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HomeMy WebLinkAboutBLD2024-00551 ADV2024-00094 Garage - BLD Application - 5/17/2024 MASON COUNTY COMMUNITY SERVICES Permit No: o? "� PERMIT ASSISTANCE CENTER: ^ + I BUILDING•PLANNING•PUBLIC HEALTH•FIRE MARSHAL K v 615 W.Alder Street,Shelton,WA 98584 Phone Shelton:(360)427-9670 ext 352•Farc(360)427-7798 Phone 2U24 Belthir.(360)2754467•Phone Elma:(360)482-5269 M AY 17 BUILDING PERMIT APPLICATIOMier N StreeBUILDING PROPERTY OWNER INFORMATION: CONTRACTOR INFORMATION: NAME: ram' . MAILING RESS: MAILIN -{— CIIY: STATE: ZIP CITY: ST E:J - `PHONE#1: - 3--Y440 PHONE: CELL: SHONE#2: EMAIL: S#Y0"�T1 A L EMAII.: 'S i bi i L&I REG it PRIMARY CONTACT: OWNER❑ CONTRACTORS' OTHER❑ NAME 13:011 EMAIli_ -V ,'±b L MAILING ADDRESS CITY/":1. STATE ZiBqg PHONE 3 _ sCt 7��i�Tg CELL PARCEL INFORMATION: PARCEL NUMBER(L Digit Number) ZONING LEGAL DF-SCRI M014(Abbreviated) FIRE DISTRIC SITE ADDRESS CITY DIRECTIONS TO SITE ADDRESS 6ti IS THE PROJECT WITHIN 300 FT OF SLOPE(S)GREATER THAN 14%: YES[] NOW SNOW LOAD:_psf IS PROPERTY 200 FT OF THE FOLLOWING: (CheckaB iharoppty): SALTWA LABS❑ RNMCREEK❑ POND❑ WETLAND❑ SEASONAL RUNOFF❑ STREAM❑ TYPE OF WORK: NEWV ADDITION❑ ALTERATION❑ REPAIR❑ OTHER ❑ USE OF STRUCTURE(Rerida ce,Garages CammercW B7dg,Etc) IS USE: PRIMARYX SEASONAL❑ NUMBER OF BEDROOM NUMBER OF BATHROOMS HEATED STRUC ? YES(Whole Bldg) - YF_S(Parr[sjqfBld.LQ NOX DESCRIBE WORK S UARE FOOTAGE:(prop.. O N L Y 1 ST FLOO sq.& 2ND FLOOR4Lh sq.fL L 3RD FLOOR sq.ft. BASEMENT sq.ft - DECK 2ZAZ sq.ft COVERED DECK sq.fL STORAGE sq.fL O sq.f] GARAGE sq.fL Attached❑ Detached❑ CARPORT sq.ft Attached❑ De ❑ MANUFACTURED HOME INFORMATION: *4 COPIES OF THE FLOOR PLAN REQUIRED* MAKE MODEL YEAR LENGTH WIDTH BEDROOMS BATHS SERIALNUMBER ENVIRONMENTAL HEALTH: - SEWAGEISEWER SOURCE: SEPTIC❑ SEWER❑ [ NEW❑ EXISTING❑ PLUMBING IN STRUCTURE? YES❑ NOS Byes,attach completed Water Adequacy Form PERMMTER/F'OUNDAnCIN S PROPOSED? 11�� YESXJ NO[] EXISTING SQ.FT. EXISTING BEDROOMS PROPOSED BEDROOMS �1 OTAL BEDROO OWNER acimowledges that submission of inaccurate information may result in a stop wo order or permit revocation-Acknowledgement of such is by signature below.I declare that I am the owner and I further declare that I am entitled to receive this penult and to do the woric as proposed.I have obtained permission from all the necessary parties,including any easement holder or parties of interest regarding this projecL The owner or legal representative,represerds that the information provided is accurate and grants employees of Mason County access to the above described property and structures)for review and Inspection.%is permittappfication becomes null&void IFwork or authorized construction is not commenced within 180 days or if construction work Is suspended for a period of 180 days. PROOF OF CONTINUATION OF WORK ON THIS PERMIT IS BY MEANS OF INSPECTION. INACTIVITY OF THIS PERM=APPLJCNAYS OF MORE WILL CAUSE THE APPLICATION TO BE EXPIRED.(MASON COUNTY CODE 14.08.42) V x "/ /14:; 2a�� Signature OWN dstbesi ned the OWNER Dare 'DEP ;. :.DATE -`TAGSINOTES/CONDITIONS t BUILDING PLATTING DEPARTMENT FIRE MAR CFf AT. PUBLIC HEALTH ti �LIOR03q- oo 55 l 12021 IBC LATERAL ANALYSIS AND John Hodge, St 3733 Rosedale St Suite 2W GRAVITY LOAD ENGINEERING Gig Harbor,WA98335 FOR: RED DOOR DESIGN & BUILD ®'� one. (253)857-7055 PLAN: RENOLDS GARAGE PR BEROJECT NUM SITE CRITERIA 240129 DESIGN WIND SPEED WIND (IBC)SEISMIC SITE SOIL RISK ROOF SNOW (V) EXPOSURE DESIGN CLASS. CATEGORY DATE LOAD CATEGORY 25 PSF 97 MPH C D D II 04.22.24 SLOPE SPECIAL SITE GEOTECH FROST SEISMIC SEISMIC APPROX. PER CONDITIONS REPORT PER DEPTH SPECTRAL SPECTRAL ELEVATION RECEIVED OWNER PER OWNER OWNER RESPONSE Si RESPONSE Ss <15% NONE NONE 1 12" 1 0.585g 1.650g 14 FT VALUES OBTAINED FROM JURISDICTION,STATE,AND NATIONAL AGENCIES MAY - 12024 615 W. Alder Street ❑ ❑ ❑❑❑❑ ❑❑❑❑ oH ❑❑❑❑ ---------- —---------------- ----------- --- --- ❑ -- --- W SITE: 2510 E STATE ROUTE 302 BELFAIR, WA 98528 TRUSS MANUFACTURER SHOP DRAWINGS PROVIDED FOR S'540) 1A1. ENGINEERING REVIEW: NONE SINGLE SITE ENGINEERING HODGE`�FEER[W.W-. THIS ENGINEERING IS FOR DO NOT ACCEPT COPY THE SITE AND CONDITIONS LISTED ABOVE ONLY THIS PAGE INTENTIONALLY LEFT BLANK r *r. Chi�• ! 1 of 72 r TABLE OF CONTENTS Project and Site Information........................................................................................................... - Engineering Methods Explanation (2021 IBC Lateral and Gravity Engineering Calculations Package For Plans Examiner) - Wind Speed Determination-Applied Technology Council - Seismic' Spectral Response -Applied Technology Council - Satellite Image of Building Site and Surrounding Area - Snow Load Calculation (with Normalized Ground Snow Load Chart if Over 30 psf) LateralAnalysis................................................................................................................................ - Project Lateral Information - Design Settings and Site Information - Woodworks®Shearwall Lateral Analysis - Layout and Uplift by Floor - Design Summary- Shear Wall Design and Hold Downs - Shear Results for Wind - Critical Response Summary - Shear Results for Seismic- Critical Response Summary - Simpson Strong Wall Design Criteria and Anchorage Calculations (if specified) - Plan Specific Lateral Items GravityLoad Analysis ..................................................................................................................... - Forte®Job Summary Report - List of Beams and Headers - Member Reports - Individual Beams and Headers - Plan Specific Gravity Items Foundation........................................................................................................................................ - 1500 PSF Reinforced Concrete Pad Calculations - Continuous Concrete Footing with Stem Point Load Engineering - Restrained Retaining Walls if Present - Unrestrained Retaining Walls if Present - Plan Specific Foundation Items 2021 International Building Code(IBC) 2 of 72 r THIS PAGE INTENTIONALLY LEFT BLANK 3 of 72 Hodge engir.eenng inc 2021 IBC Lateral and Gravity Engineering Calculations Package For Plans Examiner This engineering calculations package contains the lateral and gravity load engineering as noted in the engineering scope. All engineered load bearing structural members are specified on the full size engineering sheets. The enclosed engineering calculations document the engineering analysis. The engineering calculations are not required to be referenced onsite for construction. These calculations are to demonstrate to the Plans Examiner that the engineering was completed following the 2021 IBC. The cover sheet of the engineering specifies the engineering scope as lateral and gravity load engineering. LATERAL ENGINEERING: Lateral engineering involves determining what the seismic and wind loads are according to ASCE 7-16. Applying these loads to the structure, and determining the design of the lateral structural elements to resist these loads. The structural elements are sheathing, nailing, holdowns, and the connections between loaded members and shear resisting elements. Lateral load modeling was completed with Wood Works Design Office 13 (www.woodworks- software.com 800-844-1275). Wood Works was developed in conjunction with the American Forest & Paper Association. The AF&PA is the same professional organization that produces the National Design Specification (NDS) for Wood Construction, the Allowable Stress Design (ASD) manual for engineered wood construction, Wood Frame Construction Manual(WFCM) for one-and two-family dwellings, and the Load and Resistance Factor Design (LFRD) manual for engineered wood construction. The AF&PA "wrote the manuals" all engineers use. Seismic: Seismic load engineering follows the ASCE 7-16 12.8 equivalent lateral force procedure. Per ASCE 7 the analysis consists of the application of equivalent static lateral forces to a linear mathematical model of the structure. The total forces applied in each direction are the total base shear. Refer to ASCE 7-16 12.8 for a detailed description of this procedure. The engineering calculations include a USGS determination of the seismic spectral response accelerations. These numbers, S, and Ss, are used in the lateral model to determine seismic loading to the shearwalls. Woodworks Design Office was used to make the linear mathematical model specified by ASCE 7-16 section 12.8. Wind: Wind load engineering follows the ASCE 7-16 Directional method for all heights. The wind loading is determined from the wind exposure and wind speed. This loading is applied to surfaces of the structure as modeled. Total loadings for each shear line, wall line, and full height shearwall are determined. Required shear strengths for each shearwall are calculated then sheathing and nailing patterns are chosen to resist design loads. Holdowns are applied where the nailing of the OSB sheathing to the mudsill or lower floor is not adequate to resist shear panel overturning. GRAVITY LOAD ENGINEERING: Gravity loads from snow, structure, occupants, etc. meeting the requirements of the 2021 IBC have been traced through the structure. Refer to the legend on the engineering sheets showing how the point and line loads are depicted. All loads are supported and traced through the structure. Load supporting members have been numbered for reference back to the engineering calculations. Loads to the foundation or soil have reinforced footings specified where required. 4 of 72 THIS PAGE INTENTIONALLY LEFT BLANK 5 of 72 r AK E ASCE Hazards Report AMERICAN SOCIETY OF CML ENGINEERS Site: Standard: ASCE/SE17-16 Latitude: 47.401 2510 E State Route 302, Risk Category: 11 Longitude: -122.816 A W Belfairr,, 98528 Plan: WA s Garage Soil Class: D- Default (see Elevation: 15.02221542165576 ft Job: 240129 Section 11.4.3) (NAND 88) Mason County r 4 ; s, �w Wind Results: Wind Speed 97 Vmph 10-year MRI 67 Vmph 25-year MRI 73 Vmph 50-year MRI 77 Vmph 100-year MRI 83 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-113 and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Tue Apr 02 2024 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. https://ascehazardtool.org Page 1 of 4 Tue Apr 02 2024 6 of 72 ASCE AMERIC4N SOCIETY OF CML ENGINEERS Seismic Site Soil Class: D - Default(see Section 11.4.3) Results: Ss 1.65 So, N/A S, 0.585 TL 16 Fa 1.2 PGA: 0.707 F, N/A PGA M : 0.849 S Ms 1.98 F PGA : 1.2 SM, N/A le 1 Sos : 1.32 C 1.43 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Tue Apr 02 2024 Date Source: USGS Seismic Design Maps https://ascehazardtool.org/ Page 2 of 4 Tue Apr 02 2024 7 of 72 iiWE AK49WM SOCIETY OF CIVIL ENGINEERS Flood Results: Flood Zone Categorization: X (unshaded) Base Flood Elevation: Data Source: FEMA National Flood Hazard Layer- Effective Flood Hazard Layer for US, where modernized (https://msQ.fema.gov/portal/search) Date Accessed: Tue Apr 02 2024 FIRM Panel: If available, download FIRM panel here Insurance Study Note: Download FEMA Flood Insurance Study for this area here 7 x< v . f _ N *fA https://ascehazardtool.org/ Page 3 of 4 Tue Apr 02 2024 8 of 72 ALSICE MAHiICAN SOCIEY OF CIVIL ENGINEERS The ASCE Hazard Tool is provided for your convenience,for informational purposes only,and is provided"as is"and without warranties of any kind.The location data included herein has been obtained from information developed,produced,and maintained by third party providers;or has been extrapolated from maps incorporated in the ASCE standard.While ASCE has made every effort to use data obtained from reliable sources or methodologies,ASCE does not make any representations or warranties as to the accuracy,completeness,reliability,currency,or quality of any data provided herein.Any third-party links provided by this Tool should not be construed as an endorsement,affiliation, relationship,or sponsorship of such third-party content by or from ASCE. ASCE does not intend,nor should anyone interpret,the results provided by this Tool to replace the sound judgment of a competent professional,having knowledge and experience in the appropriate field(s)of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard. In using this Tool,you expressly assume all risks associated with your use.Under no circumstances shall ASCE or its officers,directors, employees,members,affiliates,or agents be liable to you or any other person for any direct,indirect,special,incidental,or consequential damages arising from or related to your use of,or reliance on,the Tool or any information obtained therein.To the fullest extent permitted by law,you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool. hftps://ascehazardtool.ora/ Page 4 of 4 Tue Apr 02 2024 9 of 72 Hodge engineeringinc. ASCE 7-16: Snow Loading Calculation Site: 2510 E State Route 302, Belfair, WA 98528 Plan: Renolds Garage Job: 240129 Roof Snow Load: 25 PSF as determined below Four resources for determining snow load: 1. Snow Load Analysis for Washington; 2nd Edition by the Structural Engineers Association of Washington (SEAW). "This edition provides a large color map for each half of the state, with normalized ground snow load isolines and elevation contours to help readily determine the ground snow load anywhere in the state". o Ground Snow Load p,: (ASCE 7-16 7.2 Extreme value statistical analysis using 2% annual probability of being exceeded) Normalized ground snow load (NGSL) = 0.050 Lot Elevation = 15 ft. from Google Earth Ground snow load = NGSL x elevation = 0.050 * 15 = 1 psf= pg 2. WABO/SEAW White Paper#8 "Guidelines for Determining Snow Loads in Washington State" available on www.seaw.org/publications o SEAW Snow Load Analysis for Washington Appendix A= Belfair— 15 PSF (@43 FT) 3. ASCE 7-16 Chapter 7 Snow Loads o Roof Snow Load pf: ASCE 7-16 7.3 Flat roof snow load pf= 0.7C,Ctl,pg ASCE 7-16 7.3.1 Ce is the exposure factor= 1.0 for partially exposed structure (table 7.3-1) ASCE 7-16 7.3.2 Ct is the thermal factor= 1.1 for heated residences (table 7.3-2) ASCE 7-16 7.3.3 IS is the importance factor= 1.0 for residences (table 1.5-1) ASCE 7-16 7.4 Sloped roof snow loads - no roof slope reduction Cs taken unless noted otherwise ASCE 7-16 7.6 Trussed roof or slope exceeding 7:12—no unbalanced snow loading pf= 0.7C,Ctlpg = 0.7 * 1.0 * 1.1 * 1.0 * 1 pg= I psf Flat Roof Snow Load 4. Local Jurisdiction's Determination o Minimum roof snow load 25 psf., U.N.O. "Snow load to be approved by the authority having jurisdiction..." ASCE 7-16 7.2 Hodge Engineering, Inc. John E.Hodge P.E. 3733 Rosedale St,Suite Zoo,Gig Harbor,W4� 35 (253)857-7055 THIS PAGE INTENTIONALLY LEFT BLANK 11 of 72 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls 2023 240129-LATERAL ANALYSIS.wsw Apr. 19,2024 10:43:19 Project Information DESIGN SETTINGS Design Code Wind Standard Seismic Standard IBC 2021/AWC SDPWS 2021 ASCE 7-16 Directional (All heights) ASCE 7-16 Load Combinations Building Code Capacity Modification For Design (ASD) For Deflection(Strength) Wind Seismic 0.70 Seismic + 0.60 Dead 1.00 Seismic + 0.90 Dead 1.00 1.00 0.60 Wind + 0.60 Dead 1.00 Wind + 0.90 Dead Service Conditions and Load Duration Max Shearwall Offset[ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1.60 T—100F 19% (<=19%) 10% (<=19%) 4.00 0.00 Maximum Height-to-width Ratio Wood panels Fiberboard Lumber Gypsum Blocked Unblocked Wind Seismic Blocked Unblocked 3.5 2.0 Ignore shear resistance contribution of... Forces based on... Wall segments Seismic Hold-downs Applied loads Side with invalid aspect ratio Any gypsum, lumber, fiberboard Drag struts Applied loads Shearwall relative rigidity: wall capacity Non-identical materials and construction on the shearline: Not allowed Deflection Equation: 4-term from SDPWS C4.3.4-1 Drift limit for wind design: I / 500 story height FTAO strap: Continuous at top of highest opening and bottom of lowest SITE INFORMATION Wind Seismic ASCE 7-16 Directional (All heights) ASCE 7-16 12.8 Equivalent Lateral Force Procedure Design Wind Speed 97 mph Risk Category Category II - All others Serviceability Wind Speed 83 mph Structure Type Regular Exposure Exposure C Building System Bearing wall Enclosure Enclosed Design Category D Min Wind Loads:Walls 16 psf Site Class D Roofs 8 psf Spectral Response Acceleration Topographic Information[ft] S1: 0.585g Ss: 1.650g Shape Height Length Fundamental Period E-W N-S T Used 0.175s 0.175s Site Location: Approximate Ta 0.175s 0.175s Elev: 14ft Maximum T 0.245s 0.245s Rigid building - Static analysis Response Factor 6.50 6.50 Case 2 E-W loads N-S loads Fa: 1.20 Fv: 1.72 Eccentricity(%) 15 15 Loaded at 75% 12 of 72 r Woodworks® Shearwalls SOFTWARE FOR WOOD DESIGN 240129-LATERAL ANALYSIS.wsw WoodWorks®Shearwalls 2023 Apr.16,2024 08:01:58 Level V?12 I -. __ rt -� �—I---� —+ -+ +- IO2 I—I ---f --+ + t -1 -1 -tfiI- --fttt- - __� rtfifi1- -1 - fI F 1-1 -7 _T T T 7_1-1TT1= = -77TT F-17 = 1� : , LI- I _L _L1__ L _J _J_ _LLL - � _-t_ ILLL-1 , �- - --- 4 H--} 4 -I-- 4- 1- -I- 4 + I--- -I" —4 —4 T L —I- T T #— —I 8_ S' tSEI5MIC DESIGN 15HEAR LINE LOADS AND — _ — OVERTURNING VALUES 317 _7 T T _TA- T 1- -C -T T T- 7_,N9_t _L — �i J i— ISO 4- 1- -I- 4 -- - --- �-I--I --I- --- 4-- �- q' 1.�7'3.$3' S' 6.�7'8.�3' 1�' 11�71&' 1�' 16�718bX 26'21.8723bT 2�' 26�728133' 36' 31�733J 3' 3�'36. 738�3' 4b'41�7' — Factored shearline force(Ibs) LW Unfactored applied shear load(plf) Factored hold-down force(Ibs) &® Unfactored dead load(plf,lbs) •C Factored compression force(Ibs) Applied point load or discontinuous shearline force(Ibs) ■ Vertical element required Loads:Seismic(Qe);Forces:0.7E+0.61);E=pQe+0.2 Sds D;p(NS)=1.0;p(EW)=1.0;Sds=1.0;Flexible distribution 14 of 72 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 240129•LATERAL ANALYSIS.wsw J L WoodWorks®Shearwalls 2023 J Apr.16,2024 08:01:58 Level 2 of 2 �— —i— —� -� �— — —I— '38.33' 178 - -4 4 -4 4- 1- ----I- 4 �- -I-- 1- -� 1- - � rtfifil- � Itt1- - _trtfifi1- -1 _ttt __1 --tttt__ _1 _ttI- I t I SEISMIC,DESIGN SHEAR LINE LOADS AND - OVERTURNING VALUES I 201 AL _ — -1- I- - ---F -I--- 4- +- I- --I 4 -+- -E-- �- - -4 ---I--- I-H 4 -. d' 1.�7'1. 3' $' 6.1�7'8.�3' 1 p' 11�713bV 1�' 16�718bX 26'21�72&' 2�' 26b728bY 3b'31�733bV 3�'36b738b3' 4b'41�7' — Factored shearline force(Ibs) 1 r r t Unfactored applied shear load(plf) IL Factored hold-down force(Ibs) 0-® Unfactored dead load(plf,lbs) •C Factored compression force(Ibs) Applied point load or discontinuous shearline force(Ibs) ■ Vertical element required Loads:Seismic(oe);Forces:0.7E+0.61);E=pOe+0.2 Sds D;p(NS)= 1.0;p(EW)=1.0;Sds=1.0;Flexible distribution 15 of 72 F-1 - WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 240129-LATERAL ANALYSIS.wsw WoodWorks®Shearwalls 2023 Apr.16,2024 08:01:58 Level 1-�L2 1-1 -4 4 4- -I- -L 4- 1- -4 4 -� + - �2 -trtfifir-IIItt1- 1 _ttI- I-1 f _ -_ice _TTT F- -1 -TT_ T- F -_ -17T_ T_ I-Imo -21-071 _ - �2 1 31 -I_ � T_ fi_ 1- -1 _TT_ T__ 1- 1_1_ -_ _T_ T_ fi_ 1- -I ' — WIND DESIGN 5HEAR _ L►NE LOADS AND OVERTURNING VALUES 3,72 -C FTT- - i � � L"F . 7TT- .10 Q' 1.�7'3.;3' �' 6.67'8.33' 1p' 11J671 bT 115' 16J 718bT 2p'21�723�3' 215'26. 728)33' 36'31.6733�3' 315'36�738�3' 46'41J 7' Factored shearline force(Ibs) " Unfactored applied shear load(plf) Factored hold-down force(Ibs) ($I-® Unfactored dead load(plf,lbs) •C Factored compression force(Ibs) Applied point load or discontinuous shearline force(Ibs) ■ Vertical element required Loads:Seismic(Qe);Forces:0.7E+0.61);E=pQe+0.2 Sds D;p(NS)=1.0;p(EW)=1.0;Sds=1.0;Flexible distribution 16 of 72 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 240129-LATERAL ANALYSIS.wsw WoodWork`s®Shearwalls 2023 1 1Apr.16,2024 08:01:58 Level 2 of 2 - f - �-- I —t- - I-- 38.33' 178 T T -B-r T r i-i T T T T r-7 1-1 1- _ -1_ -TT_ T_ 1- -17_ T_ Tl- 1-1_ --f_ 7TTF-17 4 + +- �— 4 �16..6 ' t t I t t t— _t t t --- — �- -4 4 -I- I ---I 4 � T- �- -4 4 �- 4--- 1 ---1 — WIND DESIGN SHEAR LINE LOADS AND T T_ r—1 ) m OVERTURNING VALUES �h 2010 A_ IL L— —i_ 0' 1.67'3.$3' 5' 6.67'8.3T 10' 11.6713.133' 15' 16.6718.133' 20' 21.672333' 25' 26.6728.133' 30' 31.6733M' 35' 36 6738:33' 40' 41.67' Factored shearline force(Ibs) t t t t Unfactored applied shear load(plf) Factored hold-down force(Ibs) 0-0 Unfactored dead load(plf,lbs) •C Factored compression force(Ibs) Applied point load or discontinuous shearline force(Ibs) ■ Vertical element required Loads:Seismic(0e);Forces:0.7E+0.61D;E=pOe+0.2 Sds D;p(NS)=1.0;p(EW)=1.0;Sds=1.0;Flexible distribution 17 of 72 • WoodWorks® Shearwalls 240129 - LATERAL ANALYSIS.wsw Apr. 19, 2024 • 10:43:19 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev ft Depth in Height ft shrinkage in length in Ceiling 14.00 0.0 Level 13.00 12.0 1.00 15.75 16.5 Level 2.00 0.0 10.00 3.75 4.5 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions ft Face Type Sloe Overhang ft Block 2 Story E-w Ridge Location X,Y= 0.00 0.00 North Side 33.7 2.00 Extent X,Y= 40.17 36.00 South Side 33.7 2.00 Ridge Y Location,Offset 18.00 0.00 East Gable 90.0 2.00 Ridge Elevation,Height 26.00 12.00 West Gable 90.0 2.00 Block 2 2 Story E-w Ridge Location X,Y= 13.00 -0.17 North side 90.0 0.00 Extent X,Y= 14.00 6.00 South Side 14.0 2.00 Ridge Y Location,Offset 5.83 3.00 East Gable 90.0 2.00 Ridge Elevation, Height 15.50 1.50 West Gable 90.0 2.00 2 18 of 72 WoodWorks® Shearwal Is 240129- LATERAL ANALYSIS.wsw Apr. 19, 2024 10:43:19 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type RS Eg Fd Bk Notes in in Ibs/in in in 1 Ext Struct Sh OSB 24/16 7/16 Vert 83500 8d Common N 6 12 Y 1,3 Legend: Grp—Wall Design Group number, used to reference wall in other tables(created by program) Sun`—Exterior or interior surface when applied to exterior wall Ratng—Span rating,see SDPWS Table C4.2.3C Thick—Nominal panel thickness GU-Gypsum underlay thickness Ply—Number of plies(or layers)in construction of plywood sheets Or—Orientation of longer dimension of sheathing panels or lumber planks. Dbl. =Double diagonal. Gvtv—Shear stiffness in/blin.of depth from SDPWS Tables C4.2.3A-B Type—Fastener type from SDPWS Tables 4.3A-D: Common:common wire nail;Box:galvanized box nail;Casing:casing nail;Roof.'galvanized roofing nail;Cooler:cooler nail;WBoard:wallboard nail;Screw:drywall screw;Gauge:nail measured by gauge;Galv:galvanized gauge nail;GWB:Gypsum wallboard blued nail Size-From Tables 4.3A-D and Table A1;shown in Wall Input fastener dropdown Common nails:6d=0.113 x 2, 8d=0.131 x 2.5", 10d= 0.148 x 3", 12d=0.148 x 3.5" Box or casing nails:6d=0.099 x 2", 8d=0.113 x 2.5", 10d= 0.128 x 3", 12d=0.126 x 3.5" Gauge,roofing and GWB nails: 13 ga=0.92"x 1-1/8'; 11 ga=0.120"x 1-118"(GWB nail for gypsum lath&plaster), 1-114"(gyp. L&P), 1-112" (wire lath&plaster, 112"fiberboard,112"GWB), 1-314"(GSB, 518"GWB, 2&32"fiberboard,2-ply GWB base),2-318"(2-ply GWB face) Cooler or wallboard nail:5d=.086"x 1-5/8';6d=.092"x 1-7/8";8d=.113"x 2-3/8';6/8d=6d base ply, 8d face ply for 2-ply GWB. Drywall screws:No. 6, 1-114"long. RS—Ring-shank nails(non-shearwalls only), with increased withdrawal capacity as per NDS 12.2.3.2. Eg— Panel edge fastener spacing. For lumber sheathing,no.of nails per board at shear wall boundary. For 2-ply GWB,spacing of all nails in face ply. Fd— Field spacing interior to panels. For lumber sheathing,no.of nails per board at interior studs.For 2-ply GWB,spacing of all nails in face ply. Bk—Sheathing is nailed to blocking at all panel edges;Y(es)or N(o) Apply Notes—Notes below table legend which apply to sheathing side Notes: 1.Capacity has been reduced for framing specific gravity according to SDPWS Table 4.3A Note 3.A factor of 0.93 is applied for Hem.-Fir framing and 0.92 for S.-P.-F.For other materials with specific gravity G less than 0.5,it is G+0.5. 3.Shear capacity for current design has been increased to the value for 15/32"sheathing with same nailing because stud spacing is 16"max.or panel orientation is horizontal.See SDPWS Table 4.3A Note 2. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Species Grade b d Spcg SG E Fcp Standard Wall Grp in in in p,iA6 1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 405 Legend: Wall Grp—Wall Design Group b—Stud breadth(thickness) d—Stud depth(width) Spcg—Maximum on-centre spacing of studs for design,actual spacing may be less. SG—Specific gravity E—Modulus of elasticity Standard Wall-Standard wall designed as group. Fcp-Compressive strength perpendicular to grain Notes: Check manufacture requirements for stud size,grade and specific gravity(G)for all shearwall hold-downs. The following factors are applied to Fcp for compressive design and deformation under wall segment end studs Bearing area factor Cb from NDS 3.10.4,under window openings. 19 of 72 3 Woodworks® $hearwalls 240129 - LATERAL ANALYSIS.wsw Apr. 19, 2024 - 10:43:19 SHEARLINE,WALL and OPENING DIMENSIONS North-south Type Wall Location Extent[ft] Length FHS Aspect Height Studs Shearlines Group X ft Start End Ifti [ft] Ratio ft S N Line 1 Level 2 Line 1 1 0.00 0.00 36.00 36.00 34.00 1.00 - - wall 1-1 Seg 1 0.00 0.00 36.00 36.00 34.00 - - 2 2 Segment 1 - 0.00 17.00 17.00 16.75 0.06 - 2 2 Opening 1 - 17.00 19.00 2.00 - - 1.00 2 2 Segment 2 - 19.00 36.00 17.00 16.75 0.06 - 2 2 Level l Line 1 Sea 1 0.00 0.00 36.00 36.00 35.75 - 10.00 - - wall 1-1 Seg 0.00 0.00 36.00 36.00 35.75 0.28 - 2 2 Line 2 Level 2 Line 2 1 40.00 0.00 36.00 36.00 30.00 - 1.00 - - Wall 2-1 Seg 1 40.00 0.00 36.00 36.00 30.00 - - 2 2 Segment 1 - - 0.00 15.00 15.00 14.75 0.07 - 2 2 Opening 1 - - 15.00 21.00 6.00 - - 1.00 2 2 Segment 2 - - 21.00 36.00 15.00 14.75 0.07 - 2 2 Level 1 Line 2 1 40.00 0.00 36.00 36.00 23.75 - 10.00 - - Wall 2-1 Seg 1 40.00 0.00 36.00 36.00 23.75 - - 2 2 Segment 1 - - 0.00 1.25 1.25 1.00 8.00 - 2 2 Opening 1 - 1.25 4.25 3.00 - - 4.00 2 2 Segment 2 - 4.25 19.50 15.25 15.00 0.66 - 2 2 Opening 2 - 19.50 27.50 8.00 - - 4.00 2 2 Segment 3 27.50 36.00 B.50 8.25 1.18 - 2 2 East-west Type Wall Location Extent[ft] Length FHS Aspect Height Studs Shearlines Group Y ft Start End ft ft Ratio ft W E Line A Level 2 Line A Seg 1 0.00 0.00 40.00 40.00 39.75 - 1.00 - - Wall A-1 Seg 1 0.00 0.00 40.00 40.00 39.75 0.03 - 2 2 Level 1 Line A 1 0.00 0.00 40.00 40.00 16.00 - 10.00 - - Wall A-1 Seg 1 0.00 0.00 40.00 40.00 16.00 - - 2 2 Segment 1 - - 0.00 4.83 4.83 4.58 2.07 - 2 2 Opening 1 - - 4.83 12.83 8.00 - - 4.00 2 2 Segment 2 - - 12.83 15.83 3.00 2.75 3.33 - 2 2 Opening 2 - - 15.83 23.83 8.00 - - 4.00 2 2 Segment 3 - - 23.83 26.75 2.92 2.67 3.43 - 2 2 Opening 3 - - 26.75 34.75 8.00 - - 4.00 2 2 Segment 4 - - 34.75 40.00 5.25 5.00 1.90 - 2 2 Line B Level 2 Line B Seg 1 36.00 0.00 40.00 40.00 39.75 - 1.00 - - Wall B-1 Seg 1 36.00 0.00 40.00 40.00 39.75 0.03 - 2 2 Level 1 Line B Seg 1 36.00 0.00 40.00 40.00 39.75 - 10.00 - - wall B-1 Seg 1 36.00 0.00 40.00 40.00 39.75 0.25 - 2 2 Legend: Type-Seg=Segmented, Prf=Perforated, FT=FTAO(force transfer around openings), NSW=non-shearwall Location-Position in structure perpendicular to wall Length-Shear line:Distance between exterior perpendicular walls defining the shear line extent Wall, segment, or opening.End-to-end length of the element FHS-Depending on element, shows different definitions of full-height sheathing length(FHS): Shear lines with multiple walls,segmented walls,or FTAO walls: Total shear-resisting FHS Individual wall segments or walls without openings:Distance between hold-downs beff Perforated walls:Sum of factored segment lengths bi defined in SDPWS 4.3.5.6 Aspect Ratio-Ratio of wall height to segment length(h/b);for FTA0 walls, the aspect ratio of the central pier Wall Group-Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall Studs:Number of end studs at the south and north or west and east ends of a wall segment or a perforated or FTAO wall. If two wall group numbers listed, they are for rigid diaphragm and flexible diaphragm design. 4 20 of 72 WoodWorks® Shearwalls 240129- LATERAL ANALYSIS.wsw Apr. 19, 2024 10:43:19 Design Summary SHEARWALL DESIGN Wind Shear Loads,Flexible Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads,Out-of-plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads,Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads,Flexible Diaphragm All shearwalls have sufficient design capacity. HOLD-DOWN DESIGN Wind Loads,Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads,Flexible Diaphragm All hold-downs have sufficient design capacity. COMPRESSION FORCE DESIGN Wind Loads,Flexible Diaphragm Bottom plate has sufficient perpendicular-to-grain compressive capacity under all wall end studs. Seismic Loads, Flexible Diaphragm Bottom plate has sufficient perpendicular-to-grain compressive capacity under all wall end studs. Refer to the Deflection table for possible issues regarding fastener slippage(SDPWS Table C4.2.3D)for walls that otherwise pass. 5 21 of 72 WoodWorks® Shearwal Is 240129 - LATERAL ANALYSIS.wsw Apr. 19, 2024 10:43:19 Flexible Diaphragm Wind Design ASCE 7 Directional (Ail Heights) Loads SHEAR RESULTS N-S W For ASD Shear Force[plf] Asp-Cub Allowable Shear[plf] Resp. Shearlines Gp Dir v vmax/vft V Ibs Int Ext Int Ext Co C Cmb V Ibs Ratio Line 1 Level 2 Lnl, Lev2 - S->N - 2581 - - - 339 - 11541 - - N->S - 2605 - - - 339 - 11541 - Wall 1-1 1 S->N - 2581 - 1.0 - 339 - - 11541 - 1 N->S - 2605 - 1.0 - 339 - - 11541 - Seg. 1 - S->N 75.9 - 1290 - 1.0 - 339 - 339 5771 0.22 - N->S 76.6 - 1302 - 1.0 - 339 - 339 5771 0.23 Seg. 2 - S->N 75.9 - 1290 - 1.0 - 339 339 5771 0.22 - N->S 76.6 - 1302 - 1.0 - 339 - 339 5771 0.23 Level 1 Lnl, Levl 1 S->N 114.3 - 4114 - 1.0 - 339 - 339 12220 0.34 1 N->S 114.9 - 4138 - 1.0 - 339 - 339 12220 0.34 Line 2 Level 2 Ln2, Lev2 - S->N - - 2599 - - - 339 - - 10184 - - N->S - - 2623 - - - 339 - - 10184 - Wall 2-1 1 S->N - - 2599 - 1.0 - 339 - - 10184 - 1 N->S - - 2623 - 1.0 - 339 - - 10184 - Seg. 1 - S->N 86.6 - 1299 - 1.0 - 339 - 339 5092 0.26 - N->S 87.4 - 1311 - 1.0 - 339 - 339 5092 0.26 Seg. 2 - S->N 86.6 - 1299 - 1.0 - 339 - 339 5092 0.26 - N->S 87.4 - 1311 - 1.0 - 339 - 339 5092 0.26 Level 1 Ln2, Levl - S->N - - 4132 - - - 339 - - 8062 - - N->S - - 4156 - - - 339 - - 8062 - Wall 2-1 1 S->N - - 4132 - 1.0 - 339 - - 8062 - 1 N->S - - 4156 - 1.0 - 339 - - 8062 - Seg. 1 - Both 0.0 - 0 - 1.0 - 339 - 339 - - Seg. 2 - S->N 174.0 - 2653 - 1.0 - 339 - 339 5177 0.51 - N->S 175.0 - 2668 - 1.0 - 339 - 339 5177 0.52 Seg. 3 - S->N 174.0 - 1479 - 1.0 - 339 - 339 2885 0.51 - N->S 175.0 - 1487 - 1.0 - 339 - 339 2885 0.52 E-W W For ASD Shear Force[plf] Asp-Cub Allowable Shear[plf] Resp. Shearlines Gp Dir v vmax/vft V ribsl Int Ext Int Ext Co C Cmb V Ibs Ratio Line A Level 2 LnA, Lev2 1 Both 35.6 - 1422 - 1.0 - 339 - 339 13578 0.10 Level 1 LnA, Levl - Both - - 2777 - - - 339 - - 4557 - Wall A-1 1 Both - - 2777 - 1.0 - 339 - - 4557 - Seg. 1 - Both 200.0 - 966 - .97 - 328 - 328 1586 0.61 Seg. 2 - Both 124.1 - 372 - .60 - 204 - 204 611 0.61 Seg. 3 - Both 120.7 - 352 - .58 - 198 - 198 578 0.61 Seg. 4 - Both 206.9 - 1086 - 1.0 - 339 - 339 1782 0.61 Line B Level 2 LnB, Lev2 1 Both 34.7 - 1389 - 1.0 - 339 - 339 13578 0.10 Level 1 LnB, Levl 1 Both 68.6 - 2743 - 1.0 - 339 - 339 13578 0.20 Legend: W Gp-Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A"means that this wall is critical for all walls in the Standard Wall group. For Dir-Direction of wind force along shearline. v-Design shear force on segment=ASD-factored shear force per unit length of full-height sheathing(FHS) vmaxMt-Perforated walls:Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9= V/FHS/Co. FHS is factored for narrow segments as per 4.3.3.4 FTAO walls:Shear force in piers above and below either openings or piers beside opening(s).Aspect ratio factor does not apply to these piers. V-ASD factored shear force. For shearline:total shearline force. For walla total of all segments on wall.For segment:force on segment Asp/Cub-For wall:Unblocked structural wood panel factor Cub from SDPWS 4.3.5.3. For segment or FTAO pier.Aspect ratio factor from SDPWS 4.3.5.5.1. For perforated wall:Either Cub or sum bi/FHS, where bi is segment length adjusted per SDPWS 4.3.3.4. Int, Ext-Nominal unit shear capacity of interior and exterior sheathing,factored by Table 4.3-1 Note 3 for framing specific gravity and Note 10 for presence of hold-downs. For wall segments,also include unblocked factor Cub and aspect ratio adjustments. 6 22 of 72 Woodworks® Shearwalls 240129-LATERAL ANALYSIS.wsw Apr. 19, 2024 10:43:19 Co-Adjustment factor for perforated walls from SDPWS Equation 4.3-6. C-Sheathing combination rule,A=Add capacities, S=Strongest side or twice weakest, G=Stiffness-based using Eqns. 4.3-3,-4. Cmb-Combined interior and exterior unit shear capacity including perforated wall factor Co. V—Total factored shear capacity of shearline, wall or segment. Crit Resp—Response ratio=v/Cmb=design shear force/unit shear capacity. "S"indicates that the seismic design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,1. 7 23 of 72 WoodWorks® Shearwalls 240129 - LATERAL ANALYSIS.wsw Apr. 19, 2024 10:43:19 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear Fx[Ibs] Shear Resistance[Ibs] Diaphragm Force[Ibs] [Ibs] [sq.ft] E-W N-S E-W N-S E-W N-S Fpx Design Fpx Design 2 33831 1440.0 3770 3770 19397 15518 6252 6252 6252 6252 1 22760 1440.0 2325 2325 12953 14487 4206 4206 4206 4206 All 56591 - 8706 8706 - - - - - - Legend: Mass—Sum of all generated and input building masses on level=wx in ASCE 7 Eqn. 12.8-12. Story Shear—Total ASD-factored shear force induced at level x from Eqn. 12.8-11. Shear Resistance—Lateral design strength of all shear-resisting elements on story, for use in weak story evaluation(4.1.8). Diaphragm Force—used by Shearwal/s only for drag strut forces, as per Exception to 12.10.2.1. Fpx-Minimum ASD-factored force for diaphragm design from Eqns. 12.10-1, -2, and-3. Design= The greater of the story shear and Fpx+transfer forces from discontinuous shearlines, factored by overstrength(omega)as per 12.10.1.1. Omega=2.5 as per 12.2-1. Redundancy Factor p(rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev=0.2 Sds D; Sds= 1.00; Ev=0.200 D unfactored;0.140 D factored;total dead load factor:0.6-0.140=0.460 tension, 1.0+0.140= 1.140 compression. Weak Story(SDPWS 4.1.8) The lateral resistance Vr of story 1 is less than that of story 2. Vrl /Vr2 =0.934,but V1 /Vrl =0.160,so the weak story is permitted. 10 24 of 72 FWoodWorks® Shearwalls 240129 - LATERAL ANALYSIS.wsw Apr. 19, 2024 10:43:19 SHEAR RESULTS flexible seismic design) N-S W For ASD Shear Force[plf] Asp-Cub Allowable Shear[plf] Resp. Shearlines Gp Dir v vmax/vft V Ibs Int Ext Int Ext Co C Cmb V Ibs Ratio Line 1 Level 2 Lnl, Lev2 - Both - - 1879 - - - 242 - - 8244 - Wall 1-1 1 Both - - 1879 - 1.0 - 242 - - 8244 - Seg. 1 - Both 55.3 - 940 - 1.0 - 242 - 242 4122 0.23 Seg. 2 - Both 55.3 - 940 - 1.0 - 242 - 242 4122 0.23 Level 1 Lnl, Levl 1 Both 84.5 - 3042 - 1.0 - 242 - 242 8729 0.35 Line 2 Level 2 Ln2, Lev2 - Both - - 1890 - - - 242 - - 7274 - Wall 2-1 1 Both - - 1890 - 1.0 - 242 - - 7274 - Seg. 1 - Both 63.0 - 945 - 1.0 - 242 - 242 3637 0.26 Seg. 2 - Both 63.0 - 945 - 1.0 - 242 - 242 3637 0.26 Level 1 Ln2, Levl - Both - - 3053 - - - 242 - - 5759 - Wall 2-1 1 Both - - 3053 - 1.0 - 242 - - 5759 - Seg. 1 - Both 0.0 - 0 - 1.0 - 242 - 242 - - Seg. 2 - Both 128.5 - 1960 - 1.0 - 242 - 242 3698 0.53 Seg. 3 - Both 128.5 - 1093 - 1.0 - 242 - 242 2061 0.53 E-W W For ASD Shear Force[plf] Asp-Cub Allowable Shear[plf] Resp. Shearlines Gp Dir v vmax/vft V ribsl Int Ext Int Ext Co C Cmb V Ibs Ratio Line A Level 2 LnA, Lev2 1 Both 50.2 - 2010 - 1.0 - 242 - 242 9699 0.21 Level 1 LnA, Levl - Both - - 3172 - - - 242 - - 3255 - Wall A-1 1� Both - - 3172 - 1.0 - 242 - - 3255 - Seg. 1 - Both 228.4 - 1104 - .97 - 234 - 234 1133 0.97 Seg. 2 - Both 141.8 - 425 - .60 - 145 - 145 436 0.97 Seg. 3 - Both 137.8 - 402 - .58 - 141 - 141 413 0.97 Seg. 4 - Both 236.3 - 1241 - 1.0 - 242 - 242 1273 0.97 Line B Level 2 LnB, Lev2 1 Both 44.5 - 1780 - 1.0 - 242 - 242 9699 0.18 Level 1 LnB, Levl 1 Both 73.6 - 2943 - 1.0 - 242 - 242 9699 0.30 Legend: W Gp-Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^"means that this wall is critical for all walls in the Standard Wall group. For Dir-Direction of seismic force along shearline. v-Design shear force on segment=ASD-factored shear force per unit length of full-height sheathing(FHS) vmax/vft-Perforated walls:Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9=V/FHS/Co. FHS is factored for narrow segments as per 4.3.3.4 FTAO walls:Shear force in piers above and below either openings or piers beside opening(s).Aspect ratio factor does not apply to these piers. V-ASD factored shear force.For shearline:total shearline force. For wall:total of all segments on wall. For segment:force on segment Asp/Cub-For wall:Unblocked structural wood panel factor Cub from SDPWS 4.3.5.3. For segment or FTAO pier:Aspect ratio factor from SDPWS 4.3.5.5.1. For perforated wall:Either Cub or sum bi/FHS, where bi is segment length adjusted per SDPWS 4.3.3.4. Int, Ext-Nominal unit shear capacity of interior and exterior sheathing, factored by Table 4.3-1 Note 3 for framing specific gravity and Note 10 for presence of hold-downs.For wall segments,also include unblocked factor Cub and aspect ratio adjustments. Co-Adjustment factor for perforated walls from SDPWS Equation 4.3-6. C-Sheathing combination rule,A =Add capacities,S=Strongest side or twice weakest, G=Stiffness-based using Eqns.4.3-3,-4. Cmb-Combined interior and exterior unit shear capacity including perforated wall factor Co. V-Total factored shear capacity of shearline, wall or segment. Crit Resp-Response ratio=v/Cmb=design shear force/unit shear capacity. "W"indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,1. 11 25 of 72 I-FO R T E W E B JOB SUMMARY REPORT 240129-BEAM CALCULATIONS MFR GIRDER TRUSS(FOR LOAD APPROX ONLY) Merr:Ser Name Results(Max UTIL Current Solution Comments 070) GTl Passed(82%R) 1 piece(s)5 112"x 25 1/2"24F-V4 DF Glulam GT2 Passed(80%4T) 1 piece(s)5 112"x 18"24F-V4 DF Glulam ROOF FRAMING Member Name Results(Max UTIL Current Solution Comments R1 Passed(19%M) 1 piece(s)4 x 8 DF No.2 R2 Passed(56%R) 1 piece(s)5 112"x 10 1/2"24F-V4 DF Glulam R3 Passed(36%R) 1 piece(s)5 1/2"x 10 1/2"24F-V4 DF Glulam R4 Passed(250/.M) 1 piece(s)4 x 8 DF No.2 R5 Passed(49%R) 1 piece(s)4 x 10 DF Nc.2 UPPER FLOOR FRAMING Member Name Results(Max UTIL Current Solution Comments 070) U1 Passed(97%4L) 1 piece(s)2 x 10 HF No.2 @ 16"OC U2 Passed(58%R) 1 piece(s)5 1/2"x 10 112"24F-V4 DF Glulam U3 Passed(62%M) 1 piece(s)2 x 10 HF No.2 @ 16"OC U4 Passed(54%AL) 1 piece(s)5 112"x 9"24F-V4 DF Glulam U5 Passed(7%R) 1 piece(s)4 x 8 DF No.2 U6 Passed(101%M) 1 piece(s)4 x 10 DF No.2 U7 Passed(34%M) 1 piece(s)4 x 8 DF No.2 U8 Passed(62%M) 1 piece(s)4 x 8 DF No.2 ForteWEB Software Operator Job Notes 4/19/2024 5:47:58 PM UTC Joe Greenfield Hodge Engineering ForteWEB V3.7 (253)857-7055 joe@hodgeengineering.com Weyerhaeuser File Name: 240129-BEAM CALCULATIONS 26 of 72 Page 1/ 16 i:91FORTEWEB' MEMBER REPORT PASSED MFR GIRDER TRUSS(FOR LOAD APPROX ONLY),GT1 1 piece(s)5 1/2"x 25 1/2"24F-V4 DF Glulam Overall Length 35'11" + + 0 0 3 35 Drawing is Conceptual.All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) - Member Length 35'11" Member Reaction(Ibs) 10078 @ 4" 12251(5.50") Passed(82%) 1.0 D+0.75 L+0.75 S(All Spans) System Roof Shear(Ibs) 9898 @ 2'7" 28494 Passed(35%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Drop Beam Building Use:Residential Pos Moment(Ft-lbs) 93942 @ 16'10 3/16" 119873 Passed(78%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC 2021 Live Load Defl.(in) 0.787 @ 17'5 3/8" 1.763 Passed(L/537) 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology ASD Total Load Defl.(in) 1.436 @ 17'5" 1 2.350 1 Passed(L/295) 1.0 D+0.75 L+0.75 S(All Spans) Member Pitch 0/12 • Deflection criteria:LL(L/240)and TL(L/180). •A 12.6%decrease In the moment capacity has been added to account for lateral stability. •Critical positive moment adjusted by a volume/size factor of 0.87 that was calculated using length L=35'3". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NOS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1-Stud wall-HF 5.50" 5.50" 4.52" 4826 3470 3532 10078 Blocking 2-Stud wall-HF 5.50" 5.50" 1 2.85" 2962 2365 2158 1 6355 Blocking -Blocking Panels are assumed to carry no bads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) Continuous Bottom Edge(Lu) End Bearing Points Dead Floor Live Snow Vertical Loads Location(Side) Tributary (0.90) (1.00) (1.15) Comments Width 0-Self Weight(PLF) 0 to 35'11" N/A 34.1 1-Uniform(PSF) 0 to 35'11"(Top) 11 16.8 25.0 LOWER ROOF 2-Tapered(PLF) 5'6"to 11'(Front) N/A 80.0 to 0.0 WALL 3-Uniform(PSF) 5'6"to I I'(Top) 3' 16.8 25.0 ROOF 4-Uniform(PSF) 5'6"to 25'(Top) 7' 10.0 40.0 - FLOOR 5-Point(lb) 5'6"(Top) N/A 1799 375 1452 Linked from:U2, Support 1 6-Point(lb) 16'(Front) N/A 907 1126 Linked from:R3, Support 1 7-Point(b) 18.(TOP) N/A 1394 1802 Linked from:R2, I I I I Support I Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 4/19/2024 5:47:58 PM UTC (253)857-7055 - A ForteWEB 0.7,Engine:V8.4.0.40, Data:V8.1.5.0 Joe Greenfield Hodge Engineering joe@hodgeengineering.com Weyerhaeuser File Name: 240129-B&7Nf ULULATIONS Page 2/ 16 4 FORTE W E B MEMBER REPORT PASSED MFR GIRDER TRUSS(FOR LOAD APPROX ONLY),GT2 1 piece(s) 5 1/2"x 18" 24F-V4 OF Glulam Overall Length 35'11" l o r r r 35' 0 Drawing is Conceptual.All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) Member Length:35'11" Member Reaction(Ibs) 3898 @ 4" 122S1(5.50") Passed(32%) -- 1.0 D+0.75 L+0.75 S(All Spans) System:Roof Shear(Ibs) 3712 @ 1'11 1/2" 20114 Passed(18%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Drop Beam Building Use:Residential Pos Moment(Ft-Ibs) 44096 @ 18' 61846 Passed(71%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Cade:IBC 2021 Live Load Defl.(in) 1.034 @ 17'9 5/16" 1.763 Passed(L/409) -- 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASO Total Load Defl.(in) 1.885 @ 17'9 15/16" 2.350 Passed(L/224) 1.0 D+0.75 L+0.75 S(All Spans) Member Pitch:0/12 •Deflection criteria:LL(L/240)and TL(11180). •A 9.5%decrease in the moment capacity has been added to account for lateral stability. •Critical positive moment adjusted by a volume/size factor of 0.91 that was calculated using length L=35'3". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1-Stud wall-HF 5.50" 5.50" 1.75" 1788 1350 1464 3898 Blocking 2-Stud wall-HF 5.50" 5.50" 1 1.59" 1701 990 1466 1 3543 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) Continuous Bottom Edge(Lu) End Bearing Points Dead Floor Live Snow Vertical Loads Location(Side) Tributary (0.90) (1,00) (1.15) Comments Width 0-Self Weight(PLF) 0 to 35'11" N/A 24.1 -- -- 1-Uniform(PSF) 0 to 35'11"(Top) 2' 16.8 - 25.0 ROOF 2-Uniform(PSF) 5'6"to 25'(Tap) 3' 10.0 40.0 - FLOOR 3-Point(lb) I i I I I 18'(Top) N/A 835 - 1134 Linked from:R5, Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 4/19/2024 5:47:58 PM UTC Joe Greenfield Hodge Engineering AForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0 (253)857-7055 �q n Z? joe@hodgeengineering.com Weyerhaeuser File Name: 240129-BEW RCULATIONS Page 3/ 16 i:91 FO RTE W E B MEMBER REPORT PASSED ROOF FRAMING, R1 1 piece(s)4 x 8 DF No.2 Overall Length.6'3" 0 0 6' 0 Drawing is Conceptual.All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) Member Length:6'3" Member Reaction(Ibs) 423 @ 0 3281 1.50") Passed(13%) 1.0 D+ 1.0 S(All Spans) system:Wall Shear(Ibs) 325 @ 8 3/4" 3502 Passed(9%) 1.15 1.0 D+ 1.0 S(All Spans) Member Type:Header Building Use:Residential Moment(Ft-lbs) 662 @ 3'1 1/2" 3438 Passed(19%) 1.15 1.0 D+ 1.0 S(All Spans) Building Code:IBC 2021 Live Load DeFl.(in) 0.014 @ 3'1 1/2" 0.208 Passed(L,/999+) 1.0 D+1.0 S(All Spans) Design Methodology:ASO Total Load DeFl.(in) 0.026 @ 3'1 1/2" 1 0.313 Passed(L/999+) 1.0 D+1.0 S(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Applicable calculations are based on NOS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Snow Factored Accessories 1-Trimmer-HF 1.50" 1.50" 1.50" 189 234 423 None 2-Trimmer-HF 1.50" 1.50" 1.50" 189 234 423 None Lateral Bracing Bracing Intervals Comments Top Edge(Lu) Continuous Bottom Edge(Lu) End Bearing Points Dead Snow Vertical Loads Location Tributary (0.90) (1.15)Width Comments 0-Self Weight(PLF) 0 to 6 3" i N/A 6.4 -- 1--uniform(PSF) 0 to 6'3' 3' 18.0 25.0 ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,Input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB software operator Job Notes 4/19/2024 5:47:58 PM UTC Joe Greenfield Hodge Engineering ForteWEB v3.7, Engine:V8.4.0.40, Data:V8.1.5.0 (253)857-7055 A joe@hodgeengineering.com Weyerhaeuser File Name: 240129-B LULATIONS Page 4/ 16 i9I F-ORTEWEB MEMBER REPORT PASSED ROOF FRAMING, R2 1 piece(s) 5 1/2"x 10 1/2" 24F-V4 DF Glulam Overall Length 14'5" 5 0 n Drawing is Conceptual.All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) Member Length:1T V Member Reaction(Ibs) 2999 @ 5 112" 5363(1.50") Passed(56%) 1.0 D+ 1.0 S(All Spans) System:Roof Shear(Ibs) 2610 @ 1'4" 11733 Passed(22%) 1.15 1.0 D+1.0 S(All Spans) Member Type:Drop Beam Building Use:Residential Pos Moment(Ft-Ibs) 10122 @ 7'2 1/2" 23244 Passed(44%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2021 Live Load Defl.(in) 0.196 @ 7'2 1/2" 0.675 Passed(L/828) 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.348 @ 7'2 1/2" 0.900 Passed(L/466) 1.0 D+1.0 S(All Spans) Member Pitch:0/12 •Deflection criteria:LL(L/240)and TL(L/180). •Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L=13'6". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Snow Factored Accessories 1-Hanger on 10 1/2"HF beam 5.50" Hangers 1.50" 1394 1802 3196 See note 2-Hanger on 10 1/2"HF beam 5.50" Hangers 1.50" 1394 1802 3196 See note' •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) Continuous Bottom Edge(Lu) End Bearing Points Connector: Simpson Strong-Tie Support Model seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1-Face Mount Hanger HU612 2.50" N/A 22-16d 8-16d 2-Face Mount Hanger HU612 2.50" N/A 22-16d 8-16d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Snow Vertical Loads Location(Side) Tributary (0.90) (1,15) Comments Width 0-Self Weight(PLF) 5 112"to 13'11 112" N/A 14.0 -- 1-Uniform(PSF) 0 to 14'5"(Top) 10' 18.0 25.0 ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB software operator Job Notes 4/19/2024 5:47:58 PM UTC Joe Greenfield Hodge Engineering ForteWEB v3.7, Engine: V8.4.0.40, Data:V8.1.5.0 (253)857-7055 A joe@hodgeengineering.com Weyerhaeuser File Name: 240129-B 7A CULATIONS Page 5/ 16 �9I FO RTE W E B MEMBER REPORT PASSED ROOF FRAMING,R3 1 piece(s)5 1/2"x 10 1/2"24F-V4 OF Glulam Overall Length:14'5" 0 0 13'S' 0 0 Drawing is Conceptual.All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) Member Length:13'6" Member Reaction(Ibs) 1910 @ 5 112" 5363(1.50") Passed(36%) 1.0 D+1.0 S All Spans) System:Roof Shear(Ibs) 1662 @ 1'4" 11733 Passed(14%) 1.15 1.0 D+1.0 S(All Spans) Member Type:Drop Beam Building Use:Residential Pos Moment(Ft-Ibs) 6446 @ T 2 1/2" 23244 Passed(28%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2021 Live Load Defl.(in) 0.122 @ 7'2 1/2" 0.675 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Design Methodology:Asp Total Load Defl. in) 0.221 @ 7'2 1/2" 1 0.900 1 Passed(L/732) 1.0 D+1.0 S(All Spans) Member Pitch:0112 •Deflection criteria:LL(U240)and TL(L/180). •Critical positive moment adjusted by a volumelsize factor of 1.00 that was calculated using length L=13'6". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Snow Factored Accessories 1-Hanger on 10 1/2"HF beam 5,50" HangeO 1.50" 907 1126 2033 See note' 2-Hanger on 30 1/2"HF beam 5.50" Hanger 1.50" 907 1126 2033 See note 1 •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •r See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) Continuous Bottom Edge(Lu) End Bearing Points Connector:Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1-Face Mount Hanger U610 2.00" N/A 14-16d 6-10d 2-Face Mount Hanger U610 2.00" N/A 14-16d 6-10d • Refer to manufacturer notes and Instructions for proper installation and use of all connectors. Dead Snow Vertical Loads Location(Side) Tributary (0.90) (1.15) Comments Width 0-Self Weight(PLF) 5 1/2"to 13'11 1/2" N/A 14.0 -- 1-Uniform(PSF) 0 to 14'5"(Top) 6'3" 18.0 25.0 ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation Is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,Input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB software operator Job Notes 4/19/2024 5:47:58 PM UTC Joe Greenfield Hodge Engineering ForteWEB v3.7,Engine:V8.4.0.40, Data:V8.1.5.0 (253)857-7055 joe@hodgeengineering.com Weyerhaeuser File Name: 240129-B M LCULATIONS Page 6/ 16 :9I FARTEWEB MEMBER REPORT PASSED ROOF FRAMING, R4 1 piece(s)4 x 8 DF No.2 Overall Length-4'3" waft 0 1 4' L Drawing is Conceptual.All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattem) Member Length:4'3" Member Reaction(Ibs) 824 @ 0 3281(1.50") Passed(25%) 1.0 D+ 1.0 S(All Spans) System:Wall Shear(Ibs) 541 @ 8 3/4" 3502 Passed(15%) 1.15 1.0 D+1.0 S(All Spans) Member Type:Header Building Use:Residential Moment(Ft-Ibs) 875 @ 2'1 1/2" 3438 Passed(25%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2021 Live Load DeFl.(in) 0.009 @ 2'1 1/2" 0.142 Passed(L./999+) 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.016 @ 2'1 1/2" 0.213 Passed(L/999+) 1.0 D+1.0 S(All Spans) •Deflection criteria:LL(L/360)and TL(L/240). •Applicable calculations are based on NDS. Bearing Length loads to Supports(Ibs) Supports Total Available Required Dead Snow Factored Accessories 1-Trimmer-HF 1.50" 1.50" 1.50" 386 438 824 None 2-Trimmer-HF 1.50" 1.50" 1.50" 386 438 824 None Lateral Bracing Bracing Intervals Comments Top Edge(Lu) Continuous Bottom Edge(Lu) End Bearing Points Dead Snow Vertical Loads Location Tributary (0.90) (1.15) Comments Width 0-Self Weight(PLF) 0 to 4'3" N/A 6.4 -- 1-Uniform(PSF) 0 to 4'3" 8'3" 21.2 25.0 ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB software operator Job Notes 4/19/2024 5:47:58 PM UTC Joe Greenfield Hodge Engineering AForteWEB v3.7, Engine: V8.4.0.40, Data:V8.1.5.0 (253)857-7055 Z joe@hodgeengineering.com Weyerhaeuser File Name: 240129-B A CULATIONS Page 7/ 16 �I FO RTE W E B MEMBER REPORT PASSED ROOF FRAMING, R5 1 piece(s)4 x 10 OF No.2 Overall Length:4'11" 0 0 a Al' 0 0 Drawing is Conceptual.All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) Member Length:4'5 1/2" Member Reaction(Ibs) 1614 @ 4'5 1/2" 3281(1.50") Passed(49%) 1.0 D+1.0 S(Ali Spans) System:Roof Shear(Ibs) 1011 @ 3'8 1/4" 4468 Passed(23%) 1.15 1.0 D+1.0 S(All Spans) Member Type:Drop Beam Building Use:Residential Moment(Ft-Ibs) 1665 @ 2'4 3/4" 5166 Passed(32%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2021 Live Load Defl.(in) 0.008 @ 2'4 3/4" 0.206 Passed(L/999+) 1.0 D+1.0 S(All Spans) Design Methodology:ASO Total Load Defl.(in) 0.014 @ 2'4 3/4" 1 0.275 Passed(L/999+) J 1.0 D+1.0 S(All Spans) Member Pitch:0112 • Deflection criteria:LL(L/240)and TL(L/180). •Applicable calculations are based on NOS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Snow Factored Accessories 1-Stud wall-HF 5.50" 5.50" 1.50" 797 1078 1875 None 2-Hanger on 9 1/4"HF beam 5.50" Hanger' 1.50" 835 1134 1969 See note' •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) Continuous Bottom Edge(Lu) End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2-Face Mount Hanger LUS410 2.00" N/A 8-16d 6-16d • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Snow Vertical Loads Location(Side) Tributary (0.90) (1.15) Comments Width 0-Self Weight(PLF) 0 to 4'5 1/2" N/A 8.2 1-Uniform(PSF) 0 to 4'11"(Top) 18, 18.0 25.0 ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,Input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software operator Joe Notes 4/19/2024 5:47:58 PM UTC Joe Greenfield Hodge Engineering ForteWEB v3.7, Engine:V8.4.0.40, Data:V8.1.5.0 (253)857-7055 A joe@hodgeengineering.com Weyerhaeuser File Name: 240129-B CULATIONS Page 8/ 16 iiI FARTEWEB MEMBER REPORT PASSED UPPER FLOOR FRAMING, U1 1 piece(s) 2 x 10 HF No.2 @ 16"OC Overall Lengthy 14'8" 0 0 13'9" Fil 0 Drawing is Conceptual.All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) Member Length:13'9" Member Reaction(Ibs) 458 @ 5 112" 911(1.50") Passed(50%) 1.0 D+ 1.0 L(All Spans) System:Floor Shear(Ibs) 407 @ 1'2 3/4" 1388 Passed(29%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Building Use:Residential Moment(Ft-Ibs) 1576 @ 7 4" 1917 Passed(82%) 1.06 1.0 D+1.0 L(All Spans) Building Code:IBC 2021 Live Load Defl.(in) 0.334 @ 7'4" 0.344 Passed(L/495) 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.417 @ 7'4" 0.688 Passed(L/396) 1.0 D+1.0 L(All Spans) TJ-Pror"Rating N/A N/A N/A N/A • Deflection criteria:LL(1-/480)and TL(L/240). •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Factored Accessories 1-Hanger on 9 1/4"HF beam 5.50" Hanger' 1.50" 98 391 489 See note 1 2-Hanger on 9 1/4"HF beam 5.50" Hanger 1.50" 98 391 489 See note •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •'See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) Continuous Bottom Edge(Lu) End Bearing Points Connector:Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1-Face Mount Hanger LU28 1.50" N/A 8-10dx1.5 6-10dx1.5 2-Face Mount Hanger LU28 1.50" N/A 8-10dx1.5 6-1Odxi.5 •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Load Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 14 8" 16" 10.0 40.0 FLOOR Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB software Operator lob Notes 4/19/2024 5:47:58 PM UTC Joe Greenfield Hodge Engineering ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0 (253)857-7055 q Z joe@hodgeengineering.com Weyerhaeuser File Name: 240129- BAM A CULATIONS Page 9/ 16 I FORTEWEB MEMBER REPORT PASSED UPPER FLOOR FRAMING, U2 1 piece(s)5 1/2"x 10 1/2"24F-V4 DF Glulam Overall Length 14'1migg " T . .tia; �,e. �.� � M� + + 0 0 3X14h hid �g �v 13'6" Drawing is Conceptual.All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) Member Length:13'6" Member Reaction(Ibs) 3121 @ 3 1/2" 5363(1.50") Passed(58%) 1.0 D+ 1.0 S(All Spans) System:Floor Shear(Ibs) 2716 @ 1'2" 11733 Passed(23%) 1.15 1.0 D+1.0 S(All Spans) Member Type:Flush Beam Building Use:Residential Pos Moment(Ft-Ibs) 10533 @ 7'1/2" 23244 Passed 45%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2021 Live Load Defl.(in) 0.161 @ 7'1/2" 0.338 Passed(L/999+) 1.0 D+1.0 S(All Spans) Design Methodology:ASO Total Load Defl.(in) 0.362 @ 7'1/2" 1 0.675 Passed(L/448) 1.0 D+1.0 S(All Spans) • Deflection criteria:LL(L/480)and TL(L/240). •Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L=13'6". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on Nos. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1-Hanger on 10 112"HE beam 3.50" Hangers 1.50" 1799 375 1452 3252 See note' 2-Hanger on 10 1/2"HE beam 3.50" Hanger' 1.50" 1799 375 1452 3252 See note •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •r See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) Continuous Bottom Edge(Lu) End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1-Face Mount Hanger HU612 2.50" N/A 22-16d 8-16d 2-Face Mount Hanger HU612 2.50" N/A 22-16d 8-16d •Refer to manufacturer notes and instructions for proper Installation and use of all connectors. Dead Floor Live Snow Vertical Loads Location(Side) Tributary (0.90) (1.00) (1.15) Comments Width 0-Self Weight(PLF) 3 1/2"to IT 9 112" N/A 14.0 -- -- 1-Uniform(PSF) 0 to 14'1"(Top) 1'4" 10.0 40.0 - FLOOR 2-Uniform(PLF) 0 to 14'1"(Top) N/A 80.0 - - WALL 3-Uniform(PSF) 0 to 14'1"(Top) 8'3" 18.0 25.0 ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB software operator Job Notes 4/19/2024 5:47:58 PM UTC Joe Greenfield Hodge Engineering ForteWEB 0.7, Engine:V8.4.0.40, Data:V8.1.5.0 (253)857-7055 A joe@hodgeengineering.com Weyerhaeuser File Name: 240129-BEAKULULATIONS Page 10/ 16 4 FORTE YY EB MEMBER REPORT PASSED UPPER FLOOR FRAMING, U3 1 piece(s) 2 x 10 HF No.2 @ 16"OC Overall Length:10'11" + + 0 0 10' 0 ❑2 Drawing is Conceptual.All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(pattern) Member Length:10'4 1/4" Member Reaction(Ibs) 496 @ 5 1/2" 911(1.50") Passed(54%) 1.0 D+0.75 L+0.75 S(All Spans) System:Floor Shear(Ibs) 399 @ 1'2 3/4" 1388 Passed(29%) 1.00 1.0 D+ 1.0 L(All Spans) Member Type:Joist Building Use:Residential Moment(Ft-Ibs) 1186 @ 5'6" 1917 Passed(62%) 1.00 1.0 D+ 1.0 L(All Spans) Building Code:IBC 2021 Live Load Defl.(in) 0.154 @ 5'6" 0.252 Passed(L/787) 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.178 @ 5'6" 0.504 Passed(L/680) 1.0 D+0.75 L+0.75 S(All Spans) TJ-Pro'"Rating N/A N/A N/A N/A • Deflection criteria:LL(L/480)and TL(L/240). •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on Nos. • No composite action between deck and joist was considered in analysis. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1-Hanger on 9 1/4"HF beam 5.50" Hanger' 1,501, 73 440 183 541 See note 1 2-Beam-HF 5.50" 4.25" 1.50" 72 433 181 1 533 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) Continuous Bottom Edge(Lu) End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1-Face Mount Hanger LU28 1.50" N/A 8-10dx1.5 6-10dxl.5 • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Snow Vertical Load Location(Side) Spacing (0.90) (1.00) (1.15) Comments 1-Uniform(PSF) 0 to 10'11" 16" 10.0 60.0 25.0 DECK Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-li bra ry. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator lob Notes 4/19/2024 5:47:58 PM UTC Joe Greenfield Hodge Engineering ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0 (253)857-7055 joe@hodgeengineering.com Weyerhaeuser File Name: 240129- BEWULULATIONS Page 11/ 16 !I FO RTE W E B MEMBER REPORT PASSED UPPER FLOOR FRAMING, U4 1 piece(s)5 1/2"x 9" 24F-V4 DF Glulam Overall Length:12'2" 0 0 r Drawing is Conceptual.All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) Member Length:12'2" Member Reaction(Ibs) 2316 @ 4" 19663(5.50") Passed(12%) -- 1.0 D+0.75 L+0.75 S(All Spans) System:Floor Shear(Ibs) 1765 @ 1'2 1/2" 8745 Passed 20%) 1.00 1.0 D+ 1.0 L(All Spans) Member Type:Drop Beam Building Use:Residential Pos Moment(Ft-Ibs) 5985 @ 6'1" 14850 Passed(40%) 1.00 1.0 D+ 1.0 L(All Spans) Building Code:IBC 2021 Live Load Defl.(in) 0.209 @ 6'1" 0.383 Passed(L/662) 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total Load Defl,(in) 0.249 @ 6'1" 0.575 Passed(L/554) 1.0 D+0.75 L+0.75 S(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L=11'6". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1-Column Cap-steel 5.50" 5.50" 1.50" 377 1825 760 2316 Blocking 2-Column Cap-steel 5.50" 5.50" 1.50" 377 1825 760 2316 Blocking •Blocking Panels are assumed to carry no bads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) Continuous Bottom Edge(Lu) End Bearing Points Dead Floor Live Snow Vertical Loads Location(Side) Tributary (0.90) (1.00) (1.15) Comments Width 0-Self Weight(PLF) 0 to 12'2" N/A 12.0 -- -- 1-Uniform(PSF) 0 to 12'2"(Top) 5' 10.0 60.0 25.0 DECK Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docunient-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software operator Job Motes 4/19/2024 5:47:58 PM UTC Jae Greenfield ForteWEB v3.7,Engine:V8.4,0.40, Data:V8.1.5.0 Hodge Engineering 9 (253)857-7055 7t� 2LC joe@hodgeengineering.com Weyerhaeuser File Name: 240129-B ULATIONS Page 12/ 16 91 FORTEWEB MEMBER REPORT PASSED UPPER FLOOR FRAMING, U5 1 piece(s)4 x 8 DF No.2 Overall Length 3'3" 0 0 3' Drawing is Conceptual.All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) Member Length:3'3" Member Reaction(Ibs) 220 @ 0 3281(1.50") Passed(7%) 1.0 D+1.0 S(All Spans) System:Wall Shear(Ibs) 121 @ 8 3/4" 3502 Passed(3%) 1.15 1.0 D+1.0 S(All Spans) Member Type:Header Building Use:Residential Moment(Ft-Ibs) 179 @ 1'7 1/2" 3438 Passed(5%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2021 Live Load Defl.(in) 0.001 @ 1'7 1/2" 0.108 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASO Total Load Defl.(in) 0.002 @ 1'7 1/2" 0.162 Passed(L/999+) 1.0 D+1.0 S(All Spans) •Deflection criteria:LL(L/360)and TL(L/240). •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Snow Factored Accessories 1-Trimmer-HF 1.50" 1.50" 1.50" 98 122 220 None 2-Trimmer-HF 1.501. 1.5011 1.50" 98 122 220 None Lateral Bracing Bracing Intervals Comments Top Edge(Lu) Continuous Bottom Edge(Lu) End Bearing Points Dead Snow Vertical Loads Location Tributary (0.90) (1.15) Comments Width 0-Self Weight(PLF) 0 to 3'3' N/A 6.4 -- 1-Uniform(PSF) 0 to 3'3" 3' 18.0 25.0 ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 4/19/2024 5:47:58 PM UTC Joe Greenfield Hodge Engineering ForteWEB v3.7, Engine: V8.4.0.40, Data:V8.1.5.0 (253)857-7055 A joe@hodgeengineering.com Weyerhaeuser File Name: 240129-BEAKULULATIONS Page 13/ 16 i I FO RTE W E B MEMBER REPORT PASSED UPPER FLOOR FRAMING,U6 1 piece(s)4 x 10 DF No.2 Overall Length 8'7 1i2" 0 0 ❑l O Drawing is Conceptual.All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) Member Length:8'7 1/2" Member Reaction(Ibs) 11998 @ 4 1/2" 13125(6.00") Passed 91%) -- 1.0 D+0.75 L+0.75 S(AlI Spans) System:Wall Shear(Ibs) 1887 @ 1'3 1/4" 3885 Passed(49%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Header Building Use:Residential Moment(Ft-Ibs) 4537 @ 4'1 1/2" 4492 Passed(101%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2021 Live Load DeFl.(in) 0.103 @ 4'4 15/16" 0.275 Passed(L/959) 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total Load Dell.(in) 0.167 @ 4'4 3/4" 0.412 Passed(U594) 1.0 D+0.75 L+0.75 S(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1-Trimmer-HF 6.00" 6.00" 5.48" 5486 4660 4023 11998 None 2-Trimmer-HF 1.50" 1.50" 1.50" 792 1225 587 1 2151 None Lateral Bracing Bracing Intervals Comments Top Edge(Lu) Continuous Bottom Edge(Lu) End Bearing Points Dead Floor Live Snow Vertical Loads Location Tributary (0.90) (1.00) (1.15) Comments Width 0-Self Weight(PLF) 0 to 8'7 1/2" N/A 8.2 -- -- I-Uniform(PSF) 0 to 8'7 1/2" 5' 18.0 - 25.0 ROOF 2-Uniform(PSF) 0 to 8'7 1/2" 7' 10.0 40.0 FLOOR 3-Point(Ib) 6 1/2" N/A 4826 3470 3532 Linked from:GTI, support I Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software operator. Job Notes 4/19/2024 5:47:58 PM UTC Joe Greenfield Hodge Engineering ForteWEB v3.7, Engine: V8.4.0.40, Data:V8.1.5.0 (253)857-7055 A joe@hodgeengineering.com Weyerhaeuser File Name: 240129-BEAKULULATIONS Page 14/ 16 4 FORTE W E B MEMBER REPORT PASSED UPPER FLOOR FRAMING, U7 1 piece(s)4 x 8 DF No.2 Overall Length:8'3" 121 1❑ Drawing is Conceptual.All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) Member Length:8'3" Member Reaction(Ibs) 559 @ 0 3281(1.50") Passed(17%) 1.0 D+ 1.0 S(All Spans) System:Wall Shear(Ibs) 460 @ 8 3/4" 3502 Passed(13%) 1.15 1.0 D+1.0 S(All Spans) Member Type:Header Building Use:Residential Moment(Ft-Ibs) 1153 @ 4'1 1/2" 3438 Passed(34%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2021 Live Load Defl.(in) 0.044 @ 4'1 1/2" 0.275 Passed(L/999+) 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.079 @ 4'1 1/2" 0.313 Passed(U999+) 1.0 D+1.0 S(All Spans) • Deflection criteria:LL(L/360)and TL(5/16"). •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Snow Factored Accessories 1-Trimmer-HF 1.50" 1.50" 1.50" 250 309 559 None 2-Trimmer-HF 1.50" 1.50" 1.50" 250 309 559 None Lateral Bracing Bracing Intervals Comments Top Edge(Lu) Continuous Bottom Edge(Lu) End Bearing Points Dead Snow Vertical Loads Location Tributary (0.90) (1.15) Comments Width 0-Self Weight(PLF) 0 to 8'3" N/A 6.4 -- 1-Uniform(PSF) 0 to 8'3" 3' 18.0 25.0 ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB software operator Job Notes 4/19/2024 5:47:58 PM UTC Joe Greenfield Hodge Engineering ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0 (253)857-7055 4 joe@hodgeengineering.com Weyerhaeuser File Name: 240129-BE CULATIONS Page 15/ 16 %9I FORTEWEB MEMBER REPORT PASSED UPPER FLOOR FRAMING, U8 1 piece(s)4 x 8 DF No.2 Overall Length 8 3" + + 0 0 8' in 0 Drawing is Conceptual.All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) Member Length:8'3" Member Reaction(Ibs) 1032 @ 0 3281(1.50") Passed(31%) 1.0 D+0.75 L+0.75 S(All Spans) system:Wall Shear(Ibs) 849 @ 8 3/4" 3502 Passed(24%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Header Building Use:Residential Moment(Ft-Ibs) 2128 @ 4'1 1/2" 3438 Passed(62%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC 2021 Live Load DeFl.(in) 0.056 @ 4'1 1/2" 0.275 Passed(L/999+) 1.0 D+0.75 L+0.75 S All Spans) Design Methodology:ASO Total Load DeFl.(in) 0.147 @ 4'1 1/2" 1 0.313 Passed(L/675) 1.0 D+0.75 L+0.75 S(All Spans) •Deflection criteria:LL(L/360)and TL(5/16"). •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1-Trimmer-HF 1.50" 1.50" 1.50" 635 220 309 1032 None 2-Trimmer-HF 1.50" 1.50" 1.50" 635 220 309 1032 None Lateral Bracing Bracing Intervals Comments Top Edge(Lu) Continuous Bottom Edge(Lu) End Bearing Points Dead Floor Live Snow Vertical Loads Location Tributary (0.90) (1.00) (1.15) Comments Width 0-Self Weight(PLF) 0 to 8'3" N/A 6.4 1-Uniform(PSF) 0 to 8'3" 3' 18.0 25.0 ROOF 2-Uniform(PLF) 0 to 8'3" N/A 80.0 - - WALL 3-Uniform(PSF) 0 to 8'3" F 4" 10.0 1 40.0 - FLOOR Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,Input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB software Operator Job Notes 4/19/2024 5:47:58 PM UTC Joe Greenfield Hodge Engineering ForteWEB 0.7, Engine: V8.4.0.40, Data:V8.1.5.0 Ho (253)857-7055 1 2 joe@hodgeengineering.com Weyerhaeuser File Name: 240129-BFVMLCULATIONS Page 16/16 Project Title: Hodge Engineering Foundation Calculations Engineer: John Hodge Project ID: Project Descr: Foundation Calculations General Footing Project File:2021 General Footing Calculations.ec6 LIC#:KW-06019371,Build:20.24.03.04 HODGE ENGINEERING INC (c)ENERCALC INC 1983-2023 DESCRIPTION: 24"footing- 1500 psf soil Code References Calculations per ACI 318-19, IBC 2021,ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec:Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight = No Concrete Density = 145.0 pcf Soil Passive Resistance(for Sliding) = 250.0 pcf Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments 8 shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than = ft Use Pedestal wt for stability,mom 8 shear No Dimensions Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Z Footing Thickness = 8.0 in P 1� Pedestal dimensions... X X px:parallel to X-X Axis = in 4 pz:parallel to Z-Z Axis - in Height - in Rebar Centerline to Edge of Concrete... co at Bottom of footing = 3.0 in ;; to d Reinforcing 2,40 w Bars parallel to X-X Axis Number of Bars = 2.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 2.0 4 Reinforcing Bar Size = # 4 ra Bandwidth Distribution Check (ACI 15.4.4.2) M M Direction Requiring Closer Separation X-X Section Looking to +Z Z-Z Section Looking to +X n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 2.50 3.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k 42 of 72 Project Title: Hodge Engineering Foundation Calculations Engineer: John Hodge Project ID: Project Descr: Foundation Calculations General Footing Project File:2021 General Footing Calculations.ec6 LIC#:KW-06019371,Build:20.24.03.04 HODGE ENGINEERING INC (c)ENER ALC INC 1983-2023 DESCRIPTION: 24"footing - 1500 psf soil DESIGN SUMMARY - • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9813 Soil Bearing 1.472 ksf 1.50 ksf +D+S PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2505 Z Flexure(+X) 1.074 k-ft/ft 4.288 k-ft/ft +1.20D+1.60S PASS 0.2505 Z Flexure(-X) 1.074 k-f/ft 4.288 k-f/ft +1.20D+1.60S PASS 0.2505 X Flexure(+Z) 1.074 k-ft/ft 4.288 k-ft/ft +1.20D+1.60S PASS 0.2505 X Flexure(-Z) 1.074 k-ft/ft 4.288 k-ft/ft +1.20D+1.60S PASS 0.1707 1-way Shear(+X) 20.770 psi 121.644 psi +1.20D+1.60S PASS 0.1707 1-way Shear(-X) 20.770 psi 121.644 psi +1.20D+1.60S PASS 0.1707 1-way Shear(+Z) 20,770 psi 121.644 psi +1.20D+1.60S PASS 0.1707 1-way Shear(-Z) 20.770 psi 121.644 psi +1.200+1.60S PASS 0.5289 2-way Punching 79.334 psi 150.0 psi +1.20D+1.60S Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom Left Top Left Top Right Bottom Right Ratio D Only 0.000 0.0 deg CCW 1.50 0.0 0.0 0.7217 0.7217 0.7217 0.7217 0.481 +D+S 0.000 0.0 deg CCW 1.50 0.0 0.0 1.472 1.472 1.472 1.472 0.981 +D+0.750S 0.000 0.0 deg CCW 1.50 0.0 0.0 1.284 1.284 1.284 1.284 0.856 ,+0.60D 0.000 0.0 deg CCW 1.50 0.0 0.0 0.4330 0.4330 0.4330 0.4330 0.289 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X, +1.40D 0.5254 +Z Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK X-X,+1.400 0.5254 -Z Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK X-X,+1.20D 0.4503 +Z Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK X-X,+1.20D 0.4503 -Z Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK X-X,+1.20D+0.50S 0.6453 +Z Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK X-X, +1.20D+0.50S 0.6453 -Z Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK X-X, +1.20D+1.60S 1.074 +Z Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK X-X, +1.20D+1.60S 1.074 -Z Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK X-X, +1.20D+0.70S 0.7233 +Z Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK X-X,+1.20D+0.70S 0.7233 -Z Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK X-X, +0.90D 0.3377 +Z Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK X-X, +0.90D 0.3377 -Z Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK Z-Z,+1.400 0.5254 -X Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK Z-Z,+1.40D 0.5254 +X Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK Z-Z,+1.20D 0.4503 -X Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK Z-Z,+1.20D 0.4503 +X Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK Z-Z,+1.20D+0.50S 0.6453 -X Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK 43 of 72 Project Title: Hodge Engineering Foundation Calculations Engineer: John Hodge Project ID: Project Descr: Foundation Calculations General Footing Project File:2021 General Footing Calculations.ec6 LIC#:KW-06019371,Build:2 .24.03.04 HODGE ENGINEERING INCc)ENERCALC INC1983-2023 DESCRIPTION: 24"footing- 1500 psf soil Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft Z-Z,+1.20D+0.50S 0.6453 +X Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK Z-Z,+1.20D+1.60S 1.074 -X Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK Z-Z,+1.20D+1.60S 1.074 +X Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK Z-Z,+1.20D+0.70S 0.7233 -X Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK Z-Z,+1.20D+0.70S 0.7233 +X Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK Z-Z,+0.901) 0.3377 -X Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK Z-Z,+0.90D 0.3377 +X Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK One Way Shear X Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D 10.16 psi 10.16 psi 10.16 psi 121.64 psi 0.08 OK +1.201D 8.71 psi 8.71 psi 8.71 psi 121.64 psi 0.07 OK +1.20D+0.50S 12.48 psi 12.48 psi 12.48 psi 121.64 psi 0.10 OK +1.20D+1.60S 20.77 psi 20.77 psi 20.77 psi 121.64 psi 0.17 OK +1.20D+0.70S 13.98 psi 13.98 psi 13.98 psi 121.64 psi 0.12 OK +0.901) 6.53 psi 6.53 psi 6.53 psi 121.64 psi 0.05 OK One Way Shear Z Load Combination... Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 10.16 psi 10.16 psi 10.16 psi 121.64 psi 0.08 OK +1.20D 8.71 psi 8.71 psi 8.71 psi 121.64 psi 0.07 OK +1.20D+0.50S 12.48 psi 12.48 psi 12.48 psi 121.64 psi 0.10 OK +1.20D+1.60S 20.77 psi 20.77 psi 20.77 psi 121.64 psi 0.17 OK +1.20D+0.70S 13.98 psi 13.98 psi 13.98 psi 121.64 psi 0.12 OK +0.90D 6.53 psi 6.53 psi 6.53 psi 121.64 psi 0.05 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D 38.80 psi 150.00psi 0.2586 OK +1.20D 33.25 psi 150.00psi 0.2217 OK +1.20D+0.50S 47.65 psi 150.00psi 0.3177 OK +1.20D+1.60S 79.33 psi 150.00psi 0.5289 OK +1.20D+0.70S 53.41 psi 150.00psi 0.3561 OK +0.90D 24.94 psi 150.00psi 0.1663 OK 44 of 72 Project Title: Engineer: Project ID: Project Descr: General Footing Project File:2021 General Footing Calculations.ec6 LIC#:KW-06019371,Build:20.24.03.04 H DGE ENGINEERING INC (c)ENER ALC INC 1983-2023 DESCRIPTION: 30"footing- 1500 psf soil Code References Calculations per ACI 318-19, IBC 2021,ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec:Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight = No Concrete Density = 145.0 pcf Soil Passive Resistance(for Sliding) = 250.0 pcf N Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than = n Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft Z Footing Thickness = 8.0 in Pedestal dimensions... X X px:parallel to X-X Axis = in -- pz:parallel to Z-Z Axis _ in N Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in i a o a� rn Reinforcing 2'-6° w Bars parallel to X-X Axis Number of Bars - 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3.0 3:#-4-Bar Reinforcing Bar Size = # 4 � ap Bandwidth Distribution Check (AC I 15.4.4.2) ion t rt MI Direction Requiring Closer Separation X-X Section Looking to +Z Z-Z Section Looking to +X n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 3.0 5.50 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k 45 of 72 Project Title: Engineer: Project ID: - Project Descr: General Footing Project File:2021 General Footing Calculations.ec6 LIC#:KW-06019371,Build:20.24.03.04 HODGE ENGINEERING INC (c)ENERCALC INC 1983-2023 DESCRIPTION: 30"footing - 1500 psf soil DESIGN SUMMARY - • • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9713 Soil Bearing 1.457 ksf 1.50 ksf +D+S PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3349 Z Flexure(+X) 1.706 k-f/ft 5.095 k-ft/ft +1.20D+1.60S PASS 0.3349 Z Flexure(-X) 1.706 k-ft/ft 5.095 k-ft/ft +1.20D+1.60S PASS 0.3349 X Flexure(+Z) 1.706 k-ft/ft 5.095 k-ft/ft +1.20D+1.60S PASS 0.3349 X Flexure(-Z) 1.706 k-ft/ft 5.095 k-ft/ft +1.20D+1.60S PASS 0.2323 1-way Shear(+X) 30.030 psi 129.266 psi +1.20D+1.60S PASS 0.2323 1-way Shear(-X) 30.030 psi 129.266 psi +1.20D+1.60S PASS 0.2323 1-way Shear(+Z) 30.030 psi 129.266 psi +1.20D+1.60S PASS 0.2323 1-way Shear(-Z) 30.030 psi 129.266 psi +1.20D+1.60S PASS 0.8526 2-way Punching 127.890 psi 150.0 psi +1.20D+1.60S Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom Left Top Left Top Right Bottom Right Ratio D Only 0.000 0.0 deg CCW 1.50 0.0 0.0 0.5767 0,5767 0.5767 0.5767 0.385 +D+S 0.000 0.0 deg CCW 1.50 0.0 0.0 1.457 1.457 1.457 1.457 0.971 +D+0.750S 0,000 0.0 deg CCW 1.50 0.0 0.0 1.237 1.237 1.237 1.237 0.825 ,+0.60D 0.000 0.0 deg CCW 1.50 0.0 0.0 0.3460 0.3460 0.3460 0.3460 0.231 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X,+1.40D 0.6560 +Z Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK X-X, +1.40D 0.6560 -Z Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK X-X, +1.20D 0.5623 +Z Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK X-X, +1.201D 0.5623 -Z Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK X-X, +1.20D+0.50S 0.9198 +Z Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK X-X, +1.20D+0.50S 0.9198 -Z Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK X-X,+1.20D+1.60S 1.706 +Z Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK X-X,+1.20D+1.60S 1.706 -Z Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK X-X,+1.20D+0.70S 1.063 +Z Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK X-X,+1.20D+0.70S 1.063 -Z Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK X-X,+0.90D 0.4217 +Z Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK X-X,+0.90D 0.4217 -Z Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK Z-Z,+1.401D 0.6560 -X Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK Z-Z,+1.40D 0.6560 +X Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK Z-Z,+1.20D 0.5623 -X Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK Z-Z,+1.20D 0.5623 +X Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK Z-Z,+1.20D+0.50S 0.9198 -X Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK 46 of 72 Project Title: Engineer: Project ID: Project Descr: General Footing Project File:2021 General Footing Calculations.ec6 LIC#:KW-06019371,Build:20.24.03.04 H DGE ENGINEERING INC (c)ENERCALC INC 1983-2023 DESCRIPTION: 30"footing - 1500 psf soil Footing Flexure Flexure Axis 8 Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Surface inA2 inA2 inA2 k-ft Z-Z,+1.20D+0.50S 0.9198 +X Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK Z-Z,+1.20D+1.60S 1.706 -X Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK Z-Z,+1.20D+1.60S 1.706 +X Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK Z-Z,+1.20D+0.70S 1.063 -X Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK Z-Z,+1.20D+0.70S 1.063 +X Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK Z-Z,+0.90D 0.4217 -X Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK Z-Z,+0.90D 0.4217 +X Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK One Way Shear X Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu/Phi'Vn Status +1.40D 11.55 psi 11.55 psi 11.55 psi 129.27 psi 0.09 OK +1.20D 9.90 psi 9.90 psi 9.90 psi 129.27 psi 0.08 OK +1.20D+0.50S 16.19 psi 16.19 psi 16.19 psi 129.27 psi 0.13 OK +1.20D+1.60S 30.03 psi 30.03 psi 30.03 psi 129.27 psi 0.23 OK +1.20D+0.70S 18.70 psi 18.70 psi 18.70 psi 129.27 psi 0.14 OK +0.90D 7.42 psi 7.42 psi 7.42 psi 129.27 psi 0.06 OK One Way Shear Z Load Combination... Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi'Vn Status +1.40D 11.55 psi 11.55 psi 11.55 psi 129.27 psi 0.09 OK +1.201) 9.90 psi 9.90 psi 9.90 psi 129.27 psi 0.08 OK +1.20D+0.50S 16.19 psi 16.19 psi 16.19 psi 129.27 psi 0.13 OK +1.20D+1.60S 30.03 psi 30.03 psi 30.03 psi 129.27 psi 0.23 OK +1.20D+0.70S 18.70 psi 18.70 psi 18.70 psi 129.27 psi 0.14 OK +0.90D 7.42 psi 7.42 psi 7.42 psi 129.27 psi 0.06 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi'Vn Vu/Phi'Vn Status +1.40D 49.17 psi 150.00psi 0.3278 OK +1.20D 42.14 psi 150.00psi 0.281 OK +1.20D+0.50S 68.94 psi 150.00psi 0.4596 OK +1.20D+1.60S 127.89 psi 150.00psi 0.8526 OK +1.20D+0.70S 79.66 psi 150.00psi 0.531 OK +0.90D 31.61 psi 150.00psi 0.2107 OK 47 of 72 Project Title: Engineer: Project ID: Project Descr: General Footing Project File:2021 General Footing Calculations.ec6 LIC#:KW-06019371,Build:20.24.03.04 HODGE ENGINEERING INC (c)ENERCALC INC 1983-2023 DESCRIPTION: 36"footing- 1500 psf soil Code References Calculations per ACI 318-19, IBC 2021,ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec:Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight = No Concrete Density = 145.0 pcf Soil Passive Resistance(for Sliding) = 250.0 pcf T Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than = ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Z Footing Thickness = 12.0 in A Pedestal dimensions... X X px:parallel to X-X Axis = in ---` — - pz:parallel to Z-Z Axis in " ^_ Height in Rebar Centerline to Edge of Concrete... }' u at Bottom of footing = 3.0 in Z m Reinforcing T o" w Bars parallel to X-X Axis Number of Bars - 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (AC I 15.4.4.2) Direction Requiring Closer Separation X-X Section Looking to+Z Z-Z Section Looking to+X n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 4.0 8.0 k OB :Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k 48 of 72 Project Title: Engineer: Project ID: Project Descr: General Footing Project File:2021 General Footing Calculations.ec6 LIC#:KW-06019371,Build:20.24.03.04 HODGE ENGINEERING INC (c)ENERCALC INC 1983-2023 DESCRIPTION: 36"footing- 1500 psf soil DESIGN SUMMARY - • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9853 Soil Bearing 1.478 ksf 1.50 ksf +D+S PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2390 Z Flexure(+X) 2.492 k-ft/ft 10.424 k-ft/ft +1.20D+1.60S PASS 0.2390 Z Flexure(-X) 2.492 k-ft/ft 10.424 k-ft/ft +1.20D+1.60S PASS 0.2390 X Flexure(+Z) 2.492 k-f/ft 10.424 k-ft/ft +1.20D+1.60S PASS 0.2390 X Flexure(-Z) 2.492 k-ft/ft 10.424 k-ft/ft +1.20D+1.60S PASS 0.1397 1-way Shear(+X) 15.380 psi 110.064 psi +1.20D+1.60S PASS 0.1397 1-way Shear(-X) 15.380 psi 110.064 psi +1.200+1.60S PASS 0.1397 1-way Shear(+Z) 15.380 psi 110.064 psi +1.20D+1.60S PASS 0.1397 1-way Shear(-Z) 15.380 psi 110.064 psi +1.20D+1.60S PASS 0.3697 2-way Punching 55.457 psi 150.0 psi +1.20D+1.60S Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom Left Top Left Top Right Bottom Right Ratio D Only 0.000 0.0 deg CCW 1.50 0.0 0.0 0.5894 0.5894 0.5894 0.5894 0.393 +D+S 0.000 0.0 deg CCW 1.50 0.0 0.0 1.478 1.478 1.478 1.478 0.985 +D+0.750S 0.000 0.0 deg CCW 1.50 0.0 0.0 1.256 1.256 1.256 1.256 0.837 +0.60D 0.000 0.0 deg CCW 1.50 0.0 0.0 0.3537 0.3537 0.3537 0.3537 0.236 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X,+1.401D 0.9655 +Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.424 OK X-X,+1.401D 0.9655 -Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.424 OK X-X,+1.201D 0.8276 +Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.424 OK X-X, +1.200 0.8276 -Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.424 OK X-X, +1.200+0.50S 1.348 +Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.424 OK X-X,+1.20D+0.50S 1.348 -Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.424 OK X-X,+1.20D+1.60S 2.492 +Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.424 OK X-X,+1.20D+1.60S 2.492 -Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.424 OK X-X,+1.20D+0.70S 1.556 +Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.424 OK X-X,+1.20D+0.70S 1.556 -Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.424 OK X-X,+0.90D 0.6207 +Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.424 OK X-X,+0.90D 0.6207 -Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.424 OK Z-Z,+1.40D 0.9655 -X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.424 OK Z-Z,+1.401D 0.9655 +X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.424 OK Z-Z,+1.200 0.8276 -X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.424 OK Z-Z,+1.20D 0.8276 +X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.424 OK Z-Z,+1.20D+0.50S 1.348 -X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.424 OK 49 of 72 Project Title: Engineer: Project ID: Project Descr: General Footing Project File:2021 General Footing Calculations.ec6 LIC#:KW-06019371,Build: 0.24.0 .04 HODGE ENGINEERING INC (c)ENERCALC INC 1983-2023 DESCRIPTION: 36"footing- 1500 psf soil Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi`Mn Status k-ft Surface inA2 inA2 inA2 k-ft Z-Z,+1.20D+0.50S 1.348 +X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.424 OK Z-Z,+1.20D+1.60S 2.492 -X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.424 OK Z-Z,+1.20D+1.60S 2.492 +X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.424 OK Z-Z,+1.20D+0.70S 1.556 -X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.424 OK Z-Z,+1.20D+0.70S 1.556 +X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.424 OK Z-Z,+0.90D 0.6207 -X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.424 OK Z-Z,+0.90D 0.6207 +X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.424 OK One Way Shear X Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu/Phi'Vn Status +1.40D 5.96 psi 5.96 psi 5.96 psi 110.06 psi 0.05 OK +1.20D 5.11 psi 5.11 psi 5.11 psi 110.06 psi 0.05 OK +1.20D+0.50S 8.32 psi 8.32 psi 8.32 psi 110.06 psi 0.08 OK +1.20D+1.60S 15.38 psi 15.38 psi 15.38 psi 110.06 psi 0.14 OK +1.20D+0.70S 9.60 psi 9.60 psi 9.60 psi 110.06 psi 0.09 OK +0.90D 3.83 psi 3.83 psi 3.83 psi 110.06 psi 0.03 OK One Way Shear Z Load Combination... Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi"Vn Status +1.401D 5.96 psi 5.96 psi 5.96 psi 110.06 psi 0.05 OK +1.20D 5.11 psi 5.11 psi 5.11 psi 110.06 psi 0.05 OK +1.20D+0.50S 8.32 psi 8.32 psi 8.32 psi 110.06 psi 0.08 OK +1.20D+1.60S 15.38 psi 15.38 psi 15.38 psi 110.06 psi 0.14 OK +1.20D+0.70S 9.60 psi 9.60 psi 9.60 psi 110.06 psi 0.09 OK +0.90D 3.83 psi 3.83 psi 3.83 psi 110.06 psi 0.03 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi'Vn Vu/Phi'Vn Status +1.40D 21.49 psi 150.00psi 0.1433 OK +1.201D 18.42 psi 150.00psi 0.1228 OK +1.20D+0.50S 29.99 psi 150.00psi 0.2 OK +1.20D+1.60S 55.46 psi 150.00psi 0.3697 OK +1.20D+0.70S 34.62 psi 150.00psi 0.2308 OK +0.90D 13.82 psi 150.00psi 0.0921 OK 50 of 72 Project Title: Engineer: Project ID: Project Descr: General Footing Project File:2021 General Footing Calculations.ec6 LIC#:KW-06019371,Build:20.24.03.04 HODGE ENGINEERING INC (c)ENERCALC INC 1983-2023 DESCRIPTION: 42"footing - 1500 psf soil Code References Calculations per ACI 318-19, IBC 2021,ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec:Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight = No Concrete Density = 145.0 pcf Soil Passive Resistance(for Sliding) = 250.0 pcf Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than = ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.50 ft Length parallel to Z-Z Axis = 3.50 ft Z Footing Thickness = 12.0 in , - A ' O k eM �i Pedestal dimensions... X X px:parallel to X-X Axis _ in d `pi b " pz:parallel to Z-Z Axis in `3. Height in R 4 �l 1, '� A Rebar Centerline to Edge of Concrete... 'g � at Bottom of footing = 3.0 in —� Io ! a� Reinforcing Ts* $ Bars parallel to X-X Axis Number of Bars - 5.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 5.0 Reinforcing Bar Size = # 4 ., Bandwidth Distribution Check (AC I 15.4.4.2) �) 1 �i�lli Direction Requiring Closer Separation X-X Section Looking to+Z Section Looking to+ n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 6.50 10.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k 51 of 72 Project Title: Engineer: Project ID: Project Descr: General Footing Project File:2021 General Footing Calculations.ec6 LIC#:KW-06019371,Build:20.24.03.04 HODGE ENGINEERING INC (c)ENERCALC INC 1983-2023 DESCRIPTION: 42"footing- 1500 psf soil DESIGN SUMMARY - • • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9947 Soil Bearing 1.492 ksf 1.50 ksf +D+S PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3026 Z Flexure(+X) 3.371 k-ft/ft 11.139 k-ft/ft +1.20D+1.60S PASS 0.3026 Z Flexure(-X) 3.371 k-ft/ft 11.139 k-ft/ft +1.20D+1.60S PASS 0.3026 X Flexure(+Z) 3.371 k-ft/ft 11.139 k-ft/ft +1.20D+1.60S PASS 0.3026 X Flexure(-Z) 3.371 k-f/ft 11.139 k-ft/ft +1.20D+1.60S PASS 0.1837 1-way Shear(+X) 20.690 psi 112.625 psi +1.20D+1.60S PASS 0.1837 1-way Shear(-X) 20.690 psi 112.625 psi +1.20D+1.60S PASS 0.1837 1-way Shear(+Z) 20.690 psi 112.625 psi +1.20D+1.60S PASS 0,1837 1-way Shear(-Z) 20.690 psi 112.625 psi +1.20D+1.60S PASS 0.5077 2-way Punching 76.162 psi 150.0 psi +1.20D+1.60S Detailed Results Soil Bearing Rotation Axis 8 Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom Left Top Left Top Right Bottom Right Ratio D Only 0.000 0.0 deg CCW 1.50 0.0 0.0 0.6756 0.6756 0.6756 0.6756 0.450 +D+S 0,000 0.0 deg CCW 1.50 0.0 0.0 1.492 1.492 1.492 1.492 0.995 +D+0.750S 0.000 0.0 deg CCW 1.50 0.0 0.0 1.288 1.288 1.288 1.288 0.859 ,+0.60D 0.000 0.0 deg CCW 1.50 0.0 0.0 0.4054 0.4054 0.4054 0.4054 0.270 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X,+1.40D 1.506 +Z Bottom 0.2592 ACI 7.6.1.1 0.2857 11.139 OK X-X,+1.40D 1.506 -Z Bottom 0.2592 ACI 7.6.1.1 0.2857 11.139 OK X-X,+1.20D 1.291 +Z Bottom 0.2592 ACI 7.6.1.1 0.2857 11.139 OK X-X,+1.20D 1.291 -Z Bottom 0.2592 ACI 7.6.1.1 0.2857 11.139 OK X-X,+1.20D+0.50S 1.941 +Z Bottom 0.2592 ACI 7.6.1.1 0.2857 11.139 OK X-X,+1.20D+0.50S 1.941 -Z Bottom 0.2592 ACI 7.6.1.1 0.2857 11.139 OK X-X,+1.20D+1.60S 3.371 +Z Bottom 0.2592 ACI 7.6.1.1 0.2857 11.139 OK X-X,+1.20D+1.60S 3.371 -Z Bottom 0.2592 ACI 7.6.1.1 0.2857 11.139 OK X-X,+1.20D+0.70S 2.201 +Z Bottom 0.2592 ACI 7.6.1.1 0.2857 11.139 OK X-X,+1.20D+0.70S 2.201 -Z Bottom 0.2592 ACI 7.6.1.1 0.2857 11.139 OK X-X,+0.90D 0.9683 +Z Bottom 0.2592 ACI 7.6.1.1 0.2857 11.139 OK X-X,+0.90D 0.9683 -Z Bottom 0.2592 ACI 7.6.1.1 0.2857 11.139 OK Z-Z,+1.40D 1.506 -X Bottom 0.2592 ACI 7.6.1.1 0.2857 11.139 OK Z-Z,+1.40D 1.506 +X Bottom 0.2592 ACI 7.6.1.1 0.2857 11.139 OK Z-Z,+1.20D 1.291 -X Bottom 0.2592 ACI 7.6.1.1 0.2857 11.139 OK Z-Z,+1.20D 1.291 +X Bottom 0.2592 ACI 7.6.1.1 0.2857 11.139 OK Z-Z,+1.20D+0.50S 1.941 -X Bottom 0.2592 ACI 7.6.1.1 0.2857 11.139 OK 52 of 72 Project Title: Engineer: Project ID: Project Descr: General Footing Project File:2021 General Footing Calculations.ec6 LIC#:KW-06019371,Build:20.24.03.04 H DGE ENGINEERING INC (c)ENER ALC INC 1983-2023 DESCRIPTION: 42"footing- 1500 psf soil Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft Z-Z,+1.20D+0.50S 1.941 +X Bottom 0.2592 ACI 7.6.1.1 0.2857 11.139 OK Z-Z,+1.20D+1.60S 3.371 -X Bottom 0.2592 ACI 7.6.1.1 0.2857 11.139 OK Z-Z,+1.20D+1.60S 3.371 +X Bottom 0.2592 ACI 7.6.1.1 0.2857 11.139 OK Z-Z,+1.20D+0.70S 2.201 -X Bottom 0.2592 ACI 7.6.1.1 0.2857 11.139 OK Z-Z,+1.20D+0.70S 2.201 +X Bottom 0.2592 ACI 7.6.1.1 0.2857 11.139 OK Z-Z,+0.90D 0.9683 -X Bottom 0.2592 ACI 7.6.1.1 0.2857 11.139 OK Z-Z,+0.90D 0.9683 +X Bottom 0.2592 ACI 7.6.1.1 0.2857 11.139 OK One Way Shear X Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D 9.25 psi 9.25 psi 9.25 psi 112.63 psi 0.08 OK +1.20D 7.92 psi 7.92 psi 7.92 psi 112.63 psi 0.07 OK +1.20D+0.50S 11.91 psi 11.91 psi 11.91 psi 112.63 psi 0.11 OK +1.20D+1.60S 20,69 psi 20.69 psi 20.69 psi 112.63 psi 0.18 OK +1.20D+0.70S 13.51 psi 13.51 psi 13.51 psi 112.63 psi 0.12 OK +0.90D 5.94 psi 5.94 psi 5.94 psi 112.63 psi 0.05 OK One Way Shear Z Load Combination... Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D 9.25 psi 9.25 psi 9.25 psi 112.63 psi 0.08 OK +1.201) 7.92 psi 7.92 psi 7.92 psi 112.63 psi 0.07 OK +1.20D+0.50S 11.91 psi 11.91 psi 11.91 psi 112.63 psi 0.11 OK +1.20D+1.60S 20.69 psi 20.69 psi 20.69 psi 112.63 psi 0.18 OK +1.20D+0.70S 13.51 psi 13.51 psi 13.51 psi 112.63 psi 0.12 OK +0.901) 5.94 psi 5.94 psi 5.94 psi 112.63 psi 0.05 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D 34.03 psi 150.00psi 0.2269 OK +1.20D 29.17 psi 150.00psi 0.1945 OK +1.20D+0.50S 43.85 psi 150.00psi 0.2924 OK +1.20D+1.60S 76.16 psi 150.00psi 0.5077 OK +1.20D+0.70S 49.73 psi 150.00psi 0.3315 OK +0.90D 21.88 psi 150.00psi 0.1458 OK 53 of 72 Project Title: Hodge Engineering Foundation Calculations Engineer: John Hodge Project ID: Project Descr: Foundation Calculations Concrete Beam Project File:2021 General Footing Calculations.ec6 LIC#:KW-06019371,Build:20.24.03.04 HODGE ENGINEERING INC (c)ENERCALC INC 1983-2023 DESCRIPTION: 12"footing with 6" stem wall 1500 psf soil, 2500 psi concrete CODE REFERENCES Calculations per ACI 318-19, IBC 2021,ASCE 7-16 Load Combination Set: IBC 2021 General Information fc = 2.50 ksi Phi Values Flexure: 0.90 fr= fc�2 '7.50 = 375.0 psi Shear: 0.750 W Density = 145.0 pcf p 1 = 0.850 k LtWt Factor = 1.0 Elastic Modulus= 3,122.0 ksi Fy-Stirrups 40.0 ksi fy-Main Rebar= 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# 3 Number of Resisting Legs Per Stirrup= Seismic Design Category= A D(3)S(7) - D 0.07 L 0.28 D 0.225 S 0.45 5.0 ft 6"wx18"h Cross Section & Reinforcing Details Inverted Tee Section, Stem Width=6.0 in, Total Heiqht= 18.0 in,Top Flanqe Width= 12.0 in, Flanqe Thickness=6.0 in Span#1 Reinforcinq.... 244 at 3.0 in from Bottom,from 0.0 to 5.0 ft in this span 144 at 3.0 in from Top,from 0.0 to 5.0 ft in this span Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D=0.0150, S=0.030 ksf, Tributary Width= 15.0 ft, (Roof) Uniform Load : D=0.010, L=0.040 ksf, Tributary Width=7.0 ft, (Floor) Point Load : D=3.0, S=7.0 k @ 2.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.892 : 1 Section used for this span Typical Section Mu:Applied 22.804 k-ft Mn'Phi:Allowable 25.551 k-ft Location of maximum on span 2.505 ft Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.003 in Ratio= 19795 —360.0 L Only Max Upward Transient Deflection 0.000 in Ratio= 0 <360.0 S Only Max Downward Total Deflection 0.006 in Ratio= 9596 —180.0 Span: 1 :+D+S Max Upward Total Deflection 0.000 in Ratio= 0 <180.0 Span: 1 :+D+S Vertical Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 Max Upward from all Load Conditions 7.225 7.225 Max Upward from Load Combinations 7.225 7.225 Max Upward from Load Cases 4.625 4.625 D Only 2.600 2.600 54 of 72 +D+L 3.300 3.300 Project Title: Hodge Engineering Foundation Calculations Engineer: John Hodge Project ID: Project Descr: Foundation Calculations Concrete Beam Project File:2021 General Footing Calculations.ec6 LIC#:KW-06019371,Build:20.24.03.04 HODGE ENGINEERING INC (c)ENERCALC INC 1983-2023 DESCRIPTION: 12"footing with 6" stem wall 1500 psf soil, 2500 psi concrete Vertical Reactions Support notation :Far left is#1 Load Combination Support 1 Support 2 + +S 7.225 7.225 +D+0.750L 3.125 3.125 +D+0.750L+0.750S 6.594 6.594 +0.60 D 1.560 1.560 L Only 0.700 0.700 S Only 4.625 4.625 Shear Stirrup Requirements Entire Beam Span Length:Phi*Vc<Vu, Req'd Vs=4.120,Stirrups are not required. Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd +1.20D+0.50L+1.6 S 1 0.00 15.00 10.87 10.87 0.00 1.00 6.75 phi*Vc<Vu 4.120 6.8 0.0 +1.20D+0.50L+1.60S 1 0.05 15.00 10.79 10.79 0.59 1.00 6.75 phi*Vc<Vu 4.044 6.8 0.0 +1.20D+0.50L+1.60S 1 0.11 15.00 10.72 10.72 1.18 1.00 6.75 Phi'Vc<Vu 3.968 6.8 0.0 +1.20D+0.50L+1.60S 1 0.16 15.00 10.64 10.64 1.76 1.00 6.75 Phi'Vc<Vu 3.892 6.8 0.0 +1.20D+0.50L+1.60S 1 0.22 15.00 10.57 10.57 2.34 1.00 6.75 Phi'Vc<Vu 3.817 6.8 0.0 +1.20D+0.50L+1.60S 1 0.27 15.00 10.49 10.49 2.92 1.00 6.75 Phi'Vc<Vu 3.741 6.8 0.0 +1.20D+0.50L+1.60S 1 0.33 15.00 10.41 10.41 3.49 1.00 6.75 Phi'Vc<Vu 3.665 6.8 0.0 +1.20D+0.50L+1.60S 1 0.38 15.00 10.34 10.34 4.06 1.00 6.75 phi*Vc<Vu 3.589 6.8 0.0 +1.20D+0.50L+1.60S 1 0.44 15.00 10.26 10.26 4.62 1.00 6.75 Phi'Vc<Vu 3.513 6.8 0.0 +1.20D+0.50L+1.60S 1 0,49 15.00 10.19 10.19 5.18 1.00 6.75 Phi*Vc<Vu 3.437 6.8 0.0 +1.20D+0.50L+1.60S 1 0.55 15.00 10.11 10.11 5.73 1.00 6.75 Phi'Vc<Vu 3.362 6.8 0.0 +1.20D+0.50L+1.60S 1 0.60 15.00 10.04 10.04 6.28 1.00 6.75 phi*Vc<Vu 3.286 6.8 0.0 +1.20D+0.50L+1.60S 1 0.66 15.00 9.96 9.96 6.83 1.00 6.75 Phi'Vc<Vu 3.210 6.8 0.0 +1.20D+0.50L+1.60S 1 0.71 15.00 9.88 9.88 7.37 1.00 6.75 phi*Vc<Vu 3.134 6.8 0.0 +1.20D+0.50L+1.60S 1 0.77 15.00 9.81 9.81 7.91 1.00 6.75 phi*Vc<Vu 3.058 6.8 0.0 +1.20D+0.50L+1.60S 1 0.82 15.00 9.73 9.73 8.44 1.00 6.75 Phi'Vc<Vu 2.982 6.8 0.0 +1.200+0.50L+1.60S 1 0.87 15.00 9.66 9.66 8.97 1.00 6.75 Phi*Vc<Vu 2.906 6.8 0.0 +1.20D+0.50L+1.60S 1 0.93 15.00 9.58 9.58 9.50 1.00 6.75 Phi'Vc<Vu 2.831 6.8 0.0 +1.20D+0.50L+1.60S 1 0.98 15.00 9.50 9.50 10.02 1.00 6.75 phi*Vc<Vu 2.755 6.8 0.0 +1.20D+0.50L+1.60S 1 1.04 15.00 9.43 9.43 10.54 1.00 6.75 Phi'Vc<Vu 2.679 6.8 0.0 +1.20D+0.50L+1.60S 1 1.09 15.00 9.35 9.35 11.05 1.00 6.75 Phi'Vc<Vu 2.603 6.8 0.0 +1.20D+0.50L+1.60S 1 1.15 15.00 9.28 9.28 11.56 1.00 6.75 Phi'Vc<Vu 2.527 6.8 0.0 +1.20D+0.50L+1.60S 1 1.20 15.00 9.20 9.20 12.06 0.95 6.75 Phi'Vc<Vu 2.451 6.8 0.0 +1.20D+0.50L+1.60S 1 1.26 15.00 9.13 9.13 12.57 0.91 6.75 phi*Vc<Vu 2.376 6.8 0.0 +1.20D+0.50L+1.60S 1 1.31 15.00 9.05 9.05 13.06 0.87 6.75 Phi*Vc<Vu 2.30 6.8 0.0 +1.20D+0.50L+1.60S 1 1.37 15.00 8.97 8.97 13.55 0.83 6.75 Phi'Vc<Vu 2.224 6.8 0.0 +1.20D+0.50L+1.60S 1 1.42 15.00 8.90 8.90 14.04 0.79 6.75 Phi'Vc<Vu 2.148 6.8 0.0 +1.20D+0.50L+1.60S 1 1.48 15.00 8.82 8.82 14.53 0.76 6.75 Phi*Vc<Vu 2.072 6.8 0.0 +1.20D+0.50L+1.60S 1 1.53 15.00 8.75 8.75 15.01 0.73 6.75 Phi'Vc<Vu 1.996 6.8 0.0 +1.20D+0.50L+1.60S 1 1.58 15.00 8.67 8.67 15.48 0.70 6.75 Phi*Vc<Vu 1.920 6.8 0.0 +1.20D+0.50L+1.60S 1 1.64 15.00 8.59 8.59 15.95 0.67 6.75 Phi*Vc<Vu 1.845 6.8 0.0 +1.20D+0.50L+1.60S 1 1.69 15.00 8.52 8.52 16.42 0.65 6.75 Phi*Vc<Vu 1.769 6.8 0.0 +1.20D+0.50L+1.60S 1 1.75 15.00 8.44 8.44 16.89 0.63 6.75 Phi'Vc<Vu 1.693 6.8 0.0 +1.20D+0.50L+1.60S 1 1.80 15.00 8.37 8.37 17.34 0.60 6.75 Phi'Vc<Vu 1.617 6.8 0.0 +1.20D+0.50L+1.60S 1 1.86 15.00 8.29 8.29 17.80 0.58 6.75 Phi'Vc<Vu 1.541 6.8 0.0 +1.20D+0.50L+1.60S 1 1.91 15.00 8.22 8.22 18.25 0.56 6.75 phi*Vc<Vu 1.465 6.8 0.0 +1.20D+0.50L+1.60S 1 1.97 15.00 8.14 8.14 18.70 0.54 6.75 phi*Vc<Vu 1.390 6.8 0.0 +1.20D+0.50L+1.60S 1 2.02 15.00 8.06 8.06 19.14 0.53 6.75 phi*Vc<Vu 1.314 6.8 0.0 +1.20D+0.50L+1.60S 1 2.08 15.00 7.99 7.99 19.58 0.51 6.75 Phi'Vc<Vu 1.238 6.8 0.0 +1.20D+0.50L+1.60S 1 2.13 15.00 7.91 7.91 20.01 0.49 6.75 phi*Vc<Vu 1.162 6.8 0.0 +1.20D+0.50L+1.60S 1 2.19 15.00 7.84 7.84 20.44 0.48 6.75 phi*Vc<Vu 1.086 6.8 0.0 +1.20D+0.50L+1.60S 1 2.24 15.00 7.76 7.76 20.87 0.46 6.75 Phi*Vc<Vu 1.010 6.8 0.0 +1.20D+0.50L+1.60S 1 2.30 15.00 7.68 7.68 21.29 0.45 6.75 Phi*Vc<Vu 0.9344 6.8 0.0 +1.20D+0.50L+1.60S 1 2.35 15.00 7.61 7.61 21.71 0.44 6.75 Phi*Vc<Vu 0.8586 6.8 0.0 +1.20D+0.50L+1.60S 1 2.40 15.00 7.53 7.53 22.12 0.43 6.75 Phi'Vc<Vu 0.7827 6.8 0.0 +1.20D+0.50L+1.60S 1 2.46 15.00 7.46 7.46 22.53 0.41 6.75 phi*Vc<Vu 0.7069 §69of 720.0 +1.20D+0.50L+1.60S 1 2.51 15.00 -7.42 7.42 22.74 0.41 6.75 Phi'Vc<Vu 0.6690 6.8 0.0 Project Title: Hodge Engineering Foundation Calculations Engineer: John Hodge Project ID: Project Descr: Foundation Calculations Concrete Beam Project File:2021 General Footing Calculations.ec6 LIC#:KW-06019371,Build:20.24.03.04 HODGE ENGINEERING INC (c)ENERCALC INC 1983-2023 DESCRIPTION: 12"footing with 6" stem wall 1500 psf soil, 2500 psi concrete Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd +1. 0D+0.50L+1.60S 1 2.57 15.00 -7. 9 7.49 22. 3 0.42 6.75 phi*Vc<Vu 0.7448 6.8 0.0 +1.20D+0.50L+1.60S 1 2.62 15.00 -7.57 7.57 21.92 0.43 6.75 Phi*Vc<Vu 0.8207 6.8 0.0 +1.20D+0.50L+1.60S 1 2.68 15.00 -7.65 7.65 21.50 0.44 6.75 phi*Vc<Vu 0.8965 6.8 0.0 +1.20D+0.50L+1.60S 1 2.73 15.00 -7.72 7.72 21.08 0.46 6.75 Phi*Vc<Vu 0.9724 6.8 0.0 +1.20D+0.50L+1.60S 1 2.79 15.00 -7.80 7.80 20.66 0.47 6.75 phi*Vc<Vu 1.048 6.8 0.0 +1.20D+0.50L+1.60S 1 2.84 15.00 -7.87 7.87 20.23 0.49 6.75 phi*Vc<Vu 1.124 6.8 0.0 +1.20D+0.50L+1.60S 1 2.90 15.00 -7.95 7.95 19.80 0.50 6.75 Phi*Vc<Vu 120 6.8 0.0 +1.20D+0.50L+1.60S 1 2.95 15.00 -8.03 8.03 19.36 0.52 6.75 Phi*Vc<Vu 1276 6.8 0.0 +1.20D+0.50L+1.60S 1 3.01 15.00 -8.10 8.10 18.92 0.54 6.75 phi*Vc<Vu 1.352 6.8 0.0 +1.20D+0.50L+1.60S 1 3.06 15.00 -8.18 8.18 18.47 0.55 6.75 Phi*Vc<Vu 1.427 6.8 0.0 +1.20D+0.50L+1.60S 1 3.11 15.00 -8.25 8.25 18.03 0.57 6.75 phi*Vc<Vu 1.503 6.8 0.0 +1.20D+0.50L+1.60S 1 3.17 15.00 -8.33 8.33 17.57 0.59 6.75 phi*Vc<Vu 1.579 6.8 0.0 +1.20D+0.50L+1.60S 1 3.22 15.00 -8.40 8.40 17.12 0.61 6.75 Phi*Vc<Vu 1.655 6.8 0.0 +1.20D+0.50L+1.60S 1 3.28 15.00 -8.48 8.48 16.65 0.64 6.75 Phi*Vc<Vu 1.731 6.8 0.0 +1.20D+0.50L+1.60S 1 3.33 15.00 -8.56 8.56 16.19 0.66 6.75 phi*Vc<Vu 1.807 6.8 0.0 +1.20D+0.50L+1.60S 1 3.39 15.00 -8.63 8.63 15.72 0.69 6.75 Phi*Vc<Vu 1.883 6.8 0.0 +1.20D+0.50L+1.60S 1 3.44 15.00 -8.71 8.71 15.25 0.71 6.75 phi*Vc<Vu 1.958 6.8 0.0 +1.20D+0.50L+1.60S 1 3.50 15.00 -8.78 8.78 14.77 0.74 6.75 phi*Vc<Vu 2.034 6.8 0.0 +1.20D+0.50L+1.60S 1 3.55 15.00 -8.86 8.86 14.29 0.78 6.75 phi*Vc<Vu 2.110 6.8 0.0 +1.20D+0.50L+1.60S 1 3.61 15.00 -8.94 8.94 13.80 0.81 6.75 phi*Vc<Vu 2.186 6.8 0.0 +1.200+0.50L+1.60S 1 3.66 15.00 -9.01 9.01 13.31 0.85 6.75 phi*Vc<Vu 2.262 6.8 0.0 +1.20D+0.50L+1.60S 1 3.72 15.00 -9.09 9.09 12.81 0.89 6.75 phi*Vc<Vu 2.338 6.8 0.0 +1.20D+0.50L+1.60S 1 3.77 15.00 -9.16 9.16 12.32 0.93 6.75 Phi*Vc<Vu 2.413 6.8 0.0 +1.20D+0.50L+1.60S 1 3.83 15.00 -9.24 9.24 11.81 0.98 6.75 phi*Vc<Vu 2.489 6.8 0.0 +1.20D+0.50L+1.60S 1 3.88 15.00 -9.32 9.32 11.31 1.00 6.75 phi*Vc<Vu 2.565 6.8 0.0 +1.20D+0.50L+1.60S 1 3.93 15.00 -9.39 9.39 10.79 1.00 6.75 phi*Vc<Vu 2.641 6.8 0.0 +1.20D+0.50L+1.60S 1 3.99 15.00 -9.47 9.47 10.28 1.00 6.75 phi*Vc<Vu 2.717 6.8 0.0 +1.20D+0.50L+1.60S 1 4.04 15.00 -9.54 9.54 9.76 1.00 6.75 Phi*Vc<Vu 2.793 6.8 0.0 +1.20D+0.50L+1.60S 1 4.10 15.00 -9.62 9.62 9.24 1.00 6.75 phi*Vc<Vu 2.869 6.8 0.0 +1.20D+0.50L+1.60S 1 4.15 15.00 -9.69 9.69 8.71 1.00 6.75 Phi*Vc<Vu 2.944 6.8 0.0 +1.20D+0.50L+1.60S 1 4.21 15.00 -9.77 9.77 8.18 1.00 6.75 phi*Vc<Vu 3.020 6.8 0.0 +1.20D+0.50L+1.60S 1 4.26 15.00 -9.85 9.85 7.64 1.00 6.75 phi*Vc<Vu 3.096 6.8 0.0 +1.20D+0.50L+1.60S 1 4.32 15.00 -9.92 9.92 7.10 1.00 6.75 Phi*Vc<Vu 3.172 6.8 0.0 +1.20D+0.50L+1.60S 1 4.37 15.00 -10.00 10.00 6.56 1.00 6.75 phi*Vc<Vu 3.248 6.8 0.0 +1.20D+0.50L+1.60S 1 4.43 15.00 -10.07 10.07 6.01 1.00 6.75 Phi*Vc<Vu 3.324 6.8 0.0 +1.20D+0.50L+1.60S 1 4.48 15.00 -10.15 10.15 5.46 1.00 6.75 phi*Vc<Vu 3.399 6.8 0.0 +1.20D+0.50L+1.60S 1 4.54 15.00 -10.23 10.23 4.90 1.00 6.75 phi*Vc<Vu 3.475 6.8 0.0 +1.20D+0.50L+1.60S 1 4.59 15.00 -10.30 10.30 4.34 1.00 6.75 Phi*Vc<Vu 3.551 6.8 0.0 +1.20D+0.50L+1.60S 1 4.64 15.00 -10.38 10.38 3.77 1.00 6.75 Phi*Vc<Vu 3.627 6.8 0.0 +1.20D+0.50L+1.60S 1 4.70 15.00 -10.45 10.45 3.20 1.00 6.75 phi*Vc<Vu 3.703 6.8 0.0 +1.20D+0.50L+1.60S 1 4.75 15.00 -10.53 10.53 2.63 1.00 6.75 phi*Vc<Vu 3.779 6.8 0.0 +1.20D+0.50L+1.60S 1 4.81 15.00 -10.60 10.60 2.05 1.00 6.75 phi*Vc<Vu 3.855 6.8 0.0 +1.20D+0.50L+1.60S 1 4.86 15.00 -10.68 10.68 1.47 1.00 6.75 phi*Vc<Vu 3.930 6.8 0.0 +1.20D+0.50L+1.60S 1 4.92 15.00 -10.76 10.76 0.89 1.00 6.75 Phi*Vc<Vu 4.006 6.8 0.0 +1.20D+0.50L+1.60S 1 4.97 15.00 -10.83 10.83 0.30 1.00 6.75 Phi*Vc<Vu 4.082 6.8 0.0 Maximum Forces &Stresses for Load Combinations Load Combination Location(ft) Bending Stress Results (k-ft) Segment Span# along Beam Mu:Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 5.000 22.80 25.55 0.89 +1.40D Span#1 1 5.000 7.17 25.55 0.28 +1.20D+1.60L Span#1 1 5.000 7.54 25.55 0.30 +1.20D+1.60L+0.50S Span#1 1 5.000 12.61 25.55 0.49 +1.20D+0.50L 56 of 72 Span#1 1 5.000 6.58 25.55 0.26 +1.20 D Project Title: Hodge Engineering Foundation Calculations • Engineer: John Hodge Project ID: Project Descr: Foundation Calculations Concrete Beam Project File:2021 General Footing Calculations.ec6 LIC#:KW-06019371,BuiId:20.24.03.04 H DGE EN INEERIN INC (c)ENERCALC INC 1983-2023 DESCRIPTION: 12"footing with 6" stem wall 1500 psf soil, 2500 psi concrete Load Combination Location(ft) Bending Stress Results (k-ft) Segment Span# along Beam Mu:Max Phi'Mnx Stress Ratio Span#1 1 5.000 6.14 25.55 0.24 +1.20D+0.50L+1.60S Span#1 1 5.000 22.80 25.55 0.89 +1.20D+1.60S Span#1 1 5.000 22.37 25.55 0.88 +1.20D+0.50L+0.50S Span#1 1 5.000 11.65 25.55 0.46 +1.20 D+0.50 L+0.70S Span#1 1 5.000 13.68 25.55 0.54 +0.90D Span#1 1 5.000 4.61 25.55 0.18 Overall Maximum Deflections Load Combination Span Max.""DO (in).ocation in Span (ft Load Combination Max."+"Defl (invocation in Span (ft +D+S 1 0.0063 2.500 0.0000 0.000 57 of 72 Project Title: Hodge Engineering Foundation Calculations Engineer: John Hodge Project ID: Project Descr: Foundation Calculations Concrete Beam Project File:2021 General Footing Calculations.ec6 LIC#:KW-06019371,Build:20.24.03.04 HODGE ENGINEERING INC (c)ENERCALC INC 1983-2023 DESCRIPTION: 15"footing with 6" stem wall 1500 psf soil, 2500 psi concrete CODE REFERENCES Calculations per ACI 318-19, IBC 2021,ASCE 7-16 Load Combination Set: IBC 2021 General Information fc 1/2 = 2.50 ksi Phi Values Flexure: 0.90 fr= fc 7.50 = 375.0 psi Shear: 0.750 yJ Density = 145.0 pcf a 1 = 0.850 X LtWt Factor = 1.0 Elastic Modulus= 3,122.0 ksi Fy-Stirrups 40.0 ksi fy-Main Reber= 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# 3 Number of Resisting Legs Per Stirrup= Seismic Design Category= A D(3)S(7) D 0.07 L(0.28) D 0.225 S 0.45 • 5.0 ft 6"wx18"h Cross Section & Reinforcing Details Inverted Tee Section, Stem Width=6.0 in, Total Height= 18.0 in,Top Flange Width= 15.0 in, Flange Thickness=6.0 in Span#1 Reinforcing.... 244 at 3.0 in from Bottom,from 0.0 to 5.0 ft in this span 144 at 3.0 in from Top,from 0.0 to 5.0 ft in this span Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D =0.0150, S=0.030 ksf, Tributary Width= 15.0 ft, (Roof) Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=7.0 ft, (Floor) Point Load : D=3.0, S=7.0 k @ 2.50 ft DESIGN SUMMARY Design • Maximum Bending Stress Ratio = 0.895 : 1 Section used for this span Typical Section Mu:Applied 22.872 k-ft Mn•Phi:Allowable 25.551 k-ft Location of maximum on span 2.495 ft Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.003 in Ratio= 21667 —360.0 L Only Max Upward Transient Deflection 0.000 in Ratio= 0 <360.0 S Only Max Downward Total Deflection 0.005 in Ratio= 11269 >=180.0 Span: 1 :+D+S Max Upward Total Deflection 0.000 in Ratio= 0 <180.0 Span: 1 :+D+S Vertical Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 Max Upward from all Load Conditions 7.270 7.270 Max Upward from Load Combinations 7.270 7.270 Max Upward from Load Cases 4.625 4.625 D Only 2.645 2.645 58 of 72 +D+L 3.345 3.345 Project Title: Hodge Engineering Foundation Calculations Engineer: John Hodge Project ID: Project Descr: Foundation Calculations Concrete Beam Project File:2021 General Footing Calculations.ec6 LIC#:KW-06019371,Build:20.24.03.04 HODGE ENGINEERING INC (c)ENERCALC INC 1983-2023 DESCRIPTION: 15"footing with 6" stem wall 1500 psf soil, 2500 psi concrete Vertical Reactions Support notation :Far left is#1 Load Combination Support 1 Support 2 +D+S 7.270 7.270 +D+0.750L 3.170 3.170 +D+0.750L+0.750S 6.639 6.639 +0.60D 1.587 1.587 L Only 0.700 0.700 S Only 4.625 4.625 Shear Stirrup Requirements Entire Beam Span Length:Phi*Vc<Vu, Req'd Vs=4.174,Stirrups are not required. Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd +1.20D+0.50L+1.60S 1 0.00 15.00 10.92 10.92 0.00 1.00 6.75 Phi*Vc<Vu 4.174 6.8 0.0 +1.20D+0.50L+1.60S 1 0.05 15.00 10.85 10.85 0.59 1.00 6.75 Phi*Vc<Vu 4.097 6.8 0.0 +1.20D+0.50L+1.60S 1 0.11 15.00 10.77 10.77 1.19 1.00 6.75 Phi*Vc<Vu 4.020 6.8 0.0 +1.20D+0.50L+1.60S 1 0.16 15.00 10.69 10.69 1.77 1.00 6.75 Phi*Vc<Vu 3.943 6.8 0.0 +1.20D+0.50L+1.60S 1 0.22 15.00 10.62 10.62 2.35 1.00 6.75 Phi*Vc<Vu 3.866 6.8 0.0 +1.20D+0.50L+1.60S 1 0.27 15.00 10.54 10.54 2.93 1.00 6.75 Phi*Vc<Vu 3.789 6.8 0.0 +1.20D+0.50L+1.60S 1 0.33 15.00 10.46 10.46 3.51 1.00 6.75 Phi*Vc<Vu 3.712 6.8 0.0 +1.20D+0.50L+1.60S 1 0.38 15.00 10.39 10.39 4.08 1.00 6.75 phi*Vc<Vu 3.635 6.8 0.0 +1.200+0.50L+1.60S 1 0.44 15.00 10.31 10.31 4.64 1.00 6.75 phi*Vc<Vu 3.558 6.8 0.0 +1.20D+0.50L+1.60S 1 0.49 15.00 10.23 10.23 5.20 1.00 6.75 phi*Vc<Vu 3.481 6.8 0.0 +1.20D+0.50L+1.60S 1 0.55 15.00 10.15 10.15 5.76 1.00 6.75 Phi*Vc<Vu 3.404 6.8 0.0 +1.20D+0.50L+1.60S 1 0.60 15.00 10.08 10.08 6.31 1.00 6.75 Phi*Vc<Vu 3.327 6.8 0.0 +1.20D+0.50L+1.60S 1 0.66 15.00 10.00 10.00 6.86 1.00 6.75 Phi*Vc<Vu 3.250 6.8 0.0 +1.20D+0.50L+1.60S 1 0.71 15.00 9.92 9.92 7.40 1.00 6.75 Phi*Vc<Vu 3.173 6.8 0.0 +1.200+0.50L+1.60S 1 0.77 15.00 9.85 9.85 7.94 1.00 6.75 phi*Vc<Vu 3.096 6.8 0.0 +1.20D+0.50L+1.60S 1 0.82 15.00 9.77 9.77 8.48 1.00 6.75 phi*Vc<Vu 3.019 6.8 0.0 +1.20D+0.50L+1.60S 1 0.87 15.00 9.69 9.69 9.01 1.00 6.75 Phi*Vc<Vu 2.942 6.8 0.0 +1.20D+0.50L+1.60S 1 0.93 15.00 9.61 9.61 9.54 1.00 6.75 Phi*Vc<Vu 2.865 6.8 0.0 +1.20D+0.50L+1.60S 1 0.98 15.00 9.54 9.54 10.06 1.00 6.75 phi*Vc<Vu 2.788 6.8 0.0 +1.20D+0.50L+1.60S 1 1.04 15.00 9.46 9.46 10.58 1.00 6.75 Phi*Vc<Vu 2.711 6.8 0.0 +1.20D+0.50L+1.60S 1 1.09 15.00 9.38 9.38 11.10 1.00 6.75 Phi*Vc<Vu 2.634 6.8 0.0 +1.20D+0.50L+1.60S 1 1.15 15.00 9.31 9.31 11.61 1.00 6.75 Phi*Vc<Vu 2.557 6.8 0.0 +1.20D+0.50L+1.60S 1 1.20 15.00 9.23 9.23 12.11 0.95 6.75 phi*Vc<Vu 2.480 6.8 0.0 +1.20D+0.50L+1.60S 1 1.26 15.00 9.15 9.15 12.62 0.91 6.75 phi*Vc<Vu 2.403 6.8 0.0 +1.20D+0.50L+1.60S 1 1.31 15.00 9.08 9.08 13.11 0.87 6.75 phi*Vc<Vu 2.326 6.8 0.0 +1.20D+0.50L+1.60S 1 1.37 15.00 9.00 9.00 13.61 0.83 6.75 Phi*Vc<Vu 2.248 6.8 0.0 +1.20D+0.50L+1.60S 1 1.42 15.00 8.92 8.92 14.10 0.79 6.75 Phi*Vc<Vu 2.171 6.8 0.0 +1.20D+0.50L+1.60S 1 1.48 15.00 8.84 8.84 14.58 0.76 6.75 Phi*Vc<Vu 2.094 6.8 0.0 +1.20D+0.50L+1.60S 1 1.53 15.00 8.77 8.77 15.06 0.73 6.75 Phi*Vc<Vu 2.017 6.8 0.0 +1.20D+0.50L+1.60S 1 1.58 15.00 8.69 8.69 15.54 0.70 6.75 phi*Vc<Vu 1.940 6.8 0.0 +1.20D+0.50L+1.60S 1 1.64 15.00 8.61 8.61 16.01 0.67 6.75 phi*Vc<Vu 1.863 6.8 0.0 +1.20D+0.50L+1.60S 1 1.69 15.00 8.54 8.54 16.48 0.65 6.75 Phi*Vc<Vu 1.786 6.8 0.0 +1.20D+0.50L+1.60S 1 1.75 15.00 8.46 8.46 16.95 0.62 6.75 phi*Vc<Vu 1.709 6.8 0.0 +1.20D+0.50L+1.60S 1 1.80 15.00 8.38 8.38 17.41 0.60 6.75 Phi*Vc<Vu 1.632 6.8 0.0 +1.20D+0.50L+1.60S 1 1.86 15.00 8.31 8.31 17.86 0.58 6.75 phi*Vc<Vu 1.555 6.8 0.0 +1.20D+0.50L+1.60S 1 1.91 15.00 8.23 8.23 18.32 0.56 6.75 Phi*Vc<Vu 1.478 6.8 0.0 +1.20D+0.50L+1.60S 1 1.97 15.00 8.15 8.15 18.76 0.54 6.75 Phi*Vc<Vu 1.401 6.8 0.0 +1.20D+0.50L+1.60S 1 2.02 15.00 8.07 8.07 19.21 0.53 6.75 phi*Vc<Vu 1.324 6.8 0.0 +1.20D+0.50L+1.60S 1 2.08 15.00 8.00 8.00 19.65 0.51 6.75 Phi*Vc<Vu 1.247 6.8 0.0 +1.20D+0.50L+1.60S 1 2.13 15.00 7.92 7.92 20.08 0.49 6.75 Phi*Vc<Vu 1.170 6.8 0.0 +1.20D+0.50L+1.60S 1 2.19 15.00 7.84 7.84 20.51 0.48 6.75 phi*Vc<Vu 1.093 6.8 0.0 +1.20D+0.50L+1.60S 1 2.24 15.00 7.77 7.77 20.94 0.46 6.75 Phi*Vc<Vu 1.016 6.8 0.0 +1.20D+0.50L+1.60S 1 2.30 15.00 7.69 7.69 21.36 0.45 6.75 phi*Vc<Vu 0.9389 6.8 0.0 +1.20D+0.50L+1.60S 1 2.35 15.00 7.61 7.61 21.78 0.44 6.75 phi*Vc<Vu 0.8618 6.8 0.0 +1.20D+0.50L+1.60S 1 2.40 15.00 7.53 7.53 22.19 0.42 6.75 Phi*Vc<Vu 0.7848 6.8 0.0 +1.20D+0.50L+1.60S 1 2.46 15.00 7.46 7.46 22.60 0.41 6.75 Phi*Vc<Vu 0.7078 90ot 720.0 +1.20D+0.50L+1.60S 1 2.51 15.00 -7.42 7.42 22.80 0.41 6.75 phi*Vc<Vu 0.6693 6.8 0.0 Project Title: Hodge Engineering Foundation Calculations • Engineer: John Hodge Project ID: Project Descr: Foundation Calculations Concrete Beam Project File:2021 General Footing Calculations.ec6 LIC#:KW-06019371,Build:20.24.03.04 HODGE ENGINEERING INC (c)ENERCALC INC 1983-2023 DESCRIPTION: 15"footing with 6" stem wall 1500 psf soil, 2500 psi concrete Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd +1.20D+0.50L+1.60S 2.57 15.00 -7.50 7.50 22.40 0.42 6.75 Phi*Vc<Vu 0.7463 6.8 0. +1.20D+0.50L+1.60S 1 2.62 15.00 -7.57 7.57 21.98 0.43 6.75 Phi*Vc<Vu 0.8233 6.8 0.0 +1.20D+0.50L+1.60S 1 2.68 15.00 -7.65 7.65 21.57 0.44 6.75 Phi*Vc<Vu 0.9004 6.8 0.0 +1.20D+0.50L+1.60S 1 2.73 15.00 -7.73 7.73 21.15 0.46 6.75 Phi*Vc<Vu 0.9774 6.8 0.0 +1.20D+0.50L+1.60S 1 2.79 15.00 -7.80 7.80 20.72 0.47 6.75 phi*Vc<Vu 1.054 6.8 0.0 +1.20D+0.50L+1.60S 1 2.84 15.00 -7.88 7.88 20.30 0.49 6.75 Phi*Vc<Vu 1.131 6.8 0.0 +1.20D+0.50L+1.60S 1 2.90 15.00 -7.96 7.96 19.86 0.50 6.75 phi*Vc<Vu 1.209 6.8 0.0 +1.20D+0.50L+1.60S 1 2.95 15.00 -8.04 8.04 19.43 0.52 6.75 Phi*Vc<Vu 1286 6.8 0.0 +1.20D+0.50L+1.60S 1 3.01 15.00 -8.11 8.11 18.98 0.53 6.75 Phi*Vc<Vu 1.363 6.8 0.0 +1.20D+0.50L+1.60S 1 3.06 15.00 -8.19 8.19 18.54 0.55 6.75 phi*Vc<Vu 1.440 6.8 0.0 +1.20D+0.50L+1.60S 1 3.11 15.00 -8.27 8.27 18.09 0.57 6.75 Phi*Vc<Vu 1.517 6.8 0.0 +1.20D+0.50L+1.60S 1 3.17 15.00 -8.34 8.34 17.64 0.59 6.75 Phi*Vc<Vu 1,594 6.8 0.0 +1.20D+0.50L+1.60S 1 3.22 15.00 -8.42 8.42 17.18 0.61 6.75 Phi*Vc<Vu 1.671 6.8 0.0 +1.20D+0.50L+1.60S 1 3.28 15.00 -8.50 8.50 16.72 0.64 6.75 phi*Vc<Vu 1.748 6.8 0.0 +1.20D+0.50L+1.60S 1 3.33 15.00 -8.57 8.57 16.25 0.66 6.75 Phi*Vc<Vu 1.825 6.8 0.0 +1.20D+0.50L+1.60S 1 3.39 15.00 -8.65 8.65 15.78 0.69 6.75 Phi*Vc<Vu 1.902 6.8 0.0 +1.20D+0.50L+1.60S 1 3.44 15.00 -8.73 8.73 15.30 0.71 6.75 Phi*Vc<Vu 1.979 6.8 0.0 +1.20D+0.50L+1.60S 1 3.50 15.00 -8.81 8.81 14.82 0.74 6.75 phi*Vc<Vu 2.056 6.8 0.0 +1.20D+0.50L+1.60S 1 3.55 15.00 -8.88 8.88 14.34 0.77 6.75 phi*Vc<Vu 2.133 6.8 0.0 +1.20D+0.50L+1.60S 1 3.61 15.00 -8.96 8.96 13.85 0.81 6.75 Phi*Vc<Vu 2.210 6.8 0.0 +1.20D+0.50L+1.60S 1 3.66 15.00 -9.04 9.04 13.36 0.85 6.75 Phi*Vc<Vu 2287 6.8 0.0 +1.20D+0.50L+1.60S 1 3.72 15.00 -9.11 9.11 12.87 0.89 6.75 Phi*Vc<Vu 2.364 6.8 0.0 +1.20D+0.50L+1.60S 1 3.77 15.00 -9.19 9.19 12.37 0.93 6.75 phi*Vc<Vu 2.441 6.8 0.0 +1.20D+0.50L+1.60S 1 3.83 15.00 -9.27 9.27 11.86 0.98 6.75 phi*Vc<Vu 2.518 6.8 0.0 +1.20D+0.50L+1.60S 1 3.88 15.00 -9.35 9.35 11.35 1.00 6.75 Phi*Vc<Vu 2.595 6.8 0.0 +1.20D+0.50L+1.60S 1 3.93 15.00 -9.42 9.42 10.84 1.00 6.75 Phi*Vc<Vu 2.672 6.8 0.0 +1.20D+0.50L+1.60S 1 3.99 15.00 -9.50 9.50 10.32 1.00 6.75 phi*Vc<Vu 2.749 6.8 0.0 +1.20D+0.50L+1.60S 1 4.04 15.00 -9.58 9.58 9.80 1.00 6.75 phi*Vc<Vu 2.826 6.8 0.0 +1.20D+0.50L+1.60S 1 4.10 15.00 -9.65 9.65 9.28 1.00 6.75 phi*Vc<Vu 2.903 6.8 0.0 +1.20D+0.50L+1.60S 1 4.15 15.00 -9.73 9.73 8.75 1.00 6.75 phi*Vc<Vu 2.980 6.8 0.0 +1.20D+0.50L+1.60S 1 4.21 15.00 -9.81 9.81 8.21 1.00 6.75 Phi*Vc<Vu 3.057 6.8 0.0 +1.20D+0.50L+1.60S 1 4.26 15.00 -9.88 9.88 7.68 1.00 6.75 Phi*Vc<Vu 3.134 6.8 0.0 +1.20D+0.50L+1.60S 1 4.32 15.00 -9.96 9.96 7.13 1.00 6.75 phi*Vc<Vu 3.211 6.8 0.0 +1.20D+0.50L+1.60S 1 4.37 15.00 -10.04 10.04 6.59 1.00 6.75 Phi*Vc<Vu 3.288 6.8 0.0 +1.20D+0.50L+1.60S 1 4.43 15.00 -10.12 10.12 6.04 1.00 6.75 Phi*Vc<Vu 3.366 6.8 0.0 +1.20D+0.50L+1.60S 1 4.48 15.00 -10.19 10.19 5.48 1.00 6.75 Phi*Vc<Vu 3.443 6.8 0.0 +1.20D+0.50L+1.60S 1 4.54 15.00 -10.27 10.27 4.92 1.00 6.75 phi*Vc<Vu 3.520 6.8 0.0 +1.20D+0.50L+1.60S 1 4.59 15.00 -10.35 10.35 4.36 1.00 6.75 Phi*Vc<Vu 3.597 6.8 0.0 +1.20D+0.50L+1.60S 1 4.64 15.00 -10.42 10.42 3.79 1.00 6.75 Phi*Vc<Vu 3.674 6.8 0.0 +1.20D+0.50L+1.60S 1 4.70 15.00 -10.50 10.50 3.22 1.00 6.75 Phi*Vc<Vu 3.751 6.8 0.0 +1.20D+0.50L+1.60S 1 4.75 15.00 -10.58 10.58 2.64 1.00 6.75 Phi*Vc<Vu 3.828 6.8 0.0 +1.20D+0.50L+1.60S 1 4.81 15.00 -10.65 10.65 2.06 1.00 6.75 phi*Vc<Vu 3.905 6.8 0.0 +1.20D+0.50L+1.60S 1 4.86 15.00 -10.73 10.73 1.48 1.00 6.75 phi*Vc<Vu 3.982 6.8 0.0 +1.20D+0.50L+1.60S 1 4.92 15.00 -10.81 10.81 0.89 1.00 6.75 Phi*Vc<Vu 4.059 6.8 0.0 +1.20D+0.50L+1.60S 1 4.97 15.00 -10.89 10.89 0.30 1.00 6.75 Phi*Vc<Vu 4.136 6.8 0.0 Maximum Forces & Stresses for Load Combinations Load Combination Location(ft) Bending Stress Results (k-ft) Segment Span# along Beam Mu:Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 5.000 22.87 25.55 0.90 +1.40 D Span#1 1 5.000 7.24 25.55 0.28 +1.20D+1.60L Span# 1 1 5.000 7.61 25.55 0.30 +1.20D+1.60L+0.50S Span#1 1 5.000 12.68 25.55 0.50 +1.20D+0.50L 60 of 72 Span#1 1 5.000 6.65 25.55 0.26 +1.20D • Project Title: Hodge Engineering Foundation Calculations Engineer: John Hodge Project ID: Project Descr: Foundation Calculations Concrete Beam Project File:2021 General Footing Calculations.ec6 LIC#:KW-06019371,Build:2 .24.03.04 H DGE ENGINEERING INC (c)ENER ALC INC 1983-2023 DESCRIPTION: 15"footing with 6" stem wall 1500 psf soil, 2500 psi concrete Load Combination Location(ft) Bending Stress Results (k-ft) Segment Span# along Beam Mu:Max Phi'Mnx Stress Ratio Span#1 1 5.000 6.21 25.55 0.24 +1.200+0.50L+1.60S Span#1 1 5.000 22.87 25.55 0.90 +1.20D+1.60S Span#1 1 5.000 22.43 25.55 0.88 +1.20D+0.50L+0.50S Span#1 1 5.000 11.72 25.55 0.46 +1.20D+0.50L+0.70S Span#1 1 5.000 13.75 25.55 0.54 +0.90D Span#1 1 5.000 4.66 25.55 0.18 Overall Maximum Deflections Load Combination Span Max.""Dell (in).ocation in Span (ft Load Combination Max."+"Defl (in_ocation in Span (ft +D+S 1 0.0053 2.500 0.0000 0.000 61 of 72 • Project Title: Hodge Engineering Foundation Calculations Engineer: John Hodge Project ID: Project Descr: Foundation Calculations Concrete Beam Project File:2021 General Footing Calculations.ec6 LIC#:KW-06019371,Build:20.24.03.04 HODGE ENGINEERING INC (c)ENERCALC INC 1983-2023 DESCRIPTION: 18"footing with 8" stem wall 1500 psf soil, 2500 psi concrete CODE REFERENCES Calculations per ACI 318-19, IBC 2021,ASCE 7-16 Load Combination Set: IBC 2021 General Information fc 1/2 = 2.50 ksi Phi Values Flexure: 0.90 fr= fc 7.50 = 375.0 psi Shear: 0.750 W Density = 145.0 pcf p 1 = 0.850 a• LtWt Factor = 1.0 Elastic Modulus= 3,122.0 ksi Fy-Stirrups 40.0 ksi fy-Main Rebar= 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# 3 Number of Resisting Legs Per Stirrup= Seismic Design Category= A D(3)S(7) D 0.07 L 0.28 D 0.225 8(0.45) ---------------------------14M 5.0 ft 8"wx18"h Cross Section & Reinforcing Details Inverted Tee Section, Stem Width=8.0 in, Total Heiqht= 18.0 in,Top Flanqe Width= 15.0 in, Flanqe Thickness=6.0 in Span#1 Reinforcinq.... 244 at 3.0 in from Bottom,from 0.0 to 5.0 ft in this span 144 at 3.0 in from Top,from 0.0 to 5.0 ft in this span Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.0150, S=0.030 ksf, Tributary Width= 15.0 ft, (Roof) Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=7.0 ft, (Floor) Point Load: D=3.0, S=7.0 k @ 2.50 ft, (Point Load) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.868 : 1 Section used for this span Typical Section Mu:Applied 22.962 k-ft Mn Phi:Allowable 26.452 k-ft Location of maximum on span 2.495 ft Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio= 25683 >=360.0 L Only Max Upward Transient Deflection 0.000 in Ratio= 0 <360.0 S Only Max Downward Total Deflection 0.004 in Ratio= 16719 —180.0 Span: 1 :+D+S Max Upward Total Deflection 0.000 in Ratio= 0 <180.0 Span: 1 :+D+S Vertical Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 Max Upward from all Load Conditions 7.331 7.331 Max Upward from Load Combinations 7.331 7.331 Max Upward from Load Cases 4.625 4.625 D Only 2.706 2.706 62 of 72 +D+L 3.406 3.406 Project Title: Hodge Engineering Foundation Calculations Engineer: John Hodge Project ID: Project Descr: Foundation Calculations Concrete Beam Project File:2021 General Footing Calculations.ec6 LIC#:KW-06019371,Build:20.24.03.04 HODGE ENGINEERING INC (c)ENERCALC INC1983-2023 DESCRIPTION: 18"footing with 8" stem wall 1500 psf soil, 2500 psi concrete Vertical Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 +D+S 7.331 7.331 +D+0.750L 3.231 3.231 +D+0.750L+0.750S 6.699 6.699 +0.60D 1.623 1.623 L Only 0.700 0.700 S Only 4.625 4.625 Shear Stirrup Requirements Entire Beam Span Length:Phi*Vc<Vu, Req'd Vs=1.997,Stirrups are not required. Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd +1.20D+0.50L+1.60S 1 0.00 15.00 11.00 11.0 0.00 1.00 9.00 Phi*Vc<Vu 1.997 9.0 0.0 +1.20D+0.50L+1.60S 1 0.05 15.00 10.92 10.92 0.60 1.00 9.00 Phi*Vc<Vu 1.918 9.0 0.0 +1.20D+0.50L+1.60S 1 0.11 15.00 10.84 10.84 1.19 1.00 9.00 phi*Vc<Vu 1.840 9.0 0.0 +1.20D+0.50L+1.60S 1 0.16 15.00 10.76 10.76 1.78 1.00 9.00 phi*Vc<Vu 1.761 9.0 0.0 +1.20D+0.50L+1.60S 1 0.22 15.00 10.68 10.68 2.37 1.00 9.00 Ph1*Vc<Vu 1.682 9.0 0.0 +1.20D+0.50L+1.60S 1 0.27 15.00 10.60 10.60 2.95 1.00 9.00 Phi*Vc<Vu 1.604 9.0 0.0 +1.20D+0.50L+1.60S 1 0.33 15.00 10.53 10.53 3.53 1.00 9.00 phi*Vc<Vu 1.525 9.0 0.0 +1.20D+0.50L+1.60S 1 0.38 15.00 10.45 10.45 4.10 1.00 9.00 phi*Vc<Vu 1.447 9.0 0.0 +1.20D+0.50L+1.60S 1 0.44 15.00 10.37 10.37 4.67 1.00 9.00 phi*Vc<Vu 1.368 9.0 0.0 +1.20D+0.50L+1.60S 1 0.49 15.00 10.29 10.29 5.23 1.00 9.00 Phi*Vc<Vu 1.289 9.0 0.0 +1.20D+0.50L+1.60S 1 0.55 15.00 10.21 10.21 5.79 1.00 9.00 Phi*Vc<Vu 1.211 9.0 0.0 +1.20D+0.50L+1.60S 1 0.60 15.00 10.13 10.13 6.35 1.00 9.00 Phi*Vc<Vu 1.132 9.0 0.0 +1.20D+0.50L+1.60S 1 0.66 15.00 10.05 10.05 6.90 1.00 9.00 Phi*Vc<Vu 1.053 9.0 0.0 +1.20D+0.50L+1.60S 1 0.71 15.00 9.97 9.97 7.45 1.00 9.00 Phi*Vc<Vu 0.9748 9.0 0.0 +1.20D+0.50L+1.60S 1 0.77 15.00 9.90 9.90 7.99 1.00 9.00 phi*Vc<Vu 0.8962 9.0 0.0 +1.20D+0.50L+1.60S 1 0.82 15.00 9.82 9.82 8.53 1.00 9.00 phi*Vc<Vu 0.8176 9.0 0.0 +1.20D+0.50L+1.60S 1 0.87 15.00 9.74 9.74 9.06 1.00 9.00 Phi*Vc<Vu 0.7390 9.0 0.0 +1.200+0.50L+1.60S 1 0.93 15.00 9.66 9.66 9.59 1.00 9.00 Phi*Vc<Vu 0.6603 9.0 0.0 +1.20D+0.50L+1.60S 1 0.98 15.00 9.58 9.58 10.12 1.00 9.00 phi*Vc<Vu 0.5817 9.0 0.0 +1.201)+0.50L+1.60S 1 1.04 15.00 9.50 9.50 10.64 1.00 9.00 phi*Vc<Vu 0.5031 9.0 0.0 +1.200+0.50L+1.60S 1 1.09 15.00 9.42 9.42 11.16 1.00 9.00 phi*Vc<Vu 0.4245 9.0 0.0 +1.20D+0.50L+1.60S 1 1.15 15.00 9.35 9.35 11.67 1.00 9.00 phi*Vc<Vu 0.3459 9.0 0.0 +1.20D+0.50L+1.60S 1 1.20 15.00 9.27 9.27 12.18 0.95 9.00 Phi*Vc<Vu 0.2672 9.0 0.0 +1.20D+0.50L+1.60S 1 1.26 15.00 9.19 9.19 12.68 0.91 9.00 phi*Vc<Vu 0.1886 9.0 0.0 +1.20D+0.50L+1.60S 1 1.31 15.00 9.11 9.11 13.18 0.86 9.00 phi*Vc<Vu 0.110 9.0 0.0 +1.20D+0.50L+1.60S 1 1.37 15.00 9.03 9.03 13.68 0.83 9.00 phi*Vc<Vu 0.03137 9.0 0.0 +1.20D+0.50L+1.60S 1 1.42 15.00 8.95 8.95 14.17 0.79 9.00 Phi*lambda*sgrt in per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 1.48 15.00 8.87 8.87 14.66 0.76 9.00 Phi*lambda*sgrt in per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 1.53 15.00 8.80 8.80 15.14 0.73 9.00 Phi*lambda*sgrt in per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 1.58 15.00 8.72 8.72 15.62 0.70 9.00 Phi*lambda*sgrt in per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 1.64 15.00 8.64 8.64 16.09 0.67 9.00 phi*lambda*sgrt in per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 1.69 15.00 8.56 8.56 16.56 0.65 9.00 Phi*lambda*sgrt in per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 1.75 15.00 8.48 8.48 17.03 0.62 9.00 Phi*lambda*sgrt in per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 1.80 15.00 8.40 8.40 17.49 0.60 9.00 Phi*lambda*sgrt in per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 1.86 15.00 8.32 8.32 17.95 0.58 9.00 phi*lambda*sgrt in per 9.6.: 9.0 0.0 +1.200+0.50L+1.60S 1 1.91 15.00 8.25 8.25 18.40 0.56 9.00 Phi*lambda*sgrt in per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 1.97 15.00 8.17 8.17 18.85 0.54 9.00 Phi*lambda*sgrt,in per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 2.02 15.00 8.09 8.09 19.29 0.52 9.00 Phi*lambda*sgrt in per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 2.08 15.00 8.01 8.01 19.73 0.51 9.00 phi*lambda*sgrt,in per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 2.13 15.00 7.93 7.93 20.17 0.49 9.00 phi*lambda*sgrt in per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 2.19 15.00 7.85 7.85 20.60 0.48 9.00 Phi*lambda*sgrt in per 9.6.: 9.0 0.0 +1.201)+0.50L+1.60S 1 2.24 15.00 7.77 7.77 21.03 0.46 9.00 Phi*lambda*sgrt in per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 2.30 15.00 7.69 7.69 21.45 0.45 9.00 Phi*lambda*sgrt.in per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 2.35 15.00 7.62 7.62 21.87 0.44 9.00 phi*lambda*sgrt in per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 2.40 15.00 7.54 7.54 22.28 0.42 9.00 phi*lambda*sgrt in per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 2.46 15.00 7.46 7.46 22.69 0.41 9.00 Phi*lambda*sgrt in per 9.6.: 93)of 720.0 +1.20D+0.50L+1.60S 1 2.51 15.00 -7.42 7.42 22.89 0.41 9.00 Phi*lambda*sgrt in per 9.6.: 9.0 0.0 Project Title: Hodge Engineering Foundation Calculations Engineer: John Hodge Project ID: Project Descr: Foundation Calculations Concrete Beam Project File:2021 General Footing Calculations.ec6 LIC#:KW-06019371,Build:20.24.03.04 HODGE ENGINEERING INC (c)ENERCALC INC 1983-2023 DESCRIPTION: 18"footing with 8" stem wall 1500 psf soil, 2500 psi concrete Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd +1.20D+0.50L+1.60S 1 2.57 15.00 -7.50 7.50 22.49 0.42 9.00 phi*lambda*sgrt'in per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 2.62 15.00 -7.58 7.58 22.08 0.43 9.00 Phi*lambda*sgrt'in per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 2.68 15.00 -7.66 7.66 21.66 0.44 9.00 phi*lambda*sgrt'in per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 2.73 15.00 -7.73 7.73 21.24 0.46 9.00 Phi*lambda*sgrt'in per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 2.79 15.00 -7.81 7.81 20.81 0.47 9.00 phi*lambda*sgrt'in per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 2.84 15.00 -7.89 7.89 20.38 0.48 9.00 phi*lambda*sgrt in per 9.6. 9.0 0.0 +1.20D+0.50L+1.60S 1 2.90 15.00 -7.97 7.97 19.95 0.50 9.00 phi*lambda*sgrt in per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 2.95 15.00 -8.05 8.05 19.51 0.52 9.00 Phi*lambda*sgrt'in per 9.6. 9.0 0.0 +1.20D+0.50L+1.60S 1 3.01 15.00 -8.13 8.13 19.07 0.53 9.00 Phi*lambda*sgrt in per 9.6. 9.0 0.0 +1.20D+0.50L+1.60S 1 3.06 15.00 -8.21 8.21 18.63 0.55 9.00 Phi*lambda*sgrt'in per 9.6.: 9.0 0.0 +1.20D+0.501-+1.60S 1 3.11 15.00 -8.28 8.28 18.18 0.57 9.00 phi*lambda*sgrt in per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 3.17 15.00 -8.36 8.36 17.72 0.59 9.00 phi*lambda*sqrt iin per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 3.22 15.00 -8.44 8.44 17.26 0.61 9.00 phi*lambda*sqrt iin per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 3.28 15.00 -8.52 8.52 16.80 0.63 9.00 phi*lambda*sqrt lin per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 3.33 15.00 -8.60 8.60 16.33 0.66 9.00 phi*lambda*sgrt iin per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 3.39 15.00 -8.68 8.68 15.86 0.68 9.00 phi*lambda*sgrt'in per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 3.44 15.00 -8.76 8.76 15.38 0.71 9.00 Phi*lambda*sgrt in per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 3.50 15.00 -8.83 8.83 14.90 0.74 9.00 Phi*lambda*sgrt in per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 3.55 15.00 -8.91 8.91 14.42 0.77 9.00 Phi*lambda*sgrt in per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 3.61 15.00 -8.99 8.99 13.93 0.81 9.00 phi*lambda*sgrt'in per 9.6.: 9.0 0.0 +1.20D+0.50L+1.60S 1 3.66 15.00 -9.07 9.07 13.43 0.84 9.00 Phi*Vc<Vu 0.07068 9.0 0.0 +1.20D+0.50L+1.60S 1 3.72 15.00 -9.15 9.15 12.94 0.88 9.00 Phi*Vc<Vu 0.1493 9.0 0.0 +1.20D+0.50L+1.60S 1 3.77 15.00 -9.23 9.23 12.43 0.93 9.00 Phi*Vc<Vu 0.2279 9.0 0.0 +1.20D+0.50L+1.60S 1 3.83 15.00 -9.31 9.31 11.93 0.98 9.00 Phi*Vc<Vu 0.3065 9.0 0.0 +1.20D+0.50L+1.60S 1 3.88 15.00 -9.39 9.39 11.42 1.00 9.00 Phi*Vc<Vu 0.3852 9.0 0.0 +1.20D+0.50L+1.60S 1 3.93 15.00 -9.46 9.46 10.90 1.00 9.00 Phi*Vc<Vu 0.4638 9.0 0.0 +1.20D+0.50L+1.60S 1 3.99 15.00 -9.54 9.54 10.38 1.00 9.00 phi*Vc<Vu 0.5424 9.0 0.0 +1.20D+0.50L+1.60S 1 4.04 15.00 -9.62 9.62 9.86 1.00 9.00 Phi*Vc<Vu 0.6210 9.0 0.0 +1.20D+0.50L+1.60S 1 4.10 15.00 -9.70 9.70 9.33 1.00 9.00 Phi*Vc<Vu 0.6996 9.0 0.0 +1.20D+0.50L+1.60S 1 4.15 15.00 -9.78 9.78 8.80 1.00 9.00 Phi*Vc<Vu 0.7783 9.0 0.0 +1.20D+0.50L+1.60S 1 4.21 15.00 -9.86 9.86 8.26 1.00 9.00 Phi*Vc<Vu 0.8569 9.0 0.0 +1.20D+0.50L+1.60S 1 4.26 15.00 -9.94 9.94 7.72 1.00 9.00 phi*Vc<Vu 0.9355 9.0 0.0 +1.20D+0.50L+1.60S 1 4.32 15.00 -10.01 10.01 7.18 1.00 9.00 phi*Vc<Vu 1.014 9.0 0.0 +1.20D+0.50L+1.60S 1 4.37 15.00 -10.09 10.09 6.63 1.00 9.00 Phi*Vc<Vu 1.093 9.0 0.0 +1.20D+0.50L+1.60S 1 4.43 15.00 -10.17 10.17 6.07 1.00 9.00 Phi*Vc<Vu 1.171 9.0 0.0 +1.20D+0.50L+1.60S 1 4.48 15.00 -10.25 10.25 5.51 1.00 9.00 Phi*Vc<Vu 1.250 9.0 0.0 +1.20D+0.50L+1.60S 1 4.54 15.00 -10.33 10.33 4.95 1.00 9.00 Phi*Vc<Vu 1.329 9.0 0.0 +1.20D+0.50L+1.60S 1 4.59 15.00 -10.41 10.41 4.39 1.00 9.00 Phi*Vc<Vu 1.407 9.0 0.0 +1.20D+0.50L+1.60S 1 4.64 15.00 -10.49 10.49 3.82 1.00 9.00 Phi*Vc<Vu 1.486 9.0 0.0 +1.20D+0.50L+1.60S 1 4.70 15.00 -10.56 10.56 3.24 1.00 9.00 Phi*Vc<Vu 1.564 9.0 0.0 +1.20D+0.50L+1.60S 1 4.75 15.00 -10.64 10.64 2.66 1.00 9.00 phi*Vc<Vu 1.643 9.0 0.0 +1.20D+0.50L+1.60S 1 4.81 15.00 -10.72 10.72 2.08 1.00 9.00 Phi*Vc<Vu 1.722 9.0 0.0 +1.20D+0.50L+1.60S 1 4.86 15.00 -10.80 10.80 1.49 1.00 9.00 Phi*Vc<Vu 1.80 9.0 0.0 +1.20D+0.50L+1.60S 1 4.92 15.00 -10.88 10.88 0.90 1.00 9.00 Phi*Vc<Vu 1.879 9.0 0.0 +1.20D+0.50L+1.60S 1 4.97 15.00 -10.96 10.96 0.30 1.00 9.00 Phi*Vc<Vu 1.958 9.0 0.0 Maximum Forces & Stresses for Load Combinations Load Combination Location(ft) Bending Stress Results (k-ft) Segment Span# along Beam Mu:Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 5.000 22.96 26.45 0.87 +1.40D Span# 1 1 5.000 7.35 26.45 0.28 +1.20D+1.60L Span# 1 1 5.000 7.70 26.45 0.29 +1.20D+1.60L+0.50S Span#1 1 5.000 12.77 26.45 0.48 +1.20D+0.50L Span#1 1 5.000 6.74 26.45 0.25 64 of 72 +1.20D Project Title: Hodge Engineering Foundation Calculations Engineer: John Hodge Project ID: Project Descr: Foundation Calculations Concrete Beam Project File:2021 General Footing Calculations.ec6 LIC#:KW-06019371,Build:20.24.03. 4 HODGE ENGINEERING INC (c)ENERCALC INC1983-2023 DESCRIPTION: 18"footing with 8" stem wall 1500 psf soil, 2500 psi concrete Load Combination Location(ft) Bending Stress Results (k-ft) Segment Span# along Beam Mu:Max Phi'Mnx Stress Ratio Span#1 1 5.000 6.30 26.45 0.24 +1.20D+0.50L+1.60S Span#1 1 5.000 22.96 26.45 0.87 +1.20D+1.60S Span#1 1 5.000 22.52 26.45 0.85 +1.20D+0.50L+0.50S Span#1 1 5.000 11.81 26.45 0.45 +1.20D+0.50L+0.70S Span#1 1 5.000 13.84 26.45 0.52 +0.90 D Span#1 1 5.000 4.73 26.45 0.18 Overall Maximum Deflections Load Combination Span Max.""DO (in).ocation in Span (ft Load Combination Max."+"Defl (invocation in Span (ft +D+S 1 0.0036 2.500 0.0000 0.000 65 of 72 Hodge Engineering,Inc. Project Title: Hodge3733 Rosedale St.Suite 200 Engineer: Gig Harbor,WA 98335 Project ID: Project Descr: engineeringinc. Cantilevered Retaining Wall Project File:2021 Unrestrained Retaining Walls.ec6 LIC#:KW-06019371,Build:20.24.03.04 HODGE ENGINEERING INC (c)ENERCALC INC 1983-2023 DESCRIPTION: 2021 10' Unrestrained Wall Code Reference. Calculations per IBC 2021 1807.3,ASCE 7-16 Criteria Soil Data Retained Height = 10.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 Active Heel Pressure - 35.0 psf/ft = Height of Soil over Toe = 0.00 in = Water table above Passive Pressure = 300.0 psf/ft bottom of footing = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 0.00 in �l Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem (Service Level) Footing Type Spread Footing Base Above/Below Soil _ 0.0 ft Axial Dead Load = 200.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 400.0 Ibs (Strength Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in 66 of 72 Hodge Engineering,Inc. Project Title: 3733 Rosedale St.Suite 200 Engineer: Hodge Gig Harbor,WA 98335 Project De - Project Descr: engineering inc. Cantilevered Retaining Wail Project File:2021 Unrestrained Retaining Walls.ec6 LIC#:KW-06019371,Build:20.24.03.04 HODGE ENGINEERING INC (c)ENERCALC INC 1983-2023 DESCRIPTION: 2021 10' Unrestrained Wall Design Summary Stem Construction Bottom Stem OK Design Height Above Ftf ft= 0.00 Wall Stability Ratios Wall Material Above"Ht" = Concrete Overturning = 2.53 OK Design Method = SD SD SD SD SD Sliding = 1.51 OK Thickness = 8.00 Global Stability = 1.47 Rebar Size = # 5 Rebar Spacing = 8.00 Total Bearing Load = 6,101 Ibs Rebar Placed at = 6 in ...resultant ecc. = 6.63 in Design Data Eccentricity within middle third fb/FB+fa/Fa = 0.892 Soil Pressure @ Toe = 1,448 psf OK Total Force @ Section Soil Pressure @ Heel = 417 psf OK Service Level Ibs= Allowable = 1,500 psf Strength Level Ibs= 3,003.6 Soil Pressure Less Than Allowable Moment....Actual ACI Factored @ Toe = 2,027 psf Service Level ft-#= ACI Factored @ Heel = 584 psf Strength Level ft-#= 10,351.5 Footing Shear @ Toe = 44.2 psi OK Moment.....Allowable = 11,598.2 Footing Shear @ Heel = 21.5 psi OK Allowable = 75.0 psi Shear.....Actual Service Level psi= Sliding Calcs Strength Level psi= 41.7 Lateral Sliding Force = 2,191.7 Ibs Shear.....Allowable psi= 61.2 less 100%Passive Force - 876.0 Ibs Anet(Masonry) in2= less 100%Friction Force =_ - 2,440.5 Ibs Wall Weight psf= 100.0 Added Force Req'd = 0.0 Ibs OK Rebar Depth 'd' in= 6.00 ....for 1.5 Stability = 0.0 Ibs OK Masonry Data Vertical component of active lateral soil pressure IS fm psi= NOT considered in the calculation of soil bearing Fs psi= Solid Grouting = Load Factors Modular Ratio'n' _ Building Code Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.600 fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 67 of 72 Hodge Engineering,Inc. Project Title: Hodge3733 Rosedale St.Suite 200 Engineer: Gig Harbor,WA 98335 Project ID: Project Descr: engineeringinc. Cantilevered Retaining Wall Project File:2021 Unrestrained Retaining Walls.ec6 LIC#:KW-06019371,BuiId20.24.03.04 HODGE ENGINEERING INC (c)ENERCALC INC 1983-2023 DESCRIPTION: 2021 10' Unrestrained Wall Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcina Horizontal Reinforcina As(based on applied moment): 0.4049 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options One layer of: Two layers of Required Area: 0.4049 in2/ft #4@ 13.89 in #4@ 27.78 in Provided Area: 0.465 in2/ft #5@ 21.53 in #5@ 43.06 in Maximum Area: 0.9754 in2/ft #6@ 30.56 in #6@ 61.11 in Footing Data Footing Design Results Toe Width = 2.67 ft Lm 1:1291 KU Heel Width = 3.33 Factored Pressure = 2,027 584 psf Total Footing Width = 6.00 Mu':Upward = 6,462 2,828 ft-# Footing Thickness = 10.00 in Mu':Downward = 535 5,441 ft-# Mu: Design = 5,927 2,612 1,608 ft-# Key Width = 8.00 in phiMn = 12,849 6,985 3,388 ft-# Key Depth = 19.00 in Actual 1-Way Shear = 44.23 21.51 34.02 psi Key Distance from Toe = 2.67 ft Allow 1-Way Shear = 53.88 43.09 48.27 psi fc = 2,500 psi Fy = 60,000 psi Toe Reinforcing = #5 @ 8.00 in Footing Concrete Density = 150.00 pcf Heel Reinforcing = #4 @ 10.00 in Min.As% = 0.0018 Key Reinforcing = #4 @ 12.00 in Cover @ Top 3.00 @ Btm: 3.00 in Footing Torsion,Tu = 0.00 ft-Ibs Footing Allow.Torsion,phi Tu = 0.00 ft-Ibs If torsion exceeds allowable,provide supplemental design for footing torsion. Other Acceptable Sizes&Spacings Toe: #4@ 9.23 in,#5@ 14.30 in,#6@ 20.30 in,#7@ 27.69 in,#8@ 36.46 in,#9@ 46.15 in,#10@ 58.61 in Heel:#4@ 11.11 in,#5@ 17.22 in,#6@ 24.44 in,#7@ 33.33 in,#8@ 43.88 in,#9@ 55.55 in,#10@ 70.55 in Key: #4@ 13.88 in,#5@ 18 in,#6@ 18 in,#7@ 18 in Min footing T&S reinf Area 1.30 in2 Min footing T&S reinf Area per foot 0.22 in2 rft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in 68 of 72 Hodge Engineering,Inc. Project Title: 3733 Rosedale St.Suite 200 Engineer: Hodge Gig Harbor,WA 98335 Project Project De Descr: engineering inc. Cantilevered Retaining Wall Project File:2021 Unrestrained Retaining Walls.ec6 LIC#:KW-060193T1,BuiId:20.24.03.04 H DGE ENGINEERING INC (c)ENERCALC INC 1983-2023 DESCRIPTION: 2021 10' Unrestrained Wall Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres(ab water tbl) 2,053.8 3.61 7,416.6 Soil Over HL (ab.water tbl) 2,929.7 4.67 13,676.7 HL Act Pres(be water tbl) Soil Over HL (bel.water tbl) 4.67 13,676.7 Hydrostatic Force Water Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = 137.9 5.42 746.8 Surcharge Over Heel = 106.5 4.67 497.3 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= 200.0 3.00 600.7 Added Lateral Load = `Axial Live Load on Stem = 400.0 3.00 1,201.3 Load @ Stem Above Soil = Soil Over Toe = _ Surcharge Over Toe = Stem Weight(s) = 1,050.0 3.00 3,153.5 Earth @ Stem Transitions= Total = 2,191.7 O.T.M. = 8,163.4 Footing Weight = 750.0 3.00 2,250.0 Key Weight = 158.3 3.00 475.5 Resisting/Overturning Ratio = 2.53 Vert.Component = Vertical Loads used for Soil Pressure= 6,101.1 Ibs Total= 5,194.5 Ibs R.M.= 20,653.7 'Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.070 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil 69 of 72 Hodge Engineering,Inc. Project Title: • 3733 Rosedale St.Suite 200 Engineer: Hodge Gig Harbor,WA 98335 Project Project De Descr: engineering inc. Cantilevered Retaining Wall Project File:2021 Unrestrained Retaining Walls.ec6 LIC#:KW-06019371,Build:20.24.03.04 HODGE ENGINEERING INC (c)ENERCALC INC 1983-2023 DESCRIPTION: 2021 10' Unrestrained Wall Rebar Lap & Embedment Lengths Information Stem Design Segment:Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for#5 bar specified in this stem design segment(25.4.2.4a)= 21.36 in Development length for#5 bar specified in this stem design segment= 16.43 in Hooked embedment length into footing for#5 bar specified in this stem design segment= 0.00 in As Provided= 0.4650 in2/ft As Required= 0.4049 1n2/ft 70 of 72 Hodge Engineering, Inc. Project Title: 3733 Rosedale St.Suite 200 Engineer: Hodge Gig Harbor,WA98335 Project De 1p Project Descr: ' engineering inc. Cantilevered Retaining Wall Project File:2021 Unrestrained Retaining Walls.ec6 LIC#:KW-06019371,Build:20.24.03.04 HODGE ENGINEERING INC (c)ENERCALC INC 1983-2023 DESCRIPTION: 2021 10' Unrestrained Wall 8"w/#5 @ 8" Clear Cover: 1.6875"10'-0 10'-6" • " • #508in • • • 3" Toe 3„ #4@12in 1'-7„ Center On Key #4Q10" Q Heel 2'-8" 8" 2'-8" 2'-8" 3'-4" 6'-0" 71 of 72 r Hodge Engineering,Inc. Project Title: 3733 Rosedale St.Suite 200 Engineer: Hodge Gig Harbor,WA 98335 Project ID: Project Descr: engineeringinc. Cantilevered Retaining Wall Project File:2021 Unrestrained Retaining Walls.ec6 LIC#:KW-06019371,Build:20.24.03.04 HODGE ENGINEERING INC (c)ENERCALC INC 1983-2023 DESCRIPTION: 2021 10' Unrestrained Wall 40.00psf DL=200,LL=400*,Ecc=O" 1 Pp= 876.04# 2192# Lateral earth pressure due to the soil BELOW water table n � o n ti d. 72 of 72 Name .SUI1'IP/.1 e 1 Parcel — l3LD# bVXQ4-ov� z57 Mason County Department of Community Development S Stormwater Management Application/Worksheet (page 1 of 2) 00�n County Code,Title 14,Chapter 14.48 a stormwater site plan is required whenever a building application is or residential development,or redevelopment',with more than 2,000 square feet of impervious surface . C 'Redevelopment means,on an already developed site,the creation or addition of impervious surfaces,stri31�je rEnE D including construction,installation or expansion of a building or other structure,and/or replacement of impervious surface that is not part of a routine maintenance activity,and land disturbing activities associated with structural or impervious rp�igy�lop�eut 2Common impervious surfaces include,but are not limited to,rooftops,walkways,patios,driveways,parking lots TTor storage areas, concrete or asphalt paving,gravel roads,packed earthen materials,and oiled,macadam or other surfac6 4'FJcW1A� %pS1Vti%--t natural, fil tion o stormwater.O en,uncov red retention/detention facilities shall not be considered as impervious surfaces. To Calculate Imp erviou Surfaces Please Complete This Table Surface Type Length X Width = Area "All dimensions in feet Buildings X = X = D Measurements for buildings are taken at the X _ perimeter of the farthest projections(example: eaves/gutters) X = Driveways = I`J X = Length of drive begins at the right of way X = Parking Areas X = X = Any paved,gravel or packed area per definition above table X = Patios/Walks X _ Any paved, gravel or packed area per definition X above table X = Others X (� _ X = If the total impervious area of the proposed site X = development is greater than 2000 square feet a Small Parcel Stormwater Site Plan is Required Total Impervious Surface Area(sum of all areas) If the Total Impervious Surface Area is LESS THAN 2000 Square Feet,please read,acknowledge and sign below. Based Upon the information you have provided a Stormwater Site Plan IS NOT required for this development activity. Owner/Builder/Agent Acknowledges that submission of inaccurate information may result in a stop work order or permit revocation. Acknowledgement of such is by signature below.I declare that I am the owner,owner's legal representative,or the contractor.I further acknowledge that the information provided is accurate and employees of Mason County are granted access to the above- described property for review and inspection as may be required. Owner/Agent/Contractor(circle one)Dat If the Total Impervious Surface Area is GREATER THAN 2000 Square Feet, please Tread,acknowledge and sign the information provided on page 2 of 2. Page 1 of 2 R 4 Name Parcel# BLD# Mason County Department of Community Development Small Parcel Stormwater Management Application/Worksheet (page 2 of 2) Based Upon the information you have provided a Stormwater Site Plan IS Required for this development activity. Title 14,Chapter 14.48 of the Mason County Code(MCC)regulates compliance requirements for Stormwater Management in this jurisdiction.A complete copy of the ordinance can be found on the Mason County website: httpHwww.co.mason.wa—us/code/commissioners/index.htm Please follow the links to "Title 14, Chapter 14.48 Stormwater Management". Regulated activities shall be conducted only after Mason County Public Works approves a stormwater site plan (Mason County Code Title 1.4 Chapter 14.48 section 14.48.70).You will receive a copy of the Public Works document entitled"Managing Storm Drainage on Small Lots,The Small Parcel Stormwater Site Plan".This document will assist you in preparing the necessary information and plans for Public Works to review and approve. Per Department of Public Works this document will constitute an approved plan if all of the relevant details* are to be installed in their entirety AND no part of the stormwater system adversely affects any septic system (see Environmental Health information below). If an alternative system is to be used a plan will need to be submitted to Public Works for approval. A design by a registered professional may be required for more complex sites. *These details are found in the document Managing Storm Drainage on Small Lots, The Small Parcel Stormwater Site Plan on the pages that begin with"Handout" PLEASE INITIAL BELOW TO INDICATE THE STORMWATER MANAGEMENT PLAN FOR THIS SITE A) The relevant details from Managing Storm Drainage on Small Lots, The Small Parcel Stormwater Site Plan will be installed in their entirety AND the system will be located as not to adversely affect any septic systems on this,or any other,parcel. B) An alternative plan and/or professional design will be submitted to the Department of Public Works for approval AND the system will be located as not to adversely affect any septic systems on this,or any other,parcel. If you have further questions pertaining to parcel drainage and stormwater management Mason County's Public Works Department can provide additional instructions, guidance and examples.(Section 14.48.130)contact Public works at: Phone: (360)-427-9670 EXT.450 Mail:P 0 Box 1850, Shelton WA 98584 Physical: 415 N 6th St,Shelton WA 98584 If this development has,or will have,a septic/drainfield system you may need to contact Mason County Division of Environmental Health to ensure that the stormwater system will not adversely affect the septic system of this,or any other,parcel.You may also wish to consult with the septic design professional involved with the project.Mason County Division of Environmental Health can be reached at: Phone: (360)-427-9670 EXT. 352 Mail:P 0 Box 1666, Shelton WA 98584 Physical:426 W Cedar St, Shelton WA 98584 A condition will be added to the building permit that states,in part,that all conditions the stormwater site plan will be met prior to a request for final inspection of the building permit. Owner/Builder/Agent Acknowledges that submission of inaccurate information may result in a stop work order or permit revocation. Acknowledgement of such is by signature below.I declare that I am the owner,owner's legal representative,or the contractor.I further acknowledge that the information provided is accurate and employees of Mason County are granted access to the above- described property for review and inspection as may be required. X Owner/Agent/Contractor(circle one)Date: Page 2 of 2 4 (' MASON COUNTY Mason County Permit Center Use: COMMUNITY SERVICES ADV ad Building,Planning,Environmental Health,Community Health 615 W.Alder St.—Bldg.8,Shelton,Wa 98584 Date Rcvd Phone:(360)427-9670 ext.352♦Fax:(360)427-7798 Fee: $130.00 Request for Administrative Variance for Reduction in the Required Setbacks For administrative review, the minimum variance on a setback request is 5 feet from the side yard lot lines and 10 feet for front and rear lot lines or any access easement. Request for further reduction requires a standard variance. Setbacks are measured from the furthest projection of the structure, including roof eaves and gutters. Applicant/Owners: 4— Mailing Address: nn City: �C'Q�F� State: Zip: pC Telephone: '"7_ `7 7/ / Email: If this reduction is tied to a building permit,please give permit case number. sl.n o`Z - 00 �l Parcel Number(s): n 6 Zoning Rr( kt-e- Site Address: CD t�' 15�&- Requested setback variance: 16 ft. ❑ Front ❑ Rear Side ft ❑ Front ❑ Rear ❑ Side ft. ❑ Front ❑ Rear ❑ Side ft ❑ Front ❑ Rear ❑ Side Front Setbacks-From access easements and road right of ways. Minimum 10 feet. Rear Setbacks-From the rear property line. Minimum 10 feet. Side Setbacks-From the side property line. Minimum 5 feet except for certain shoreline designations. An illustrated site plan is required. Your site plan must show the following: north arrow, abutting street or easements, and set backs to all property lines and existing buildings, slopes, surface water, wetlands, critical areas, septic,well and driveway. Show all proposed new development. FRONT AND OR REAR YARD REDUCTION REQUESTS: For existing lots of record as of March 5, 2002; You must meet one of the following: 1) One of the following exists on the lot(check all that apply): ❑ a) steep slopes,wetlands, or streams present; ❑ b) soils that restrict building or septic development; ❑ c) lot width at the front yard line of no more than 50 feet; ❑ ) lot size of no more than one-fourth acre; e) existing improvements of buildings, septic systems, and well areas. SIDE YARD REDUCTION REQUESTS: For existing lots of record as of March 5, 2002; You must meet one of the following: 2) One of the following exists on the lot(check all that apply): ❑ a) steep slopes,wetlands, or streams present; ❑ b) soils that restrict building or septic development; ❑ c) lot width at the front yard line of no more than 50 feet; ❑ d) lot size of no more than one-half acre; ❑ e) existing improvements of buildings, septic systems, and well areas. Explain how these circumstances preclude a reasonable development proposal from meeting the setback standard for Rural Residential 2.5, 5, 10, or 20 zones. Owner/Agent(please indicate) Signature Date Official Use Only Approved by: Date Denied by: Date Reason for denial: �2021 IBC LATERAL ANALYSIS AND SITE CRITERIA HOLDO4N SCIEDULE GRAVITY LOAD ENGINEERING WRo "°" ""` "°" �EaAL6eTE ` ow `"°�' 6E «* FeTe ROOF SNOW SPEED EVOSI/R OESIOeI tlASS GIFOORT FER pepoO m REPORT PFA lSYRI SPECTRAL SPECINAL ELgATIVe K•Ofl /lCNOR ECLI6 =LOM M GTEQ(S1Y OWTIER P'ER OWNPF OWNER RESPONSE 51 pEWONSE SA IUL6 ECKAD PROJECT NUMBER:240129 zsPSF sTMPH c D D 11 <ssx NONE NONE sr o.sas¢ issog i�Fr Np■.NMT1lER431v wEpbptyrTon)eTwe FOR: RED DOOR DESIGN&BUILD " 08TA1NE°P■a"'D'nsac"°"sT"'EA"s"""o""'AOENaEs wxs-OPlelm56W IVA HN a&#,"ww. PLAN: RENOLDS GARAGE 4".Ef 0' av m N.Ormam" *TEx6CREe"14W4 c N3U6•R tiotw vw WA m UNO. e0uM O3v- MftlER 8 WA t30}1 � NO W), TO 6.6 ML WWW U . w"- lame W j 0 6w4v wA (3►.11IW .*TO 6.e MR 3m. uNa.- coot-es Peeae N4N= To• W srw4o cmpt-36Ov ti 611o6IP(30)W! WA wA 0 I P67CI953-3660' Pee IAE WA W1 F6TC6603-M6v PER FPR = WA VA G -- - C714-245V f■ r,)6e FA 00 WA KIA Z --_ NOLDOIW NOTE$, �� .. 'U WTAU ALL&EM 410 R6 PER r~ACTWM WTRI1QW x)ALL FETAL C04ECTM COn3G H IXM UN rWO&--TFEATM U 6HALL BE SFIP9LN f y yp C y Z-MW,TRFLE ZNC COATED.OR HOT DIPPED OALvAWZW FCR CORRO&CN PRMCTO, '3)E MMriCH UN NON-6""CN 4NO40RD ON EHiNZ"APPROVAL tjay�€} dI 2 55 E W 6TWWK)MTALLATKN AT Itr JORT LOCATICN5 MY(R).RM J016T) IN a-6 p fill to! - - - FOOTING PAD 5CHEDULE �p Pe&A FOR 15"PSP SOIL BE AR C i g tS;[`it POSITIVE POST F TO FOOTWG C/.J�CTION IIRp r 4 24'.x4'.0' R I I W/(7)V EACH WAY B L_J P0066T r1m I.�N I ® I 6Yr4) EACH WAY CAPACI. TY POS --� POET PER RAN L 36 U I ® I L V EACH U14T 1 i uK CAP6GITl' L__J F`OBT PER PLAN 42 r--- 42'4'2- WAT 1 1 I ■ I 16DK CAPACITY -rl 14 F`O6T PER PLAN � -_J a) 4D v �j 46•.46 -� I I M E V EACH LAY 01 I ■ I xx cAPAGITr � .J I I POET PER PLAN I 11 I ( LEGEND ( I I POINT LOAD KE7 I ''1 4S'MAX STEM W i =a - ��� m QWN • YMul EEICs1t I I I j4 r 1 )ODL` � � ( STRIP BBRJG 4R.UALL DE5Kd1ATOR ^,- 2 O ENGINEER lid DOWJ.'STRAP {V y E+ Eyw TAIL TOR Q Q II II J y % 1 DETAIL CALL-IXIT Q'zb'MTERIORSTRIPFOOIMG STH 14 V(2)14 ROAR REQUIRED. I PL +''� Dl 0 Z 41 {{� ( I o Whim —_ —__ I I Garage I I CONCRETE PATIO N AGGREGATE BASE 4'CONCRETE U-45 I ; OTHERSAND BY I ( I ( 5LOFE GARAGE SLAB TO A DRAM OR VEHICLE ENTRY DOORWAY.CONTNJCUS I I I BUILDING ( ( I FOOTING ILV(2)64 REBAR AT DOOR OPENM65. I I ( CODE 2021 IBC ( (IBC 4061.4-GARAGE FLOOR 5URFACES) I WIND 1 I i I SSNON-5TR)CTURAL SLAB ON-GRADE SEISMIC DESIGN ( _ NO REINFORCEMENT REQUIRED ( ( I CATEGORY p BY THIS ENGINEERING I I ROOF SNOW REI FORMIENT RECOM'IENDED TO �.� OAD z5 PSF ( L I REDUCE CRACKING SUCH AS 03 IEBAR -- - - — -[ AT 11.ON CENTER AND CONTROL JONT5. ( f.. 21 J ENG.r.E JC4N H. 'ALIGN 5TMIWALL DATE 012214 REVIEW ii ZACK C. L. �. _i.__.- — — — L_ _ _ .-. _.J ANALYST ._. - I ...__ ____ i. _.____ .._. 16 — — — — — — I I — _ r_ T _� � SHEET JGE 0 D RHD14 STZ14 L ___J Si4Du STHDI4 L __ J MOW STHD14 SM14 , STHD14 , C S 1 IF NEEDED-USE o � d DETAIL 26/02 FOR STEM WALLS OVER OF A G 1 SHEETS 48'LNLESS NOTED JECT NUMBER OIFERIMSE 2s FOUNDATION PLAN ENGINEERING-; 37886 � 240128 DL&D2 ✓ ` DO NOT SCALE(1/4•-I') P COPY RIG:IT(fr:024 FgCGE EIJGINEERMG.INC. 12021 IBC LATERAL ANALYSIS AND SITE CRITERIA Roof 51�ATFiIAIG SCH1EDULeel (GRAVITY LOAD ENGINEERING 5® • PER D L " 2a'oc.TRl1SS/R4FTERS LEGEND M c11TEGOw ONNFA paoO m OWNm RESPONSE s1 REENSE 5.i irK1P LDAD W*"L PAN RPTNG POINT L04D KEi x �> PROJECT NUMBER: 240129 2sPSF 97MPH C D D R <ss% NONE NONE 12 0.5 Ls50g 14FT To, "'Q0e°" o�! FOR: RED DOOR DESIGN & BUILD VAWESOBTAINED MOM(URISMUON,STATE-AND P/ATIONAL AGEWES —-- PLAN: RENOLDS GARAGE �� ,w TUD/COLLFNI TRIFFIER � ry'� Lao D!£dN04 PowBOICLLAR To IiDGF DE51CllATOR L�J,�y' I JOIST tlEfN�dAJR;Rf. ExN1PLE5 ARJA4LL DEOrWATOR i NOLDOIiN/ETRAP E5<41ATOR C OETdIL CALL-OU tt yp t {#gglp§s G A4E1t, 8 � =f� INSTALL TRJ55 UPLIFT CCNNECTORS PER DETAIL NIF 4/DI USING TRU55 ¢ MAACTuRER'S UPLIFT VALUE5 ;a D (NOT AVAILABLE AT TIME OFTHIS ENGINEERING),PROVIDE MFR ROOF " 3 TO HODGE ENGINEERING FOR UPLIFT CONNECTOR REQUIREMENTS U G PROVIDE ALL FINAL SHOP DRAWINGS TO HODGE ENGINEERING AS SOON AS COMPLETED. IF DESIG ER5 DRAWINGS DIFFER 5TRICTLRALLT FROM SHOPS ADDITICNAL ENGINEERING WILL BE REQUIRED. INSTALL AND BRACE JOISTS AND TRUSSES PER WHEN RAISED PC'�4 MANUFACTURER HEEL TRUSS v 1 6 7a 20 O �� d� --- - -- ------ter"----------- -- ------ -- -----� x 1 - - ----- - - - -- -- - ---OPTION OF of --- -- — ------ 1 �Aj (1)DTT2ZNLIEU I rr-- - ---- ---- ------------ -- __- - --- --�� I --- 1 -- I- OF(2)DTTTZ I II i i i II 23 j Ij i i i �I I 1 i I I I j SHEATHED ATTIC TRIM BOTTOM C44MS TO EXTERIOR WFORo T III I O Lu M LATERAL N II I O co 1 1 I I I I 1 I I LJ I CO to ld C4 I -- ca Q ti co NCN-BEARN.3 miLL --- co -------------1---------------------L------- --__ — kE I "°"-sEdRRIGwA L n 2 O - 1 1 MFR GIRDER I vs W 3 O. ' 4-- I O 1� 1 19 aQ LATERAL IST RESTRAINT AT '2�j L� I r I — ---: -----I-- A '3162 LBBPOINT -- ------ A I � _ 1 NITERVEDIATE SUPPORT I s EACH _ I DECK ` j ' r ; 5 • LOAD FROM R1 w I Q J H Q aRe r ; 1 !SEISMIC DESIGN 1 -------- LEDGER I U410 HU612 I ®N I ,Uyp I O 0 J uj P i cA1EGORY D R501.T) i �� HUbi2 ' a I MJbp I I O 0 w --- ----- co SIO°g' X ; Garage i 3/4'TIG UNBLOCKED 1 4 DF^ 1a� ' ' a ' i Q N PLYWOOD OR 055 GIL£D AND 2xlo PT HF^. I � L r— 3-2 xD-n GLa rR3J — ° I I a NAILED WiBd•b'AT ib'oc WLU5210Z 2x D MFR GIRDER TO o ruu I DIAPHRAGM BPANEL EDGES AND U3J �10 J P J SUPPORTED PMJEI.EDGES � I -+�--- ----Fu`�'I Bo U OOrTI I Q�}----- ------ l5DPW5 TABLE 41G 1 a I I � f I y I I, Y1 i CO 20211BC 'l Icn -------------- I 9UPPORTi3252 �� — _ I I o , "- UAL•( I Na+ Q4LL I ` -r+a+=aeaR ew l I I SiFR)Rt 400m I i nw I FROM U2 f J I I I�� I a I i LB PORK LOAD I z I 1 1 I DESIGN D f , FROM R3 I I ' /rlr; I 11- xl I 1 379>� SNOW ----- •,; HUb@ ----, I I I ' 1- ' pi TTPICAI ••� I 1I 1 18 AT ALL x %P5F r •�.�.�• s4r 047'sLe rue S'EATLED BOTTOM CH ATTIC TWJ55 , , I I ENDS ENa PE ,or►(H II I ORDS To I1 1 L o _ 1 BATE EXTERIOR WALLS FOR 1 � i LATERAL STABILITY 042224 I 1 N REVIEW OPTION OF s(1)DTt zaac C. LIEU I 1 L — '°_ _ _ h I ANALYST ,v -- 1 OF(2)DTrQ I L— — C E C-- G--J-� JOE4 3:✓1'xl0-V)'GLS/UE; axE GP2�uT; 3•i:Zk14f-V!'/J R(i16+ " SHEET STUDS SNAIL BE CONTINUOUS FROM SOLE PLATE TO TOP PLATE(IRC 6023) 2 OF 6 SHEETS EXAMPLE OF ATTIC TRU55 DORMER PROJECT NUMBER FRAMING PROPOSE BY ENGINEER 240129 UPPER FLOOR FR,4�1ING CzR4'V1T-1' LOAD ENGINEERING ROOF FRAMING GRAVITY LOAD ENGINEERING PROVIDEFINAL �D�"I"GS R DO NOT 5C,4LE(I/4'•I') DO NOT SC4LE(I/4'.I') COMPARISON COPT RI r1 EQU 0DCaE EN'.xININEERRG,ANC. 2021 IBC LATERAL ANALYSIS AND SITE CRITERIA ROOF SHEATHING SCHEDULE SHEAR WALL NAILING SCHEDULE �•=-O'•EBP GRAVITY LOAD ENGINEERING RWFSPDR E-sff `Esoe � CATVoR. � m w o�w`s` , L sa'O.C.T,zuss/RaFrERs 6�A,,,�LL APARAm N,�60, ,�OCI�a h,rnTa D,L,� LOAO M GlE00R'I 011111ER PER OWNEA 01YNEA R[SPOT.E SI RESPONSE Soi QIOII LOAD NCfEIAL MIN RATING LABS BIEAiNMY+ W.AMS ADAOPiCPLATE TO PLAiWM TO ([P YdIAEbi PROJECT NUMBER:240129 9TMPH D D E <sax NONE NONE 32• 0.585g L650g 14Fr u+TOJ TISgOE88 SAES FFos3) FOR RED DOOR DESIGN& BUILD °" °aT""E°�°"' "'�T"'E""°"""�""L"°�'°� "OM w-6.O h5no w-6, G ;, "/3 2. " PLAN: RENOLDS GARAGE La.DPENOX-6PERPOOKTLARt06� Q E'er eaFpOG a 7 h68 TD Kd+{'OG � w 2w 310163Q JOtlT If:N EDff 61PPORT. p RWIr.IWAu ® w'•� ad•3.OG (=)h STRD *d+A'OG WNd-*,Mb1P+=4'OG ASP/i! OE6DE FN' IV fl.dL yl ® I TA6•ooe ere•.xoG G 6� da•E'OG (J)].Snp Md F1'OL UP4 FE.'OG R.•B•Or_ HO/� NTH6 6 Bd+3'OL. (_)h SiLp Wd+4'OL. L/P{•W'OG LO, ,,0 9SOlB10 ^ _ - _ -- .__ SMEAR WALL VOTE6 •� (U 06TALL PANELS YER(ICALLY -••"_,,••_• fL WERE 61EATNNG E APPLIED ON BOTN MDES O WALL,PANEL EDGE JON15 ON 2Y�.SW,W1 BE STA[!#RED W JONB ON TWE OPPOSE SM ARE NOT LOCATED ON TWE WE 6A" ( E yp p ...._ (31 BLOCKM 16 REQNED AT ALL PANEL ED6E6. •� (U gpypjE YEAR 16ALL 6WEAINN4 Alp NALLA.FOR nE EN'TIRRE LEN GTN OF TWE WALLS IDKATED ON nE PLANS ENDS 6- 9 IJN EL P 5 Lef OF RILL WEGHT WALL6 ARE DENCKITED BY EKMINCR O THE 5U LD/IG,COFRIDOW IWp ..OR•YbRYATe OR AS ... DE64HATED ON THE FLANK.5EE PLANS FOR NpD•'W REQ1Re866 1 1 1 1 1 1 (5)4"T4W,EDGE N41.S REUARED MALL NOLDCAUI"M fi)NTedEDIATE NRRAI.TO ME 93 D PIN"M15M FELD NA06 6 Q'OC L LE%NOTED OTERR6E. (V BASFJ ON OIN'.HN'llK NALS WED TO ATTdCiW RPAN'E.4A°S DIRECTLY TO FRA•MP.II5E 013P,7-N'LOIG ' ��• C€0 N"n a WBW NAX TNQ3tW 6NEAnYG. SSi ll 8 i S (6)oft on" HAY ME USED N LEJ GF U NNATERAL WERE PLATE(L ATTALNQO5 CFY 5PE :31 R A CF NAI-fl PR%VE DOMLE kW,RFM CR EQAL ATTACH PER MAILfl 31114 L MO)ANCHOR BOLTS WAL.aE PROMM V STEEL PLATE WANERSY.'.3',3',B 5M ANGWORS A MNMNH OF 1-MO T.F CONCRETE (1)PfEG&U E TREATED MATERW h CAN CAL6E EXCE96A£CORRONOI N TWE FASTENERS,PROYDE 80-2EM WLYNIIED(ELECM PLATM NOT MW'MED)NALLB AND CONNECTOR PLATE5 lFRAPM A<AX-6.ETC-'FOR ALL „yl CONNECTORS N CONTACT WTN PRES&J E TREATED FRAME.PITIXft Spt R fQl AS AN OPTHON TO FRA IN6.UPS B:EAnM.S TO EXTEND FROM PIDBLL TO TOP OF DOMLE TOP HATE FOR BBCAE F STORY,AND PROM ItD54Li TO MDDLE O 51RIGTIRAL RPI FOR TWO 14 6TORY STFArT RE6 SEE SWEAR NAL/. BIEDI.SECTION DUAL (B;V PLYYDCD SWEAT"MAT BE LEM N PLACE CF TWE J(•'05B%EAT"PR?IpED n T ALL SW SPALNG 16 16' OG HUC (A)50 SWEYEALL WX1RES 4-VJ•PLATE WAMER fE)54EARU4IL DEWiNATED WA AN A5TEKIK W MAY BE SHEATIM 4M PERFOR1AYCE CATFGM,1,16 5HART PANEL U n-A OR by NAME PANEL M,OM-60N MAMP(STANDARD NBTALLATMOL MAY BE BIEBTWED FOR ANCHOR B4T.WE N'AS 5PAC8. H HOLMIN SCHEDULE SMP6CN PRODUCT MSION!" - MOM Nr ER ----. W'm BOLTS � UPACZ- NASA SCIM6 .rl HUD•P PEMM R AJAo, (u}6D6 Y.1]S'70(z)SIID6 - 1-I WDW-OF PBLEt 5"S. WA ' SB SreF14 UHO. N NVO-W MIDER SSW WA !=OHOSIi'.P}'TO(_)6TIDS B6T076(U 0.TBW4 O C!US-OF MIM TS1V MN UNO. `�-�""M� WA iwlw6Y•�ETO6MM11 Seiw W10. K1Y•CF PBtE!WW Syl WOW.w M 91"she• WA !36>•6D6 Y.4=RH'To&*MN 6BYJ0'WW. N WDRA-DF MEMBER NAIY ST H 6TND"T4DNRJ-3600N fLSTJDD W(30)IW WA WA \_• MS AM-31W PER NR WA wa 9 MSTC6AB3-441a PBR PAE WA WA C4W-=4BV fb)Sd EAOW END WA W4 5WI HOLDM NOTES, 0(I)WALL ALL SWEAR AI .W E C"M PER M Al:MJR NBTRCTIO6 N !21 ALL PETAL WhIEGTORS COMA.N CONTACT WTH P E5&IIE TREATED W 6NALL BE 5P1P()OH = O 7~.TRIPLE ZND COATED.OR NOT DIPPED GALYANI=ED FOR C0006"F'WMCTIOI ` LU I !))&MtlT.UTION WTN NON-61'P64N ANCMM WTH E3.INEER6 APPROYAL V N (� F———————— O I Z 4 (4)6ngRJ AGTALLATICH AT W X16T LOCATKW OLY M.RM JWT) m y W Q P L ND = Q p POINT LOAD KEY Y/ W rw=r o � za A.o �w I TRMPTER ;DESIGNATOR Ol% y ' L———————— CAI 'EXAIMPLE3 ■ O O aT H Bonus Room � p 2 o m ,SHEARWALL DE61GNATGX2 sblage Garage C'� ti p W SWI E 01�6TRA 01 STUDS SHALL BE CONTINUOUS FROM SWI " " N ---------- ------ $OLE PLATE TO TOP PLATE(IRC 6023: �— --- 'DE A L-OUT BUILDING ell 1 CODE 21D2118C 16 Dl WIND EXP. C T MN SEISMIC DESIGN CATEGORY D r--------� R I----------I I---------1 OOM SNOW LOAD 25 PSF I 1 I ( I I I I I I I I THDI4 ENc.P.E. JOIN H. I i I 1 I i SWI 15 SW DATE i REVIEW PiYJ24 i I I I I I ATTIC SPACE SHEAR CARRIED TO LOWER ANALYST ZAM G 16 16 WALL BY TRUSS.ADDITIONAL SHEAR F JOE ®STHpk STHDI4 STNDI4 �STWP14 STHDk STNCJi4 5DO14 STHDH4® LOADING ACCOUNTED FOR IN ANALYSIS. SHEET ��'WI SHEAtH GABLE END AS 511R �eF O C 2 24 S3 3 OF 6 SHEETS 378M PROJECT NUMBER CIS'Tt1�F FPF ♦ w sao� -',AI00 NsFLEOOR LATERAL ENGINEERING 3''o�G.NAI�GCON�TINUOUS SILL oo F ER FLOOR LATERAL ENGINEERING �SIGjl("- FN TYPICAL ALL EXTERIOR WALLS SHEATH ALL EXTERIOR WALLS ASQWLE55 NOTED OTHER145E. SHEATH ALL EXTERIOR WALLS ASQWLE56 NOTED OTHERWSE ADA16T CRA&L SPACE VENTS TO BE W MMIYIll AWAY FROM WOLD006 CAPY RIGHT(.ERW,, rlCJDGE FJNGINEERMG,IlrL. 10 b O WATER HEATER 7a� 5 I Io 2x BLOCKW. '1 !T\SI•EATHMG PER ROOF O 2 WATER HEATER SEISMIC O SM--C N LSTA12 W/.148x1-VJ' 1 `J%EATIM AGGER SHEET U8' O STRAPS LOCATED V3 AWAY '4r",'- OI MANFACTU ED ROOF NAIL6 f0�£R 514<ATNNG) MIN GAP.EDGE CLIPS FROM TAN,CAP AD BASE. TRUSS WITH ENERGY HEEL RECOMMENDED FOR 24/i 3 OLAG BOLT PER SEISMIC (F PRESENT) O NOTCH RAPER FOR RIDGE O RATED SHEATHING WITH STRAP MR ANCHOR NTO SHEAR OR SMART SIDE PER PLAN T �` 2X STUD 4 PLACES © ©PLAN WAl1 NAILIG PER 3 ®RAIIMPSCt•!LST41i W/JbBxl-I!!• © 2 rid NA +6'o.C.AT O 2 4 DRYWALL O /16.OBB O . PANEL BLOCKS W!8d• RIDGE BEAM PER PLAN O'BIRD BLOCKING' ® ©2X STIDWALL 6'o INTO DOUBLE TOP 9 � SHEATHING BREAK S-E - 3 O RD ©LRUZ HANKER NNO) l�/ U EXTEND WALL LFEATN NG PLATE N TOP CHORD BI ©�T FLUTE ACTIVE MTERIOR PERSPECTIVE EXTERIOR BLOCK. R117�iE TO TOP OF DOUBLE TOP Q PLATE PER 2 O ® SFEATi4w. PLAN O CD RAFTER PER FLAN O SIIMPSONI NI•EACH TRUSS • O ©ANOIOR BASE i0 WALL ROOF WV Sd•b•m INTO BIRD ®TAIL CUT PER PLAN 5-V2' 4 OR RAFTER 4 BLOCK BLOCKNG. MINIMUM THO*IESS PERPENDICUTE LAR TOP O `}_ O SII'P8ON HI CLIP.TYPICAL. ® O 2.BEVELED BLOCK-M. \ R 54 FOR MULTI PLY Z PLAN VIEW a AT ALL TR155 BOTTOM 3 O TOENALED OO � � CHORD TO DOUBLE TOP TO PLATE W/10d BOX NAILS MFR TRESSES.I4'OL.W! Pq S `Ll I'LATE INTER5EGTIOJS $ •b'OL. I ©NAIL ROOF SHEATHIN pp 4 5 y 6 5 2'6'MAX OVERHANG WAD ♦' g 3 s = O 2 y ©9Oflt TRIAL \ / FOR PANEL EDGES AID UOL. IF O$MPSON A35 EACH RAFTER SWAT.FIELD 3 RIDG CONNECTION OPTION I( aE� RAFTER CONNECTION TO O BIRDS-MN CUT NOT TO : 1 ©USING 50 5HEAI WALL � cip��g¢��riv 10 TRUSS SECTION 7a TOP PLATE PAL PAST FACE OF TOP 5 SCHEDULE 1 p a£k 81s Z WATER HEATER STRAPPING RAISED HEEL TO SHEAR WALL CONNECTION D RAFTER CONNECTION ROOF SHEATHINCs Di 11 8 6 /—— 2 a— 2x SOLE PLATE TO RIM ID CUT TOP PLATE OR DROP \ (�SCHEDULE ELE SHEARI'ALL BEAM DO NOT CUT BEAM • \ e ATE 2 CI DOUBLE TOP PLATE ALL CONCRETE SLABS WILL EXHIBIT SOME DEGREE OF CRACKING. LARGER CRACKS AFC O TO 3/4 FLOOBR SHETATHIHINGROOF FRAMER PER ROOFOI DUE TO SITE PREPARATION, SHRINKAGE, CONCRETE MIX, RAPID DRYING, CONCRETE FRAMING DETAIL AMD FLOOR TO RMC,5IMPSON ST22 OR 22•CS14 STRENGTH, LACK OF CONTROL JOINTS, LACK OF ADEQUATE STEEL REINFORCEMENT, 3 FLOOR JOIST u Wi(18)10d OR DROP BEMs IU7 ROOF SHEATHING PERI CUNCONTROLLED DRAINAGE, AND OTHER FACTORS. THE OWNER AND BUILDER ARE TO \. O �SHEATHIJG 2 40. CONTINUOUS TOP Ma ATE. RI1 AT TOP PLATE.)STRAP MAY BE PLACED ON NAVE AN UNDERSTANDING GF WHAT IS AN ACCEPTABLE LEVEL CF GRACKFNG AND ON THE � 16d AT 8'ot.ruxoJSIDE CF TOP PLATE EXPENSE OF CRACK CONTROL. O �I / T/16'0.5J3 SHEATHNG2 TOENAIL JOIST TO TOP (6)16d NAILS O UWx HF 4 STUDS AT ©PLATE EACH SIDE to- (6) O *'Or-(UN.D)V48d NAILS Sd SHEATHING TO STUD © ®(2)Ibd NAr S•16'OL. IF SOILS ARE IN DOUBT CONSULT A GEOTECHNICAL ENGINEER O 3/8'MMIMM EDGE Q ©PER 5HEARUALL DISTANCE (0 ©��PER 517E PREPARATION: DO NOT USE EXISTING SITE SOILS AS FILL UNLESS DIRECTED 4 sCWDULe DM 2X TOP PLATE I TOP O ©2X CRIPPLES OTHERWISE BY A GEOTEC14NICAL ENGINEER CONCRETE SLABS ARE TO BE POURED ON 0 STRUCTURAL I-U"4'RI+ I I �PLATE TO STUD W422) (�} 16d.I6•O.C. $ ®W.7U.VOD FILLER MOISTENED UNDISTURBED COF'IPETENT NATIVE SOILS. DO NOT PLACE CONCRETE ON � .`( � TIP i (AS REOUIFED) UNCONTROLLED FILL LOOSE SOILS AND UNCONTROLLED FILL WILL COMPACT UNDER THE O5 3/a'TG suB FLcale 1 ®2x STUD ® 0 HEAVER PER PLAN WEIGHT OF CONCRETE AND CAUSE EXCESSIVE GRACKING. USE COMPACTED AGGREGATE QD' O MULTIPLE STUDS FOR 09 ®(2)6a NAILSUCH BASE COURSE(ABC)FILL S AS PEA GRAVEL WHEN FILL IS NEEDED. GRANULAR FILL IS FLOOR JOIST PER PLAN POINT LOAD FROMABOVE TO EXTEND 5 FEET FROM THE FOUNDATION WHEN USED. ik�' ®SGUASN BLOCKS OD DOUBLE 2X TRITER TRITER D8 O NOT USED IRED R ALL .... MIL FOR>6'OPENING UNO. $ LOACS SHRINKAGE AND CONCRETE MIX: SLABS CAN SHRINK AS ITCH AS I INCH PER 100 FEET. 0 CONTIN OU5 FULL HEIGHT ® RIM BOARD TO FLOOR Q NO STRAP REQUIREDIFTHIS SHRINKAGE PULLS THE SLAB APART LEAVING MULTIPLE CRACKS. CONCRETE DOES ®VERTICAL OSB. BREAK I JOIST WITH If Wd CONTINIoue TOP PEA 11 NOT REQUIRE MUCH WATER TO ACHIEVE MAXIMUM STRENGTH. EXCESS WATER MAKES BET EENI TOP PLATE$ 2 Q BEAM AND HEADER END SUPPORT CONCRETE EASIER TO PLACE BUT GREATLY DECREASES STRENGTH AND LEADS TO r mslu�DOWN OVER FLOOR`:O FLOOR CONNECTION D . W O 12 ` SHRINKAGE DURING EYAF'ORA7ION _ O O Q 2x STUD WALL PER PLAN m 0 W N BLOCK ALL PANEL EDGES NOT LANDNG ON I. In RAPID DRYINGCONCRETE REQUIRES THE PROPER AMOUNT OF W4TER TO ACHIEVE 2x MEMBER oj) Q O FooTING MAXIMUM STRENGTH, CONCRETE THAT IS ALLOWED TO DRY RAPIDLY WILL NOT RETAIN 2Q CONCRETE SLAB PER PLAN Qi TOP/BOTTOM PLATE TO 2) THE REQUIRED MOISTURE TO CURE PROPERLY AND WILL ALSO EXPERIENCE DRYING © 10 STIRS WY(2)wd TIIPoI OO VAPOR BARRIER I C FOOTING CORNER SHRINKAGE. TO MINIMIZE CRACKING ALLOW TIME TO WATER CURE SLABS, USE WET / NAILS TYP.(3)wd THIdJ PER PLAN! ., 7t�� COVER%S,AND/OR FILM SEAL. CONCRETE POURED IN TI4E SUN OR WIND 15 ESPECIALLY IRD II NAIL FOR SUB,SW4(8a 1 ®2x PT W ANIC,�BOLTS t/) W 3 Fool NG CORNER FOOTING T 2 sTEMu uL CORNER AT RI5K PONDIIi 15 ESPECIALLY EFFECTIVE AT PREVENTING RAPID DRYING. \ SEAR WALLS 2 PER SHEAROALL SCHEDULE Lu 0 Q a FI 2x PT MTJD SILL WITH O 4 HORIZONTAL.AT J-HOOK CONCRETES ANCHOR BOLTS PER a I AND 12'O.C.24'STEM SHOWN Q: Q 3 3m'nwmuJM LAP SPLICE T PROPERLY CUED SLABS OF HIGHER 57REN�TH CONCRETE HAVE SHEAR WALL TABLE y O LE55 .,RACKING THAN LOW STRENGTH CONCRETE. USING A HIGHER STRENGTH MIX IS A (MIN OF 2 PER PLATER ©F COLD L DO ADD 4 Q O J LOW COST METHOD OF REDUCING CRACKING. \ WITHIN W OF ANY 1 OO VERTICAL DOWELS.36 Q Z W W O 4 N ® ON CENTER EXTEND TO 3' Q m VERTICAL RBAR NOT CORNER)MN 5'FRp'M Jl 6 OF FOOTING BABE AND k' W a suouN FOR cLAPoTr CONTROL JOINTS: CONCRETE CRACKS WILL TEND TO BE IN CONTROL JOINTS AND NOT AS // S $ Mx INTO STEMUwLL(UNO) W � N PER3PErnvE OVERVIEW 014 VISIBLE AS UNCONTROLLED CRACKS. JOINTS SHOULD BE$TO 12 FEET APART. ®�rnED PER •IL=_; T '2)-4 CENTERED IN FOOTING C 2Q STEEL REINFORCEMENT: REBAR HELIX MICRO FIBER WELDED WIFE MESH (WIM) AND 13 DROP JOIST$,uERE $ - ®FmTIG AND ROOF DRAINS IF I I O BUILDING FIBER-MESH WILL HELP KEEP CRACKS FROM OPENING AND SLAB FROM SHIFThJG. AS A �� •, SPECRED PER PLAN REWIRED BY JURISDICTION STEM WALL CORNER STEM WALL T MINIMUM SOME REINFORCEMENT SHOULD BE USED IF LARGE CRACKS ARE CONSIDERED MIN FOUNDATION DIMENISION 09 NATIVE UNDISTURBED SOIL CODE 2021 IBC UNDESIRABLE. STRUCTURAL FILL PER WIND �. ,. I' NutiBER Cf Ft00R5 WIDTH THICN�•1E55 I WIDTH OR ... . . SUPFtORTED BY FOOTNY-PF FOOTNG OF FOOTING _Of Si@I..... EXP. C 9T MF5% __ • 12 / .._•- ! I FLOOR G 6' 8' FROST DEPTH BY SEISMIC DESIGN UNCONTROLLED DRAINAGE:CONTROL DRAINAGE TO AVOID UNDERMINING THE SLAB. DO / � / JURISDICTION CATEGORY D NOT ALLOW PONDING NEAR THE FOUNDATION BY SLOPING THE GRADE AWAY FROM THE / 3 R OOR e B RDOF SNOW 12 STRUCTURE. 8 —' 6 IBC TABLE Wel 3 LOAD 5 PSF ONGF_ETE CORNERS BUILDER AND OWNER TO PLAN FOR CONCRETE SLAB CRACKS 5HEARWALL NAILING AND BUILDING SECTION FOUNDATIaJ WIT:I SLAB FLOOR JOIST OR ENG.P.E. JOIN N. 13LANDRG 9 4 7 QI DRIVEWAY APPROACH PER 4 / O FASTENER PER PLAN DATE O O2x4 LEDGER L(2)10d.6' ARCHITECTURAL SHETS I 042224 O.C. O I GYPSUM WALL BOARD O STUD To MATCH GIRDER PLY(UNO REVIEWY ' O(3)2x12 STRNGERS, NSTALLED W5d COOLER ©GARAGE SLAB PER PLAN ON SNGNEERNG SHEETS) ZACK C. 4 .0.MAX SPACING NAILS•S'OC.OR TYPE S MINIMUM MATERIAL• _w_� .._ - SAD SOREWS•16,or- ALLOWABLE UPLIFTS ANALYST ® ® IQ DIAGON&BETWEEN RISE . ©CONiMJ0U8 REBAR FASTENERS IflSiP 3 AND RUN (I16d NAIL•12'OC.(UNOJ b (RE ED FOR SOX 6CfElU 485 ® I ®UPPER FLIGHT OF STARS C) CRACK C40NTROL) ••' SUPPORTED ON 3/4 TAG b 8d NAILED.b'OL O8d NAIL•12'OL.ON ALL - .© ®COMPACTED SANO)GRAVEL .-., FRAMING MB'BERS NOT AT 2 ' ® .NAVEL EDGES Q'OL. • ..1.. H� FIELD __� ��•r�PANEL E*JCES(UNOI 5 ©CONTINUOUS BUILDING T 9 y ©2x4 TNPoJST BLOCK WLtOd _ v - STUD MAY v CORERON OF - N. FOOTING,PER FOOTING Sp•PSCN LGT2 SIMPSON MST u✓HDJ LG - 25(3)PLY 8 •6'OL.NAIL TO LANDING ?..: • DETAIL - _ 2 ® TIG SU�L.00R O 8d NAIL JOIST •6'O.C.ALL WOL O W PER PLAN MKsT!2A'LY— 40 N FRAMING MEMBERS AT • 2 © I Y PANEL EDGES N k'O.C. - 3 (2)VGTR.(2.RY 3 . ®2x8 LN•DIG JO8T8 !VSIDE CORNER : (VNit(1.PI.Y 355 ON ALL FRAMING 2'O.C. B QO Mod.b'O.C.RIM TO NOT AT PANEL EDGES V\ V, � �� WvOT MPLY IT0 OTOP RATE ®LSC AT TOP N A356 0 ©Sd NAIL.b'OL.(ALL `,. :.+ } HGT-2 f2.PLY Z379ifi �4 { STRINGERS SPANNING OVER ON0�S EDC#SXuxo) SNRI•Y�R TO REST 6 ___.4j PANEL •� x'_ 'Y IS7F. MOTION nw•r,wm,a,ann..uw xx.....xx...... Cl STEPS MUST BE SUPPOR'Ep �� ON LEDGER PDX6 BEAM CN 4X4 POTS. Q2x TREADS W!(3)10d O e ,WTR& OOP1'RICx11T®2024 POST TO B'CLNCRETE FOOTN3 EACH STRkY#R OR 5TlDWALL 13 6 OUTRIDE CORNER DUAL 9 '/ BIPecN VG�(2)NDU41N6TALLATiON 941�Y4 4 HONE E G NEERMG,INC. $a 26 22 lbd MFR-,ABLE END TRUSS14 IMIN"LETKatN FACE OF FOOTING 40'M DOIL OP O O o( .E N PLAN) AND SITE WORK ARE T1E RESPON51B5 ATE S LITT O µF THE BWLDER 2 HOP OF SLOPE 2 O ICAL REPORT 2.Si1.D UTALL •O 2X SOLE PATE TO RM (1 C40WH X S VERTICAL AND GI VILIGEOTEC}NiCAL ENGINEER O © IVKd•6'O.C.UNO.' SHEATHING OVER GABLE O H/3 BI1T NEED NOT in O DOUBLE TOP PLATE O 314 TIG TO RIPS (�! FRA'*4 HOD E AA GEEN EOTEC THE REEPORT 15OI PROVIDED T�ODD EXCEED 40'MAX cc 90. 8 Od 6'CL. �_\ ® V4'xb'SDb SCREW AT IS' TO BE HOOP.P5F OR 2000 PSR WEN PROVIDED,FOLLOW (�LENGTH STRAP TIES MN 40' \ �y 2X OR MFR FLOOR JOIST • 2 � OL TOP RATE TO TRUSS ALL DIRECTION OF THE CfOTECHNICAI REPORT. ®TOE OF SLOPE ... BOTTOM CORD ®BLOCK 1 STUD BAYS;W 2x •® 41 OL.UNO.TO Mv LL JU16d O r08NAJL TRilsf'i t0 HOP ©EXCEED EX BUT B'NOT I5'MAx NowI O EXTERN SHEATHING,NAIL O © OO • SHEATHINGTUO�SLTUD PLATE (U Od AT 16' I ©FACE OF STRUCTUREPER C SCHEDULE O ©HGAW LTP5,OR A35 AT L I ®(3)SOW 622400D8 SCREWS NOTE 4 SO�W.6 32'Or-ALTERNATIVE TO STAGGED•16'OL. 6 5 INTO STRUCTURAL 2x 5 OR 5TRUCNRAL RIM -INSTALL scsiEulb UPJUAR7 DECK Joists PER PLAN 6 TWO" OF 50TTCOP M TRls ®3/4'T4 G FLOMM 5 CHORD. O R ASHM BY DESIGNER -BRACE TRUSSES PER BON. allow s fCC• E G k SEE SHEARW U TABLE � CONSULT TRUSS MANJFACTURER ��;Z t a �I FOR ADDITIONAL HALING; 2 FOR BRACING REOUIREMENTS. E 2 22 18 RC FIGURE R4031V 14 a E CHANGE IN TOP PLATE I EICsNTS �2 pEGC LEDGER CONNECTION GALE END TO SHEAR W A ALL TTACHMENT D2 FOUNDATION CLEARANCE F OM SLOPES 27 23 % 2) NI*W OF 74' — - OF END OF DECK I SII":P°.�ON DTT2Z DECK 19 15 l ,� IIYEGTRAI!FD!NAMING 1 9 SCHEDULE Ll3/4'74G PLYWOOD OR(4)DTTIZ, HANGERS 4V Vl'HOG ALL � CCtNCFE7E«cl.29001 1 - - $UBFLOOR f B RfBAR«y; :hO Iul uP T W 7 VERTICAL g K D PER R501.92 1HIF'.EADEC IQODb OI (81 16d NAILS STAGGERED J p LL •39 r pd 6 s •10' 0 H O2 FLOOR JOIST PER PLAN. {•M� AT EACH SIDE OF TOP O SHEAR WALL NAILUYa PERACTIASOL SOL SEARIA33 .s¢Im Pr •e u.E6 STIFFENERS REQUIRED LAP PLAtc SPLICE. PLAN U I.._I' _s'.IIF.6•v a. � ._! ..._1�.... ® FOR MFR FLR JST (3)16d NAILS STAGGERED © O FLUSH DOUBLE 2x JOIST C .. �3 APPLICATION 2 4 CF AT EACH SIDEOF BOTTOM OR hFR TOKEN JOIST "'I IMPORTANT:B',W AND tO'WALL O DECK JOISTS PER PLAN PLATE SPLICE WITH UEB STIFFENERS OR ©IITY(NOT REQUIRED IF$LAB VERTICAL AT 2'FROI.1 SOIL FACE .._ 8 BEAM PER PLAN PRESENT AT FOOTING) I PARALLEL FLOOR JOIST FLOOR SHEATHING NAILW 3 O STt�NAILS•6-a INTO O O �FLOOR JOIST PER PLAN tP IO HORIZONTAL R£BAR PART.LFJ.JOIST:b'x 1 4 (5 STUDMOST PER SHE rl W a4 AT 10-CN CENTER PERPEHDKUI AR JOIST:3'x O v WALL SCHECtLE FOOTINIG.AND KEY SIMPSON 36'C514 MAY BE I LONGIIUDREBAR ALSO �j DOUBLE BLOCKING USED IN LIEU OF NAILING AS ©MISTC48B3(WHEN N ff U INDICATEP1NOT SHOWN FOR '� 44 AT 10'ON CENTER J REQUIRED FOR ♦ !I PERPENDICULAR CLARITY) 3 SPECIFIED ON PLAN/ OREEDE SPLICE 30'F I SO$SCREWS W)V4'x1.12' 4 �(2r-614OPTION NEEDED SCS SC(�WU b (36'MN LENGTH,WRAP LIA O TOE REBAR:At BOTTOM OF O TOE NAIL BLOCKING TO 9 AFZUND BEAh) FOOTING,AN EME(w91ON OF THEPLATE UV(21 Ibd NAILS ' ._ n'Q) NO?E:PLATE SPLICE ����.q� 6 Ia'MIN TO STUD WALL u STEM DOWELS 5 5 �- (C814 OPTION ) lI HEEL MBAR AT TOP OF FYF D 6°�l tea'mD• APPLIES WHEN NO OTHER SPLICE I$It�iCATED. NAIL SHEATHING TO BEAM ?4 � STRAPS SHOWN A�REQUIRED p17 YiEN SPECIFIED SHEATHING ANOTTH BREAK FOOTING 14 AT 9'ON CENTER PERPEPTICIL.AR F OOR JOIST SHEATHIIY,s a �J BAQ*:ILL WITH 12'MINIMUM FREE o DRAINING SOILS. 12'OF DRAM 19 15 N FILL J,VGEO FILTER FABRIC ` Q Q 4-INCH DRAIN PVC PIPE WITH PLATE SPLICE \n2. ANEAR WALL AT BEAM D2 W MINIMUM OF S 1-5CN DTTIZ DECK IIww t- OPENINGS At BOTTOM (� m V W co (2/DTT2Z WITHIN 24' TENSION TIE ©1Q:Y(NOT REQUIRED IF SLAB OF END OF DECK 20 16 -0 i. PRESENT AT FOOTING) OR(4)DTTIZ, ®(6)5 x 1-I.12'SIMPSON 5D R PER R501.S2 SCREWS(SHOWN)OR ' Q LL KEY R£BAR•4 AT WON (8)OMB'.1-1/2'NAILS 4 (DROOP TRUSSES PER PLAN - O V2'MIN Fl20T'I CORER 2 ,,� O- CENTER DECK JOISTS PER PLAN 2 2x BLOQQWG 0.2'FOR V,S',10' 1 © O (U 4 FOLMATION MAY O Vy W WALL VERTICALS ' ®3/8'SIMPWCN HOG LAG 1 (3 Od WOO,FOR 2x BLOCKIIY P 4TION REBAR OR W y SCIFEI;I WITH HOG WASHER TO TOP PLATE TENSION (.� 0 Q F ,^� HDG SCR=W�ESHpWJ ONTO @� 1 I ®ROOT SHEATHING PER PLAN ® O 24'MIN REBAR LENGTH Q' y ZS TOP PLATE,b7UD5,OR Q 2 ©WALL SHEATHING PER PLAN O O (S� _ _ .d HEADER y I 2 Od 6'04.FOR SHEATHED •• ®CO NOTE:H -D SPA AT CED C Q W 4 Q FLOOR JOIST PER PLAN ®WALL PANEL ', V2�I EDGE W �. m # 2 TOE NAILS ON ONE SIDE 4 © O N FLASHING BY OTHERS- J, 1 O I TOE NAIL ON OPPOSITE SIDE © W N H 3'IMR THREAD, FOR RffEtE�NCE (� ©-'� OF EAC44 RAFTER OR TRUSS 3 ©CLEAR SPAN W MAXMUM. PENETRATIONONLY FOR TTPE JOIST HANGER AND ®SHEATH SOFFIT WITH OSB oV . + FOR NON R HE J ETLDOWNS —� FOOTING TO BEAR ON LEDGER ATTACHPENi •.p` 2 BUILDING FIRM UNCISTUFaED PER PLAN ©COMPRESSION BLOCF.ING CODE 2021 IBC (0�1 NATIVE SOIL OR O(2)8d NAILS•W Or-OR (/ NATIVEENGINEE OIL FILL OPTION OF/11 DTT2Z M '-��MAX-- WIND LIEU OF(2)DTTIZ EXP. C S7 MPH B f Of-DETERMINE SEISMIC DESIGN r STND I STH I BUILDER OR DETER)is CATEGORY D NOT REQUIRED FOR DECKS ENTIRELY UNDER 30 ABOVE GRADE ROOFSNOW 27 23 APPROPRIATE 16 LOAD 25 P5F • UNRESTRAINED CONCRETE WALL 2021 IRC/IBC LATERAL DECK CONNECTION- DTT2Z/DTTIZ D HEEL TRUSS WITH SOFFIT SIMPSON STHD " I/� � THE TRUSS DESIGNER-5GABLE ENG.P.E END BRACE JOHN H. 28 25 21 17 DETAIL TAKES PRECEDENCE. USE THIS DATE O MINIMUM TRUSSES TMalBLOCKING DRAINAGE-EXTERIOR GRADES,ADJACENT 10 THE WALLS OF THE HOUSE ARE TO BE SLOPED DETAIL IF THE TRUSS DESIGNER DOES NOT BETWEEN ssEs OR 042124 AWAT FROM THE STRUCTURE TO ACHIEVE 9UkFACE DRAINAGE SUBSURFACE DRAINS AT OR (DO(2)2x4 LAMINATIONS a(1) FOOTING SIZE AND PRJNDE A GABLE END BRACE DETAIL RAFMRS,NAIL ROOF REVIEW BELOW THE rOOTING/SLAB ELEVATION ARE To BE USED FOR ANY BASEMENT OR RETAINING ROW OF STAGGERED Od RF5AR SCHEDULE SHEATHING TO BLOCKING ZACK C. WALLS OVER 3 FEET IN HEGHT. DRAMS ARE TO CONSIST OF RIGID PERFORATED 4'PVC PIPE S CCM MON WIRE NAILS•G'x PER PLAN W/8d•3'OL. ANALYST G. SURROUNDED BY WASHED PEA-GRAVEL OR GRANULAR FILL WITH LESS THAN 5%FINES. PLACE 2 (b)10d NAILS JOE 2 (L 2x6 LAMINATIONS t (1) O SHEET A NONWOVEN-GEOTEXTILE FILTER FABRIC BETWEEN THE DRAINAGE MATERIAL AND THE � � S O ROW OF STAGGERED 10d (J POST OR STUDS C REMAINING WALL BAC*ILL TO REDUCE SILT MIGRATION INTO THE DRAINAGE ZONE. PLACE ACOMMON WIRE NAILS•6'ac PER PLAN —. Q3 2.6 DI THE FILTER FABRIC SUCH THAT IT FULLY SEPARATES THE DRAINAGE MATERIAL AND THE EACH SIDE BRAG BACIQ'ILL AND EXTENDS OVER THE TOP OF THE DRAINAGE ZONE. O FOOTING PAD CAN P '0 22--tr2 (3)(3)2.4 LAMINATIONS V(U BE PLACED BELCW I T1E LEVEL OF THE PERFORATIONS IN THE PIPE ARE TO BE AT THE BOTTOM OF THE FOOTINGS o ROW OF STAGGERED 30d THE GONTiNU0U5 4 I' AND THE DRAMS ARE TO BE CONSTRICTED WITH SUFFICIENT GRADIENT TO ALLOW GRAVITY COMMON DE NAILS Y' FOOTING,IF ©' 1 DI$CWAI;6E AWAY FROM THE STRUCTURE. THE PERFORATIONS ARE TO BE LOCATED ON THE PREFERRED 5 LOWER PORTION OF THE PIPE. (3)2x6 LAMINATIONS W'(2) ROWS OF RETAINING WAILS OR BASEMENTS WALLS ARE TO BE BACKFiLLED WITH A MINIMUM 12-INCH V2, * C01 CN WIFE NAILS a'—D 30d E�P� ® THICK WASHED GRAVEL BLA.ET OR LINED WITH A DRAINAGE MAT SUCH AS MIRA-DRAM 600, EACH SIDE 2ta� O OR WELL GRADED AND DRAINING NATIVE SOILS OVER THE FILL HEIGHT OF THE WALLS p b A '.Y3b (EXCLUDING THE FIRST I FOOT BELOW THE GLACE). THIS DRAINAGE MATERIAL IS TO TIE INTO t17 RF J THE FOOTING DRAIN SYSTEM. 2 / F I v ROOF AND SURFACE RUNOFF ARE NOT TO BE DISCHARGED INTO THE FOOTING DRAM SYSTEM ¢ 5 !O]� •'� AND SHOULD BE HANDLED BY A SEPARATE RIGID TIGHTLINE DRAIN SYSTEM. LL1 25 n 17 HODW E INEERMG.INC. 1.GENERAL STRUCTURAL NOTES SITE GRADING:THE GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SHALL BE WOOD SHEATHING(STRUCTURt SHEATHING SHALL BE PLYWOOD(CD%)OR ORIENTED PRESERVATIVE TREATED WOOD FASTENER REQUIREMENTS: "_p SLOPED AWAY FROM THE BUILDING PER. EXPANSIVE SOILS AND LOOSE FILL SHALL BE STRAND BOARD(OSB).PLYWOOD SHEATHING SHALL BE 5-PLY MINIMUM WHERE INDICATED D ALL LATERAL LOAD RESISTING AND GRAVITY LOAD RESISTING STRUCTURAL MEMBERS ARE SHOWN ON REMOVED. AS 3/4"OR THICKER.WOOD SHEATHING SHALL BE"RATED SHEATHING"CONFORMING TO ALL METAL CONNECTORS LESS THAN 1,/2"DIAMETER(R317.3.1)COMING IN el THE ENGINEERING SHEETS AND DETAIL PAGES.THE Bzli ENGINEERING CALCULATIONS DOCUMENT PS1-95 AND/OR PS2-92.ALL PANELS SHALL BEAR THE STAMP OF AN APPROVED GRADING CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON Z-MAX,TRIPLE a AGENCY.SPAN RATING SHALL BE PROVIDED AS FOLLOWS:ROOF(24/16);WALLS(24/16); ZINC COATED,OR HOT DIPPED GALVANIZED. THE ANALYSIS USED TO DETERMINE THE STRUCTURAL MEMBERS OF THE ENGINEERING SHEETS. FREE DRAINING BACKFILL MATERIAL FOR RETAINING AND BASEMENT WALLS: -VEL MATERIAL A-RIA -- " FLOORS(20"O.C.)UNLESS NOTED OTHERWISE.ALL WOOD SHEATHED WALLS SHALL BE CCA:CHROMATED COPPER ARSENATE NOT PERMITTED. CLEAN.FREE DRAINING,WELL GRADED SAND OR GRAVEL MATERIAL WHOSE MAXIMUM PARTICLE SIZE DOES NOT EXCEED 3/4"AND WHOSE FINES CONTENT(MATERIAL PASSING BLOCKED AT ALL PANEL EDGES UNLESS NOTED OTHERWISE. SBX:DOT SODIUM BORATE &SE ENGINEERING HAS BEEN CALCULATED TO RESIST CODE SPECIFIED VERTICAL AND LATERAL(WIND __- ----"-- - - &SEISMIC)FORCES AFTER THE COMPLETION OF ALL STRUCTURAL ELEMENTS.IT IS THE THE NO.20 ACQ:ALKALINE COPPER QUAT0 SIEVE)DOES NOT EXCEED 5%,WITH A MAXIMUM DUST RATIO GLUE-LAMINATED MEMBERS_PER ANSI/AITC A190.1.MEMBERS SHALL BE COMBINATION CBA AND CA COPPER AZOLE C RESPONSIBILITY OF THE GENERAL CONTRACTOR TO ENSURE STRUCTURAL STABILITY DURING %PASSING U.S.NO.200 SIEVE 2/3 MAX. 24F-V4 DOUGLAS FIR FOR SIMPLE SPANS AND 24F-VS DOUGLAS FIR FOR CANTILEVERED CONSTRUCTION INCLUDING JOB SITE SAFETY;ERECTION METHODS;TEMPORARY SHORING,FORMWORK %PASSING U.S.NO.400 SIEVE SPANS AND TRUSS CHORDS(FB-2400 PSI,FV-240 PSI,E-1.8X1O^6 PSI)AND DOUGLAS FIR x AND BRACING;AND USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. ANY DISCREPANCIES COMBINATION 3 FOR COLUMNS AND TRUSS WEB MEMBERS,ALL WITH EXTERIOR GLUE.ALL G60,G90,AND G185 PER ASTM A23 FOR CONNECTORS,AND ASTM A153 FOR FOUND AMONG THE DRAWINGS,ENGINEERING,AND/OR THE SITE CONDITIONS MUST BE PROMPTLY 4.CONCRETE AND MASONRY MEMBERS TO HAVE AITC OR APA-EWS STAMP. FASTENERS.MECHANICALLY GALVANIZED FASTENERS PER ASTM 6695,CLASS 55 OR REPORTED TO THE ARCHITECT AND ENGINEER WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. GREATER. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCIES SHALL R404.1.3.3.1 COMPRESSIVE STRENGTH:THE(MIX DESIGN)MINIMUM COMPRESSIVE FRAMING LUMBER: GENERAL CARPENTRY NOTES:STAGGER ALL NAILING TO PREVENT SPLITTING OF WOOD BE DONE AT THE GENERAL CONTRACTOR'S RISK.THE GENERAL CONTRACTOR SHALL VERIFY AND STRENGTH OF CONCRETE AT 28 DAYS SHALL NOT BE LESS THAN 3,000 PSI IN BUILDINGS IN EACH PIES SHALL BEAR THE GRADE TRADEMARK OF THE WEST COAST LUMBER INSPECTION MEMBERS.PRESSURE-TREAT ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY. E l E.COORDINATE ALL DIMENSIONS PRIOR TO CONSTRUCTION.IF THERE ARE CONFLICTS WITH BUREAU( CL B),WESTERN WOOD PRODUCTS ASSOCIATION(WWPA),OR OTHER AGENCY ggSEISMIC DESIGN CATEGORY D. NO TESTING OF CONCRETE STRENGTH IS REQUIRED UNLESS HOLES AND CUTS IN PLATES SHOULD BE TREATED WITH A 20%SOLUTION OF COPPERS� �3ARCHITECTURAL DRAWINGS,CONTACT HODGE ENGINEERING IMMEDIATELY. ACCREDITED BE THE AMERICAN LUMBER STANDARD COMMITTEE(ALSC)TO GRADE UNDER NOTED OTHERWISE. NAPHTHENATE.BOLT HOLES IN WOOD MEMBERS SHALL BE A MINIMUM OF 1,�32"TO A '4 f€ gALSC CERTIFIED GRADING RULES. MAXIMUM OF 1/16"LARGER THAN THE BOLT DIAMETER.PROVIDE CUT WASHERS WHERET ftCONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS NOT PROVIDED.THIS ENGINEERING WOOD SHALL NOT BE USED TO SUPPORT MASONRY UNLESS SPECIFICALLY NOTED BOLT HEADS,NUTS AND LAG SCREW HEADS BEAR ON WOOD.PROVIDE A MINIMUM aJ i yy 7SPECIES AND GRADE(BASE DESIGN VALUE)(U.N.O.) A FIS NOT INTENDED IN ANY WAY TO REVIEW OR APPROVE THE CONTRACTOR'S CONSTRUCTION OTHERWISE ON THE ENGINEERING S-SHEETS. iI 3x3x.229 PLATE WASHER ON ALL ANCHOR BOLTS WHICH CONNECT MUD SILLS TOi ph*�.FPROCEDURES OR THE ARCHITECT'S WORN. 1 2X TO 4X JOISTS,PURLINS AND HEADERS."DOUG FIR-LARCH"NO.2(Fb-900 PSI,F"180 FOUNDATION.DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS.REFER TO =R403.1.3.4 INTERIOR BEARING AND BRACED WALL PANEL FOOTINGS SUPPORTING BEARING PSI)OR"HEM-FIR"NO.1(Fb-975 PSI,FV-150 PSI) PRESERVATIVE TREATED WOOD REQUIREMENTS TABLE FOR GALVANIZING ` STANDARDS WALLS OR SHEAR WALLS,AND CAST MONOLITHICALLY WITH A SLAB ON GRADE,SHALL 2. 6X POSTS AND COLUMNS."DOUG FIR-LARCH"NO.1(Fc-1000 PSI) REQUIREMENTS FOR CONNECTORS AND FASTENERS. EXTEND TO A DEPTH OF NOT LESS THAN 12-INCHES BELOW THE TOP OF THE SLAB. 3. EXTERIOR STUDS,INTERIOR BEARING WALLS"HEWFIR"NO.2 ALL METHODS,MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2021 INTERNATIONAL 4. INTERIOR NON-BEARING STUD WALLS."HEWFIR'NO.2 STUD GRADE IT IS GOOD FRAMING PRACTICE TO USE DOUBLE JOISTS UNDER ALL PARALLEL RESIDENTIAL CODE(IRC)AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR R403.1.6 ANCHOR BOLTS:ANCHOR BOLTS ARE PERMITTED TO BE LOCATED WHILE 5. 2X&3X T&G DECKING:"DOUG FIR-LARCH"COMMERCIAL(Fb-1650 PSI,E-1700 KSI) 7i'l APPLICABLE JURISDICTION. HODGE ENGINEERING HAS USED THE 2021 INTERNATIONAL BUILDING PARTITIONS THAT EXTEND MORE THAN#THE LENGTH AND AROUND OPENINGS UNLESS CONCRETE IS STILL PLASTIC AND BEFORE IT HAS SET.WHERE ANCHOR BOLTS RESIST DESIGNED BY A FLOOR JOIST MANUFACTURER. CODE(IBC)FOR WIND AND SEISMIC MODELING DUE TO THE ROBUSTNESS OF THE SOFTWARE PLACEMENT OR THE CONSOLIDATION OF CONCRETE AROUND ANCHOR BOLTS IS IMPEDED, COLUMNS:ALL COLUMNS NOT SPECIFIED OR OTHERWISE NOTED ON THE PLAN ARE TO BE TWO RESOURCES AVAILABLE FOR THE IBC VS.THE IRC. THE CONCRETE SHALL BE VIBRATED TO ENSURE FULL CONTACT BETWEEN THE ANCHOR STUDS. MULTIPLE STUDS ARE TO BE SPIKE LAMINATED TOGETHER WITH(2)16d NAILING AT 6"ON POSITIVE CONNECTIONS SHALL BE PROVIDED AT ALL FRAMING CONNECTIONS TO ENSURE BOLTS AND CONCRETE. CENTER STAGGERED(U.N.O.). ALL COLUMNS SUPPORTING GIRDER TRUSSES OR GLUE LAMINATED AGAINST UPLIFT AND LATERAL DISPLACEMENT.SIMPSON ST-12 STRAP TIES MAY BE 2.DESIGN CRITERIA BEAMS ARE TO BE THREE STUDS.ALL BEARING WALLS OVER 10'SHALL BE LATERALLY BRACED AT U 4'O.C.CONTRACTOR SHALL VERIFY ALL POINT LOADS ARE SUPPORTED TO THE FOUNDATION. USED FOR MANY POSITIVE CONNECTIONS. T. DAMPPROOFING AND WATERPROOFING:FOUNDATION WALLS THAT RETAIN EARTH AND .,_j VERTICAL LOADS ENCLOSE INTERIOR SPACES AND FLOOR BELOW GRADE SHALL BE DAMPPROOFED METAL-PLATE-CONNECTED WOOD TRUSSES:SPECIAL INSPECTIONS OF WOOD TRUSSES FOLLOWING R406.1 IN AREAS WHERE A HIGH WATER TABLE OR OTHER SEVERE FLOORING AND ROOFING:PLYWOOD SU13FLOORING SHALL BE I"T&G COX GLUED AND NAILED. WITH OVERALL HEIGHTS OF 60 INCHES OR GREATER SHALL BE PERFORMED TO VERIFY IRCTAMER3GL5 SOIL-WATER CONDITIONS ARE KNOWN TO EXIST,EXTERIOR FOUNDATION WALLS THAT NAILING SHALL BE Bd CeT 6"O.C.ALONG PANEL EDGES,AND 12"O.C.IN FIELD.STAGGER END THAT THE INSTALLATION OF THE PERMANENT INDIVIDUAL TRUSS MEMBER MINIMUM UNIFORMLY DISTRIBUTED UVE LOADS RETAIN EARTH OR ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE LAPS. ROOF SHEATHING SHALL BE j"CDX OR Lj"OSB NAILED WITH 8d Cd 6"O.C.ALONG PANEL RESTRAINT/BRACING HAS BEEN INSTALLED IN ACCORDANCE WITH THE APPROVED bT USE LIVE LOAD WATERPROOFED FOLLOWING R4062 EDGES AND 12"O.C.IN THE FIELD. STAGGER END LAPS. TRUSS SUBMITTAL PACKAGE.FOR WOOD TRUSSES WITH A CLEAR SPAN OF 60 FEET OR `i S ATTICS WITHOUT STORAGE(UNINHABITABLE) 10 PSF GREATER,THE SPECIAL INSPECTOR SHALL VERIFY DURING CONSTRUCTION THAT THE Ul CONCRETE FLOORS ON GROUND SHALL HAVE A VAPOR RETARDER/GROUND COVER PRESERVATIVE TREATED WOOD RkUIREMENTS: TEMPORARY INSTALLATION RESTRAINT,/BRACING IS INSTALLED IN ACCORDANCE WITH ATTICS WITH STORAGE(UNINHABITABLE) 20 PSF INSTALLED PER R506.2.3 AND SHALL BE PLACED BETWEEN THE CONCRETE FLOOR SLAB SECTION R317 PROTECTION OF WOOD AND WOOD-BASED PRODUCTS AGAINST DECAY THE APPROVED TRUSS SUBMITTAL PACKAGE AND THE BASE COURSE OR THE PREPARED SUBGRADE WHERE A BASE COURSE DOES NOT R317.1 LOCATION REQUIRED. b' DECKS BO PSF EXIST.SEE R506.2.3 FOR EXCEPTIONS. PROTECTION OF WOOD AND WOOD-BASED PRODUCTS FROM DECAY SHALL BE PROVIDED EXTERIOR BALCONIES 60 PSF IN THE FOLLOWING LOCATIONS BY THE USE OF NATURALLY DURABLE WOOD OR WOOD FASTENING SCHEDULE FOR WOOD STRUCTURAL MEMBERS IRC R602.3(1) --FIRE FBCAPE6 40 PJ:F R405.1 FOUNDATION DRAINAGE:DRAINS SHALL BE PROVIDED AROUND CONCRETE OR THAT IS PRESERVATIVE-TREATED IN ACCORDANCE WITH AWPA Ul. ITEM TYPE CONNECTION \ __" MASONRY FOUNDATION THAT RETAIN EARTH AND ENCLOSE HABITABLE OR USEABLE 1. IN CRAWL SPACES OR UNEXCAVATED AREAS LOCATED WITHIN THE PERIPHERY OF STUD TO STUD JUM 18.O.C.FACE NAIL GUARDRAILS AND NAND RAILS 200 POUNDS SPACES LOCATED BELOW GRADE. DRAINAGE TILES,GRAVEL OR CRUSHED STONE DRAINS, THE BUILDING FOUNDATION,WOOD JOISTS OR THE BOTTOM OF A WOOD GUARD RAIL INFILL COMPONENTS TKO POUNDS AND PERFORATED PIPE SHALL BE INSTALLED AT OR BELOW THE TOP OF THE FOOTING OR STRUCTURAL FLOOR WHERE CLOSER THAN 18 INCHES(457 MM)TO EXPOSED ATDINTERSECT INTERSECTING WA TO D AND ILLLCORNERS 10,1 12'O.c.FACE NAIL --_-- BELOW THE BOTTOM OF THE SLAB AND SHALL DISCHARGE BY GRAVITY INTO AN APPROVED ebnT UP HEADER 2x TO 2,HEADER PASSENGER VEHICLE GARAGES so PST a2000 PouNoS GROUND,WOOD GIRDERS WHERE CLOSER THAN 121NCHES(305 MM)TO wlnI NALF4NGI SPACER ie0 12.O.C.EACH EDGE FACE NAIL DRAINAGE SYSTEM. EXPOSED GROUND,AND WOOD COLUMNS WHERE CLOSER THAN 8 INCHES(204 ............0 E"._..R .....................__..__.___....._._........................__.-._.._.____.....__._..__.___.._____. ROOMS OTHER THAN SLEEPING ROOMS 40 PSF CONTINUOUS HEADER TO TO (4)BC TOE NAIL MM)TO EXPOSED GROUND. oJACENr FULL-HEIGHT STUD TO � N SLEEPING ROOMS 30 PSF CONCRETE MIX DESIGNS: SHALL BE MADE WITH PORTLAND CEMENT ASTM GS50 TYPE 11 OR 2, WOOD FRAMING MEMBERS,INCLUDING COLUMNS,THAT REST DIRECTLY ON OF HEADER (4)10e END NAIL 7 O STAIRS 4D PSF a aoo POUNDS TYPE I AND SHALL BE READY MIXED PER ASTM G W 94. THE CONTRACTOR SHALL USE CONCRETE OR MASONRY EXTERIOR FOUNDATION WALLS AND ARE LESS THAN 8 TOP PLATE TO TOP PLATE ].Dtl 12•FACE NAIL (� -.---------- DESIGNED CONCRETE MIXES THAT MEET OR EXCEED THE REQUIREMENTS OF THE CONCRETE INCHES(203 MM)FROM THE EXPOSED GROUND. 4 LATERAL FORCES MIX TABLE FOR THE BEARING STRENGTH SPECIFIED.THE MIX DESIGNS SHALL FACILITATE 3. SILLS AND SLEEPERS ON A CONCRETE OR MASONRY SLAB THAT IS IN DIRECT DOUBLE TOP PLATE SPLICE (1211Oa FACE NAI ML IM EACNSIOE OF 24• ON EA HSID In ANTICIPATED PLACEMENT METHODS,WEATHER,TEMPERATURE,REBAR CONGESTION, AND BOTTOM PLATE TO JOIST RIM JOIST. *a PUU Q I. CONTACT WITH THE GROUND UNLESS SEPARATED FROM SUCH SLAB BY AN iOa(NOT BRACED WALL) 12•aC.FACE NAIL co WIND: ALL OTHER FACTORS REQUIRED TO PROVIDE A STRUCTURALLY SOUND AND ACCEPTABLE BAND JOIST OR BLOCKING IMPERVIOUS MOISTURE BARRIER. OorroM Pure TO iolSr,inr lois"r; ----��_ ............._. _______ ..___._. 2 O � FINISHED PRODUCT.WATER REDUCING ADMIXTURES MAY BE USED TO MEET THESE (4)10C AT BRACED WALL IB'o.C.FACE NAILcr 4. THE ENDS OF WOOD GIRDERS ENTERING EXTERIOR MASONRY OR CONCRETE BAND 1(NST.OR BLOCWNG ASCE 7-16 DIRECTIONAL PROCEDURE FOR BUILDINGS OF ALL HEIGHTS REQUIREMENTS.MAXIMUM SLUMP SHALL BE 5". WALLS HAVING CLEARANCES OF LESS THAN 1/2 INCH(12.7 MM)ON TOPS.SIDES TOP OR BOTTOM PLATE To sroD (3)10e ENO ruR �W y 0 Q AND ENDS. TOP PLATES.LAPS AT CORNERS AND W SEISMIC: ADMIXTURES: ADMIXTURES SHALL BE BY MASTER BUILDERS,W.R.GRACE,OR 5. WOOD SIDING,SHEATHING AND WALL FRAMING ON THE EXTERIOR OF A BUILDING INTERSECTIONS (3110a FACE MAIL W (� F{L�i PRE-APPROVED EQUAL.ALL MANUFACTURER'S RECOMMENDATIONS SHALL BE FOLLOWED. HAVING A CLEARANCE OF LESS THAN 61NCHES(152 MM)FROM THE GROUND OR GIST TO SILL,TOP PLATE OR GIRDE (3)10C TOE NAIL Q O Q SEISMIC IMPORTANCE FACTOR PER ASCE 7-16,le-1.00 RIM JOIST.BAND 1015r OR i L u LESS THAN 2 INCHES(51 MM)MEASURED VERTICALLY FROM CONCRETE STEPS, a BUILDING OCCUPANCY RISK CATEGORY PER ASCE 7-16 TABLE 1.5-1-11 PORCH SLABS,PATIO SLABS AND SIMILAR HORIZONTAL SURFACES EXPOSED TO TOSILL OR TOP PLATEfROOFAL50) 8d WO.C,TOENAIL O O y REINFORCING STEEL:SHALL CONFORM TO ASTM A-615,GRADE 60. PLACE PER ACI SOIL SITE CLASS PER ASCE 7-16 TABLE 203-1=PER PLAN 315 AND ACI 318.VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE THE THE WEATHER. eANDOR RIM 1olsrioJOlsr N)10a END NAZI O � W {JLI SEISMIC DESIGN CATEGORY IBC TABLE 1613.2.5(1)&1613.2.5(2)-PER PLAN LONGEST LENGTHS PRACTICAL. WHERE SPLICES ARE NECESSARY THE LENGTH OF LAP 6. WOOD STRUCTURAL MEMBERS SUPPORTING MOISTURE-PERMEABLE FLOORS OR 1,, 0 ANALYSIS PROCEDURE USED-EQUIVALENT LATERAL FORCE ANALYSIS SPLICE SHALL BE A MINIMUM OF 30 INCHES FOR k4,38 INCHES FOR JF5,AND 45 ROOFS THAT ARE EXPOSED TO THE WEATHER,SUCH AS CONCRETE OR MASONRY - Q W co ,.INCHES FOR#6 THE MAXIMUM GAP BETWEEN NON-CONTACT PARALLEL BARS AT A SLABS UNLESS SEPARATED FROM SUCH FLOORS OR ROOFS BY AN IMPERVIOUS CONNECTIONS ARE COMMON NAILSU.N.o W a: In RESPONSE MODIFICATION FACTOR R-6.5 C LAP SPLICE SHALL NOT EXCEED 5INCHES. MOISTURE BARRIER. 3.SOIL 7. WOOD FURRING STRIPS OR OTHER WOOD FRAMING MEMBERS ATTACHED LAG SCREWS:SHALL BE OF A DIAMETER INDICATED ON DRAWINGS WITH A MINIMUM OF CRACKS:UNREtNFORCED CONCRETE IS PRONE TO CRACKING. IMPLEMENTING it lol DIRECTLY TO THE INTERIOR OF EXTERIOR MASONRY WALLS OR CONCRETE WALLS 8%DIAMETER EMBEDMENT IN SUPPORTING MEMBER UNLESS NOTED OTHERWISE. HODGE ENGINEERING DOES NOT SPECIALIZE IN GEOTECHNICAL ENGINEERING AND THUS IS NOT MEASURES FOR SLAB CRACK CONTROL IS ADVISED TO MITIGATE UNDESIRED CRACKS. BELOW GRADE EXCEPT WHERE AN APPROVED VAPOR RETARDER IS APPLIED CLEARANCE HOLE FOR THE SHANK SHALL BE THE SAME DIAMETER AS THE SHANK AND THIS SHOULD BE IN ACCORDANCE WITH THE PREFERENCES AND BUDGET SET BY THE BETWEEN THE WALL AND THE FURRING STRIPS OR FRAMING MEMBERS, THE SAME DEPTH OF PENETRATION AS THE UNTHREADED PORTION OF THE SHANK,THE BUILDING EQUIPPED TO ASSESS THE SUITABILITY RI A SITE FOR YRSITECONSTRUCTION.SHOULD THERE A ANY OWNER. THE OWNER MUST SPECIFY THE TOLERABLE LEVEL OF SLAB CRACKING CODE 2021 IBC CONCERNS REGARDING THE SOIL'S BEARING CAPACITY OR SITE SLOPE THAT COULD IMPACT 8. PORTIONS OF WOOD STRUCTURAL MEMBERS THAT FORM THE STRUCTURAL LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL i0 60 TO 75% BEFORE CONSTRUCTION BEGINS AND REQUEST SUITABLE CRACK CONTROL METHODS. WIND CONSTRUCTION,IT IS ESSENTIAL FOR THE BUILDER TO ENGAGE A GEOTECHNICAL ENGINEERING FIRM SUPPORTS OF BUILDINGS,BALCONIES,PORCHES OR SIMILAR PERMANENT OF THE SHANK DIAMETER AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE EXP C 9T I-IPI. BUILDING APPURTENANCES WHERE THOSE MEMBERS ARE EXPOSED TO THE THREADED PORTION.THE THREADED PORTION OF THE SCREW SHALL BE INSERTED IN ITS -- - -- - FOR EXPERT ADVICE.PROVIDE HODGE ENGINEERING WITH ANY GEOTECHNICAL INFORMATION PRIOR CONCRETE MINIMUM COVER OVER REINFORCEMENT WEATHER WITHOUT ADEQUATE PROTECTION FROM A ROOF PAVE OVERHANG OR LEAD HOLE BY TURNING WITH A WRENCH,NOT BY DRIVING WITH A HAMMER.SOAP OR SEISMIC DESIGN , , TO SITE PREPARATION. IF THE OWNER AND BUILDER,THROUGH THEIR FEASIBILITY STUDIES, CONCRETE CAST AGAINST EARTH-3"EXPOSED TO WEATHER OR EARTH-2" CATEGORY C DETERMINES THAT A GEOTECHNICAL REPORT IS NOT NEEDED THEN THE FOLLOWING SOIL WALLS AND SLABS NOT EXPOSED TO WEATHER-3/4- OTHER COVERING THAT WOULD PREVENT MOISTURE OR WATER ACCUMULATION OTHER LUBRICANT SHALL BE USED ON THE SCREWS OR IN THE LEAD HOLE TO FACILITATE ROOF SNOW PARAMETERS AND METHODS ARE ASSUMED BY HODGE ENGINEERING AND ACCEPTED BY THE OWNER ON THE SURFACE OR AT JOINTS BETWEEN MEMBERS. INSERTION AND TO PREVENT DAMAGE TO THE SCREW. LOAD 25 PEF AND BUILDER: BOLTS EXCEPTIOWSAWN LUMBER USED IN BUILDINGS LOCATED IN A GEOGRAPHICAL REGION MACHINE BOLTS(M.S.):ASTM A-307,GRADE A WHERE EXPERIENCE HAS DEMONSTRATED THAT CLIMATIC CONDITIONS PRECLUDE THE R502.11.2 TRUSSES SHALL BE BRACED TO PREVENT ROTATION AND PROVIDE LATERAL L SOIL BEARING PRESSURE: 1500 PSF' ANCHOR BOLTS(A.B.):ASTM F1554,GRADE 36,CLASS 2A NEED TO USE NATURALLY DURABLE OR PRESERVATIVE-TREATED WOOD WHERE THE STABILITY IN ACCORDANCE WITH THE REQUIREMENTS SPECIFIED IN THE CONSTRUCTION EKG.P E. ACTIVE SOIL PRESSURE-UNRESTRAINED:35 PCF STRUCTURE IS EXPOSED TO THE WEATHER. DOCUMENTS FOR THE BUILDING AND ON THE INDIVIDUAL TRUSS DESIGN DRAWINGS. IN JOFN H. PASSIVE SOIL RESISTANCE:200 PCf 5.CARPENTRY 9. WOOD COLUMNS IN CONTACT WITH BASEMENT FLOOR SLABS UNLESS SUPPORTED THE OF SPECIFIC BRACING REQUIREMENTS,TRUSSES SHALL BE BRACED IN ACCORDANCE DATE 042224 BY CONCRETE PIERS OR METAL PEDESTALS PROJECTING NOT LESS THAN 1 INCH WITH THE ACCEPTED INDUSTRY PRACTICES OF THE SBCA BUILDING COMPONENT SAFETY COEFFICIENT OF SOIL FRICTION:0.35 NAILS:CONNECTION DESIGNS ARE BASED ON*COMMON WIRE"NAILS WITH THE REVIEW *1/31NCREASE ALLOWED FOR SEISMIC OR WIND LOADING (26 MM)ABOVE THE CONCRETE FLOOR AND SEPARATED FROM THE CONCRETE INFORMATION(BCSI)GUIDE. ZACK G FOLLOWING PROPERTIES: PIER BY AN IMPERVIOUS MOISTURE BARRIER. ANALYST ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH.THE USE OF COMPACTED STRUCTURAL PENNYWEIGHT OUIMETEA(IN.) LENGTH(IN.) PERMANENT BRACING IS TO FOLLOWING THE TEMPORARY BRACING REQUIRED BY BCSI JOE O FILL SHALL BE UNDER THE GUIDANCE OF A GEOTECHNICAL ENGINEER. Be 01m 2.1/2 FIGURE B1-248 AND B1-28 INCLUDING TOP CHORD LATERAL RESTRAINTS 2 SHEET GREATER LAPPED OVER TWO TRUSSES,REPEAT DIAGONAL BRACES FO R401.4 SOIL TESTS. WHERE QUANTIFIABLE DATA CREATED BY ACCEPTED SOIL SCIENCE ioa 0.148 a TRUSSES, N l METHODOLOGIES INDICATE EXPANSIVE SOILS.COMPRESSIBLE SOILS,SHIFTING SOILS OR OTHER 1Ba 0.162 3-1/2 QUESTIONABLE SOIL CHARACTERISTICS ARE LIKELY TO BE PRESENT,THE BUILDING OFFICIAL SHALL 20a OA92 4 R502.11.4 TRUSS DESIGN DRAWINGS,PREPARED IN COMPLIA WITH I t DETERMINE WHETHER TO REQUIRE A OIL TEST TO DETERMINE THE SOIL'S CHARACTERISTICS AT A REGISTERED DESIGN PROFESSIONAL,SHALL BE SUBMITTED PARTICULAR LOCATION. AND APPROVED PRIOR TO INSTALLATION. 6 OF 6 SHEETS 10ROJECT NUMBER {'l 240129 37;;18i; GW IN(y12D24 FIOD13CAE ENGINEERRG,INC. PtAlA RECEIVED I, if MAY - 1 2024 615 W. Alder Street y A�w..