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HomeMy WebLinkAboutDAILY INSPECTION REPORTS - 22-00059 - Java EspressInspection Details Date Contractor Inspector Weather Ambient Temperature (°F) Permit Number 08/18/2023 Excel General Contractors Clark, Josh NA NA Not Provided Remarks Atlas representative arrived on­site at 8:25 am.  Atlas representative received an email from Ken Allen. Email provided to Atlas Rep was to approve the discrepancy's' found on 7­25­23. Per Eduardo, Pelallo, EI and Vance Leavitt PE, it has been determined that both the weld and bolt selections possess adequate capacity to accommodate the intended application. and are accepted as is. No further reinspection will be need.  Please see attached report and approval letter for more information. Daily Inspection Report 08/18/2023Report Date: Atlas Technical Consultants, LLC ­ Idaho Falls 1753 E Precision Drive Idaho Falls, ID 83402 Phone: (208) 529­8242 Client: Excel General Contractors LLC 95 E 1495 S Francis, UT 84036 Project: E231273c Java Espress, 565 N 2nd E, Rexburg, ID 565 N 2nd E Rexburg, ID 83440 This report shall not be reproduced, in full, without prior written approval of Atlas Technical Consultants, LLC. Results only relate to the items inspected or tested. Page 1 of 2Page 1 of 1 Inspection Details Date Contractor Inspector Weather Permit Number 07/25/2023 Excel General Contractors Clark, Josh Sunny na Reported to: Job Site Fabrication Shop Examined Per:  AISC 341 Chapter J AISC 360 Chapter N AWS D1.1 AWD D1.2 AWS D1.3 AWS D1.4 AWS D1.5 AWS D1.6 AWS D1.8 Other:Code Year/Edition:2020 Welder, Process, Procedures: Checked welder(s) Certifications Checked procedure qualifications Visually Inspected ­ in­progress Visually Inspected ­ completed Verified proper electrode storage Material Identification: Collected/Checked mill certifications:No Weld Types: Single pass fillet welds Multi­pass fillet welds Flare bevel grove welds PJP (Partial joint penetration welds) CJP (Complete joint penetration welds) Direct Indirect butt splice on reinforcing steel Other (specify): Reference Drawing Sheet and Detail, and Approved RFI:SD1.0/11,SD1.0/12 and general notes Type of connections and locations:angle to channel at perimeter canopy Notes:reported to Ken with Excel. as items are painted inspector can not verify welding process or electrode used Work inspected was: in compliance in compliance, except as noted in comments section reinspection/retesting required Note: The recording of false, fictitious, or fraudulent statements or entries on this document may be punishable as a felony under Federal Statute. ✔✔ ✔✔ ✔ STRUCTURAL STEEL WELDING 08/18/2023Report Date: Atlas Technical Consultants, LLC ­ Idaho Falls 1753 E Precision Drive Idaho Falls, ID 83402 Phone: (208) 529­8242 Client: Excel General Contractors LLC 95 E 1495 S Francis, UT 84036 Project: E231273c Java Espress, 565 N 2nd E, Rexburg, ID 565 N 2nd E Rexburg, ID 83440 NOTICE: Our firm’s professionals are represented on site solely to observe operations of the contractor identified, to form opinions about the adequacy of those operations, and to report those opinions to our client. The presence and activities of our field representatives do not relieve any contractor from its obligation to meet contractual requirements. No one except our client may rely on our findings and opinions. The contractor retains sole responsibility for site safety and the methods, operations, and sequences of construction. Page 1 of 3Page 1 of 2 Inspection DetailsDateContractor Inspector Weather Permit Number07/25/2023 Excel GeneralContractors Clark, Josh Sunny naReported to:Job SiteFabricationShop Examined Per: AISC 341 Chapter J AISC 360 Chapter N AWS D1.1 AWD D1.2 AWS D1.3AWS D1.4 AWS D1.5 AWS D1.6 AWS D1.8Other:Code Year/Edition:2020Welder, Process, Procedures:Checked welder(s) CertificationsChecked procedure qualificationsVisually Inspected ­ in­progressVisually Inspected ­ completedVerified proper electrode storage Material Identification:Collected/Checked mill certifications:NoWeld Types:Single pass fillet weldsMulti­pass fillet weldsFlare bevel grove weldsPJP (Partial joint penetration welds)CJP (Complete joint penetration welds)DirectIndirect butt splice on reinforcing steelOther (specify):Reference Drawing Sheet and Detail, and Approved RFI:SD1.0/11,SD1.0/12 and general notes Type of connections and locations:angle to channel at perimeter canopy Notes:reported to Ken with Excel. as items are painted inspector can not verify welding process or electrode used Work inspected was: in compliance in compliance, except as noted in comments section reinspection/retesting required Note: The recording of false, fictitious, or fraudulent statements or entries on this document may be punishable as a felony under Federal Statute. Comments Discrepancy Status:Open Discrepancy Number:1 Who was advised of the discrepancy? Ken with Excel was notified of discrepancies Discrepancy Description: per SD1.0/11 the welds for angle to channel need to be full length both sides. current welds are approx. 1" top and bottom each side.Also bolts used to assemble canopy are 307 grade but are required per Gerneral notes to be A325 ✔✔✔✔ ✔ STRUCTURAL STEEL WELDING 08/18/2023Report Date: Atlas Technical Consultants, LLC ­ Idaho Falls 1753 E Precision Drive Idaho Falls, ID 83402 Phone: (208) 529­8242 Client: Excel General Contractors LLC 95 E 1495 S Francis, UT 84036 Project: E231273c Java Espress, 565 N 2nd E, Rexburg, ID 565 N 2nd E Rexburg, ID 83440 NOTICE: Our firm’s professionals are represented on site solely to observe operations of the contractor identified, to form opinions about the adequacy of those operations, and to report those opinions to our client. The presence and activities of our field representatives do not relieve any contractor from its obligation to meet contractual requirements. No one except our client may rely on our findings and opinions. The contractor retains sole responsibility for site safety and the methods, operations, and sequences of construction. Page 2 of 3Page 2 of 2 Nampa, ID – Blackfoot, ID – Centerville, UT Ph. (208) 475-0040 – Fax. (208) 498-4241 August 16, 2023 RE: Project: Java Express Rexburg, ID PE Job #2023-14698 Page 1 of 15 Robert Fehrenbacker: This letter is to address changes to Java Express building at address listed above. All repairs or modifications are to be done in accordance to the 2018 IBC. All other items not addressed in this letter shall conform to all local, state, and national codes. The contractor did not adhere to the specified continuous fillet weld outlined in detail 11/SD1.0. Instead, they chose to employ a 1-inch of length of fillet weld on both the upper and lower sections of the plate tab. Furthermore, they opted to install A307 bolts instead of the prescribed A325 high-strength bolts indicated in the project plans. Upon thorough examination, it has been determined that both the weld and bolt selections possess adequate capacity to accommodate the intended application. As such, there is no immediate necessity for remedial action, and the existing configurations are considered acceptable. In conjunction with these matters, an additional concern has arisen due to alterations in the building's dimensions, as presented in the revised floor plan provided by the architect. The enlargement of the building footprint inherently amplifies the tributary area exposed to wind and gravitational loads, warranting a comprehensive assessment. It is noteworthy that the expanded dimensions impact shear lines X2-1, X1-1, Y1-1, Y2-1, foundations and headers. For corresponding adjustments in shear, foundations, and headers please review the redlines on the new floor plan following this report. Please contact us with any questions, comments, or concerns regarding this project. All inquiries can be sent to me through phone or email. Sincerely, Eduardo Pelallo, EI eduardo@performancestructural.com Vance Leavitt, PE vance@performancestructural.com 8/17/2023 Xref Z:\Jobs\2018 Jobs\18117- Java Espress\DESIGN\CAD\ALCstandard11x17L.dwg 46'-0" 19 ' - 6 " ENLARGED SINGLE LANE PLANS 1 SCALE: 1/4" = 1'-0" 14'-6" 07.01.22 2' - 0 " 9'-0" 20 ' - 0 " 13'-0"19'-0"14'-0" 3' - 6 1 / 2 " 3' - 0 " 3'-9"3'-9" 4'-7 1 / 2 " 2' - 6 " 4' - 0 " 15'-0"7'-6" 14 ' - 1 1 " 5' - 1 " 9'-5" 3' - 6 " Page 2 of 15 W1 H103 (2)2x8 DF#2 H106 (2)2x12 DF#2 NOTES: *THE TRIBUTARY ON THE FOUNDATION GREW FROM 14.1' TO 16.5-FEET. THE EXISITING "F1" FOOTING IS STILL ADEQUATE. *ONLY THE CHANGES IN THE SHEAR ARE SHOWN FOR CLARITY IF THERE ARE NO MARKUPS THEN IT MAY REMAIN AS ORIGINALLY CALLED OUT. *ALL THE HEADERS ON PERMIT SET ARE ADEQUATE UNLESS CALL OUT ON THIS PLAN. X2-1 X1-1 Y1-1 Y2-1 H104 (2)2x8 DF#2 H101 H102 H105 H107 H108 NEW FLOOR PLAN N.T.S H E A D E R S E E P L A N 1 6 d E N D N A I L S C R I P P L E S T U D T O M A T C H W A L L S T U D 2 x S I L L F U L L H E I G H T K I N G S T U D S E E S C H E D U L E T R I M M E R S T U D S E E S C H E D U L E C R I P P L E S T U D T O M A T C H W A L L S T U D S C A L E : H E A D E R D E T A I L 3 / 4 " = 1 ' - 0 " 4 S D 1 . 0 SCALE: TYP. STEM WALL DETAIL3/4" = 1'-0"1SD1.0 #4 CONT. @ 12" O.C.#4 BAR @ 18" O.C.SEE FTGSCHED3"CLR.3'-0" MIN.SEE FOOTINGSCHED 8"MIN.EXTERIOR SHEATHING, SEE PLAN INTERIOR FINISH,SEE PLAN 2x WALL, SEE PLAN2x6 P.T. SILL W/ MIN. W/ 1/2"Øx10"ANCHOR BOLTS @ 72" O.C. W/MIN. 7" EMBEDMENT. & NOT MORETHAN 12" FROM CORNERS & ENDSCONC. SLAB,SEE PLANCONC. WALL, SEE PLANREBAR, SEE FOOTINGSCHEDULE 0'-0" T.O. FINISH FLOORT.O. GRADE 1/2" EXPANSION MATERIAL2" RIGID FOAM INSULATIONSCALE: TYPICAL SLAB JOINT D E T A I L S 3/4" = 1'-0"2SD1.0 SLAB + 4" 8"U.N.O.SAWED OR FORMED JOINT @ C O N T R A C T O R S O P T I O N . 1)2)SAW CUT TO BE MADE AS SOO N A S P O S S I B L E 3)WITHOUT DAMAGING SURFACE. RECOMMEND JOINT BE PLACED 1 0 ' - 0 " O . C . "T" 4" "T" SEE PLAN CONTROL J O I N T 8"U.N.O.CONSTRUCTIO N J O I N T MAX. EA. WAY & RATIO 2:1 NOT E X C E E D E D CONC. SLAB, SEE PLANIND U C E D C R A C K 4" OF 3/4" COMPACTED AGGREGATECONT. REINF. THRU JOINT C O N C . S L A B , S E E P L A N 4" OF 3/4" COMPACTED AGGREGATE ( 2 ) # 4 B A R S C O N T . E A . S I D E S C A L E : T H I C K E N E D S L A B D E T A I L 3 / 4 " = 1 ' - 0 " 3 S D 1 . 0 C O N C . S L A B , S E E P L A N S E E P L A N SEE PLAN ( 2 ) # 4 B A R S C O N T . 2 x S T U D W A L L , S E E P L A N 2 x C O N T P . T . S I L L W / H I L T I X - C P 7 2 P I N S @ 1 2 " O . C . 3" EDGE NAILINGEDGE NAILING2x BLKG PARAPET 8 d @ 4 " O . C . 2 x B L K G SEE ARCH. DRAWINGS FOR PARAPET HEIGHT (66" MAX.) SCALE: TYPICAL TRUSS BEARI N G 3/4" = 1'-0"6SD1.0 1-3/4" 8 d @ 4 " O . C . 2x6 END VERT.(MIN.)EDGE NAILINGEDGE NAILING2x BLKG PARAPET8d @ 4" O.C.2x BLKG SEE ARCH. DRAWINGSFOR PARAPET HEIGHT(PARAPET & BLKG @ 24"O.C. WHEN LESS THEN 66"OR @12" O.C. WHEN 66"-96")1-3/4"8d @ 4" O.C.2x6 END VERT.(MIN.)SIMPSON LSTI15CNTRD ACROSS TRUSS2x BLOCKINGFOR 2'-6" MIN.(4) 10d NAILSSCALE: GABLE BRACING 3/4" = 1'-0"5SD1.0 T R U S S C O M P A N Y T O A D D V E R T . W / 1 . 5 K I P U P L I F T C A P A C I T Y E Q ( 2 ) 1 2 " T H R U B O L T S ( 2 ) 1 2 " T H R U B O L T S W E D G E B L O C K E Q S C A L E : C H A N N E L A T T A C H M E N T D E T A I L 3 / 4 " = 1 ' - 0 " 7 S D 1 . 0 S C A L E : C H A N N E L P O C K E T D E T A I L 3 / 4 " = 1 ' - 0 " 8 S D 1 . 0 SCALE: CHANNEL BEAM END C O N N E C T I O N 3/4" = 1'-0"10SD1.1 S C A L E : T Y P I C A L C H A N N E L L E D G E R D E T A I L 3 / 4 " = 1 ' - 0 " 1 1 S D 1 . 0 C - C H A N N E L S E E P L A N P . E . T R U S S , S E E P L A N 'C' CHANNELSEE PLAN L2x2x14"(2) 12" BO L T S T Y P . B O T H S I D E S M E T A L R O O F I N G ( 3 ) 5 " O L Y L O G S C R E W S @ 3 2 " O . C . M A X 1 4 " x 4 " x 4 " P L A T E T A B ( 2 ) 1 2 " T H R U B O L T S 2 x W A L L , S E E P L A N 1 / 4 T Y P 1 / 4 2 4 " x 2 4 " x 8 " C O N C F T G A T C O N T R A C T O R S O P T I O N S C A L E : S T E E L P O S T F O U N D A T I O N D E T A I L 3 / 4 " = 1 ' - 0 " 1 2 S D 1 . 0 ( 4 ) # 4 B A R S V E R T . 2'-0" MIN F T G . R E I N F . ( 2 ) # 4 E A C H W A Y 3" CLR 1 ' - 6 " 8" G R A D E G R A D E H S S 6 x 6 x 3 1 6 " S O N O T U B E ( 3 ) # 3 T I E S @ 3 " O . C . E L S E 1 2 " O . C . 1 / 4 1 2 " x 1 0 " x 1 0 " 1 - 1 / 2 " N O N - S H R I N K G R O U T A N C H O R B O L T S , S E E P L A N CL 1 1 2 " 112"112" 1 1 2 " EQ EQ COL. 14" TOP PLATE1/4 L2x2x14"4" LONG (2) 12" THRU BOLTSSCALE:POST BEARING DETAIL3/4" = 1'-0"13SD1.0 STEEL POST,PER PLAN 1/4 1/4 1 / 4 1 - 6 " ' C ' C H A N N E L S E E P L A N B L O C K I N G A S N E E D E D 9 S D 1 . 0 SCALE: CHANNEL POCKET DETAIL3/4" = 1'-0"9SD1.0 L2x2x14"4" LONG (2) 12" THRU BOLTS34" THREADED ROD14" PLATENO PL REQ'D@ SIM CONDITIONSCALE: CHANNEL POCKET DET A I L 3/4" = 1'-0"14SD1.0 L2x2x14"4" LONG (2) 12" T H R U B O L T S 3 4 " T H R E A D E D R O D 1 4 " P L A T E N O P L R E Q ' D @ S I M C O N D I T I O N BLO C K I N G W / WE D G E A S R E Q U I R E D R O O F F R A M I N G , S E E P L A N P A R A P E T 8 d @ 4 " O . C . E D G E N A I L I N G ( 4 ) 1 0 d N A I L S S C A L E : T Y P L E D G E R D E T A I L 3 / 4 " = 1 ' - 0 " 1 5 S D 1 . 0 R O O F S H E A T H I N G , S E E P L A N E D G E N A I L I N G 2 x 6 L E D G E R W / ( 2 ) 5 " O L Y L O G S C R E W S @ 2 4 " M A X E X T E R I O R F I N I S H , S E E P L A N E D G E N A I L I N G , S E E P L A N 2 x B L K G F O R H A N G E R C O N N E C T I O N N O T C H S T U D F O R C H A N N E L B E A M N O T E : N O N O T C H & C H A N N E L B E A M @ S I M C O N D I T I O N SIMPSON DTT2ZATTACHED TO STUDS IN WALL(2) 2x STUDS ATTACHEDTO DTT2Z BOTH ENDS, SEE S1.0 BLK AS NEEDED(2) 5" OLYLOG SCREWS(2) 12" THRU BOLTSBLK AS NEEDED S C A L E : D A T E : C H E C K E D B Y : J O B N O . : D R A W N B Y : 1 1 0 2 N . F R A N K L I N B L V D . N A M P A , I D 8 3 6 8 7 P H . # ( 2 0 8 ) 4 7 5 - 0 0 2 3 F A X ( 2 0 8 ) 4 7 5 - 0 0 4 4 D E S I G N E D B Y : 1 2 / 0 1 / 2 0 2 1 A S N O T E D Z E L H E P 2 0 2 1 - 1 2 3 0 5 D R A W N B Y : J O B # DATE REVISIONS NO. THIS DRAWING CONTAINS INFORMATION WHICH IS THE PROPRIETARY PROPERTY OF ALC ARCHITECTURE.NO UNAUTHORIZED REUSE OR DUPLICATION OF THESE PLANS OR ANY INFORMATION CONTAINED HEREIN,WITHOUT THE EXPRESS WRITTEN CONSENT OF ALC ARCHITECTURE.THIS DRAWING IS NOT TO BE USED FOR CONSTRUCTION UNTIL IT IS SIGNED BY THE ARCHITECT.COPYRIGHT © ALC ARCHITECTURE C H E C K E D B Y : D A T E : 1119 E. State Street, Suite 120 - Eagle, ID 83616 208.514.2713 1119 E. State Street, Suite 120 - Eagle, ID 83616 208.514.2713 PROJECT FOR: JAVA ESPRESS -REXBURG, IDAHO K W / J M R F , E A 1 8 1 1 7 0 3 / 1 9 / 2 0 2 0 ... ... ... ... ... S D 1 . 0 S T R U C T U R A L D E T A I L S 9 7 9 0 S H A W N D R E E E R PR O F E S S I O N A L E N G I N R E E R E G I S T E D E R S T A T E O F I D A H O 1 2 / 1 1 / 2 1 T O P & B O T T O M 1 / 4 1 / 4 1 1 E X I S I T I N G D E T A I L S H E E T N . T . S Page 4 of 15 CALCULATIONS Design Criteria Governing Code:2018 IBC Snow Criteria Wind Criteria Roof Load (Pf)35 psf Wind Speed (V3)115 mph Ground Load (Pg)35 psf Wind Exposure C Open Terrain Exposure Factor (Ce)1.0 Wind Importance (Iw)1.0 Thermal Factor (Ct)1.0 Building Category II Importance (Is)- Seismic Criteria Site Class D Ss 0.37 Fa 1.51 S1 0.14 Fv 2.32 OSB .06Wp 6.5 Typ @ Ext SDS 0.37 SD1 0.22 GYP .18Wp 2 Typ @ Int Risk Category 1 Seismic Importance (IE)1.0 Live Loads Soil Bearing 40 psf Typical 1500 psf 40 psf Frost Depth 30 in #N/A Lateral Soil Pressure:35 pcf Roof Dead Loads:Floor Dead Loads: Deck 1.5 Insulation 2.0 Deck 2.5 Roofing 3.0 Joist 2.0 Joist 2.5 Ceiling 2.0 Ceiling 3.0 Flooring 2.5 Misc 4.5 Misc 3.0 TOTAL 17 psf TOTAL 12 psf Exterior Wall Dead Loads:Interior Wall Dead Loads: Studs 2.0 Studs 2.0 Siding 2.5 Gyp. Board 2.5 Insulation 0.5 Gyp. Board 2.5 Sheating 1.5 Misc 3.0 Misc 3.0 TOTAL 12 psf TOTAL 8 psf Typ Residential Stiff Soil Typical Partially Other Garage (P.V.) Sleeping Areas's Seismic Design Category (SDC)D Design Base Shear Seismic Response Coefficient , R Wall Material Page 5 of 15 Nampa, ID – Blackfoot, ID – Centerville, UT Ph. (208) 475-0040 – Fax. (208) 498-4241 AISC Bolt Calculation For bolts connecting steel elements Calc Name: Input Data:Applied Loads to Bolt Group: Bolt Material:A307 Axial, P:0 kips ASTM Designation:A307 Shear, V:1.14 kips Bolt Diameter:1/2 ''Ø Bolt Properties: Thread Excluded?No ASTM: Fnv/Ω, ksi:Fnt/Ω, ksi: Single/Double Shear?:S A307 13.5 22.5 Bolt Qty (n):2 Nominal Bolt Area, Abolt in2 0.196 Strenth Calcualtion: Tensile Capacity = Rnt/Ω = Fnt/Ω * Abolt Shear Strength = Rnv /Ω = Fnv/Ω * Abolt Tensile Capacity =Shear Strength = Code Check: Tension: Rnt/Ω > P/n Shear:Rnv /Ω > V/n (Eq. J3-1) 4.42 >0 2.65 >0.57 OK OK Usage = 0.00%Usage = 21.50% Combined Loading Tensile Cap. = F'nt*Ab = 1.3Fnt - Ω*Fnt/Fnv * Fv (Ω = 2.0) * Ab (Eq. J3-3b) Fnt = 24.41 ksi > 45 ksi, Combined Doesn't Control >0 OK Usage = #VALUE! Shear Tab (See AISC Table 7-1 and 7-2) 4.42 kips ( Ω = 2.00 shear and tension) 2.65 kips Page 6 of 15 Nampa, ID – Blackfoot, ID – Centerville, UT Ph. (208) 475-0040 – Fax. (208) 498-4241 INPUTS: Force:Applied Force Formula: Tension:P =0 kips Wz =P/Aw Vertical Shear:Vy = 1.14 kips Wy=Vy/Aw Horizontal Shear:Vx = 0 kips Wx=Vx/Aw Bending:Mx = 0 kip-in Wz=Mx/Swx Bending:My = 0 kip-in Wz=My/Swy Torsion:T = 0 kip-in Wx=Tcv/Jw, Wy=Tch/Jw Plate Thickness:1/4 in Weld Throat Size, ws :1/4 in Weld Shape: One Straight Line: b=0.5 in d =2 in CALCULATIONS: Term:Value:Equation: Aw:2.00 in d Swx :0.67 in2 d^2/6 Swy :in2 --N/A-- Jw =0.67 in3 d^3/12 Cv =1.00 in d/2 Ch =0.00 in 0 Wx =0.000 k/in Wy =0.570 k/in Vy/Aw Wz =0.000 k/in 0 Resultant Force on Weld: W= 0.570 k/in (wx 2 + wy 2 + wz 2)1/2 θ =0.0 °tan-1[wz/(wx2+wy2)1/2] Weld Strength:(Safety Factor: Ω = 2.0) Fw = 3.712 k/in. (1/Ω)*0.6 *(70ksi)(1+0.5*sin1.5θ)*0.707 * ws Check Weld Force > Weld Strength: W/Fw :0.15 < 1.0 (Assume E70 electrode, FE70 = 70 ksi) ∴ OK FILLET WELD CALCULATION- Typical Post Type of Loading: Based on "Design of Fillet Welds – Steel Plate Engineering Data – Volume 2 – Useful Information on the Design of Plate Structures, Appendix II" and "AISC Steel Manual 14th Edition" Page 7 of 15 Nampa, ID – Blackfoot, ID – Centerville, UT Ph. (208) 475-0040 – Fax. (208) 498-4241 H101 Header Calculations Additional Drift Roof Floor Wall Total Load Total Load Dead Load Dead Load Dead Load Dead Load 161.5 0.0 40.0 201.5 plf Snow Load Live / Snow Load Live Load Live Load 0 475.0 0.0 475.0 plf This spreadsheet is used for designing a stud wall according to the NDS. Inputs are in Red and outputs are in BOLDFACE. Description:4.0 ft Opening Header Callout (2)2x6 DF-L No. 2 Trimmers (1)2x DF #2 Wood Design Species DF-L Grade No. 2 Width 3.00 in Depth 5.50 in Reaction Dead Load 403 lbs Live Load 950 lbs Load lu 4.0 ft le 7.9 ft Adjustment Factors Cd 1.15 CF 1.3 Material Properties Fb 900 psi Fv 180 psi E 1,600,000 psi Emin 580,000 psi Calculated Prop. A 16.50 in^2 I 41.59 in^4 S 15.13 in^3 RB 7.61 Emin'580,000 psi FbE 12,021 psi Fb*1,346 psi CL 1 Shear and Moment M 16,235 lb-in V 1,353 lbs Stress fb 1,073 psi Fb'1,337 psi fb/Fb'0.80 fv 123 psi Fv'207 psi fv/Fv'0.59 Max Ratio 0.80 Pass Deflection ΔTL 0.06 in L/820 ΔLL 0.04 in L/1,168 Pass 676.5 plf Page 8 of 15 Nampa, ID – Blackfoot, ID – Centerville, UT Ph. (208) 475-0040 – Fax. (208) 498-4241 H102 Header Calculations Additional Drift Roof Floor Wall Total Load Total Load Dead Load Dead Load Dead Load Dead Load 114.8 0.0 40.0 154.7 plf Snow Load Live / Snow Load Live Load Live Load 0 337.5 0.0 337.5 plf This spreadsheet is used for designing a stud wall according to the NDS. Inputs are in Red and outputs are in BOLDFACE. Description:4.0 ft Opening Header Callout (2)2x6 DF-L No. 2 Trimmers (1)2x DF #2 Wood Design Species DF-L Grade No. 2 Width 3.00 in Depth 5.50 in Reaction Dead Load 309 lbs Live Load 675 lbs Load lu 4.0 ft le 7.9 ft Adjustment Factors Cd 1.15 CF 1.3 Material Properties Fb 900 psi Fv 180 psi E 1,600,000 psi Emin 580,000 psi Calculated Prop. A 16.50 in^2 I 41.59 in^4 S 15.13 in^3 RB 7.61 Emin'580,000 psi FbE 12,021 psi Fb*1,346 psi CL 1 Shear and Moment M 11,813 lb-in V 984 lbs Stress fb 781 psi Fb'1,337 psi fb/Fb'0.58 fv 89 psi Fv'207 psi fv/Fv'0.43 Max Ratio 0.58 Pass Deflection ΔTL 0.04 in L/1,127 ΔLL 0.03 in L/1,643 Pass 492.2 plf Page 9 of 15 Nampa, ID – Blackfoot, ID – Centerville, UT Ph. (208) 475-0040 – Fax. (208) 498-4241 H103 Header Calculations Additional Drift Roof Floor Wall Total Load Total Load Dead Load Dead Load Dead Load Dead Load 263.5 0.0 40.0 303.5 plf Snow Load Live / Snow Load Live Load Live Load 0 775.0 0.0 775.0 plf This spreadsheet is used for designing a stud wall according to the NDS. Inputs are in Red and outputs are in BOLDFACE. Description:4.0 ft Opening Header Callout (2)2x8 DF-L No. 2 Trimmers (1)2x DF #2 Wood Design Species DF-L Grade No. 2 Width 3.00 in Depth 7.25 in Reaction Dead Load 607 lbs Live Load 1,550 lbs Load lu 4.0 ft le 8.2 ft Adjustment Factors Cd 1.15 CF 1.2 Material Properties Fb 900 psi Fv 180 psi E 1,600,000 psi Emin 580,000 psi Calculated Prop. A 21.75 in^2 I 95.27 in^4 S 26.28 in^3 RB 8.92 Emin'580,000 psi FbE 8,738 psi Fb*1,242 psi CL 1 Shear and Moment M 25,883 lb-in V 2,157 lbs Stress fb 985 psi Fb'1,232 psi fb/Fb'0.80 fv 149 psi Fv'207 psi fv/Fv'0.72 Max Ratio 0.80 Pass Deflection ΔTL 0.04 in L/1,178 ΔLL 0.03 in L/1,639 Pass 1,078.5 plf Page 10 of 15 Nampa, ID – Blackfoot, ID – Centerville, UT Ph. (208) 475-0040 – Fax. (208) 498-4241 H104 Header Calculations Additional Drift Roof Floor Wall Total Load Total Load Dead Load Dead Load Dead Load Dead Load 199.8 0.0 40.0 239.7 plf Snow Load Live / Snow Load Live Load Live Load 0 587.5 0.0 587.5 plf This spreadsheet is used for designing a stud wall according to the NDS. Inputs are in Red and outputs are in BOLDFACE. Description:4.3 ft Opening Header Callout (2)2x8 DF-L No. 2 Trimmers (1)2x DF #2 Wood Design Species DF-L Grade No. 2 Width 3.00 in Depth 7.25 in Reaction Dead Load 520 lbs Live Load 1,275 lbs Load lu 4.3 ft le 8.9 ft Adjustment Factors Cd 1.15 CF 1.2 Material Properties Fb 900 psi Fv 180 psi E 1,600,000 psi Emin 580,000 psi Calculated Prop. A 21.75 in^2 I 95.27 in^4 S 26.28 in^3 RB 9.27 Emin'580,000 psi FbE 8,102 psi Fb*1,242 psi CL 1 Shear and Moment M 23,371 lb-in V 1,795 lbs Stress fb 889 psi Fb'1,231 psi fb/Fb'0.72 fv 124 psi Fv'207 psi fv/Fv'0.60 Max Ratio 0.72 Pass Deflection ΔTL 0.04 in L/1,202 ΔLL 0.03 in L/1,693 Pass 827.2 plf Page 11 of 15 Nampa, ID – Blackfoot, ID – Centerville, UT Ph. (208) 475-0040 – Fax. (208) 498-4241 H105 Header Calculations Additional Drift Roof Floor Wall Total Load Total Load Dead Load Dead Load Dead Load Dead Load 195.5 0.0 40.0 235.5 plf Snow Load Live / Snow Load Live Load Live Load 0 575.0 0.0 575.0 plf This spreadsheet is used for designing a stud wall according to the NDS. Inputs are in Red and outputs are in BOLDFACE. Description:3.0 ft Opening Header Callout (2)2x6 DF-L No. 2 Trimmers (1)2x DF #2 Wood Design Species DF-L Grade No. 2 Width 3.00 in Depth 5.50 in Reaction Dead Load 353 lbs Live Load 863 lbs Load lu 3.0 ft le 6.2 ft Adjustment Factors Cd 1.15 CF 1.3 Material Properties Fb 900 psi Fv 180 psi E 1,600,000 psi Emin 580,000 psi Calculated Prop. A 16.50 in^2 I 41.59 in^4 S 15.13 in^3 RB 6.73 Emin'580,000 psi FbE 15,357 psi Fb*1,346 psi CL 1 Shear and Moment M 10,941 lb-in V 1,216 lbs Stress fb 723 psi Fb'1,339 psi fb/Fb'0.54 fv 111 psi Fv'207 psi fv/Fv'0.53 Max Ratio 0.54 Pass Deflection ΔTL 0.02 in L/1,622 ΔLL 0.02 in L/2,286 Pass 810.5 plf Page 12 of 15 Nampa, ID – Blackfoot, ID – Centerville, UT Ph. (208) 475-0040 – Fax. (208) 498-4241 H106 Header Calculations Additional Drift Roof Floor Wall Total Load Total Load Dead Load Dead Load Dead Load Dead Load 223.1 0.0 40.0 263.1 plf Snow Load Live / Snow Load Live Load Live Load 0 656.3 0.0 656.3 plf This spreadsheet is used for designing a stud wall according to the NDS. Inputs are in Red and outputs are in BOLDFACE. Description:7.0 ft Opening Header Callout (2)7-1/4" LVL 2.0E Trimmers (1)2x DF #2 Wood Design Species LVL Grade 2.0E Width 3.50 in Depth 7.25 in Reaction Dead Load 921 lbs Live Load 2,297 lbs Load lu 7.0 ft le 13.2 ft Adjustment Factors Cd 1.15 CF 1.2 Material Properties Fb 2,900 psi Fv 285 psi E 2,000,000 psi Emin 1,016,535 psi Calculated Prop. A 25.38 in^2 I 111.15 in^4 S 30.66 in^3 RB 9.69 Emin'1,016,535 psi FbE 12,990 psi Fb*4,002 psi CL 1 Shear and Moment M 67,571 lb-in V 3,218 lbs Stress fb 2,204 psi Fb'3,917 psi fb/Fb'0.56 fv 190 psi Fv'328 psi fv/Fv'0.58 Max Ratio 0.58 Pass Deflection ΔTL 0.22 in L/376 ΔLL 0.16 in L/527 Pass 919.3 plf Page 13 of 15 Nampa, ID – Blackfoot, ID – Centerville, UT Ph. (208) 475-0040 – Fax. (208) 498-4241 H107 Header Calculations Additional Drift Roof Floor Wall Total Load Total Load Dead Load Dead Load Dead Load Dead Load 127.5 0.0 40.0 167.5 plf Snow Load Live / Snow Load Live Load Live Load 0 375.0 0.0 375.0 plf This spreadsheet is used for designing a stud wall according to the NDS. Inputs are in Red and outputs are in BOLDFACE. Description:3.0 ft Opening Header Callout (2)2x6 DF-L No. 2 Trimmers (1)2x DF #2 Wood Design Species DF-L Grade No. 2 Width 3.00 in Depth 5.50 in Reaction Dead Load 251 lbs Live Load 563 lbs Load lu 3.0 ft le 6.2 ft Adjustment Factors Cd 1.15 CF 1.3 Material Properties Fb 900 psi Fv 180 psi E 1,600,000 psi Emin 580,000 psi Calculated Prop. A 16.50 in^2 I 41.59 in^4 S 15.13 in^3 RB 6.73 Emin'580,000 psi FbE 15,357 psi Fb*1,346 psi CL 1 Shear and Moment M 7,323 lb-in V 814 lbs Stress fb 484 psi Fb'1,339 psi fb/Fb'0.36 fv 74 psi Fv'207 psi fv/Fv'0.36 Max Ratio 0.36 Pass Deflection ΔTL 0.01 in L/2,423 ΔLL 0.01 in L/3,506 Pass 542.5 plf Page 14 of 15 Nampa, ID – Blackfoot, ID – Centerville, UT Ph. (208) 475-0040 – Fax. (208) 498-4241 H108 Header Calculations Additional Drift Roof Floor Wall Total Load Total Load Dead Load Dead Load Dead Load Dead Load 119.0 0.0 40.0 159.0 plf Snow Load Live / Snow Load Live Load Live Load 0 350.0 0.0 350.0 plf This spreadsheet is used for designing a stud wall according to the NDS. Inputs are in Red and outputs are in BOLDFACE. Description:3.0 ft Opening Header Callout (2)2x6 DF-L No. 2 Trimmers (1)2x DF #2 Wood Design Species DF-L Grade No. 2 Width 3.00 in Depth 5.50 in Reaction Dead Load 238 lbs Live Load 525 lbs Load lu 3.0 ft le 6.2 ft Adjustment Factors Cd 1.15 CF 1.3 Material Properties Fb 900 psi Fv 180 psi E 1,600,000 psi Emin 580,000 psi Calculated Prop. A 16.50 in^2 I 41.59 in^4 S 15.13 in^3 RB 6.73 Emin'580,000 psi FbE 15,357 psi Fb*1,346 psi CL 1 Shear and Moment M 6,871 lb-in V 763 lbs Stress fb 454 psi Fb'1,339 psi fb/Fb'0.34 fv 69 psi Fv'207 psi fv/Fv'0.34 Max Ratio 0.34 Pass Deflection ΔTL 0.01 in L/2,583 ΔLL 0.01 in L/3,756 Pass 509.0 plf Page 15 of 15 Nampa, ID – Blackfoot, ID – Centerville, UT Ph. (208) 475-0040 – Fax. (208) 498-4241