length = 9.0 ft 3 0.029 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.20 48.87 1678.48 0.12 9.07 288.00 Moment Values Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description Load Combination Segment Length Span # M V Cd C FN C i Cr Cm C t CL M tb F'b V Iv F'v Length = 9.0 ft 4 0.029 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.20 48.87 1678.48 0.12 9.07 288.00 Length = 0.90 ft 5 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 9.07 288.00 +1.104D+0.750L+0.750S-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.20 9.07 288.00 Length = 9.0 ft 2 0.042 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.29 70.09 1678.48 0.13 9.07 288.00 Length = 9.0 ft 3 0.207 0.181 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.44 346.83 1678.48 1.12 52.04 288.00 Length = 9.0 ft 4 0.269 0.181 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.88 452.24 1678.48 1.12 52.04 288.00 Length = 0.90 ft 5 0.002 0.181 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.00 52.04 288.00 +1.104D+0.750L+0.750S-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.20 9.07 288.00 Length = 9.0 ft 2 0.041 0.031 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.29 69.22 1678.48 0.13 9.07 288.00 Length = 9.0 ft 3 0.203 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.42 340.99 1678.48 1.11 51.44 288.00 Length = 9.0 ft 4 0.263 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.84 442.27 1678.48 1.11 51.44 288.00 Length = 0.90 ft 5 0.014 0.179 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 51.44 288.00 +1.104D+0.750L+0.750S-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.20 9.07 288.00 Length = 9.0 ft 2 0.159 0.155 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.11 266.50 1678.48 0.96 44.51 288.00 Length = 9.0 ft 3 0.205 0.156 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.43 344.76 167E3.48 0.97 44.83 288.00 Length = 9.0 ft 4 0.163 0.156 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.14 273.80 1678.48 0.23 44.83 288.00 Length = 0.90 ft 5 0.002 0.156 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.00 44.83 288.00 +1.104D+0.750L+0.7508-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.20 9.07 288.00 Length = 9.0 ft 2 0.160 0.155 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.11 267.96 1678.48 0.96 44.67 288.00 Length = 9.0 ft 3 0.207 0.155 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.44 346.90 1678.48 0.96 44.67 288.00 Length = 9.0 ft 4 0.160 0.155 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.11 267.96 1678.48 0.22 44.67 288.00 Length = 0.90 ft 5 0.014 0.155 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 44.67 288.00 +1.104D+0.750L+0.750S-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.20 9.07 288.00 Length = 9.0 ft 2 0.115 0.127 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.80 193.47 1678.48 0.79 36.69 288.00 Length = 9.0 ft 3 0.337 0.197 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.35 565.92 1678.48 1.22 56.73 288.00 Length = 9.0 ft 4 0.337 0.197 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.35 565.92 1678.48 1.22 56.73 288.00 Length = 0.90 ft 5 0.002 0.197 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.00 56.73 288.00 +1.104D+0.750L+0.750S-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.20 9.07 288.00 Length = 9.0 ft 2 0.116 0.128 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.81 194.93 1678.48 0.80 36.85 288.00 Length = 9.0 ft 3 0.334 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 560.08 1678.48 1.21 56.14 288.00 Length = 9.0 ft 4 0.334 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 560.08 1678.48 1.21 56.14 288.00 Length = 0.90 ft 5 0.014 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 56.14 288.00 +1.104D+0.750L+0.750S-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.132 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.82 37.93 288.00 Length = 9.0 ft 2 0.264 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.84 442.90 1678.48 1.11 51.41 288.00 Length = 9.0 ft 3 0.202 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.41 339.53 1678.48 0.27 51.41 288.00 Length = 9.0 ft 4 0.045 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.31 75.46 1678.48 0.12 51.41 288.00 Length = 0.90 ft 5 0.002 0.179 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.00 51.41 288.00 +1.104D+0.750L+0.750S-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.132 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.82 37.90 288.00 Length = 9.0 ft 2 0.263 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.84 442.27 1678.48 1.11 51.44 288.00 Length = 9.0 ft 3 0.203 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.42 340.99 1678.48 0.27 51.44 288.00 Length = 9.0 ft 4 0.041 0.179 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.29 69.22 1678.48 0.13 51.44 288.00 Length = 0.90 ft 5 0.014 0.179 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 51.44 288.00 +1.104D+0.750L+0.750S-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.137 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.85 39.49 288.00 Length = 9.0 ft 2 0.283 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.98 475.30 1678.48 1.08 49.85 288.00 Length = 9.0 ft 3 0.163 0.175 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.14 273.80 1678.48 1.09 50.47 288.00 Length = 9.0 ft 4 0.288 0.175 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.01 484.18 1678.48 1.09 50.47 288.00 Length = 0.90 ft 5 0.002 0.175 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.00 50.47 288.00 +1.104D+0.750L+0.750S-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.137 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.85 39.46 288.00 Length = 9.0 ft 2 0.283 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.97 474.64 1678.48 1.08 49.88 288.00 Length = 9.0 ft 3 0.160 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.11 267.96 1678.48 1.08 49.88 288.00 7d. Floor Beam File =X:1201711EFODK-5117-781WN3XXS-Q1EMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver.10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values Max Stress Ratios Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : 7d. Floor Beam Load Combination Max Stress Ratios File = X:1201711 EFODK-S117-3781WN3XXS-QIEMV3ES-4110XZRY-Q. EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M tb F'b V fv F'v Length = 9.0 ft 4 0.283 0.173 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.97 474.64 1678.48 1.08 49.88 288.00 Length = 0.90 ft 5 0.014 0.173 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 49.88 288.00 +1.104D+0.750L+0.750S-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.115 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.72 33.24 288.00 Length = 9.0 ft 2 0.333 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.32 558.62 1678.48 1.21 56.10 288.00 Length = 9.0 ft 3 0.333 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.32 558.62 1678.48 1.13 56.10 288.00 Length = 9.0 ft 4 0.120 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.84 200.78 1678.48 0.20 56.10 288.00 Length = 0.90 ft 5 0.002 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.00 56.10 288.00 +1.104D+0.750L+0.7505-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.115 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.72 33.20 288.00 Length = 9.0 ft 2 0.334 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 560.08 1678.48 1.21 56.14 288.00 Length = 9.0 ft 3 0.334 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.33 560.08 1678.48 1.13 56.14 288.00 Length = 9.0 ft 4 0.116 0.195 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.81 194.93 1678.48 0.18 56.14 288.00 Length = 0.90 ft 5 0.014 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 56.14 288.00 +1.104D+0.750L+0.750S-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.121 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.75 34.80 288.00 Length = 9.0 ft 2 0.289 0.189 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.02 485.59 1678.48 1.18 54.54 288.00 Length = 9.0 ft 3 0.294 0.192 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.05 492.89 1678.48 1.19 55.17 288.00 Length = 9.0 ft 4 0.294 0.192 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.05 492.89 1678.48 1.19 55.17 288.00 Length = 0.90 ft 5 0.002 0.192 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 2.69 1724.26 0.00 55.17 288.00 +1.104D+0.750L+0.750S-1.313E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.014 0.121 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.75 34.77 288.00 Length = 9.0 ft 2 0.290 0.189 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.03 487.05 1678.48 1.18 54.57 288.00 Length = 9.0 ft 3 0.290 0.189 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.03 487.05 1678.48 1.18 54.57 288.00 Length = 9.0 ft 4 0.290 0.189 1.60 1.200 1.00 1.00 1.00 1.00 0.97 2.03 487.05 1678.48 1.18 54.57 288.00 Length = 0.90 ft 5 0.014 0.189 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.10 24.60 1724.26 0.03 54.57 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.007 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 1.46 1724.26 0.04 2.07 288.00 Length = 9.0 ft 2 0.017 0.011 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.12 28.94 1678.48 0.07 3.24 288.00 Length = 9.0 ft 3 0.017 0.011 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.12 28.94 1678.48 0.07 3.24 288.00 Length = 9.0 ft 4 0.017 0.011 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.12 28.94 1678.48 0.07 3.24 288.00 Length = 0.90 ft 5 0.001 0.011 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 1.46 1724.26 0.00 3.24 288.00 +0.60D-0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.007 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 1.46 1724.26 0.04 2.07 288.00 Length = 9.0 ft 2 0.017 0.011 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.12 28.94 1678.48 0.07 3.24 288.00 Length = 9.0 ft 3 0.017 0.011 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.12 28.94 1678.48 0.07 3.24 288.00 Length = 9.0 ft 4 0.017 0.011 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.12 28.94 1678.48 0.07 3.24 288.00 Length = 0.90 ft 5 0.001 0.011 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.01 1.46 1724.26 0.00 3.24 288.00 +0.4610D+1.750E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.006 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.00 1.12 1724.26 0.03 1.59 288.00 Length = 9.0 ft 2 0.013 0.009 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.09 22.23 1678.48 0.05 2.49 288.00 Length = 9.0 ft 3 0.013 0.009 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.09 22.23 1678.48 0.05 2.49 288.00 Length = 9.0 ft 4 0.013 0.009 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.09 22.23 1678.48 0.05 2.49 288.00 Length = 0.90 ft 5 0.001 0.009 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.00 1.12 1724.26 0.00 2.49 288.00 +0.4610D-1.750E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 0.90 ft 1 0.001 0.006 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.00 1.12 1724.26 0.03 1.59 288.00 Length = 9.0 ft 2 0.013 0.009 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.09 22.23 1678.48 0.05 2.49 288.00 Length = 9.0 ft 3 0.013 0.009 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.09 22.23 1678.48 0.05 2.49 288.00 Length = 9.0 ft 4 0.013 0.009 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.09 22.23 1678.48 0.05 2.49 288.00 Length = 0.90 ft 5 0.001 0.009 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.00 1.12 1724.26 0.00 2.49 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 +D+L+H, LL Comb Run (*L*L*) 2 0.0985 4.329 +D+L+H, LL Comb Run (L*L*L) 3 0.0650 4.557 +D+L+H, LL Comb Run (*L*L*) 4 0.0979 4.785 5 0.0000 4.785 +D+L+H, LL Comb Run (*L*L*) +D+L+H, LL Comb Run (*L*L*) +D+L+H, LL Comb Run (*L*L*) -0.0325 0.0000 -0.0457 0.0000 -0.0325 0.000 0.000 2.392 2.392 0.900 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : 7d. Floor Beam Vertical Reactions Load Combination File = X:1201711EFODK-S117-3781WN3XXs-01EMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Overall MAXimum Overall MINimum +D+H +D+L+H, LL Comb Run (****L) +D+L+H, LL Comb Run (***L*) +D+L+H, LL Comb Run (***LL) +D+L+H, LL Comb Run (**L**) +D+L+H, LL Comb Run ('*L*L) +D+L+H, LL Comb Run (**LL*) +D+L+H, LL Comb Run (**LLL) +D+L+H, LL Comb Run (*L***) +D+L+H, LL Comb Run (*L**L) +D+L+H, LL Comb Run (*L*L*) +D+L+H, LL Comb Run (*L*LL) +D+L+H, LL Comb Run (*LL**) +D+L+H, LL Comb Run (*LL*L) +D+L+H, LL Comb Run (*LLL*) +D+L+H, LL Comb Run (*LLLL) +D+L+H, LL Comb Run (L**') +D+L+H, LL Comb Run (L***L) +D+L+H, LL Comb Run (L**L*) +D+L+H, LL Comb Run (L**LL) +D+L+H, LL Comb Run (L*L**) +D+L+H, LL Comb Run (L*L*L) +D+L+H, LL Comb Run (L*LL*) +D+L+H, LL Comb Run (L*LLL) +D+L+H, LL Comb Run (LL***) +D+L+H, LL Comb Run (LL**L) +D+L+H, LL Comb Run (LL*L*) +D+L+H, LL Comb Run (LL*LL) +D+L+H, LL Comb Run (LLL*') +D+L+H, LL Comb Run (LLL*L) +D+L+H, LL Comb Run (LLLL*) +D+L+H, LL Comb Run (LLLLL) +D+Lr+H, LL Comb Run (****L) +D+Lr+H, LL Comb Run (***L*) +D+Lr+H, LL Comb Run (***LL) +D+Lr+H, LL Comb Run (**L**) +D+Lr+H, LL Comb Run (**L*L) +D+Lr+H, LL Comb Run (**LL*) +D+Lr+H, LL Comb Run (**LLL) +D+Lr+H, LL Comb Run (*L***) +D+Lr+H, LL Comb Run (*L**L) +D+Lr+H, LL Comb Run (*L*L*) +D+Lr+H, LL Comb Run (*L'LL) +D+Lr+H, LL Comb Run (*LL**) +D+Lr+H, LL Comb Run (*LL*L) +D+Lr+H, LL Comb Run ('LLL*) +D+Lr+H, LL Comb Run (*LLLL) +D+Lr+H, LL Comb Run (L****) +D+Lr+H, LL Comb Run (L***L) +D+Lr+H, LL Comb Run (L**L*) +D+Lr+H, LL Comb Run (L*"`LL) +D+Lr+H, LL Comb Run (L*L*') +D+Lr+H, LL Comb Run (L*L*L) +D+Lr+H, LL Comb Run (L*LL*) +D+Lr+H, LL Comb Run (L*LLL) +D+Lr+H, LL Comb Run (LL***) +D+Lr+H, LL Comb Run (LL**L) +D+Lr+H, LL Comb Run (LL*L*) 1.616 3.492 3.492 1.616 1.366 2.954 2.954 1.366 0.114 0.246 0.246 0.114 0.113 0.252 0.225 0.401 0.159 -0.024 2.001 1.284 0.158 -0.018 1.980 1.571 -0.021 1.731 1.731 -0.021 -0.022 1.737 1.710 0.266 0.024 1.461 3.486 1.149 0.023 1.467 3.465 1.436 1.284 2.001 -0.024 0.159 1.283 2.007 -0.045 0.446 1.329 1.731 1.731 1.329 1.328 1.737 1.710 1.616 1.149 3.486 1.461 0.024 1.148 3.492 1.440 0.311 1.194 3.216 3.216 1.194 1.193 3.222 3.195 1.481 0.401 0.225 0.252 0.113 0.400 0.230 0.230 0.400 0.446 -0.045 2.007 1.283 0.445 -0.040 1.985 1.570 0.266 1.710 1.737 -0.022 0.265 1.715 1.715 0.265 0.311 1.440 3.492 1.148 0.310 1.445 3.470 1.435 1.571 1.980 -0.018 0.158 1.570 1.985 -0.040 0.445 1.616 1.710 1.737 1.328 1.615 1.715 1.715 1.615 1.436 3.465 1.467 0.023 1.435 3.470 1.445 0.310 1.481 3.195 3.222 1.193 1.480 3.200 3.200 1.480 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : 7d. Floor Beam Vertical Reactions Load Combination +D+Lr+H, LL Comb Run (LL*LL) File = X:1201711EFODK-S117-37811NN3XXS-QIEMV3ES-441 OXZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 +D+Lr+H, LL Comb Run (LLL**) +D+Lr+H, LL Comb Run (LLL*L) +D+Lr+H, LL Comb Run (LLLL*) +D+Lr+H, LL Comb Run (LLLLL) +D+S+H +D+0.750Lr+0.750L+H, LL Comb Run (* +D+0.750Lr+0.750L+H, LL Comb Run (* +D+0.750Lr+0.750L+H, LL Comb Run (* +D+0.750Lr+0.750L+H, LL Comb Run (* +D+0.750Lr+0.750L+H, LL Comb Run (* +D+0.750Lr+0.750L+H, LL Comb Run (" +D+0.750Lr+0.750L+H, LL Comb Run (* +D+0.750Lr+0.750L+H, LL Comb Run (* +D+0.750Lr+0.750L+H, LL Comb Run (* +D+0.750Lr+0.750L+H, LL Comb Run (" +D+0.750Lr+0.750L+H, LL Comb Run (* +D+0.750Lr+0.750L+H, LL Comb Run (* +D+0.750Lr+0.750L+H, LL Comb Run (" +D+0.750Lr+0.750L+H, LL Comb Run (* +D+0.750Lr+0.750L+H, LL Comb Run (* +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Cofib Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0,750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750L+0.750S+H, LL Comb Run (** +D+0.750L+0.750S+H, LL Comb Run (*" +D+0.750L+0.750S+H, LL Comb Run (** +D+0.750L+0.750S+H, LL Comb Run (** +D+0.750L+0.750S+H, LL Comb Run (** +D+0.750L+0.750S+H, LL Comb Run (`" +D+0.750L+0.750S+H, LL Comb Run (** +D+0.750L+0.750S+H, LL Comb Run (*L +D+0.750L+0.750S+H, LL Comb Run (*L +D+0.750L+0.750S+H, LL Comb Run ("L +D+0.750L+0.750S+H, LL Comb Run (*L +D+0.750L+0.750S+H, LL Comb Run (*L +D+0.750L+0.750S+H, LL Comb Run (*L +D+0.750L+0.750S+H, LL Comb Run (*L +D+0.750L+0.750S+H, LL Comb Run (*L +D+0.750L+0.750S+H, LL Comb Run (L* +D+0.750L+0.750S+H, LL Comb Run (L* +D+0.750L+0.750S+H, LL Comb Run (L* +0+0.750L+0.750S+H, LL Comb Run (L* +D+0.750L+0.750S+H, LL Comb Run (L" +D+0.750L+0.750S+H, LL Comb Run (L* +D+0.750L+0.750S+H, LL Comb Run (L" +D+0.750L+0.750S+H, LL Comb Run (L* 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 0.113 0.250 0.230 0.329 0.148 0.044 1.563 0.991 0.147 0.048 1.546 1.207 0.013 1.360 1.360 0.013 0.012 1.364 1.344 0.228 0.046 1.158 2.676 0.890 0.046 1.162 2.660 1.105 0.991 1.563 0.044 0.148 0.991 1.567 0.028 0.363 1.025 1.360 1.360 1.025 1.024 1.364 1.344 1.240 0.890 2.676 1.158 0.046 0.889 2.680 1.141 0.262 0.924 2.474 2.474 0.924 0.923 2.478 2.458 1.139 0.329 0.230 0.250 0.113 0.329 0.234 0.234 0.329 0.363 0.028 1.567 0.991 0.362 0.032 1.550 1.206 0.228 1.344 1.364 0.012 0.227 1.348 1.348 0.227 0.262 1.141 2.680 0.889 0.261 1.145 2.664 1.105 1.207 1.546 0.048 0.147 1.206 1.550 0.032 0.362 1.240 1.344 1.364 1.024 1.240 1.348 1.348 1.240 1.105 2.660 1.162 0.046 1.105 2.664 1.145 0.261 1.139 2.458 2.478 0.923 1.139 2.462 2.462 1.139 0.113 0.250 0.230 0.329 0.148 0.044 1.563 0.991 0.147 0.048 1.546 1.207 0.013 1.360 1.360 0.013 0.012 1.364 1.344 0.228 0.046 1.158 2.676 0.890 0.046 1.162 2.660 1.105 0.991 1.563 0.044 0.148 0.991 1.567 0.028 0.363 1.025 1.360 1.360 1.025 1.024 1.364 1.344 1.240 0.890 2.676 1.158 0.046 0.889 2.680 1.141 0.262 0.924 2.474 2.474 0.924 0.923 2.478 2.458 1.139 0.329 0.230 0.250 0.113 0.329 0.234 0.234 0.329 0.363 0.028 1.567 0.991 0.362 0.032 1.550 1.206 0.228 1.344 1.364 0.012 0.227 1.348 1.348 0.227 0.262 1.141 2.680 0.889 0.261 1.145 2.664 1.105 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : 7d. Floor Beam Vertical Reactions Load Combination File = X:1201711EFOOK-S117-3781WN3XXS-Q1EMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, BuiId:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSO STRUCTURAL ENGINEERS Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 +D+0.750L+0.750S+H, LL Comb Run (LL +D+0.750L+0.750S+H, LL Comb Run (LL +D+0.750L+0.750S+H, LL Comb Run (LL +D+0.750L+0.750S+H, LL Comb Run (LL +D+0.750L+0.750S+H, LL Comb Run (LL +D+0.750L+0.750S+H, LL Comb Run (LL +D+0.750L+0.750S+H, LL Comb Run (LL +D+0.750L+0.750S+H, LL Comb Run (LL +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +0+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb 1.207 1.546 0.048 0.147 1.206 1.550 0.032 0.362 1.240 1.344 1.364 1.024 1.240 1.348 1.348 1.240 1.105 2.660 1.162 0.046 1.105 2.664 1.145 0.261 1.139 2.458 2.478 0.923 1.139 2.462 2.462 1.139 0.114 0.246 0.246 0.114 0.114 0.246 0.246 0.114 0.113 0.250 0.230 0.329 0.148 0.044 1.563 0.991 0.147 0.048 1.546 1.207 0.013 1.360 1.360 0.013 0.012 1.364 1.344 0.228 0.046 1.158 2.676 0.890 0.046 1.162 2.660 1.105 0.991 1.563 0.044 0.148 0.991 1.567 0.028 0.363 1.025 1.360 1.360 1.025 1.024 1.364 1.344 1.240 0.890 2.676 1.158 0.046 0.889 2.680 1.141 0.262 0.924 2.474 2.474 0.924 0.923 2.478 2.458 1.139 0.329 0.230 0.250 0.113 0.329 0.234 0.234 0.329 0.363 0.028 1.567 0.991 0.362 0.032 1.550 1.206 0.228 1.344 1.364 0.012 0.227 1.348 1.348 0.227 0.262 1.141 2.680 0.889 0.261 1.145 2.664 1.105 1.207 1.546 0.048 0.147 1.206 1.550 0.032 0.362 1.240 1.344 1.364 1.024 1.240 1.348 1.348 1.240 1.105 2.660 1.162 0.046 1.105 2.664 1.145 0.261 1.139 2.458 2.478 0.923 1.139 2.462 2.462 1.139 0.113 0.250 0.230 0.329 0.148 0.044 1.563 0.991 0.147 0.048 1.546 1.207 0.013 1.360 1.360 0.013 0.012 1.364 1.344 0.228 0.046 1.158 2.676 0.890 0.046 1.162 2.660 1.105 0.991 1.563 0.044 0.148 0.991 1.567 0.028 0.363 1.025 1.360 1.360 1.025 1.024 1.364 1.344 1.240 0.890 2.676 1.158 0.046 0.889 2.680 1.141 0.262 0.924 2.474 2.474 0.924 0.923 2.478 2.458 1.139 0.329 0.230 0.250 0.113 0.329 0.234 0.234 0.329 0.363 0.028 1.567 0.991 0.362 0.032 1.550 1.206 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : 7d. Floor Beam Vertical Reactions Load Combination +D+0.750L+0.750S+0.450W+H, LL Comb File = X:1201711EF0DK-S117-3781WN3XXS-QIEMV3ES-411OXZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only, LL Comb Run (*"**L) Lr Only, LL Comb Run (***L*) Lr Only, LL Comb Run (***LL) Lr Only, LL Comb Run ("L**) Lr Only, LL Comb Run (*''L*L) Lr Only, LL Comb Run (**LL*) Lr Only, LL Comb Run (**LLL) Lr Only, LL Comb Run (*L***) Lr Only, LL Comb Run (*L**L) Lr Only, LL Comb Run (*L*L*) Lr Only, LL Comb Run (*L*LL) Lr Only, LL Comb Run (*LL**) Lr Only, LL Comb Run (*LL*L) Lr Only, LL Comb Run (*LLL*) 0.228 1.344 1.364 0.012 0.227 1.348 1.348 0.227 0.262 1.141 2.680 0.889 0.261 1.145 2.664 1.105 1.207 1.546 0.048 0.147 1.206 1.550 0.032 0.362 1.240 1.344 1.364 1.024 1.240 1.348 1.348 1.240 1.105 2.660 1.162 0.046 1.105 2.664 1.145 0.261 1.139 2.458 2.478 0.923 1.139 2.462 2.462 1.139 0.113 0.250 0.230 0.329 0.148 0.044 1.563 0.991 0.147 0.048 1.546 1.207 0.013 1.360 1.360 0.013 0.012 1.364 1.344 0.228 0.046 1.158 2.676 0.890 0.046 1.162 2.660 1.105 0.991 1.563 0.044 0.148 0.991 1.567 0.028 0.363 1.025 1.360 1.360 1.025 1.024 1.364 1.344 1.240 0.890 2.676 1.158 0.046 0.889 2.680 1.141 0.262 0.924 2.474 2.474 0.924 0.923 2.478 2.458 1.139 0.329 0.230 0.250 0.113 0.329 0.234 0.234 0.329 0.363 0.028 1.567 0.991 0.362 0.032 1.550 1.206 0.228 1.344 1.364 0.012 0.227 1.348 1.348 0.227 0.262 1.141 2.680 0.889 0.261 1.145 2.664 1.105 1.207 1.546 0.048 0.147 1.206 1.550 0.032 0.362 1.240 1.344 1.364 1.024 1.240 1.348 1.348 1.240 1.105 2.660 1.162 0.046 1.105 2.664 1.145 0.261 1.139 2.458 2.478 0.923 1.139 2.462 2.462 1.139 0.068 0.148 0.148 0.068 0.068 0.148 0.148 0.068 0.114 0.246 0.246 0.114 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Lic. # : KW-06002408 Description : 7d. Floor Beam Vertical Reactions Load Combination Lr Only, LL Comb Run (*LLLL) Lr Only, LL Comb Run (L****) Lr Only, LL Comb Run (L**"L) Lr Only, LL Comb Run (L**L*) Lr Only, LL Comb Run (L**LL) Lr Only, LL Comb Run (L*L**) Lr Only, LL Comb Run (L*L*L) Lr Only, LL Comb Run (L*LL*) Lr Only, LL Comb Run (L'LLL) Lr Only, LL Comb Run (LL*"*) Lr Only, LL Comb Run (LL**L) Lr Only, LL Comb Run (LL*L*) Lr Only, LL Comb Run (LL*LL) Lr Only, LL Comb Run (LLL"') Lr Only, LL Comb Run (LLL*L) Lr Only, LL Comb Run (LLLL*) Lr Only, LL Comb Run (LLLLL) L Only, LL Comb Run (****L) L Only, LL Comb Run (***L*) L Only, LL Comb Run (***LL) L Only, LL Comb Run (**L**) L Only, LL Comb Run (**L*L) L Only, LL Comb Run (""LL*) L Only, LL Comb Run (**LLL) L Only, LL Comb Run (*L***) L Only, LL Comb Run (*L**L) L Only, LL Comb Run (*L*L*) L Only, LL Comb Run (*L*LL) L Only, LL Comb Run (*LL**) L Only, LL Comb Run (*LL*L) L Only, LL Comb Run (*LW) L Only, LL Comb Run (*LLLL) L Only, LL Comb Run (L****) L Only, LL Comb Run (L***L) L Only, LL Comb Run (L**L*) L Only, LL Comb Run (L**LL) L Only, LL Comb Run (L*L**) L Only, LL Comb Run (L*L*L) L Only, LL Comb Run (L*LL*) L Only, LL Comb Run (L*LLL) L Only, LL Comb Run (LL***) L Only, LL Comb Run (LL**L) L Only, LL Comb Run (LL*L*) L Only, LL Comb Run (LL*LL) L Only, LL Comb Run (LLL**) L Only, LL Comb Run (LLL*L) L Only, LL Comb Run (LLLL*) L Only, LL Comb Run (LLLLL) S Only W Only E Only H Only File = X:1201711EF0DK-S117-3781WN3XXS-Q\EMV3ES-4110XZRY-Q.EC6 ENERCALC, 1983-2017, Build:10.17.8.29, Ver.10.17.8.29 Licensee : PETERSON STRUCTURAL ENGINEERS Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 -0.001 0.005 -0.022 0.287 0.045 -0.270 1.755 1.170 0.044 -0.265 1.733 1.457 -0.135 1.485 1.485 -0.135 -0.136 1.490 1.463 0.152 -0.090 1.215 3.240 1.035 -0.091 1.220 3.218 1.322 1.170 1.755 -0.270 0.045 1.169 1.760 -0.292 0.332 1.215 1.485 1.485 1.215 1.214 1.490 1.463 1.502 1.035 3.240 1.215 -0.090 1.034 3.245 1.193 0.197 1.080 2.970 2.970 1.080 1.079 2.975 2.948 1.367 0.287 -0.022 0.005 -0.001 0.286 -0.016 -0.016 0.286 0.332 -0.292 1.760 1.169 0.331 -0.286 1.739 1.456 0.152 1.463 1.490 -0.136 0.151 1.469 1.469 0.151 0.197 1.193 3.245 1.034 0.196 1.199 3.224 1.321 1.457 1.733 -0.265 0.044 1.456 1.739 -0.286 0.331 1.502 1.463 1.490 1.214 1.501 1.469 1.469 1.501 1.322 3.218 1.220 -0.091 1.321 3.224 1.199 0.196 1.367 2.948 2.975 1.079 1.366 2.954 2.954 1.366 Wood Column Lic. # : KW-06002408 Description : 7e. (N) Roof Support Column Code References File = X:1201711EFODK-S117-3781WN3XXS-Q\EMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, Build:10.17.9.30, Ver:10.17.9.30 Licensee : PETERSON STRUCTURAL ENGINEERS Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non -slender calculations ) Wood Species Wood Grade Fb + Fb - 1000 psi Fc - Prll 1500 psi Fc - Perp 625 psi E : Modulus of Elasticity ... x-x Bending Basic Minimum Applied Loads Douglas Fir - Larch No.1 1000 psi Fv Ft Density 10.0 ft 180 psi 675 psi 31.2 pcf y-y Bending 1700 1700 620 620 Axial Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area Ix ly Incising Factors : for Bending for Elastic Modulus 1700 ksi Column self weight included : 41.708 Ibs * Dead Load Factor AXIAL LOADS... Roof Beam Load: Axial Load at 10.0 ft, D = 0.90, Lr = 0.30 k BENDING LOADS... Rail Load: Lat. Point Load at 6.50 ft creating My-y, L = 0.30 k DESIGN SUMMARY 4x6 Graded Lumber Sawn 3.50 in Allow Stress Modification Factors 5.50 in 19.25 inA2 48.526 in^4 19.651 104 0.80 0.95 Cf or Cv for Bending Cf or Cv for Compression Cf or Cv for Tension Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Kf : Built-up columns Use Cr : Repetitive ? 1.30 1.10 1.30 1.0 1.0 1.0 1.0 NDS 15.3.2 No Brace condition for deflection (buckling) along columns : X-X (width) axis : Lu for X-X Axis buckling : 3 ft, K = 1.0 Y-Y (depth) axis : Lu for Y-Y Axis buckling : 3 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Goveming NDS Forumla Comp + Myy, Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results Load Combination C D 0.9669 :1 +D+L+H NDS Eq. 3.9-3 6.510 ft 0.9417k 0.0k-ft 0.6805 k-ft 715.45 psi 0.1055 :1 +D+L+H 10.0 ft 15.195 psi 144.0 Psi CP Maximum SERVICE Lateral Load Reactions.. Top along Y-Y 0.0 k Bottom along Y-Y Top along X-X 0.1950 k Bottom along X-X Maximum SERVICE Load Lateral Deflections... Along Y-Y 0.0 in at for load combination : n/a Along X-X 0.3043 in at for load combination : +D+L+H Other Factors used to calculate allowable stresses... Bending 0.0 k 0.1050 k 0.0 ft above base 5.436 ft above base Compression ensign Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H 0.900 1.000 1.250 1.150 1.250 1.150 1.600 1.600 1.600 0.582 0.542 0.459 0.489 0.459 0.489 0.374 0.374 0.374 0.07071 PASS 0.9669 PASS 0.08525 PASS 0.06588 PASS 0.5920 PASS 0.6319 PASS 0.06190 PASS 0.06190 PASS 0.4633 PASS 3.020ft 6.510ft 3.020 ft 3.020ft 6.510 ft 6.510 ft 3.020ft 3.020ft 6.510 ft 0.0 0.1055 0.0 0.0 0.06331 0.06882 0.0 0.0 0.04946 PASS PASS PASS PASS PASS PASS PASS PASS PASS 10.0 ft 10.0 ft 10.0 ft 10.0 ft 10.0 ft 10.0 ft 10.0 ft 10.0 ft 10.0 ft Wood Column Lic. # : KW-06002408 Description : 7e. (N) Roof Support Column Load Combination Results Load Combination CD Cp File = X:1201711EFODK-S117-3781WN3XXS-Q\EMV3ES-4\10XZRY-Q.EC6 ENERCALC, INC.1983-2017, Build:10.17.9.30, Ver:10.17.9.30 Licensee : PETERSON STRUCTURAL ENGINEERS Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+O.60H Maximum Reactions Load Combination 1.600 0.374 1.600 0.374 1.600 0.374 1.600 0.374 0.4549 PASS 6.510 ft 0.4549 PASS 6.510ft 0.03714 PASS 3.020ft 0.03714 PASS 3.020ft 0.04946 0.04946 0.0 0.0 PASS PASS PASS PASS 10.0 ft 10.0 ft 10.0 ft 10.0 ft Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Top @ Base My - End Moments k-ft Mx - End Moments @ Base @ Top @ Base @ Top +D+H +D+L+H 0.105 0.195 +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H 0.079 0.146 +D+0.750L+0.750S+H 0.079 0.146 +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H 0.079 0.146 +D+0.750L+0.750S+0.450W+H 0.079 0.146 +D+0.750L+0.750S+0.5250E+H 0.079 0.146 +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only 0.105 0.195 S Only W Only E Only H Only Maximum Deflections for Load Combinations 0.942 0.942 1.242 0.942 1.167 0.942 0.942 0.942 1.167 0.942 0.942 0.565 0.565 0.942 0.300 Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 0.0000 in 0.3043 in 0.0000 in 0.0000 in 0.2282 in 0.2282 in 0.0000 in 0.0000 in 0.2282 in 0.2282 in 0.2282 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.3043 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.000 ft 5.436 ft 0.000 ft 0.000 ft 5.436 ft 5.436 ft 0.000 ft 0.000 ft 5.436 ft 5.436 ft 5.436 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 5.436 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Wood Column Lic. # : KW-06002408 Description : 7e. (N) Roof Support Column Sketches 3.50 in File = X:1201711EFODK-SI17-3781WN3)0(S-Q1EMV3ES-4110XZRY-Q.EC6 ENERCALC, INC. 1983-2017, 8uik1:10.17.9.30, Ver:10.17.9.30 Licensee : PETERSON STRUCTURAL ENGINEERS Wood Beam Lic. # : KW-06002408 Description : 8) 2x6 Deck Joist CODE REFERENCES File = X:1201711 EFODK-S117-3781WN3XXS-01EMV3ES-411Z9JSI-4.EC6 ENERCALC, INC. 1933-2017, Build:10.17.9.30, Ver.10.17.9.30 Licensee : PETERSON STRUCTURAL ENGINEERS Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2015 Wood Species Wood Grade Beam Bracing Fc - Perp Fv Ft : Beam is Fully Braced against lateral -torsional buckling : Douglas Fir - Larch :No.2 Fb + 900 psi Fb - 900 psi Fc - Prll 1350 psi 625 psi 180 psi 575 psi E : Modulus of Elasticity Ebend- xx 1600 ksi Eminbend - xx 580 ksi Density 31.2pcf Repetitive Member Stress Increase D(0.01) L(0.01) S(0.025) 2x6 Span = 6.710 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010, L = 0.10, S = 0.0250 ksf, Tributary Width = 1.0 ft 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 0.913 1 2x6 982.34 psi 1,076.40psi +D+L+H 3.355ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.145 in Ratio= 0.000 in Ratio = 0.160 in Ratio = 0.000 in Ratio = 554 >=360 0 <360 504 >=180 0 <180 Maximum Forces & Stresses for Load Combinations 0.417 : 1 2x6 58.28 psi 139.68 psi +D+L+H 0.000 ft Span # 1 Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Moment Values Cm C t CL M fb P1) Shear Values V fv F'v +D+H Length = 6.710 ft 1 0.092 +D+L+H Length = 6.710 ft 1 0.913 +D+Lr+H Length = 6.710 ft 1 0.066 +D+S+H Length = 6.710 ft 1 0.253 +D+0.750Lr+0.750L+H Length = 6.710 ft 1 0.564 0.042 0.90 1.300 0.80 1.15 1.00 1.00 1.00 0.06 89.30 1.300 0.80 1.15 1.00 1.00 1.00 0.417 1.00 1.300 0.80 1.15 1.00 1.00 1.00 0.62 982.34 1.300 0.80 1.15 1.00 1..00 1.00 0.030 1.25 1.300 0.80 1.15 1.00 1.00 1.00 0.06 89.30 1.300 0.80 1.15 1.00 1,00 1.00 0.115 1.15 1.300 0.80 1.15 1.00 1.00 1.00 0.20 312.56 1.300 0.80 1.15 1.00 1.00 1.00 0.258 1.25 1.300 0.80 1.15 1.00 1,00 1.00 0.48 759.08 0.00 968.76 (I.00 1076.40 0.00 1345.50 0.00 1237.86 0.00 1345.50 0.00 0.03 0.00 0.32 0.00 0.03 0.00 0.10 0.00 0.25 0.00 5.30 0.00 58.28 0.00 5.30 0.00 18.54 0.00 45.04 0.00 125.71 0.00 139.68 0.00 174.60 0.00 160.63 0.00 174.60 Wood Beam Lic. # : KW-06002408 Description : 8) 2x6 Deck Joist Load Combination Segment Length Span # Max Stress Ratios M V Cd CFN Ci Cr Cm C t CL File = X:1201711EFODK-SI17-3781WN3XXS-QIEMV3ES-411Z9JSh4.EC6 ENERCALC, INC. 1983-2017, Build:10.17.9.30, Ver:10.17.9.30 Licensee : PETERSON STRUCTURAL ENGINEERS Moment Values Shear Values M fb F'b V fv F v +D+0.750L+0.750S+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.710 ft 1 0.748 0.342 1.15 1.300 0.80 1.15 1.00 1.00 1.00 0.58 926.53 1237.86 0.30 54.97 160.63 +D+0.60W+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.710 ft 1 0.052 0.024 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.06 89.30 1722.24 0.03 5.30 223.49 +D+0.70E+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.710 ft 1 0.052 0.024 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.06 89.30 1722.24 0.03 5.30 223.49 +D+0.750Lr+0.750L+0.450W+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.710 ft 1 0.441 0.202 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.48 759.08 1722.24 0.25 45.04 223.49 +D+0.750L+0.750S+0.450W+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.710 ft 1 0.538 0.246 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.58 926.53 1722.24 0.30 54.97 223.49 +D+0.750L+0.750S+0.5250E+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.710 ft 1 0.538 0.246 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.58 926.53 1722.24 0.30 54.97 223.49 +0.60D+0.60W+0.60H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.710 ft 1 0.031 0.014 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.03 53.58 1722.24 0.02 3.18 223.49 +0.600+0.70E+0.60H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.710 ft 1 0.031 0.014 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.03 53.58 1722.24 0.02 3.18 223.49 Overall Maximum Deflections Load Combination Span Max. " " Deft Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.1596 3.379 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.369 0.369 Overall MINimum 0.084 0.084 +D+H 0.034 0.034 +D+L+H 0.369 0.369 +D+Lr+H 0.034 0.034 +D+S+H 0.117 0.117 +D+0.750Lr+0.750L+H 0.285 0.285 +D+0.750L+0.750S+H 0.348 0.348 +D+0.60W+H 0.034 0.034 +D+0.70E+H 0.034 0.034 +D+0.750Lr+0.750L+0.450W+H 0.285 0.285 +0+0.750L+0.750S+0.450W+H 0.348 0.348 +D+0.750L+0.7505+0.5250E+H 0.348 0.348 +0.60D+0.60W+0.60H 0.020 0.020 +0.600+0.70E+0.60H 0.020 0.020 D Only 0.034 0.034 Lr Only L Only 0.336 0.336 S Only 0.084 0.084 W Only E Only H Only Wood Beam Lic. # : KW-06002408 Description : 9) (2) 2x6 Ramp Beam CODE REFERENCES File=X:1201711EFODK-S1t73781WN3XXS-MEMV3ES-411Z9JSI-4.EC6 ENERCALC, INC.1983-2017, Build:10.17.9.30, Ver.10.17.9.30 Licensee : PETERSON STRUCTURAL ENGINEERS Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2015 Wood Species Wood Grade Fb + Fb- Fc-Pril Fc - Peirp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling : Douglas Fir - Larch : No.2 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E : Modulus of Elasticity Ebend- xx 1,600.0ksi Eminbend - xx 580.0 ksi Density 31.20 pcf D(0.0633) L(0.633) S(0.15825) 2-2x6 Span = 4.0 ft Applied Loads Uniform Load : D = 0.010, L = 0.10, S = 0.0250 ksf, Tributary Width = 6.330 ft 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. 0.944 1 2-2x6 1,104.87 psi 1,170.00psi +D+L+H 2.000ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.055 in Ratio = 0.000 in Ratio = 0.061 In Ratio = 0.000 in Ratio = 871 >=360 0 <360 701 >=180 0 <180 Maximum Forces & Stresses for Load Combinations 0.544 : 1 2-2x6 97.95 psi 180.00 psi +D+L+H 3.547ft Span # 1 Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Cm C t CL Moment Values M fb F'b Shear Values V fv F'v +D+H Length = 4.0 ft 1 0.095 0.055 +D+L+H Length = 4.0 ft 1 0.944 0.544 +D+Lr+H Length = 4.0 ft 1 0.069 0.040 +D+S+H Length = 4.0 ft 1 0.261 0.151 +D+0.750Lr+0.750L+H Length = 4.0 ft 1 0.584 0.336 0.90 1.300 1.300 1.00 1.300 1.300 1.25 1.300 1.300 1.15 1.300 1.300 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.13 100.44 1.39 1,104.87 0.13 100.44 0.44 351.55 1.08 853.77 0.00 1053.00 0.00 1170.00 0.00 1462.50 0.00 1345.50 0.00 1462.50 0.00 0.10 0.00 1.08 0.00 0.10 0.00 0.34 0.00 0.83 0.00 8.90 0.00 97.95 0.00 8.90 0.00 31.17 0.00 75.69 0.00 162.00 0.00 180.00 0.00 225.00 0.00 207.00 0.00 225.00 Wood Beam Lic. # : KW-06002408 Description : 9) (2) 2x6 Ramp Beam Load Combination Max Stress Ratios Fde = X:1201711EFODK-S117-3781WN3XXS-Q\EMV3ES-411Z9JSt-4.EC6 ENERCALC, INC. 1983-2017, Build:10.17.9.30, Ver:10.17.9.30 Licensee : PETERSON STRUCTURAL ENGINEERS Shear Values Segment Length Span # M V Cd C FN C i C r C m C t C L M tb F'b V fv F'v +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.775 0.446 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.31 1,042.10 1345.50 1.02 92.39 207.00 +0+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.054 0.031 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.13 100.44 1872.00 0.10 8.90 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.054 0.031 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.13 100.44 1872.00 0.10 8.90 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.456 0.263 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.08 853.77 1872.00 0.83 75.69 288,00 +D+0.750L+0.7505+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.557 0.321 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.31 1,042.10 1872.00 1.02 92.39 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.557 0.321 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.31 1,042.10 1872.00 1.02 92.39 288.00 +0.600+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.032 0.019 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.08 60.27 1872.00 0.06 5.34 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.032 0.019 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.08 60.27 1872.00 0.06 5.34 288.00 Overall Maximum Deflections Moment Values Load Combination Span Max. -" Defl Location in Span Lead Combination Max. "+" Defl Location in Span +D+L+H Vertical Reactions Load Combination Overall MAXimum Overall MlNimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 1 0.0606 2.015 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 1.393 0.317 0.127 1.393 0.127 0.443 1.076 1.313 0.127 0.127 1.076 1.313 1.313 0.076 0.076 0.127 1.393 0.317 0.127 1.393 0.127 0.443 1.076 1.313 0.127 0.127 1.076 1.313 1.313 0.076 0.076 0.127 1.266 1.266 0.317 0.317 Wood Beam Lic. # : KW-06002408 Description : 10) 4x4 Deck Post CODE REFERENCES File = X:1201711EF0DK-S117378\WN3XXS-0\EMV3ES-411Z9JSF-4.EC6 ENERCALC, INC. 1983-2017, Buiki:10.17.9.30, Ver10.17.9.30 Licensee : PETERSON STRUCTURAL ENGINEERS Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2015 Wood Species Wood Grade Beam Bracing : Douglas Fir - Larch :No.1 : Completely Unbraced Fb + 1,000.0 psi Fb - 1,000.0 psi Fc - Pdl 1,500.0 psi Fc - Perp 625.0 psi Fv 180.0 psi Ft 675.0 psi Density E : Modulus of Elasticity Ebend- xx 1,700.0 ksi Eminbend - xx 620.0 ksi 31.20 pcf r- L(0.2) 4x4 Span = 1.0 ft 4x4 Span = 4.0 ft Applied Loads Load for Span Number 2 Point Load: L = 0.20 k @ 3.0 ft 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. 0.617: 1 Maximum Shear Stress Ratio 4x4 Section used for this span 1,007.58 psi fv : Actual 1,632.00 psi Fv : Allowable L Only Load Combination 1.000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.000 in Ratio = 0.000 in Ratio = 0.299 in Ratio = 0.000 in Ratio = 0 <90 0 <90 320 >=90 0 <90 0.329 : 1 4x4 73.47 psi 223.49 psi L Only 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v L Only 0.00 0.00 0.00 Length = 1.0 ft 1 0.617 0.329 0.60 73.47 223.49 Length = 4.0 ft 2 0.617 0.329 0.20 73.47 223.49 1.60 1.500 1.60 1.500 Overall Maximum Deflections 0.00 0.80 1.00 0.85 1.00 1.00 0.60 1,007.58 1632.00 0.80 1.00 0.85 1.00 1.00 0.60 1,007.58 1632.00 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span L Only 2 0.0000 0.000 L Only -0.0033 0.581 0.2986 4.000 0.0000 0.581 Wood Beam Lic. # : KW-06002408 Description : 10) 4x4 Deck Post Vertical Reactions Load Combination Overall MAXimum Overall MINimum L Only +0.750L File = X:1201711EFODK—S117-3781WN3XXS-01EMV3ES-41129JSI--4.EC6 ENERCALC, INC. 1983-2017, Build:10.17.9.30, Ver:10.17.9.30 Licensee : PETERSON STRUCTURAL ENGINEERS Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Support 3 -0.600 0.800 -0.600 0.600 -0.600 0.800 -0.450 0.600 Wood Beam File = X:1201711EFODK-S1173781WN3XX5-Q1EMV3ES-41129JSI-4.EC6 ENERCALC, INC.1983-2017, Build:10.17.9.30, Ver.10.17.9.30 Lic. # : KW-06002408 Licensee : PETERS'N STRUCTURAL ENGINEERS Description : 11) 2x6 Guardrail top plate CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2015 Fb + Fb- Fc - Pr1I 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 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 31.20 pcf Repetitive Member Stress Increase L(0.05) 2x6 Span = 7.0 ft Applied Loads Uniform Load : L = 0.050 , Tributary Width = 1.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. 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 0.26fx 1 Maximum Shear Stress Ratio 2x6 Section used for this span 485.95 psi fv : Actual 1,829.88psi Fv : Allowable L Only Load Combination 3.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.000 in Ratio = 0.000 in Ratio = 0.086 in Ratio = 0.000 in Ratio = 0 <360 0 <360 9 i'7 >=180 0 <180 Maximum Forces & Stresses for Load Combinations Max Stress Ratios Span# M V Cd CFN Ci Cr Cm C t CL Load Combination Segment Length 0.100 : 1 2x6 27.87 psi 279.36 psi L Only 6.566ft Span # 1 Moment Values M fb Feb Shear Values V fv F'v L Only Length = 7.0 ft 1 0.266 0.100 Overall Maximum Deflections Load Combination Span 0.00 0.00 0.00 0.00 2.00 1.300 0.80 1.15 0.85 1.00 1.00 0.31 485.95 1829.88 0.15 27.87 279.36 Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span L Only 1 Vertical Reactions Load Combination 0.0859 3.526 Support notation : Far left is #1 Support 1 Support 2 0.0000 Values in KIPS 0.000 Overall MAXimum 0.175 0.175 Wood Beam Lic. # : KW-06002408 Description : 11) 2x6 Guardrail top plate Vertical Reactions Load Combination Fie = X:1201711EFODK-S117-3781WN3XXS-OIEMV3ES-411Z9JSh4.EC6 ENERCALC, INC. 1983-2017, Build:10.17.9.30, Ver:10.17.9.30 Licensee : PETERSON STRUCTURAL ENGINEERS Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Overall MINimum L Only +0.750L 0.131 0.131 0.175 0.175 0.131 0.131 Wood Column Lic. # : KW-06002408 Description : 12) 2x4 Brace in compression Code References File = X:1201711 EFODK-S117-3781WN3XXS-Q\EMV3ES-411Z9JSI.4.EC6 ENERCALC, INC.1983-2017, Build:10.17.9.30, Ver:10.17.9.30 Licensee : PETERSON STRUCTURAL ENGINEERS Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non -slender calculations ) Wood Species Douglas Fir - Larch Wood Grade No.2 Fb + 900.0 psi Fv Fb - 900.0 psi Ft Fc - Prll 1,350.0 psi Density Fc - Perp 625.0 psi E : Modulus of Elasticity... Basic Minimum Applied Loads 3.50 ft 180.0 psi 575.0 psi 31.20 pcf x-x Bending y-y Bending Axial 1,600.0 1,600.0 580.0 580.0 Wood Section Name Wood GradinglManuf. Wood Member Type Exact Width Exact Depth Area Ix ly Incising Factors : for Bending for Elastic Modulus 2x4 Graded Lumber Sawn 1.50 in Allow Stress Modification Factors 3.50 in Cf or Cv for Bending 5.250 inA2 Cf or Cv for Compression 5.359 in^4 0.9844 in^4 Cf or Cv for Tension Cm : Wet Use Factor Ct : Temperature Factor 0.80 Cfu : Flat Use Factor 0.95 Kf : Built-up columns 1,600.0 ksi Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 3.50 ft, K =1.0 Y-Y (depth) axis : Unbraced Length for X-X Axis buckling = 3.50 ft, K =1.0 1.50 1.150 1.50 1.0 1.0 1.0 1.0 No NDS 15.3.2 Service loads entered. Load Factors will be applied for calculations. Column self weight included : 3.981 Ibs * Dead Load Factor AXIAL LOADS... Axial Load at 3.50 ft, E = 0.1190 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio Load Combination Governing NDS Forumla Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H 0.03023 :1 +D+0.70E+H Comp Only, fc/Fc' 0.0 ft 0.08728 k 0.0 k-ft 0.0k-ft 549.94 psi 0.0:1 +0.60D+0.70E+0.60H 3.50 ft 0.0 psi 230.40 psi CD Cp 0.900 1.000 1.250 1.150 1.250 1.150 1.600 1.600 1.600 1.600 1.600 Maximum SERVICE Lateral Load Reactions.. Top along Y-Y 0.0 k Bottom along Y-Y Top along X-X 0.0 k Bottom along X-X Maximum SERVICE Load Lateral Deflections ... Along Y-Y 0.0 in at for load combination : Na Along X-X 0.0 in at for load combination : nla Other Factors used to calculate allowable stresses,.. Bending Compression 0.0 ft above base 0.0 ft above base 0.0 k 0.0 k Tension 0.548 0.507 0.426 0.456 0.426 0.456 0.346 0.346 0.346 0.346 0.346 Maximum Axial + Elending Stress Ratios Stress Ratio Status Location 3.001549 0.001504 0.001432 0.001456 0.001432 0.001456 0.001379 0.03023 0.001379 0.001379 0.02302 PASS 0.0ft PASS 0.0ft PASS 0.0ft PASS PASS PASS PASS PASS PASS PASS PASS 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft Maximum Shear Ratios Stress Ratio Status Location 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 3.50 ft 3.50 ft 3.50 ft 3.50 ft 3.50 ft 3.50 ft 3.50 ft 3.50 ft 3.50 ft 3.50 ft 3.50 ft Wood Column Lic. # : KW-06002408 Description : 12) 2x4 Brace in compression Load Combination Results Load Combination +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H Maximum Reactions Load Combination File = X:1201711EFODK-S117-3781WN3XXS-Q\EMV3ES-411Z9JSi-4.EC6 ENERCALC, INC. 1983-2017, Build:10.17.9.30, Ver:10.17.9.30 Licensee : PETERSON STRUCTURAL ENGINEERS CD Cp 1.600 0.346 1.600 0.346 Maximum Axial + Bending Stress Ratios Stress Ratio Status Location D.000827 PASS 0.0 ft 0.02968 PASS 0.0 ft Maximum Shear Ratios Stress Ratio Status Location 0.0 PASS 3.50 ft 0.0 PASS 3.50 ft Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Top @ Base My - End Moments k-ft Mx - End Moments @ Base @ Top @ Base @ Top +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Maximum Deflections for Load Combinations 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.087 0.004 0.004 0.066 0.002 0.086 0.004 0.119 Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 in in in in in in in in in in in in in in in in in in in in 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft Wood Column Lic. # : KW-06002408 Description : Sketches 12) 2x4 Brace in compression File = X:I201711EFODK-S117-3781WN3XXS-01EMV3ES-411Z9JSI-4.EC6 ENERCALC, INC.1983.2017, Build:10.17.9.30, Ver..10.17.9.30 Licensee : PETERSON STRUCTURAL ENGINEERS c 0 1.50 in X 1 Wood Column Lic. # : KW-06002408 Description : 14) 4x4 Deck Post Code References File = X:12017Y1EFODK-S117-3781WN3XXS-QIEMV3ES-411Z9JS1-4.EC6 ENERCALC, INC. 1983-2017, Build:10.17.9.30, Ver:10.17.9.30 Licensee : PETERSON STRUCTURAL ENGINEERS Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 3.0 ft ( Used for non -slender calculations ) Wood Species Douglas Fir - Larch Wood Grade No.1 Fb + 1,000.0 psi Fv Fb - 1,000.0 psi Ft Fc - Prll 1,500.0 psi Density Fc - Perp 625.0 psi E : Modulus of Elasticity ... x-x Bending y-y Bending Applied Loads Basic 1,700.0 180.0 psi 675.0 psi 31.20 pcf Axial 1,700.0 1,700.0 ksi Minimum 620.0 620.0 Wood Section Name Wood GradinglManuf. Wood Member Type Exact Width Exact Depth Area Ix ly 4x4 Graded Lumber Sawn 3.50 in 3.50 in 12.250 in^2 12.505 in^4 12.505 in^4 Allow Stress Modification Factors Cf or Cv for Bending 1.50 Cf or Cv for Compression 1.150 Cf or Cv for Tension 1.50 Cm : Wet Use Factor 1.0 Incising Factors : Ct : Temperature Factor for Bending 0.80 Cfu : Flat Use Factor for Elastic Modulus 0.95 Kf : Built-up columns Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 3.0 ft, K =1.0 Y-Y (depth) axis : Unbraced Length for X-X Axis buckling = 3.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. 1.0 1.0 1.0 NDS 15.3.2 No Column self weight included : 7.963 Ibs * Dead Load Factor AXIAL LOADS .. . Axial Load at 3.0 ft, D = 0.3240, L = 5.40 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Goveming NDS Forumla Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results 0.4473 :1 +D+L+H Comp Only, fc/Fc' 0.0 ft 5.732 k 0.0k-ft 0.0k-ft 1,045.98 psi 0.0 : 1 +0.60D+0.70E+0.60H 3.0ft 0.0 psi 230.40 psi Load Combination C D +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.7505+0.5250E+H 0.900 1.000 1.250 1.150 1.250 1.150 1.600 1.600 1.600 1.600 1.600 Maximum SERVICE Lateral Load Reactions.. Top along Y-Y 0.0 k Bottom along Y-Y Top along X-X 0.0 k Bottom along X-X Maximum SERVICE Load Lateral Deflections ... Along Y-Y 0.0 in at 0.0 ft above base for load combination : n/a Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... Bending 0.0 k 0.0 k Compression Tension CP 0.953 0.947 0.932 0.938 0.932 0.938 0.909 0.909 0.909 0.909 0.909 Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.02861 0.4473 0.02107 0.02275 0.2781 0.3003 0.01688 0.01688 0.2228 0.2228 0.2228 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft Maximum Shear Ratios Stress Ratio Status Location 0.0 PASS 3.0 ft 0.0 PASS 3.0 ft 0.0 PASS 3.0 ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 PASS PASS PASS PASS PASS PASS PASS PASS 3.0 ft 3.0 ft 3.0 ft 3.0 ft 3.0 ft 3.0 ft 3.0 ft 3.0 ft Wood Column Lic. # : KW-06002408 Description : 14) 4x4 Deck Post Load Combination Results Load Combination +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H Maximum Reactions Load Combination File = X:1201711EFODK-S117-3781WN3XXS-Q\EMV3ES-411Z9JSI-4.EC6 ENERCALC, INC. 1983-2017, Buikl:10.17.9.30, Ver:10.17.9.30 Licensee : PETERSON STRUCTURAL ENGINEERS CD Cp 1.600 0.909 1.600 0.909 Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.01013 PASS 0.0 ft 0.01013 PASS 0.0ft X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Top @ Base Maximum Shear Ratios Stress Ratio Status Location 0.0 PASS 3.0 ft 0.0 PASS 3.0 ft Note: Only non -zero reactions are listed. My - End Moments k•ft Mx - End Moments @ Base @ Top @ Base @ Top +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H 0 Only Lr Only L Only S Only W Only E Only H Only Maximum Deflections for Load Combinations 0.332 5.732 0.332 0.332 4.382 4.382 0.332 0.332 4.382 4.382 4.382 0.199 0.199 0.332 5.400 Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Wood Column Lic. # : KW-06002408 Description : Sketches 14) 4x4 Deck Post 3.50 in File = X:1201711EFODK-SN7-378IWN3X0(S-QlEMV3ES-411Z9JS1-4.EC6 ENERCALC, INC. 1983-2017, Buik1:10.17.9.30, Ver:10.17.9.30 Licensee : PETERSON STRUCTURAL ENGINEERS Wood Column Lic. # : KW-06002408 Description : 16) 4x4 Ramp Post Code References File = X:1201711EFODK-S117-3781WN3XXS-01EMV3ES-411Z9JS1-4.EC6 ENERCALC, INC. 1983-2017, Build:10.17.9.30, Ver:10.17.9.30 Licensee : PETERSO STRUCTURAL ENGINEERS Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design End Fixities Top Free, Bottom Fixed Overall Column Height 4.917 ft ( Used for non -slender calculations ) Wood Species Wood Grade Fb + Fb - Fc - Prll Fc - Perp Douglas Fir - Larch No.1 1,000.0psi Fv 1,000.0 psi Ft 1,500.0 psi Density 625.0 psi E : Modulus of Elasticity... Basic Minimum Applied Loads x-x Bending 1,700.0 620.0 180.0 psi 675.0 psi 31.20 pcf y-y Bending 1,700.0 620.0 Axial 1,700 Wood Section Name Wood GradinglManuf. Wood Member Type Exact Width Exact Depth Area Ix ly Incising Factors : for Bending for Elastic Modulus .0 ksi 4x4 Graded Lumber Sawn 3.50 in Allow Stress Modification Factors 3.50 in Cf or Cv for Bending 12.25 inA2 Cf or Cv for Compression 12.505 inA4 12.505 iO4 Cf or Cv for Tension Cm : Wet Use Factor Ct : Temperature Factor 0.80 Cfu : Flat Use Factor 0.95 Kf : Built-up columns Use Cr : Repetitive ? 1.50 1.150 1.50 1.0 1.0 1.0 1.0 NDS 15.3.2 No Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 4.917 ft, K =1.0 Y-Y (depth) axis : Unbraced Length for X-X Axis buckling = 4.917 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Column self weight included : 13.051 Ibs * Dead Load Factor BENDING LOADS ... Lat. Point Load at 4.417 ft creating Mx-x, L = 0.30 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.9272 :1 Load Combination L Only Governing NDS Forumla Bending Only, Tension Side Location of max.above base 0.0 ft At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results Load Combination L Only Maximum Reactions Load Combination 0.0 k -1.325 k-ft 0.0 k-ft 1,358.61 psi 0.1276 :1 L Only 4.389 ft 36.735 psi 288.0 psi Maximum SERVICE Lateral Load Rea Top along Y-Y 0.0 k Top along X-X 0.0 k ctions . . Bottom along Y-Y Bottom along X-X Maximum SERVICE Load Lateral Deflections Along Y-Y 0.8584 in at for load combination : +D+L+H Along X-X 0.0 in at for load combination : nja Other Factors used to calculate allowable st Bending Compression Tension 0.30 k 0.0 k 4.917 ft above base 0.0 ft above base resses... Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location 0.9272 PASS 0.0 ft 0.1276 PASS 4.389 ft Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top CD Cp 2.000 0.615 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H 0.300 0.225 0.225 0.013 0.013 0.013 0.013 0.013 0.013 1.325 0.994 0.994 Wood Column Lic. # : KW-06002408 Description : 16) 4x4 Ramp Post Maximum Reactions Load Combination +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only File = X:1201711EFODK-S1173781WN3XX5-01EMV3ES-411Z9JSI-4.EC6 ENERCALC, INC. 1983-2017, Build:10.17.9.30, Ver:10.17.9.30 Licensee : PETERSON STRUCTURAL ENGINEERS Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top 0.013 0.013 0.225 0.013 0.225 0.013 0.225 0.013 Maximum Deflections for Load Combinations 0.300 0.008 0.008 0.013 0.994 0.994 0.994 1.325 Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Sketches 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.858 in 4.917 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.644 in 4.917 ft 0.644 in 4.917 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.644 in 4.917 ft 0.644 in 4.917 ft 0.644 in 4.917 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.858 in 4.917 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft c 0 a ri 3.50 in Appendix B Simpson Connectors Portland Office 9400 SW Barnes Rd., Suite 100 Portland, Oregon 97225 Project: 17-378 Date: Tacoma Office 708 Broadway Suite 110 Tacoma, Washington Calc. By GRL Appendix B S.'mpson Strong -Tie Wood Construction Connectors SIMPSON HDU/DTT Holdowns (cont.) II These products are available with additional corrosion protection. For more information, see p.18. R • • C-C-2017 02017 SIMPSON STRONG -TIE COMPANY INC. Strong -Tie Model No. Ga. Dimensions (in.) Fasteners Minimum Wood Member Thickn (in)ess Allowable Tension Loads (160)1 W H B C8 SO Anchor Bolt Dia. (in.) Post Fasteners DF/SP SPF/HF Deflection at Allowable Load (in.) Code Ref. DTT1Z 14 1'/ 7'/e 1 %/1s % 3/is % (6) SD #9 x 1 W 1'/2 840 840 0.170 IP2, L19, FL (6)10d x 11h" 910 640 0.167 DTT2Z 14 3 F< 61% 1 % '356 3S6 '/z (8)1/4' x 11/2" SDS 11/2 1,825 1,800 0.105 L816, , FL (8) ?<" x 1 yh" SOS 3 2,145 1,835 0.128 HDU2-SDS2.5 14 3 81/16 31/4 15/16 1 % 5 (6)1/4" x 21/2" SDS 3 3,075 2,215 0.088 HDU4-SDS2.5 14 3 10W16 31/4 14116 1 % 5/e (10)'/4" x 2' " SOS 3 4,565 3,285 0.114 HDU5-SDS2.5 14 3 133i6 3'/4 1 % 13 5 (14)1/4" x 21/2" SDS 3 5,645 4,065 0.115 HDU8-SDS2.5 10 3 16% 31/2 1 % 11/2 '/s (20)'/a' x 21/2" SDS 3 6,765 4,870 0.110 3' 6,970 5,020 0.116 41/2 7,870 5,665 0.113 HDU11-SDS2.5 10 3 221/4 3' 1 % 11/2 1 (30)1/4" x 2'/2" SDS 5' 9,335 6,865 0.137 71/4 11,175 8,045 0.137 HDU14-SDS2.5 7 3 2511A6 31/2 1358 1416 1 (36)'A" x 21/2" SDS 4x634 10,770 7,755 0.122 170 7143 14,390 10,435 0.177 16 L8, FL 51/22.3 14,445 10,350 0.172 1. See pp. 75-76 for Holdown and Tension Tie General Notes. 2. Noted HDU14 allowable loads are based on a 51" wide post (6x6 min.). 3. HDU14 requires heavy -hex anchor nut to achieve tabulated loads (supplied with, holdown). 4. Loads are applicable to installation on either narrow or wide face of post. Vertical wood member thickness Threaded rod Studs/post 2-2x blocking Typical HDU Tie Between Floors 79 Simpson Strong -Tie Wood Construction Connectors SIMPSON HRS/ST/HST/HTP/LSTA/LSTI/MST/MSTA/MSTC/MSTI Strap Ties (cont.) Codes: See p.14 for Code Reference Key Chart These products are available with additional corrosion protection. For more information, see p.18. Straps and Ties a These products are approved for installation with the Strong -Drive` SD Connector screw. See pp. 39-40 for more information. Model No.(Total) Ga.(in.) Dimensions Fasteners Allowable Tension Loads (DF/SP) Allowable Tension Loads (SPF/HF) Code Ref. rLSTA9 20 11/4 9 (8)10d 740 635 14, L3, L5, FL r LST� 11/4 15 (12)10d 1,110 950 rLSTA18 11/4 18 (14)10d 1,235 1,110 LST� 11/4 21 (16)10d 1,235 1,235 rLSTA24 11/4 24 (18)10d 1,235 1,235 ST292 21116 9%6 (12)16d 1,265 1,120 ST2122 2116 121%6 (16)16d 1,530 1,505 S12 3/4 16%6 (10)16d 660 660 ST2215 21/16 166,46 (20)16d 1,875 1,875 VLSTA30 18 11/4 30 (22)10d 1,640 1,640 LST� 11/4 36 (24)10d 1,640 1,640 LST� 33/4 49 (32)10d x 11/2" 2,975 2,555 LST� 33/4 73 (48) 10d x 11/2" 4,205 3,830 MSTA9 11/4 9 (8) 10d 750 645 PtMSTA12 1 Y4 12 (10)10d 940 810 FMSTA15 11/4 15 (12)10d 1,130 970 MSTA18 11/4 18 (14)10d 1,315 1,130 rMSTA21 11/4 21 (16) 10d 1,505 1,290 rMSTA24 11/4 24 (18)10d 1,640 1,455 'MSTA30 16 11/4 30 (22) 10d 2,050 1,820 MSTA36 11/4 36 (26) 10d 2,050 2,050 MSTA49 1% 49 (26) 10d 2,020 2,020 FL, L3, L5 ST6215 2Y116 16%6 (20) 16d 2,095 1,900 14, IL14, L3, L5, FL ST6224 2'1A6 23%6 (28) 16d 2,540 2,540 14, L3, L5, FL ST9 11/4 9 (8)16d 885 760 14, L3, L5, FL '5T12 11/4 11% (10)16d 1,105 950 ST18 1% 173/4 (14)16d 1,420 1,330 ST22 11/4 21% (18) 16d 1,420 1,420 MSTC28 3 281/4 (36) 16d sinkers 3,455 2,980 MSTC40 3 401/4 (52) 16d sinkers 4,745 4,305 MSTC52 3 521/4 (62)16d sinkers 4,745 4,745 'HTP37Z 3 7 (20)10d x 11/2" 1,850 1,600 L5 FMSTC66 14 3 653/4 (76) 16d sinkers 5,860 5,860 14, L3, L5, FL rMSTC78 3 773/4 (76)16d sinkers 5,860 5,860 rST6236 21/26 33t3/6 (40) 16d 3,845 3,845 rHRS6 12 1% 6 (6)10d 605 525 L5, FL HRS8 13 8 (10)10d 1,010 880 rHRS12 1% 12 (14) 10d 1,415 1,230 MST 2176 26 (26)10d x 11/2" 2,745 2,325 14, L3, L5, FL 'MSTI36 21/26 36 (36)10d x 11/2" 3,800 3,220 MST 21116 48 (48) 10d x 11/2" 5,065 4,290 MS 61T 21/26 60 (60)10d x 11/2" 5,080 5,080 rMST172 21/1e 72 (72) 10d x 11/2" 5,080 5,080 HRS416Z 31/4 16 (16) 11/4" x 11/2" SDS 2,835 2,305 170 2x2" end distance Strong -Tie Beam and strap Typical LSTA Installation (Hanger not shown) Bend strap one time only, max. 12/12 joist pitch. 1. Allowable loads have been increased for wind or seismic loading with no further increase allowed; reduce where other loads govern. 2. See p. 27 for allowable nail substitutions and load reductions. When nailing strap over wood structural panels, use 21/2" long fastener, minimum. 3. Use half of the nails in each member being connected to achieve the listed loads. 4. Tension loads apply for uplift when installed vertically. Nails: 16d = 0.162" dia. x 31/2" long, 16d sinker = 0.148" dia. x 31/4" long, 10d = 0.148° dia. x 3" long; 10d x 11/2" = 0.148" dia. x 11/2" long. See pp. 26-27 for other nail sizes and information. C-C-2017 ©2017 SIMPSON STRONG -TIE COMPANY INC. 302 Simpson Strong -Tie VVood Construction Connectors SIMPSON Strong -Drive. SDS Heavy -Duty Connector Screw The Simpson Strong Tie® Strong -Drive® SDS Heavy -Duty Connector screw is a'/4" diameter structural wood screw ideal for various connector installations as well as wood -to - wood applications. It installs with no predrilling and has been extensively tested in various applications. The SDS Heavy -Duty Connector screw is improved with a patented easy -driving 4CUT" point and a corrosion resistant double -barrier coating. Features: • The patented 4CUT point has a square core and serrated threads to reduce installation torque and make driving easier with no predrilling and minimal wood splitting. • Available with a double -barrier coating or in Type 316 stainless steel. Carbon steel loads apply to corresponding stainless steel models. • Ye" hex washer head is stamped with the No -Equal sign and fastener length for easy identification after installation. • For the W. hex head driver bit, order model no. DB6H1.75. Material: Heat -treated carbon steel, Type 316 stainless steel Finish: Double Barrier (all lengths); Type-316 Stainless Steel (11/2" thru 31/2" lengths) Codes: See p.14 for Code Reference Key Chart Y T1 A Length Thread length Strong -Tie Identification on all SDS screw heads ('/4" x 3" SDS shown) The 4CUT'" point reduces installation torque and makes driving easier. Strong -Drive® '/4" x 3" SDS Heavy -Duty Connector Screw U.S. Patents 5,897,280 and 7,101,133 III These products are available with additional corrosion protection. For more information, see p. 18. Strong -Drive® SDS Heavy -Duty Connector Screw Size (in.) Model No. Thread Length (in.) Fasteners per Cartons DF/SP Allowable Loads' SPF/HF Allowable Loads' Code Ref. Shear (100)1 Withdrawals (100) Shear (100) Withdrawals (100) Wood Side Plate3 Steel Side Plate Wood Side Plate' Steel Side Plate 1,1 13/4' SCL 16 ga. 14 ga. and 12 ga. 10 ga. or Greater Wood or Steel Side Plate 11/2" 13/4, SPF LVL 16 ga. 14 ga. and 12 ga. 10 ga. or Greater Wood or Steel Side Plate 1/4 x 11/2 SDS25112 1 1,500 — — 250 250 250 170 — — 180 180 180 120 15 L1, FL 1/4 x 2 SDS25200 1 Y4 1,300 — — 250 290 290 215 — — 180 210 210 150 1/4 x 21h SDS25212 1' 1,100 190 — 250 390 420 255 135 — 180 280 300 180 1/4x3 SDS25300 2 950 280 — 250 420 420 345 200 — 180 300 300 240 1/4 x 31/2 SDS25312 21/4 900 340 340 250 420 420 385 245 245 180 300 300 270 4 ''4x5 SDS25500 23/4 500 350 340 250 420 420 475 250 245 180 300 300 330 Y x8 SDS25800 31/4 400 350 340 250 420 420 560 250 245 180 300 300 395 1. Screws may be provided with the 4CUT or Type-17 point. 2. Strong -Drive® SDS Heavy -Duty Connector screws install best with a low -speed y" drill with a %" hex -head driver. 3. Shear values are valid for connections between two members with full thread penetration into the main member. For other wood side plate values, see Fastening Systems catalog (C-F-2017) at strongtie.com. 4. Allowable loads are shown at the wood load duration factor of CD = 1.00. Loads may be increased for load duration per the building code up to a CD = 1.60. 5. Withdrawal loads shown are in pounds (Ib.) and are based on the entire threaded section installed into the main member. If thread penetration into the main member is less than the Thread Length as shown in the table for DF/SP, reduce allowable Poad by 172 lb./in. of thread not in main member. Use 121 lb./in. for SPF/HF. 6. Fasteners per Carton represent the quantity of screws that are available in bulk packaging. Screws are also available in mini bulk and retail packs. Refer to Simpson Strong-Tiee Fastening Systems catalog (C-F-2017) at strongtie.com. 7. LSL wood -to -wood applications that require 41/2", 5", 6" or 8" SDS Heavy -Duty Connector screws are limited to interior -dry use only. 8. Where predrilling is required for Strong -Drives SDS Heavy -Duty Connector screws, predrill diameter is 1/32'. 9. Minimum spacing, edge, and end spacing distance requirements are listed in ICC-ES ESR-2236. For smaller spacing, please contact Simpson Strong -Tie Engineering. C-C-2017 C2017 SIMPSON STRONG -TIE COMPANY INC. 32 Simpson Strong -Tie Wood Construction Connectors SIMPSON Face -Mount Hangers - Solid Sawn Lumber (DF/SP) The Joist Hanger Selector software enables you the most optimum product for your project. The software takes into consideration all the characteristics seen in this catalog. Visit strongtie.com/jhs. Strong -Tie Solid Sawn Joist Hangers ED These products are available with additional corrosion protection. For more information, see p.18. Ir These products are approved for installation with the Strong -Drive® SD Connector screw. See pp. 39-40 for more information. Joist Size Model No. Ga. Dimensions (in.) Fasteners DF/SP Allowable Loads Installed Cost Index (ICI) Code Ref. W H B Min./ Max. Header Joist Uplift (160) Floor (100) Snow (115) Roof (125) Sawn Lumber Sizes 2X4 LU24 20 191i6 3Ya 11/2 - (4)16d (2)10d x 11/2" 265 555 635 685 Lowest 17,127, FL, L5, L17 LUS24 18 1% 3% 13/4 - (4)10d (2)10d 490 670 765 825 +3% U24 16 1 9/1s 3% 11/2 - (4)16d (2)10d x 11/2" 265 575 655 705 +67% 17, FL, L17 HU26 14 19/s 31/+6 21/4 - (4)16d (2)10d x 11/2" 335 595 670 720 +295% DBL LUS24-2 18 3% 3'/a 2 - (4) 16d (2) 16d 440 800 910 985 Lowest 17,127, FL, L5, L17 U24-2 16 31/a 3 2 - (4) 16d (2) 10d 370 575 655 705 +33%2X4 17, FL, L17 HU24-2 / HUC24-2 14 3'A 3'/is 21/2 - (4)16d (2) 10d 380 380 595 720 +240% 2x6 LUS26 18 1%6 43/4 13/4 - (4)10d (4)10d 1,165 865 990 1,070 Lowest 17,127, FL, L5, L17 LU26 20 19/s 43/4 11/2 - (6)16d (4)10d x 11/2" 565 835 950 1,030 +6% U26 16 19/1s 43/4 2 - (6)16d (4)10d x 11h.' 585 865 980 1,055 +43% 17, FL, L17 LUC26Z ® (6) 16d (4) 10d x 11/2' 730 845 965 1,040 +160% " ►'t7 e . _ � 1 =61r Mill 7iiil 50S26 16 1% 5% 3 - (14)16d (6) 16d 1,550 i 2,720 3,095 3,335 +276% 17,1 7, F L5, 17 Ilrii: n�i«in � .: I 1 ii �i • • U26-2 IlEs��= (8) 16d (4)10d 740 1,150 1,305 1,410 +65% 17, FL, L17 HUS26-2 / HUSC26-2 14 3% 5116 2 - (4)16d (4) 16d 1,235 1,065 1,210 1,305 +172% HU26-2 / HUC26-2 14 31% 534 2'h Min. (8) 16d (4)10d 760 1,190 1,345 1,445 +233% 17, 127, FL, L5, L17 14 3Ya 53/8 2% Max. (12)16d (6)10d 1,135 1,785 2,015 2,165 +254% 17, FL, L17 TPL 2x6 LUS26-3 18 4% 41/e 2 (4)16d (4)16d 1,165 1,030 1,180 1,280 FL U26-3 16 4% 41/4 2 (8) 16d (4) 10d 740 1,150 1,305 1,410 HU26-3 / HUC26-3 14 411hs 4% 2/217, Min. (8)16d (4)10d 760 1,190 1,345 1,445 14 41348 4% 21h Max. (12)16d (6)10d 1,135 1,785 2,015 2,165 2x8 LUS26 18 19/16 43/4 13/4 - (4)10d (4)10d 1,165 865 990 1,070 Lowest 17,127, FL, L5, L17 LU26 20 19/s 43/4 11h - (6)16d (4)10d x 11/2" 565 835 950 1,030 +6% LUS28 18 19/16 6% 13/4 - (6)10d (4)10d 1,165 1,105 1,260 1,365 +23% LU28 20 1A6 6% 11/2 - (8)16d (6)10d x 11/2' 850 1,110 1,270 1,335 +39% U26 16 19A6 43/4 2 - (6)16d (4)10d x 1'/2" 585 865 980 1,055 +43% 17, FL, L17 LUC26Z 18 19/6 43/4 13/4 - (6) 16d (4) 10d x 11/" 730 845 965 1,040 +160% HU28 14 19/1s 51/4 21A - (6)16d (4)10d x 11h" 610 895 1,005 1,085 +251% HUS26 16 1% 5% 3 - (14) 16d (6) 16d 1,550 2,720 3,095 3,335 +276% 17,127, FL, L5, L17 HUS28 16 1% 7 3 - (22) 16d (8) 16d 2,000 3,965 4,120 4,220 +409% DBL 2x8 LUS26-2 18 3% 4% 2 - (4) 16d (4) 16d 1,165 1,030 1,180 1,280 Lowest LUS28-2 18 3A 7 2 - (6) 16d (4) 16d 1,165 1,315 1,500 1,625 +8% 026-2 16 3% 5 2 - (8) 16d (4)10d 740 1,150 1,305 1,410 +65% 17, FL, L17 HUS28-2 14 3% 7346 2 - (6) 16d (6)16d 1,550 1,595 1,815 1,960 +188% HU28-2 / HUC28-2 14 3% 7 21h Min. (10)16d (4)10d 760 1,490 1,680 1,805 +397% 14 3% 7 21/2 Max. (14)16d (6) 10d 1,135 2,085 2,350 2,530 +418% 1. Uplift loads apply to 10d and 6d header fasteners. Uplift loads have been Increased for wind or earthquake loading with no further increase allowed. Reduce where other loads govern. 2.10d commons or 16d sinkers may be used instead of the specified 16d at 0.84 of the table load value. 3.16d sinkers may be used instead of the specified 10d commons with no load reduction. (16d sinkers are not acceptable for HDG applications.) 4. Min. nailing quantity and load values - fill all round holes; Max. nailing quantity and load values - fill all round and triangle holes. 5. DF/SP loads can be used for SCL that has fastener holding capacity of Doug Fir. 6. Truss chord cross -grain tension may limit allowable loads in accordance with ANSI/IPI 1-2014. Simpson Strong Tie® Connector Selector' software includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong Tie. 7. Nails: 16d = 0.162" dia. x 31/2" long, 10d = 0.148" dia. x 3" long, 10d x 11/2" = 0.148' dia. x 11h" long. See pp. 26-27 for other nail sizes and information. *Hangers do not have an Installed Cost Index. C-C-2017 02017 SIMPSON STRONG -TIE COMPANY INC. 130 Codes: See p.14 for Code Reference Key Chart Simpson Strong -Tie VVood Construction Connectors SIMPSON C-C-2017 02017 SIMPSON STRONG -TIE COMPANY INC. CC/ECC/ECCU Column Caps (cont.) • ID ID Mt ID These products are available with additional corrosion protection. For more information, see p.18. Strong -Tie Model No. Beam Width Dimensions (in.) Machine Bolts Allowable Loads (DF/SP) CCO/ECCO Model No. (No Legs) Wi W2 L Size Beam CC ECC ECCU Code CC ECC ECCU Hi CC ECC ECCU Post Uplift Down Down Uplift Down e. Rf (160) (100) (100) (160) (100) CC31/4-4 31/2" 3% 35/e 11 71/2 91/2 612 5/s 4 2 4 2 3,640 16,980 6,125 1,010 6,125 112 L4, FL CC03% ECC03% CC31/4-6 31/e" 3% 51/2 11 71/2 91/2 61/2 54 4 2 4 2 3,640 19,250 9,625 1,010 9,625 C 4 5 36 12 Y 1 1, 5 ,6 2 6 ECC04 ' CC46 4x 35/s 51/2 11 81/2 91/2 61/2 5/e 4 2 4 2 2,800 24,060 12,030 740 12,030 CC04/6 ECC04/6 , 160 CC4.62-3.62 41/2" 4% 3% 11 81/2 91/2 61/2 5/e 4 2 4 2 2,800 19,020 7,655 740 7,655 170 CC04.62 ECC04.62 CC4.62-4.62 41h" 4% 4% 11 81/2 91/261/2 %4 2 4 2 2,800 24,450 9,845 740 9,845 CC4.62-5.50 41/2" 45/s 51/2 11 81/2 91/2 61h % 4 2 4 2 2,800 28,585 12,030 740 12,030 CC51/4-4 51/2" 51/4 3% 13 91/2 101/2 8 3/4 4 2 4 2 7,530 26,635 10,045 2,735 10,045 112, L4, FL CC051/4 ECC05% CC51/4-6 51/2" 514 51/2 13 91/2101/28 3/4 4 2 4 2 7,530 28,190 15,785 2,735 15,785 CC51/4-8 51/2" 51/4 71/2 13 91/ 101/2 8 3/4 4 2 4 2 7,530 37,310 21,525 2,735 21,525 CC64 6x 5'/2 35/e 11 71/2 91/2 6'/z 5/e 4 2 4 2 4,040 28,586 12,030 1,165 12,030 CCO6 ECCO6 CC66 6x 51/2 51/2 11 71/2 91h 61/2 % 4 2 4 2 4,040 30,250 18,905 1,165 18,905 CC68 6x 51/2 71/2 11 91/2 91/2 61/2 % 4 2 4 2 4,040 37,810 25,780 1,165 25,780 ECC068 CC6-71/2 6x 51/2 7'/s 11 91/2 91/2 61/2 % 4 2 4 2 4,040 37,810 24,060 1,165 24,060 160 CC74 63/4" 61 35/a 13 101/2 101/2 8 3/4 4 2 4 2 7,525 33,490 13,230 3,605 13,230 170 CC07 ECC07 CC76 63/4" 61/2 51/2 13 101/2 101/2 8 3/4 4 2 4 2 7,525 37,125 20,790 3,605 20,790 112, L4, FL CC77 63/4' 6 /e 6 /s 13 10 1 1 101/2 8 3/4 4 2 4 2 7,525 49,140 25,515 3,605 25,515 CC78 63/4" 61/2 7/ 13 101/2 101/28 3/4 4 2 4 2 7,525 49,140 28,350 3,605 28,350 CC7'/e-4 7" 71/2 35/e 13 101/2 101/2 8 Y4 4 2 4 2 7,510 34,736 18,375 4,855 18,375 160 CC071/2 ECC07Ys CC71e-6 7" 71/2 5/ 13 101/2 101/2 8 3/4 4 2 4 2 7,585 58,500 28,875 4,855 28,875 CC7Ye-7Ye 7" 7'/e 71/8 13 101/2 101/2 8 %4 2 4 2 7,585 57,750 36,750 4,855 36,750 CC71/2-8 7" 71 71/2 13 101/2 101/2 8 3/4 4 2 4 2 7,585 52,500 36,750 4,855 36,750 CC84 8x 71/2 3% 13 101/2 101/2 8 3/4 4 2 4 2 7,440 37,210 16,405 2,625 16,405 170 CCO8 ECCOB CC86 8x 71/2 51/2 13 101/2 101/2 8 3/4 4 2 4 2 7,440 41,250 23,100 2,625 23,100 112, FL CC88 8x 71/2 71/2 13 101/2 101/2 8 3/4 4 2 4 2 7,440 54,600 31,500 2,625 31,500 CC94 83/4" 81/2 35/8 13 101h 101/2 8 3'4 4 4 4 2 7,515 43,410 19,905 3,990 19,905 170 ECC09 CC96 83/4" 81/2 51 13 101/2 10/ 8 14 4 4 4 2 7,515 48,125 26,950 4,670 26,950 112, L4, CC98 83/4" 81 71/2 13 101 101/2 8 3/4 4 4 4 2 7,515 63,700 36,750 4,670 36,750 CC106 10x 91/25Y2 13 101/2 101/2 8 3/4 4 4 4 2 7,515 52,250 29,260 3,325 29,260 CC010 ECC010 1. Uplift loads have been increased for wind or earthquake with no further increase allowed reduce where other loads govern. 2. Down loads may not be increased for short-term loading and shall not exceed the post capacity. See pp. 383-385 for common post allowable loads. 3. CC uplift loads do not apply to splice conditions. 4. Splice conditions with CCs must be detailed by the Designer to transfer tension loads between spliced members by means other than the column cap. 5. Column sides are assumed to be aligned in the same vertical plane as the beam sides. CC4.62 models assume a minimum 31/2"-wide post. 6. Structural composite lumber columns have sides that show either the wide face or the edges of the lumber strands/veneers. Values in the tables reflect installation into the wide face. See technical bulletin T-C-SCLCLM at strongtie.com for values on the narrow face (edge). 7. Beam depth must be at least as tall as Hi. Uplift loads assume a minimum beam height of 11". 8. For 5'/4"-engineered lumber, use 51/2" models. 9. CCO and ECCO welded to steel column will achieve maximum load listed as CC and ECC. Steel column width shall match beam width. Weld by Designer. Caps and Bases UPDATED 04/17/17 115 Simpson Strong -Tie Wood Construction Connectors SIMPSON 2017 ©2017 SIMPSON STRONG -TIE COMPANY INC. AC/ACE/LPCZ/LCE/RTC Post Caps (cont.) These products are available with additional corrosion , These products are approved for installation with the Strong -Drive® protection. For more information, see p. 18. SD Connector screw. See pp. 39-40 for more information. Model No. Dimensions (in.) Tota No. Fasteners Allowable Loads (DF/SP) (160)' Code Ref. W L Beam Post Uplift Lateral AC4 (Min.) 3%6 61h (8) 16d (8) 16d 1,430 715 112,127, L4, L5, FL rAC4 (Max.) 3%6 61/2 (14) 16d (14)16d 2,500 1,070 AC4RZ (Min.) 4 7 (8)16d (8) 16d 1,430 715 112, L5, FL AC4RZ (Max.) 4 7 (14)16d (14) 16d 2,500 1,070 ACE4 (Min.) — 41/2 (6) 16d (6) 16d 1,070 715 1 L. L a — 2 , 'LCE4 — 5% (14) 16d (10) 16d 1,905' 1,425 IP1, L18, FL i I ,12 , L4, 5, FAC6 (Max.) 5'/2 8'h (14) 16d (14) 16d 2,500 1,070 AC6RZ (Min.) 6 9 (8) 16d (8) 16d 1,430 715 112,127, L5, FL AC6RZ (Max.) 6 9 (14) 16d (14) 16d 2,500 1,070 ACE6 (Min.) — 6'h (6) 16d (6) 16d 1,070 715 112, L4, FL ACE6 (Max.) — 61/2 (10)16d (10) 16d 1,785 1,070 rLPC4Z 3%6 31/2 (8) 10d (8) 10d 760 325 112,127, L4, L5, FL LPC6Z 5%6 51/2 (8)10d (8)10d 915 490 112, FL 1. Allowable loads have been increased for wind or earthquake with no further increase allowed; reduce where other loads govern. 2. Loads apply only when used in pairs. 3. LPCZ lateral load is in the direction parallel to the beam. 4. Min. nailing quantity and load values — fill all round holes; Max. nailing quantities and load values — fill round and triangle holes. 5. Uplift loads do not apply to splice conditions. 6. Spliced conditions must be detailed by the Designer to transfer tension loads between spliced members by means other than the post cap. 7. LCE4 uplift load for mitered -corner conditions is 985 Ib. (DF/SP) or 845 Ib. (SPF). Lateral loads do not apply. 8. Structural composite lumber columns have sides that show either the wide face or the edges of the lumber strands/veneers. Values in the tables reflect installation into the wide face. See technical bulletin T-C-SCLCLM at strongtie.com for values on the narrow face (edge). 9. Nails: 16d = 0.162" dia. x 3'/2" long, 10d = 0.148" dia. x 3" long. See pp. 26-27 for other nail sizes and information. Model No. Dimensions (in.) Total No. of Fasteners DF/SP Uplift Loads SPF Uplift Loads W L Beam Post Total Uplift Total Uplift (160) (160) LCE4Z (Mitered corner) 53 5% (14)16d (10)16d 985 845 1. The allowable download for the mitered LCE4 connection is limited to bearing of the mitered section on the post and shall be determined by the Designer. 2. Connectors must be installed in pairs to achieve listed loads. Strong -Tie Model No. Dimensions (in.) Total No. of Fasteners DF/SP Uplift Loads SPF Uplift Loads W L Beam Post Side Beam Main Beam Total Side Beam Main Beam Total RTC44' (Mitered corner) 3%6 4% (16)16d (10)16d 900 900 1,800 775 775 1,550 RTC442 (Square cut) 39'i6 4% (16)16d (10) 16d 925 1,230 1,760 795 1,060 1,515 1. The allowable download for the mitered RTC44 connection is limited to bearing of the mitered beams on the post and shall be determined by the Designer. 2. The allowable down oad for the main beam in the square -cut RTC44 connection 's limited to bearing of the beam on the post and shall be determined by the Designer. The side beam allowable download is 1,170 Ib.. 3. The combined uplift loads applied to all beams in the connector must not exceed the total allowable uplift load listed in the table. 109 Simpson Strong-T7e Wood Construction Connectors SIMPSON C-C-2017 ©2017 SIMPSON STRONG -TIE COMPANY INC. MPBZ Moment Post Base The new patent -pending Simpson Strong -Tie® MPBZ is the first post base specifically designed to provide moment resistance for columns or posts. An innovative overlapping sleeve design encapsulates the post, helping to resist rotation around its base. It is available for 4x4 and 6x6 posts. The MPBZ is ideal for outdoor structures, such as carports, fences and decks. Built-in stand-off tabs provide the required 1" stand-off to resist decay of the post while eliminating multiple parts and assembly. Additionally, the MPBZ is available in ZMAX® as the standard finish to meet exposure conditions in many environments. Features: • Internal top -of -concrete tabs • 1" standoff tabs • Additional holes provided to attach trim material • Weep hole provided for water drainage Material: 12 gauge Finish: ZMAX coating Installation: • Use all specified fasteners; see General Notes. • Install MPBZ before concrete is placed using embedment level indicators and form board attachment holes. • Place post on tabs 1" above top of concrete. • Install Simpson Strong Tie Strong-Drive'/4" x 21/2" SDS Heavy -Duty Connector screws, which are supplied with the MPBZ. (Lag screws will not achieve the same load.) • Concrete level inside the part must remain'/4" or less above embedment line for water drainage. • Annual inspection of connectors used in outdoor application is advised. If significant corrosion is apparent or suspected, then the wood, fasteners and connectors should be evaluated by a qualified engineer or inspector. • For seismic design in accordance with ASCE7, the following seismic design coefficients are recommended unless justified otherwise by analysis: R = 11/2, f2 = 11/2, Cd =11/2. Codes: See p.14 for Code Reference Key Chart 01. w1 MPB44Z r-\ Fi 4" min. sidecover for MPB44Z 5' min. sidecover for MPB66Z U.S Patent Pending StrougTie MPB66Z 4' min. sidecover for MPB44Z 5' min. sidecover for MPB66Z Typical MPB66Z Installation These products are available with additional corrosion protection. For more information, see p.18. Model No. Nominal Column Size Dimensions (in.) W1 / W2 D H Simpson Strong -Tie SDS Screws Concrete Allowable Loads Wood Assembly Allowable Loads (DF/SP) Uplift Lateral F1 Moment M (ft.-lb.) Non - Cracked Cracked Non- Cracked Cracked Non - Cracked Cracked Download (100) Download (160) Moment M (ft.-lb.) (160) Rotational Stiffness (in: Ib./rad.) Code Ref. MPB44Z 4x4 39/ie 71/4 71, (16) 1.4" x 21/2" 4.900 3.990 1,825 1.280 1,410 985 1 6,240 6.410 1 540 2.510,000 10 MPB44Z 4x4 3?6 71/4 71/4 (16)14" x 21/2" 4,785 3,350 ate0i 1,535 1,075 1,180 830 6,240 6,410 1,540 2,510,000 MPB66Z 6x6 5s/i6 71/4 71/4 (24)1/4" x 21/2" 5,815 5,815 2,980 2,085 2,055 1,645 9,360 10,855 3,730 3,950,000 160 1. Loads may not be increased for short term loading. 2. Higher download can be achieved by solidly packing grout in the 1"-standoff area before installation of the post. Allowable download shall be based on either the wood post design or concrete design calculated per code. 3. Concrete shall have a minimum compressive strength, f'c = 2,500 psi. 4. Tabulated rotational stiffness accounts for the rotation of the base assembly due to deflection of the connector, fastener slip and post deformation. Designer must account for additional deflection due to bending of the post. 5. Multiply tabulated Seismic and Wind loads by 1.4 or 1.6 (1.67 for 2015 IBC) respectively to obtain LRFD capacities. 6. In accordance with IBC Section 1613.1, detached one- and two-family dwellings in Seismic Design Category (SDC) C may use "Wind and SDC A&B" allowable loads. 7. Download shall be limited by the design capacity of the post. 8. Foundation dimensions are for MPB anchorage only. Foundation design (size and reinforcement) by Designer. 9. Allowable load shall be the lesser of the wood assembly or concrete allowable load. To achieve full wood assembly allowable moment loads, additional concrete design and reinforcement by Designer is required. 10. For loading simultaneously in more than one direction, the allowable load must be evaluated using the following equation: (Design Uplift/Allowable Upl'dt or Design Download/Allowable Download) + Design Moment/Allowable Moment + Design LateraVAllowable Lateral < 1.0. 105 UPDATED 04/17/17 Appendix C Perforated Shear Wall Design Portland Office 9400 SW Bames Rd., Suite 100 Portland, Oregon 97225 Project: 17-378 Date: Tacoma Office 708 Broadway Suite 110 Tacoma, Washington Cale. By GRL Appendix C Perforated Shear Wall: V -L1 lot Hot X Ho2 X PSE File: 17-378 on Wall Info: Wall Name: Wall Height, h: Wall Total Length, Ltot: Wall Loadings: Dead Load, D: Wind Shear Force, Vwlnd: Seismic Shear Force, Veq: Wall 1 10 13.8 70 2630 2115 Wall Segment Lengths: L1: 6.80 ft L2: 3.00 ft L3: ft L4: ft L5: ft L6: ft L7: ft 18: ft ILi: 9.80 ft Opening Length : Lo1: Lo2: Lo3: Lo4: LoS: Lo6: Lo7: 4.00 ft ft ft ft ft ft ft ft ft plf Ibs Ibs Ltot Aspect Ratio (h/Li): 1.47 :1 3.33 :1 0.00 :1 0.00 :1 0.00 :1 0.00 :1 0.00 :1 0.00 :1 Opening height: Ho1: Ho2: Ho3: Ho4: Ho5: Ho6: Ho7: 2.60 <3.5:1, OK <3.5:1, OK Length Check: ILI + Elo = Opening Area: 13.80 ft Aol: 10.40 ft^2 ft Ao2: ft^2 ft Ao3: ft^2 ft Ao4: ft^2 ft AoS: ft^2 ft Ao6: ft^2 ft Ao7: ft^2 Ao: 10.40 ft^2 Shear Wall Aspect Ratio Reduction Factor (for aspect ratio greater than 2): 2Lmin/h = 0.6 (SDPWS Section 4.3.4) Sheathing Area Ratio: r = 0.90 (SDPWS Eqn. 4.3-6) Shear Capacity Adjustment Factor Co= 1.00 (SDPWS Eqn. 4.3-5) Hold-down Force From Upper Story (if any): Load Wind Seismic ASD jatiTiAS ASD ANFAI Hold-down (lbs) 0 0 0 0 Required Capacity: Load Wind Seismic ASD 1`. _1^ : ASo 1 Unit Shear (plf) 268 44- 252 ,E J Hold-down (Ibs 2004 z, ; j,; 1838 �!I - rim, .,1 Overstrength 1 = Ltot Sheahting used: 1/2" plywood siding w/ 8 nails, 6" edge nailing and 12" field, min. Vnom/O = 335 plf (for ASD Wind) 240 plf (for ASD Seismic) Hold-down usecID1T2Z Tn/O = 2145 lbs (for ASD Wind) 2145 lbs (for ASD Seismic) Peterson Structural Engineers, Inc. 5319 S.W. Westgate Drive, Suite 215 Portland, Oregon 97221-2411 Phone (503) 292.1635 Fart (503) 292-9846 Project: 17-378 Date: 11/09/2017 Designer: GRL Appendix C Perforated Shear Wall: —Lt�—jot L2—.o2 Hot X Hot Wall Info: Wall Name: Wall Height, h: Wall Total Length, Ltot: Wall Loadings: Dead Load, D: Wind Shear Force, Wind: Seismic Shear Force, We: Wall 2 10 23.3 128 1555 2185 Wall Segment Lengths: L1: 3.00 ft L2: 6.00 ft L3: 6.00 ft L4: ft L5: ft L6: ft L7: ft L8: ft ELI: 15.00 ft Opening Length : Lol: Lo2: Lo3: Lo4: Lo5: Lo6: Lo7: 5.00 3.30 ft ft Ltot PSE File: 17-378 Ln— Hon plf Roof plus wall weight Ibs Ibs Aspect Ratio (h/Lil: 3.33 :1 1.67 :1 1.67 :1 0.00 :1 0.00 :1 0.00 :1 0.00 :1 0.00 :1 Opening height: ft Hol: ft Ho2: ft Ho3: ft Ho4: ft HoS: ft Ho6: ft Ho7: 3.80 2.70 <3.5:1, OK <3.5:1, OK <3.5:1, OK Length Check: ELI + ELo = Opening Area: ft Ao1: ft Ao2: ft Ao3: ft Ao4: ft Ao5: ft Ao6: ft Ao7: Ao: Shear Wall Aspect Ratio Reduction Factor (for aspect ratao greater than 2): 2Lmtn/h = 0.6 (SDPWS Section 4.3.4) Sheathing Area Ratio: r = 0.84 (SDPWS Eqn. 4.3-6) Shear Capacity Adjustment Factor: Co= 1.00 (SDPWS Eqn. 4.3-5) Hold-down Force From Upper Story (if anv): Load Wind Seismic ASD REM ASD ED Hold-down (Ibs) 0 0 0 0 Required Capacity: Load Wind� Seismic ASD r S , _:ail ASD ED: Unit Shear (plf) 104 t, . +' 170 1.,. Hold-down (Ibs 0 k 0 ` 23.30 19.00 8.91 27.91 Overstrength 1 ft^2 ft^2 ft^2 ft^2 ft"2 ft^2 ft^2 ftA2 = Ltot Sheahting used: 1/2" plywood siding w/ 8 nails, 6" edge nailing and 12" field, min. vnom/O = 335 plf (for ASD Wind) 240 plf (for ASD Seismic) Hold-down use4N/A Tn/O = Ibs (for ASD Wind) ibs (for ASD Seismic) SSE Peterson Structural Engineers. Inc. 5319 S.W. Westgate Drive, Suite 215 Portland, Oregon 97221-2411 Phone (503)292-1635 Fax: (503) 292-9546 Project: 17-378 Date: 11/09/2017 Designer: GRL Appendix C Perforated Shear Wall: 1, V Hol X Hi PSE File: 17-378 n- Wall Info: Wall Name: Wall Height, h: Wall Total Length, Ltot: Wall Loadings: Dead Load, D: Wind Shear Force, Vwind: Seismic Shear Force, Veq: Wall 3 10 28.8 70 2630 2014 Wall Segment Lengths: L1: 4.00 ft L2: 8.50 ft 13: 3.00 ft L4: ft LS: ft 16: ft L7: ft L8: ft ELi: 15.50 ft Opening Length : Lo1: Lot: Lo3: 104: LoS: Lo6: Lo7: 10.80 2.50 ft ft ft ft ft ft ft ft ft tot plf Roof plus wall weight Ibs Ibs Aspect Ratio (h/Li): 2.50 :1 1.18 :1 3.33 :1 0.00 :1 0.00 :1 0.00 :1 0.00 :1 0.00 :1 Opening height: Hol: Ho2: Ho3: Ho4: Ho5: Ho6: Ho7: 7.00 3.00 <3.5:1, OK <3.5:1, OK <3.5:1, OK Length Check: ELi + FLo = Opening Area: 28.80 ft Aol: 75.60 ft^2 ft Ao2: 7.50 ft^2 ft Ao3: ft^2 ft Ao4: ft^2 ft Ao5: ft^2 ft Ao6: ft^2 ft Ao7: ft^2 Ao: 83.10 ft^2 Shear Wall Aspect Ratio Reduction Factor (for aspect ratio greater than 2): 2Lmin/h = 0.6 (SDPWS Section 4.3.4) Sheathing Area Ratio: r = 0.65 (SDPWS Eqn. 4.3-6) Shear Capacity Adjustment Factor: Co 0.71 (SDPWS Eqn. 4.3-5) Hold-down Force From Upper Story (if any): Load Wind Seismic ASD MEWED ASD WREDrit Hold-down (Ibs) 0 0 0 0 Required Capacity: Load Wind Seismic ASD 238 la .- ASD r. ,; ) Unit Shear (plf) ( ;, cdm 213 i+:i 'i Hold-down ibs 0 J 0 i _ _4j Overstrength 1 = Ltot Sheahting used: 1/2" plywood siding w/ 8 nails, 6" edge nailing and 12" field, min. Vnom/O = 335 plf (for ASD Wind) 240 plf (for ASD Seismic) Hold-down useclUplift is minor and can be disregarded. Tn/O= Ibs (for ASD Wind) Ibs (for ASD Seismic) SSE Peterson Structural Engineers, Inc. 5319 S.W. Westgate Drive, Suite 215 Portland, Oregon 97221-2411 Phone (503) 292-1635 Fax: (503) 292-9846 Project: 17-378 Date: 11/09/2017 Designer: GRL Appendix C Perforated Shear Wall: -L1 0 V 01 L2=-Lo2 Hol x H'2 PSE File: 17-378 Wall Info: Wall Name: Wall Height, h: Wall Total Length, Ltot: Wall loadings: Dead load, D: Wind Shear Force, Vwind: Seismic Shear Force, Vey: Wall 4 10 46.7 128 1555 2202 Wall Segment Lengths: L1: 3.00 ft 12: 7.50 ft L3: 6.50 ft L4: 6.00 ft L5: 4.20 ft L6: 4.00 ft l7: ft L8: ft ELi: 31.20 ft Opening Lengths: Lot: Lo2: Lo3: Lo4: Lo5: Lo6: Lo7: 2.80 2.80 3.30 3.30 3.30 ft ft ft ft ft ft ft ft ft Uol on plf Roof plus wall weight Ibs Ibs Aspect Ratio (h/Li): Length Check: ELI+ELo=I 46.70 j=Ltot 3.33 :1 1.33 :1 1.54 :1 1.67 :1 2.38 :1 2.50 :1 0.00 :1 0.00 :1 Opening height: Hol: Hot: Ho3: Ho4: Ho5: Ho6: Ho7: 2.80 2.80 2.80 2.80 2.50 <3.5:1, OK <3.5:1, OK <3.5:1, OK <3.5:1, OK <3.5:1, OK <3.5:1, OK Opening Area: ft Aol: ft Ao2: ft Ao3: ft Ao4: ft Ao5: ft Ao6: ft Ao7: Ao: Shear Wall Aspect Ratio Reduction Factor (for aspect ratio greater than 2): 2Lmrn/h = 0.6 (SDPWS Section 4.3.4) Sheathing Area Ratio: r= 0.88 (SDPWS Eqn. 4.3-6) Shear Capacity Adlustment Factor: Co= 1.00 (SDPWS Eqn. 4.3-5) Hold-down Force From Upper Story (if any): Load Wind Seism is ASD _ LRFD: . ' k ASD .LRfU Hold-down (lbs) 0 0 0 0 Required Capacity: Load Wind Seismic ASD [LIED '•t1 ASO .-, a Unit Shear (plf) 50 j'< s gk,.,', 82 (.__Itc,,__1 old -down Ibs 0 k ' . . 0 1 ,` 7.84 7.84 9.24 9.24 8.25 42.41 Overstrength 1 ft^2 ft^2 ft^2 ft^2 ft^2 ft^2 ft^2 ft^2 Sheahting used: 1/2" plywood siding w/ 8 nails, 6" edge nailing and 12" field, min. vnom/O = 335 plf (for ASD Wind) 240 plf (for ASD Seismic) Hold-down usecjN/A Tn/O = Ibs (for ASD Wind) Ibs (for ASD Seismic) SSE Peterson Structural Engineers, Inc. 5319 S.W. Westgate Drive. Suite 215 Portland, Oregon 97221-2411 Phone (503)292-1635 Fax (503)292-9846 Proiect: 17-378 Date: 11/09/2017 Designer: GRL Appendix C • Appendix D FEMA P-85 Document Portland Office 9400 SW Bames Rd., Suite 100 Portland, Oregon 97225 Tacoma Office 708 Broadway Suite 110 Tacoma, Washington Project: 17-378 Date: Cale. By GRL Appendix D MUSS r Protecting Manufactured Homes from Floods and Other Hazards A Multi -Hazard Foundation and Installation Guide FEMA P-85, Second Edition / November 2009 FEMA GROUND ANCHORS 7 degrees in wet sand had an upper limit of about 4,500 to 5,000 pounds. Similar differences were observed for inclined anchors. Figure 7-9. Three graphics showing the anchor configurations described in Tables 7- 2 and 7-3. From left to right, they are (a) ground anchor installed at 45 degrees and loaded axially, (b) ground anchor installed at 15 degrees from vertical and loaded 45 degrees from horizontal, and (c) ground anchor installed vertically and loaded axially. 7.3 Recommended Ground Anchor Certification, Performance, and Design Values 7.3.1 Recommended Ground Anchor Certification Performance Currently, there is no consensus based standard protocol for certifying ground anchors used to anchor manufactured homes. Some States have developed certification procedures and a task group under HUD's Manufactured Housing Consensus Committee (MHCC) has been working on a Ground Anchor Test Protocol (GATP) for certifying ground anchors. Although no stan- dard protocol had been completed at the time this guide was published, the ground anchor design strengths included in this guide assume that the ground anchors will achieve a level of performance that can be relied upon to anchor the home and resist applied loads from a de- sign event. 7.3.2 Recommended Ground Anchor Design Values The following data present recommended ground anchor design values for use when ground anchors have not been load tested or otherwise certified for a specific capacity. The informa- tion, while limited, is based on the best available data from the FEMA ground anchor testing program. FEMA's testing program gathered data on ground anchor performance and soil satu- ration effects, and was conducted on sandy Class 4b soils. PROTECTING MANUFACTURED HOMES FROM FLOODS AND OTHER HAZARDS 7-11 A Multi -Hazard Foundation and Installation Guide • 7 GROUND ANCHORS The recommended design loads contained in Table 7-4 were developed by applying the statisti- cal factors required to produce a design load that provides a 10 percent lower exclusion limit with a 90 percent confidence level. The factors were applied to the FEMA test data. Table 7-4. Recommended Design Loads - from FEMA Ground Anchor Testing Program Anchor Style and Installation - FEMA Tests Recommended Design Load (pounds) 5-foot anchor installed at 45°and loaded axially 3,150 5-foot anchor installed vertically and loaded axially 3,000 5-foot anchor used with an 11-inch by 17-inch stabilizer plate 2,000 4-foot anchor with an 8-inch by 24-inch ABS stabilizer plate 2,000 4-foot anchor used with an 11-inch by 17-inch stabilizer plate 2,000 Recommended design stiffness values were selected that provide a 90 percent confidence level; this means that no more than 10 percent of individual anchors would provide resistances less than design values. This level of statistical performance is less conservative, but similar to statis- tical performance levels applied to other structural materials like steel or concrete. The lowest stiffness values from the dry and wet sites were selected for design. Generally, the dry site values controlled for axial pull anchors while the saturated site anchor values controlled for anchors using stabilizer plates. Table 7-5 lists the recommended design stiffness for the anchors tested. Table 7-5. Recommended Design Stiffness for Tested Anchors Anchor Design Anchor Style and Installation Stiffness (pound/inch) Controlling Soils 5-foot anchor installed at 45° and loaded axially 1,200 dry 5-foot anchor installed vertically and loaded axially 1,010 dry 5-foot anchor used with an 11-inch by 17-inch stabilizer plate 675 wet 4-foot anchor with an 8-inch by 24-inch ABS stabilizer plate 708 wet 4-foot anchor used with an 11-inch by 17-inch stabilizer plate 659 wet With a 3-inch displacement, the axially loaded anchors provide working loads greater than the 3,150-pound loads required by HUD (e.g., 1,200 pounds/inch x 3 inches = 3,600 pounds). However, the anchors with stabilizer plates provide only about two-thirds of the HUD required capacity. The anchor stiffness values in Table 7-5 are based on the linear portion of the load -de- flection curve. Designers need to evaluate potential deflections at loads below the linear range, particularly for inclined anchors loaded non -axially. 7-12 PROTECTING MANUFACTURED HOMES FROM FLOODS AND OTHER HAZARDS A Multi -Hazard Foundation and Installation Guide r GROUND ANCHORS 7 7.4 Ground Anchors in Seismically Active Areas While data exist on the performance of ground anchors in static saturated soils, no definitive testing has been completed that predicts how ground anchors will perform in saturated soils during a seismic event. Seismic events can result in soil liquefaction, particularly in fine sands like those in the test program. Liquefaction may result in a significant and potentially total loss of anchor capacity during a seismic event. A registered engineer should be consulted to evalu- ate the liquefaction potential at the proposed manufactured home installation site. PROTECTING MANUFACTURED HOMES FROM FLOODS AND OTHER HAZARDS 7-13 A Multi -Hazard Foundation and Installation Guide PETERSON STRUCTURAL ENGINEERS November 9, 2017 Chris Van Dyk Assistant General Manager Eastside For Hire, Inc. 14120 Tukwila International Boulevard S. Tukwila, WA 98168 File: 17-374-02 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 2020 City of Tukwila BUILDING DIVISION TACOMA OFFICE 708 Broadway Suite 110 Tacoma, WA 98402 Phone: 253.830.2140 RECEIVED CITY OF TUKWILA DEC 11 2019 PERMIT CENTER RE: Eastside For Hire Tukwila HQ Evaluation and Retrofit — Settlement Agreement Response Dear Chris: The following letter has been generated in order to provide the results from our structural observation and analysis for the Eastside For Hire (Eastside) Office located at 14120 Tukwila International Boulevard S., Tukwila, WA 98168. A site visit to inspect and evaluate the structure was performed on September 26th, 2017 by Peterson Structural Engineers (PSE) and Eysaman & Company (EyCo). PSE and EyCo inspected the office in order to identify issues that would need to be corrected in order for Eastside to respond to the City of Tukwila and as the `Voluntary Correction Agreement by and between The City of Tukwila, Ben Carol Land Development, Inc., and Eastside For Hire' (Agreement). Based on PSE and EyCo's inspection and analysis, structural calculations and drawings have been generated for permit submittal. In addition to the drawings and calculations this letter has been generated to provide additional information on the upgrade recommendations. Action Item Response List 19-03g1 1. Based on the inspection of the office, PSE recommends the addition of supports along the marriage line of the structure. Per the drawings, PSE has recommended the addition of new beam, supported by columns, be placed along the marriage line to better support the roof. The columns are supported at the foundation on new 16"x16" CMU block supports located along the marriage line. 2. During the inspection, inter -connectivity between the units was not observed. PSE recommends adding seismic strapping to connect each unit. Connectivity, in the form of a steel anchor rod, was noted at the base. 3. Most units have sufficient wall area to function at a perforated shear -wall. However, the front entry wall has a number of perforations and was found to exceed the maximum allowable design limits for evaluation as a perforated shear wall. PSE recommends the un-perforated section of the front exterior wall be anchored to function as a cantilever shear -wall. Anchorage recommendations are shown in the drawings. 4. The office units were supported on undersized CMU pier blocks. PSE recommends the use of a steel supports founded on a ABS pads. The location of the new supports is shown in the drawings. The existing CMU block piers can be left in place or removed. 5. The office units were found to have no lateral support. PSE recommend 5' helical anchors with strapping long the exterior frames of the office unit to provide the necessary lateral support. www.psengineers.com Portland, OR ( Tacoma, WA Eastside For Hire Tukwila HQ Evaluation and Retrofit — Settlement Agreement Response 11/9/2017 6. The units were found to lack flexible connections at the water line -to -office interface. EyCo has provided information on the drawings showing the approved retrofit connections necessary to create flexible piping connections. 7. The marriage line was found to be inadequately protected from the elements. EyCo has provided information on the drawings in regards to sealing exposed or compromised joints. 8. Entry decks and stairs were found to be not to code. EyCo has detailed the required ADA rail and access ramp requirements. PSE has evaluated deck and railing elements for the Code -level load requirements. Once the Eastside Office has been upgraded per the drawings, the office should be largely in conformance with the City of Tukwila's requirements outlined in the Agreement. Limitations The scope of this investigation includes only the elements of the structure mentioned within the body of this report, and is based on the opinion of a Professional Engineer following a visual observation of areas of the residence that were accessible to PSE during the site visit. PSE makes no claims on the adequacy of portions of the structure not visible or accessible during the inspection period. Components outside of the review assume that systems were built to the appropriate governing codes at the time of construction and are adequate. The observation was visual in nature and no destructive testing was performed nor has any structural analysis been performed. Thank you for the opportunity to provide structural engineering services, and please call if you have any questions. Sincerely, Peterson Structural Engineers, Inc. ry Lewis, P.E. Project Manager Page 2 PSE vEMISeesuaa PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0391 DATE: 12/11/19 PROJECT NAME: EASTSIDE FOR HIRE SITE ADDRESS: 14120 TUKWILA INTERNATIONAL BLVD X Original Plan Submittal Response to Correction Letter # _ Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Divisio Public Works Fire Prevention Structural Pla-ning Division Permit Coordinator lk PRELIMINARY REVIEW: Not Applicable n (no approval/review required) REVIEWER'S INITIALS: DATE: 12/12/19 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ Denied (ie: Zoning Issues) (corrections entered in Reviews) Approved with Conditions DUE DATE: 01/09/20 Notation: REVIEWER'S INITIALS: DATE: Pernut Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 6/9/2021 TNP ENTERPRISES INC W�sNngo Shte Digammmtul Labor & Industries_(https://Ini.wa.gov) C TNP ENTERPRISES INC Owner or tradesperson Principals POIRIER, TAD BURTON, PRESIDENT POIRIER, NENA MARIE, VICE PRESIDENT POIRIER, NENA MARIE, SECRETARY POIRIER, NENA MARIE, TREASURER POIRIER, NENA MARIE, AGENT Doing business as TNP ENTERPRISES INC 43428 236TH AVE SE ENUMCLAW, WA 98022 360-825-5056 KING County WA UBI No. Business type 602 704 758 Corporation Governing persons NENA MARIE POIRIER TAD BURTON POIRIER; FL-icense Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active ......................................................................... Meets current requirements. License specialties GENERAL License no. TNPENEI933KB Effective — expiration 05/02/2007— 05/19/2023 Bond ............... CBIC Bond account no. SG0077 $12,000.00 Received by L&I Effective date 05/02/2007 04/30/2007 Expiration date Until Canceled Insurance .............................. Acceptance Casualty Insurance $1,000,000.00 Policy no. CL_00190506 Received by L&I Effective date 12/22/2020 01/01/2020 Expiration date 01/01/2022 Insurance history Savings .................... No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts .......... ............................. No LSI tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations ....................................................... No license violations during the previous 6 year period. https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602704758&LIC=TNPENEI933KB&SAVE✓= 1/2