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HomeMy WebLinkAboutX2020-1980 - CalcsAQX ENGINEERING 1520 Brookhollow, Suite #45, Santa Ana, CA 92705 Tel: (714) 662 0510 Fax: (714) 662 0559 IU01 'ibm ire- W STRUCTURAL CALCULATIONS for MARVIN RESIDENCE REVISED WITH DELTA NUMBER TWO 4 1209 W. BAY AVE. NEWPORT BEACH MK20-029 12/14/2020 BUILDING DIVISION JAN A 2021 BY: Y.T. AQX ENGINEERING Tel: (9491 261 7740 1520 RmnkhN/pw suilp Ads. Santa Ana rA 027n5 Fav 14AM 7e1 7I9n JOB NAME: with plaster JOB NO: SHEET NO: ADDRESS: I ENGINEER: Mandl DATE: Residential Roof Design Loads Dead Loads Description with plaster gypsum board 1/2" 2.2 psf COMP. SH. 5.0 psf Insulation 0.5 psf 1/2" plywood sheathing 1.5 psf Mechanical/Electrical 0.5 psf Gyp Board Ceiling 2.0 psf Use Ext. with stucco 15.0 psf Roof Framing 3.0 psf Ceiling framing 2.0 psf Insul. Misc.+SOLAR S. 5.0 psf 18.5 psf 18.5 psf Slope: 4 :12 Adjustment: 1.054 USE: 19.5 psfSay 20.0 psf Live Load: (Method 1) 0 to 200sgt 201 to 600 sqt Over 600 sqt USE Flat or rise <=4:12 20 16 12 psf Rise = 6:12 18 16 12 psf Rise > 12:12 16 12 12 psf Wall weight breakdown Description with plaster gypsum board 1/2" 2.2 psf 2x6 studs@16"o.c: 2 walls 3.4 psf Insulation 0.5 psf stucco 8.0 psf Mechanical/Electrical 0.5 psf Subtotal 14.6 psf Use Ext. with stucco 15.0 psf Int. 9 psf AQX ENGINEERING Tal' 19491 291 7740 192A Rrnn4hn11nw ciiaa ices sania Ana re 427e9 ea.• iaeaX vat 77en JOB NAME: 1.5 psf JOB NO: SHEET NO: ADDRESS: I ENGINEER: Mandl IDATE Residential Floor Design Loads Loads: Description Living Spaces Carpet 1.5 psf Plywood sheathing 3.8 psi Framing 4.0 psf MEP 1.0 psf 5/8 gyp. Bd ceiling(2) 2.8 psf Insulation & Misc 1.0 psf Total 14.1 psf USE 14.0 psf Load: USE Live load 40 psf USE Deck 60 psi AQX ENGINEERING 1520 Brookhollow, Suite #45, Santa Ana Tel: (714) 662 0510 Fax: (714) 662 0559 PROJECT: SHEET NO.: DESIGNED BY: CHECKED BY: JOB NO.: DATE: DATE: Description: Design Lateral Force Design Lateral Force: (Longitudinal Direction) General Information: Pitch: 3.00 /12 Area: #1 Width: Height: 26 ft 9 ft Longitudinal Direction E > 9 ft Length: 25 ft 2a= 6 ft (See "Wind Design Spread Sheet") Wind: Roof Level: Zone A Zone C Zone B Zone D Wind Pressue: 19.24 12.71 0.00 0.00 psf Tributary Width: 6.0 20.0 0.0 0.0 ft Tributary Height: 5.3 6.9 0.0 0.0 ft Wind Force: 606 1747 0 0 Ibs sum: 2353 Ibs Minimum Wind Force by Considering 10 psf 1690 Ibs Design Wind Force: 2353 Ibs Distributed Wind Force: 90 plf Floor Level: Zone A Zone C Wind Pressue: 19.24 12.71 psf Tributary Width: 6.0 20.0 ft Tributary Height: 9.0 9.0 ft Wind Force: 1039 2287 Ibs sum: 3326 Ibs Minimum Wind Force by Considering 10 psf 2340 Ibs ( 6.4.2.1.1) Design Wind Force: 3326 Ibs Distributed Wind Force: 128 plf Design Wind Force at Floor Level: 5679 plf ( 2353 + 3326 ) Design Distributed Wind Force at Floor Level: 218 plf ( 90 + 128 ) Lateral Force AQX ENGINEERING 1520 Brookhollow, Suite #45, Santa Ana Tel: (714) 662 0510 Fax: (714) 662 0559 PROJECT: SHEET NO.: DESIGNED BY: MK CHECKED BY: JOB NO.: DATE: DATE: Description: Design Lateral Force Design Lateral Force: (Transverse Direction) General Information: Pitch: 3.00 /12 Area: #1 Width: Height: 26 It 9 It 9 ft Length: 25 It Transverse LF Direction 2a= 6 ft (See "Wind Design Spread Sheet") Wind: Roof Level: Zone A Zone C Zone B Zone D Wind Pressue: 24.19 17.43 3.38 3.64 psf Tributary Width: 6.0 19.0 6.0 19.0 ft Tributary Height: 4.5 4.5 3.3 3.3 ft Wind Force: 653 1491 66 225 Ibs sum: 2435 Ibs Minimum Wind Force by Considering 10 psf 1938 lbs Design Wind Force: 2435 Ibs Distributed Wind Force: 97 pIf Floor Level: Zone A Zone C Wind Pressue: 24.19 17.43 psf Tributary Width: 6 19.0 ft Tributary Height: 9.0 9.0 ft Wind Force: 1306 2981 lbs sum: 4288 Ibs Minimum Wind Force by Considering 10 psf 2250 Ibs Design Wind Force: 4288 Ibs Distributed Wind Force: 172 pIf Design Wind Force at Floor Level: 6722 pIf ( 2435 + 4288 ) Design Distributed Wind Force at Floor Level: 269 plf ( 97 + 172 ) Lateral Force AQXENG/NEER/NG 1520 Brookhollow, Suite #45, Santa Ana Tel:(714)662 0510 Fax: (714) 662 0559 PROJECT: JOB NO.: DESIGNED BY: CHECKED BY: DATE JDATE: SHEET NO.: Description: Design Wind Load; Simplified Method In ut Data: Wind Speed, V = 100 mph (ASCE7-16Figure 26.5) Bldg. Classification = II (Table 1-1 Occupancy Category) Exposure Category = C (ASCE7-16 26.7.3) Ridge Height, hr = 16.00 ft. (hr >= he) Eave Height, he = 10.00 ft. (he <= hr) Building Width, W = 26.00 ft. (Normal to Building Ridge) Building Length, L = 25.00 ft. (Parallel to Building Ridge) Roof Type = Gable (Gable or Monoslope) W Topo. Factor, Kzt = 1.00 (ASCE7-16 26.8.2 &Figure 26.8-1) Plan Wall C&C Name = Wall (Girt, Siding, Wall, or Fastener) Wall C&C Eff. Area = 55.00 ft A2 (for Component/Cladding) Roof C&C Name = Joist (Purlin, Joist, Decking, or Fastener) Roof C&C Eff. Area = 135.00 ft.A2 (for Component/Cladding) Overhang Eff. Area = 2.00 ft.A2 (for Component/Cladding) h<=60' Hurricane Region? N e Resulting Parameters and Net Design Pressures: W For Transverse Direction: (wind perpendicular to ridge) Elevation Roof Angle, B = 24.78 deg. Mean Roof Ht., h = 13.00 ft. (h = he for B < 10 deg.) Adjustment Factor, 2, = 1.210 (adjusts for height and exposure) 1.00 Wall & Roof End Zone Width, a = 3.000 ft. (use: "2*a" for MWFRS, "a" for C&C) Transverse MWFRS Net Pressures, ps ()sf) ps=x*Kzt*I*ps30 Location Direction Zone Load Case 1 Load Case 2 (ps30 (ASCE7-16,28.6-1) A = end zone of wall Horizontal A 24.19 --- B = end zone of roof Horizontal B 3.38 --- C = interior zone of wall Horizontal C 17.43 --- D = interior zone of roof Horizontal D 3.64 --- E = end zone of windward roof Vertical E -11.21 --- F =end zone of leeward roof Vertical F -14.59 --- G = interior zone of windward roof Vertical G -8.12 --- H = interior zone of leeward roof Vertical H -11.76 --- For Longitudinal Direction: (wind parallel to ridge) Roof Angle, 0 = 0.00 deg. (assumed) Mean Roof Ht., h = 13.00 ft. (h = (hr+he)/2) Adjustment Factor, X = 1.210 (adjusts for height and exposure) Longitudinal MWFRS Net Pressures, ps (psf) ps = X*Kzt*I*ps30 Location Direction Zone Load Case 1 Load Case 2 (ps30 (ASCE7-16,28.6-1 A = end zone of wall Horizontal A 19.24 --- B = end zone of roof Horizontal B 0.00 --- C = interior zone of wall Horizontal C 12.71 --- D = interior zone of roof Horizontal D 0.00 --- E = end zone of windward roof Vertical E -23.11 --- F = end zone of leeward roof Vertical F -13.07 --- G = interior zone of windward roof Vertical G -16.09 --- H = interior zone of leeward roof Vertical H -10.16 --- (continued) AQXENGINEERING 1520 Brookhollow, Suite #45, Santa Ana Tel:(714)662 0510 Fax: (714) 662 0559 PROJECT: JOB NO.: DESIGNED BY: CHECKED BY: DATE JDATE: SHEET NO.: Description: Design Wind Load; Simplified Method Total Design MWFRS Horizontal Load (kips) Transverse I Longitudinal Load Case i I Load Case 2 Min. Load Load Case 1 Load Case 2 Min. Load 5.70 1 4.00 5.19 3.38 Formulas: Ph(Trans) =((Pc*(L-4*a)+Pa*4*a)*he+(Pd*(L-4*a)+Pb*4*a)*(hr-he))/1000 Ph(Trans)(min) = P(min)*L*hr/1000 , where: P(min) = 16.0 psf on projected area Ph(Long) =(Pa*(he+4*a/W*(hr-he)+he)/2*4*a+Pc*(W*(hr+he)/2-(he+4*a/W*(hr-he)+he)/2*4*a))/1000 Ph(Long)(min) = P(min)*W*(hr+he)/2/1000 , where: P(min) = 16.0 psf on full area Com onents & Cladding Net Pressures, ps (psfl pnet= ?,'Kzt*I*pnet30 Item Location Zone Pos. (+) Ne (ps30 (ASCE7-16,28.6-1 Wall 4 = interior zone of wall 4 19.38 -21.20 5 = end zone of wall 5 19.38 -24.37 1 = interior zone of roof 1 8.83 -18.03 Roof Joist 2 = end zone of roof 2 8.83 -25.41 3 = corner zone of roof 3 8.83 -40.17 Roof Overhang2 = end zone of o.h. 2 --- -40.54 3 = corner zone OTO3 --- -68.24 Notes: 1. For Method 1: Simplified Procedure of Section 6.4 to be used for an enclosed low-rise building to determine the design wind loads, all of the following eight conditions of 6.4.1.1 must be met: a. Building is a simple diaphragm building, in which wind loads are transmitted through floor and roof diaphragms to the vertical Main Wind -Force Resisting System (MWFRS). to. Building is a low-rise building where mean roof height, h <= 60 ft., and h <= min. of L or W. c. Building is enclosed and conforms to wind-borne debris provisions of Section 6.5.9.3. d. Building is a regular shaped building, having no unusual geometrical irregularity. e. Building is not classified as a flexible building so it is considered "rigid". f. Building is not subject to across -wind loading, vortex shedding, etc. g. Building has an approximately symmetrical cross section in each direction with either a flat roof, or gable roof with 0 <= 45 degrees. h. Building is exempted from torsional load cases or torsional load cases do not control any of the MWFRSs of the building. 2. Wind pressures (ps30) in Figure 6-2 and (pnet3o) in Figure 6-3 were prepared based on fallowing: a. Mean roof height, h = 30 ft. , Exposure category = B , Importance factor, I =1.0 b. Velocity pressure exposure coefficient, Kz = 0.70 c. Directionality factor, Kd = 0.85 , Topographic factor, Kzt = 1.0 d. Internal pressure coefficients, GCpi = +0.18, -0.18 (enclosed building) e. MWFRS pressure coeffs. from Figure 6-10, and C&C pressure coeffs. from Figure 6-11. f. MWFRS design wind pressure, Ps = X*Kzt*I*ps30, in psf. g. Components & cladding design wind pressure, Pnet = X*Kzt*I*pnet3o, in psf. 3. Design wind pressures are net pressures (sum of external and internal pressures). 4. Wall net pressure for MWFRS is total for both windward and leeward walls. 5. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces. 6. If pressures for Zones "B" and "D" < 0, assume = 0. 7. For the design of the longitudinal MWFRS use roof angle, B = 0 degrees. 8. Both load cases 1 and 2 are be checked for roof angle, 25 degrees < B <= 45 degrees. 9. The total design MWFRS horizontal load is the total horizontal wind load on either the length (L) or the width (W) of the building respectively assuming one end zone of a width = 2*a. 10. Minimum wind load for MWFRS design shall be 16 psf applied to area on projected vertical plane. Minimum wind load for C&C shall be 16 psf acting in either direction normal to surface. (continued) AQXENGINEERING PROJECT: JOB NO.: DESIGNED BY: CHECKED BY: 1520 Brookhollow, Suite #45, Santa Ana Tel: (714)662 0510 DATE: DATE: SHEET NO.: Fax: (714) 662 0559 Description: Design Wind Load; Simplified Method 11. References: a. ASCE 7-16 Standard, "Minimum Design Loads for Buildings and Other Structures". b. "Guide to the Use of the Wind Load Provisions of ASCE 7-16" by: Kishor C. Mehta and James M. Delaney (2004). t� ttf ({�I}{(1(jttlfttt�t 0 hh � 0 orgltudInd MWFRS -Wind Zones a w h N \a a\: :.c Flat Roof Hip Roof (7°< E <_ 27-1) Gable Roof (0 5 7°) Gable Root (T< 0 5 45% E] Interlor Zones End Zonas ■ Coiner Zones R:ae-xam uxmc. u.4 Aeea-z<n zvuu.zrn•s w�i.. z..oa Components and Cladding - Wind Zones AQX ENGINEERING Mandiflaoxena com SHEET NO.: 1520 Brookhollow, Suite #45, Santa Ana DESIGNED BY:Mandi CHECKED BY: JOB NO.: Tel: (714) 662 0510 DATE: DATE: Fax: (714) 662 0559 Description: SET-) • 251Gf.� - - - - _._ = o. ----- - _..._ c_a,.�•`—ice '._ �^ ...3 -- - �— ^sp - /6an -_ Xao�nx _. - ___ err• IAP I 1 11 _- Calculation Sheet Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. " I ": Seismic Importance Factor Printed: 1 SEP ASCE Seismic Base Shear seis des. 5:54AM Risk Category Bearing Wall Systems Calculations per ASCE 7-16 Risk Category of Building or Other Structure : "I" : Buildings and other structures that represent a low hazard to human life in the ASCE 746, Page 4, Table 1.5-1 event of failure. Response Modification Coefficient "R" = 6.50 Seismic Importance Factor = 1 " I ": Seismic Importance Factor ASCE 7-16, Page 5, Table 1.5-2 USER DEFINED Ground Motion Category "A & B" Limit: ASCE 7-1611.4.2 Max. Ground Motions, 5% Damping : = 4.00 Category"C" Limit: SS = 1.390 g, 0.2 sec response Cs = 0.1711 from 12.8.1.1 W ( see Sum Wi below) = 36.80 k S1 = 0.4940 g, 1.0 sec response Limit =65 NOTE! See ASCE 7-16 for all applicable footnotes. Site Class, Site Coeff. and Design Category Limit =65 Site Classification "D" : Shear Wave Velocity 600 to 1,200 fthec = D ASCE 7-16 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1.20 ASCE 7-16 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fv = 1.89 Maximum Considered Earthquake Acceleration S MS = Fa * Ss = 1.668 ASCE 7-16 Eq. 11.4-1 S M1 = Fv * S1 = 0.936 ASCE 7-16 Eq. 11.4-2 Design Spectral Acceleration S DS S MS213 = 1.112 ASCE 7-16 Eq. 11.4-3 S D1 S M-12/3 = 0.624 ASCE 7-16 Eq. 11.4-4 Seismic Design Category = D ASCE 7-16 Table 11.6-1 & -2 Resisting System ASCE 7.16 Table 12.2-1 Basic Seismic Force Resisting System ... Bearing Wall Systems = 0.224 sec ASCE 7-16 Section 12.8.1.1 S D3: Short Period Design Spectral Response = 1.112 From Eq. 12.8-2, Preliminary Cs 15.1-ight•frame (wood) walls sheathed w/wood structural panels rated for shear resistance. Response Modification Coefficient "R" = 6.50 Building height Limits: " I ": Seismic Importance Factor System Overstrength Factor " Wo " = 3.00 Category "A & B" Limit: No Limit Deflection Amplification Factor "Cd " = 4.00 Category"C" Limit: No Limit Cs = 0.1711 from 12.8.1.1 W ( see Sum Wi below) = 36.80 k Category"D"Limit: Limit =65 NOTE! See ASCE 7-16 for all applicable footnotes. Category "E"Limit: Limit =65 Category "F"Limit: Limit =65 Lateral Force Procedure ASCE 7-16 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the Provisions of ASCE 7-16 12 8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems "Ct"value = 0.020 "Im Height from base to highest level = 25.0 0 "x"value = 0.75 "Ta" Approximate fundamental period using Eq. 12.8-7 Ta=Ct*(hn"x).= 0.224 sec "TL" : Long -period transition period per ASCE 7-16 Maps 22-14-> 22-17 8.000 sec " Cs " Response Coefficient Building Period "Ta" Calculated from Approximate Method selected = 0.224 sec ASCE 7-16 Section 12.8.1.1 S D3: Short Period Design Spectral Response = 1.112 From Eq. 12.8-2, Preliminary Cs = 0.171 " R": Response Modification Factor = 6.50 From Eq. 12.8,3 & 12.8-4, Cs need not exceed = 0.429 " I ": Seismic Importance Factor = 1 From Eq. 12.85 & 12.8-6, Cs not be less than = 0.049 Cs : Seismic Response Coefficient = = 0.1711 Seismic Base Shear ASCE 7-16 Section 12.8.1 Cs = 0.1711 from 12.8.1.1 W ( see Sum Wi below) = 36.80 k Seismic Base Shear V = Cs * W = 6.30 k Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the 'Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 1 SEP 2020, 5 54A ASCE Seismic Base Shear File: MARVIN-MK20-29.ec6 Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.8.17 KW -06006105 DESCRIPTION: seis des. Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8.3 "k": hx exponent based on Ta= 1.00 Table of building Weights by Floor Level.. Level # Wi: Weight HI: Height (Wi * H01k) Cvx Fx=Cvx * V Sum Story Shear Sum Story Moment 2 18.50 18.00 333.00 0.6691 4.21 4.21 0.00 1 18.30 9.00 164.70 0.3309 2.08 6.30 37.91 Sum Wi= 36.80 k Sum Wi Hi = 497.70 k -ft Total Base Shear= 6,30 k Base Moment= 94.6 k -ft Diaphragm Forces : Seismic Design Category "B" to "F" ASCE 7-1612.10.1.1 Level # Wi Fi Sum Fi Sum Wi Fpx : Calcd Fpx : Min Fpx : Max Fpx Dsgn. Force 2 18.50 4.21 4.21 18.50 4.21 4.11 8.23 4.21 4.21 1 18.30 2.08 6.30 36.80 3.13 4.07 8.14 4.07 4.07 Wpx ......................... Weight at level of diaphragm and other structure elements attached to it. Fi ............................ Design Lateral Force applied at the level. Sum Fi ....................... Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level ........ 020 * S osl * Wpx MAX Req'd Force @ Level ........ 0.40 * S pg I * Wpx Fpx : Design Force @ Level ....... Wpx * SUM(x->n) Fi I SUM(x->n) wi, x = Current level, n = Top Level AQX ENGINEERING Mandi(Mmeno.com SHEET NO.: 1520 Brookhollow, Suite #45, Santa Ana DESIGNED BY:MI{BY: JOB NO.: Tel: (714) 662 0510 DATE: DATE: Fax: (714) 662 0559 Description: Calculation Sheet Sheet AQX ENGINEERING 1520 Brookhollow, Suite #45, Santa Ana Tel: (714) 662 0510 Fax: (714) 662 0559 NO.: (DESIGNED BY:Mandi (CHECKEDBY: IJos NO.: Description: - %5 8 - '�'S"3 � ti`s s• w - Calculation Sheet Wood Shear Wall With Force Transfer Around Opening (2008 AF&PA 4.3.5.2) 4.80' 2.00' 8.50' 2184.0 # Provide shear wall capacity = 428 lbs/ft Allowable shear multiplied factor= 1 Tension header strap = 428 lbs Tension sill strap = 214 lbs Provide hold down capacity = 1285 # Break up wall frame into free -body panel sections and balance force for each panel 400#_ 428#_ 428#_ 928# IAAII`` I fin` 2784# 0 83#/ft I NJ 428#/ft I N I 428#/ft NE 1094 /ft V VJ VJ P 428# 428# 1356# 83# 828#. o :172#:/ft N ry 172#/ft 773# 345# 828#� 214# IA` 128#/ft m J 214#/ft I m I 214#/ft 4.80' 1.00' 1.00' 1285 # 319# 109# 35� 160#/ft �1356# 428# 1356#� 160#/ft 1:# 319# 747# 134#/ft 8.50' 1285 # z t c 4.80' 2.00' 8.50' 2184.0 # Provide shear wall capacity = 428 lbs/ft Allowable shear multiplied factor= 1 Tension header strap = 428 lbs Tension sill strap = 214 lbs Provide hold down capacity = 1285 # Break up wall frame into free -body panel sections and balance force for each panel 400#_ 428#_ 428#_ 928# IAAII`` I fin` 2784# 0 83#/ft I NJ 428#/ft I N I 428#/ft NE 1094 /ft V VJ VJ P 428# 428# 1356# 83# 828#. o :172#:/ft N ry 172#/ft 773# 345# 828#� 214# IA` 128#/ft m J 214#/ft I m I 214#/ft 4.80' 1.00' 1.00' 1285 # 319# 109# 35� 160#/ft �1356# 428# 1356#� 160#/ft 1:# 319# 747# 134#/ft 8.50' 1285 # Wood Shear Wall With Force Transfer Around Opening (2008 AF&PA 4.3.5.2) 2184.0 # Provide shear wall capacity = 312 lbs/ft Allowable shear multiplied factor = 1 Tension header strap = 1547 lbs Tension sill strap = 902 lbs Provide hold down capacity = 819 # Break up wall frame into free -body panel sections and balance force for each panel -455#_ IAAII•• 1547#_ 1547# 9E: E- -130#/ft I� WJ 182#/ft I m I 182#/ft I W 547# J -130# 312# iK 92 o � 312#/ft � 1092# 182# 092#_ Ci � 312#/ft 1092# 494# 312# 10 902# IA` a91 54#/ft50' e I 106#/ft I I 106#/ft �— J�� J A0 3. 8.50' 8.50' 819 # -455# � 2184# 130#/ft 547# 10924 312# -130# 092#.- L312#/ft L# 182# 1092#1 ,11 312#/ft 312# 494# 54#/ft 3.50' 819 # z r t c a 2184.0 # Provide shear wall capacity = 312 lbs/ft Allowable shear multiplied factor = 1 Tension header strap = 1547 lbs Tension sill strap = 902 lbs Provide hold down capacity = 819 # Break up wall frame into free -body panel sections and balance force for each panel -455#_ IAAII•• 1547#_ 1547# 9E: E- -130#/ft I� WJ 182#/ft I m I 182#/ft I W 547# J -130# 312# iK 92 o � 312#/ft � 1092# 182# 092#_ Ci � 312#/ft 1092# 494# 312# 10 902# IA` a91 54#/ft50' e I 106#/ft I I 106#/ft �— J�� J A0 3. 8.50' 8.50' 819 # -455# � 2184# 130#/ft 547# 10924 312# -130# 092#.- L312#/ft L# 182# 1092#1 ,11 312#/ft 312# 494# 54#/ft 3.50' 819 # Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Multiple Simple Beam Project Title: Engineer: Project ID: Project Descr: Pnnted: 1 SEP 2020, 7 19A INC. 1983-2020. Build:12,20.8.17 Description: GARAGE Wood Beam Design : BM1-FLOOR J. UNDER THE POINT LOAD Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 RFGAA Sive - 9_9-99 Q.,- Coll., 11-.-A Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade: No.2 Fb- Tension 900.0 psi Fc -Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.Oksi Density 31.210 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Total Downward 0.099 in Unif Load: D=0.0140, L = 0.040 k/ft, Trib=1.330 fl Point: D=1.20, Lr = 0.680 k @ 14.0 ft Design Summary LC: Lr Only Max fb/Fb Ratio = 0.595 1 fb : Actual: 720.04 psi at 12.000 ft in Span # 1 Fb : Allowable: 1,209.21 psi Load Comb : +D+Lr+H Max fv/FvRatio = 0.375: 1 fv : Actual : 84.44 psi at 12.000 ft in Span # 1 Fv: Allowable: 225.00 psi Load Comb : +D+Lr+H Max Reactions (k) o L Lr S W E Left Support -0.09 0.31 -0.11 Right Support 1.55 0.43 0.79 Wood Beam Design : BM1-FLOOR J. „ D(0.01862) L(0 05320) _ 2-2x12 2-2x12 12.0 It _ 2.0 It l+ Transient Downward 0.041 in Total Downward 0.099 in Ratio 1246 Ratio 482 LC: Lr Only = 0.566.1 LC: +D+Lr+H Transient Upward -0.038 in Total Upward -0.092 in Ratio 2358 Ratio 1560 56.88 psi at 12.000 It in Span # 1 LC: L Only 225.00 psi LC: +D+Lr+H Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 DCMIVl olze : zx1z, sawn, tsracea L mid Span Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Douglas Fir -Larch Wood Grade: No.2 Fb- Tension 900.0 psi Fc -Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.210 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads 2x12 12.0 it Unif Load: D=0,0140, L = 0.040 k/ft, Trib=1.330 fl Point: D=0.40, Lr = 0.220 k @ 14.0 ft Design Summary Max fb/Fb Ratio = 0.566.1 fb : Actual : 484.39 psf at 12.000 ft in Span # 1 Fb: Allowable: 855.15 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.253: 1 fv : Actual : 56.88 psi at 12.000 It in Span # 1 Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H Max Reactions (k) D L Lr S iN E Left Support 0.04 0.31 -0.04 Right Support 0.62 0.43 0.26 D(0,01862) L(0.05320) A, 2x12 12.0 it 2x12 2.0 it Max Deflections H Transient Downward 0.082 in Total Downward 0.068 in Ratio 1755 Ratio 856 LC: L Only LC: +D+Lr+H Transient Upward -0.041 in Total Upward -0.043 in Ratio 1178 Ratio 3361 LC: L Only LC: +D+Lr+H Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. 2.77 2.77 Title Block Line 6 Printed: 1 SEP 2020, 7 19A Multiple Simple Beam File: MARVIN-MK20-29.ec6 p p Software coovriaht ENERCALC. INC. 1983-2020. Build:12.20.8.17 Beam Design: BM3 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 3EAM Size: 7x14, Parallam PSL, Braced @ Mid Span Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.070 pcf Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Aoolied Loads Unif Load: D=0.020, Desion Summary Max fb/Fb Ratio fb : Actual: Fb: Allowable: Load Comb: Max fv/FvRatio = fv : Actual: Fv: Allowable Load Comb: Lr = 0.020 k/ft, Trib=14.0 ft 0.394; 1 1,440.15 psi at 9.900 ft in Span # 1 3,658.75 psi +D+Lr+H 0.208: 1 75.24 psi at 18.678 ft in Span # 1 362.50 psi +D+Lr+H D(0.280) Lr(0.280) A 7x14 m 19.80 It Max Reactions (k) D L Lr S LN E H Transient Downward 0.304 in Total Downward 0.608 in Left Support 2.77 2.77 Ratio 781 Ratio 390 Right Support 2.77 2.77 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LQ LC: Wood Beam Design: BM4-FLR. BM. Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7.16 BEAM Size: 7x14, Parallam PSL, Braced @ Mid Span Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.070 pcf Fb-Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Aoolied Loads Unif Load: D=0.0140, Desion Summary Max fb/Fb Ratio = fib, : Actual : Fb: Allowable: Load Comb: Max fv/FvRatio = fv : Actual : Fv: Allowable: Load Comb: Max Reactions (k) D Left Support 1. Right Support 1. L = 0.040 0, Trib=12.0 ft 0.579 1,700.29 psi 2,935.58 psi +D+L+H 0.303: 87.94 psi 290.00 psi +D+L+H L 68 4.80 68 4.80 1 at 18.867 ft in Span # 1 Lr S W 20.0 It Transient Downward 0.543 in Ratio 442 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.733 in Ratio 327 LC:+D+L+H Total Upward 0.000 in Ratio 9999 LC: Title Block Line 1 Project Title: Ydu can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. ~0.7501-+0.750S+0.5250E Title Block Line 6 Pnnted: 1 SEP 2020, 7 19A Simple Beam File: MARVINi-Multiple 0.000 in Software copyright ENERCALC, INC. 1983-2020, BldM KW-06006105 Point: E = 3.50 k @ 9.80 ft Wood Beam Design : BM5-FLR. BM. Design Summary LQ Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Wood Species : iLevel Truss Joist Total Downward Fb- Tension 2,900.0 psi Fc -Prll 2,900.0 psi Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Applied Loads ~0.7501-+0.750S+0.5250E fb : Actual : Unif Load: D = 0.0140, L = 0.040 k/ft, Trib= 8.0 ft 0.000 in Unif Load: D = 0.020, Lr = 0.020 k/ft, Trib= 8.0 ft 0.000 in Unif Load: D = 0.160 k/ft, Trib=1.0 ft 9999 Point: E = 3.50 k @ 9.80 ft 9999 Design Summary LQ 290.00 psi Max fb/Fb Ratio = 0.652.1 Max Reactions (k) 8i: Actual: 1,900.83 psf at 8.500 ft in Span # 1 Fb: Allowable: 2,914.40 psi Load Comb: +D+L+H Max fv/FvRatio = 0.390: 1 fv : Actual : 113.06 psi at 15.867 It in Span # 1 Fv: Allowable: 290.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W E Left Support 3.67 2.72 1.36 1.48 Right Support 3.67 2.72 1.36 2.02 Wood Beam Design: BM5-FLR. BM. lad Combinations, Major Anis Bending Wood Grade: Parallam PSL 2.0E Fv 290.0 psi Ebend-xx 2,000.0 ksi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Density 45.070 pcf H Transient Downward 0.252 in Total Downward 0.660 in Ratio 810 Ratio 308 LC: L Only ~0.7501-+0.750S+0.5250E fb : Actual : Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 144.96 psi at 15.697 It in Span # 1 LQ 290.00 psi LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size :. 3.5x16.0, Parallam PSL, Braced (n) Mid Span Using Allowable Stress Design with AS 7-16 Load Combinations, Major Axis Bending Wood Species : !Level Truss Joist Wood Grade: Parallam PSL 2.0E Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.070 pcf Fb-Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Applied Loads Total Downward Unif Load: D = 0.0140, L = 0.040 k/ft, Trib= 8.0 ft Unif Load: D = 0.020, Lr = 0.020 k/ft, Trib= 8.0 ft Unif Load: D = 0.160 kill, Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.810. 1 fb : Actual : 2,182.98 psi at 8.500 It in Span # 1 Fb: Allowable: 2,695.51 psi Load Comb: +D+L+H Max fv/FvRatio = 0.500: 1 fv : Actual : 144.96 psi at 15.697 It in Span # 1 Fv: Allowable: 290.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W E Left Support 3.67 2.72 1.36 Right Support 3.67 2.72 1.36 H Transient Downward 0.253 in Total Downward 0.626 in Ratio 806 Ratio 325 LC: L Only C: +D+0.750Lr+0.750L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Ydu can change this area using the "Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Multiple Simple Beam Wood Beam Design : BM6 Project Title: Engineer: Project ID: Project Descr: Pnnted: 1 SEP 2020, 7:19AM Software Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 3 CHIVI Nze : 3.0x71.6/0, Yarallam PSL, t3racetl a) Mid Span Using Allowable Stress Design with ASCE -16 Load Combinations, Major Axis Bending Wood Species: Level Truss Joist Wood Grade: Parallam PSL 2.0E Fb- Tension 2,900.0 psi Fc - Pill 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 45.070 pcf Fb -Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Applied Loads Unif Load: D = 0.0140, L = 0.040 k/ft, Trib=1.330 ft Unif Load: D = 0.020, Lr = 0.020 k/ft, Trib= 3.0 A Unit Load: D = 0.160 k/ft, Trib=1.0 ft Point: D=0.40, Lr=0.220, E=2.10k@13.Oft Design Summary Max fb/Fb Ratio = 0.237.1 fb : Actual : 696.20 psi at 5.700 ft in Span # 1 Fb : Allowable: 2,938.17 psi Load Comb: +D+L+H Max fv/FvRatio = 0.193: 1 fv : Actual : 56.04 psi at 11.040 ft in Span # 1 Fv: Allowable: 290.00 psi Load Comb: +D+L+H Max Reactions (k) o L Lr S w E H Transient Downward 0.033 in Total Downward 0.136 in Left Support 1.36 0.31 0.33 -0.18 Ratio 1462 Ratio 1055 Right Support 2.38 0.43 0.73 228 Max fb/Fb Ratio = 0.086. 1 fb : Actual : 390.56 psi at 12.000 ft in Span # 1 Fb : Allowable: LC: E Only C: +D+0.75OLr+0.750L+H +D+0.70E+0.60H Transient Upward -0.035 in Total Upward -0.063 in 95.96 psi at 12.000 It in Span # 1 Ratio 4046 Ratio 758 +D+0.70E+0.60H Max Reactions (k) LC: L Only C: +D+0.750Lr+0.750L+H Wood Beam Design: BM Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 3EAM Size: 3.5x11.875, Parallam PSL, Braced @ Mid Span Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Acis Bending Woad Species : !Level Truss Joist Wood Grade: Parallam PSL 2.0E Fb- Tension 2,900.0 psi Fc -Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 45.070 pcf Fb -Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Applied Loads Unit Load: D = 0.0140, L = 0.040 k/ft, Trib=1.330 fl Point: D = 0.40, Lr = 0.220, E = 3.20 k @ 13.0 ft Design Summary Max fb/Fb Ratio = 0.086. 1 fb : Actual : 390.56 psi at 12.000 ft in Span # 1 Fb : Allowable: 4,560.55 psi Load Comb : +D+0.70E+0.60H Max fv/FvRatio = 0.207: 1 fv : Actual : 95.96 psi at 12.000 It in Span # 1 Fv: Allowable: 464.00 psi Load Comb: +D+0.70E+0.60H Max Reactions (k) D L Lr S W E Left Support 0.08 0.31 -0.02 -0.27 Right Support 0.59 0.43 0.24 3.47 Transient Downward 0.050 in Ratio 960 LC: E Only Transient Upward -0.053 in Ratio 2735 LC: E Only Total Downward 0.037 in Ratio 1294 LC: +D+0.70E+0.60H Total Upward -0.036 in Ratio 4005 LC: +0.60D+0.70E+H Title Black Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Wood Column DESCRIPTION: Balloon Framing Design@ the stairs Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used: ASCE 7-16 General Information Analysis Method: Allowable Stress Design End Fixities Top & Bottom Pinned Trus -Joist Overall Column Height 23 ft ( Used for non -slender calculations ) Exact Width Wood Species iLevel Truss Joist Exact Depth Wood Grade Parallam PSL 2.0E Area Fb+ 2900 psi Fv 290 psi Fb- 2900 psi Ft 2025 psi Fc - Prll 2900 psi Density 45.07 pcf Fc - Perp 750 psi 4,640.0 psi E: Modulus of Elasticity ... x -x Bending y -y Bending Axial Basic 2000 2000 2000 ksi Minimum 1016.535 1016.535 applied Loads Project Title: Engineer: Project ID: Project Descr: Printed: 14 DEC 2020, 6:29AM software coovriaht ENERCALC. INC.1983-2020. Build: 12.20.8.17 Wood Section Name 3.5x3.5 Wood Grading/Manuf. Trus -Joist Maximum SERVICE Lateral Load Reactions.. Wood Member Type Parallam PSL Top along Y -Y 0.5405 k Bottom along Y -Y 0.5405 k Exact Width 3.50 in Allow Stress Modification Factors Location of max.above base Exact Depth 3.50 in Cf or Cv for Bending 1.147 At maximum location values are ... Area 12.250 inA2 Cf or Cv for Compression 1.0 Ix 12.505 inA4 Cf or Cv for Tension 1.0 ly 12.505 inA4 Cm: Wet Use Factor 1.0 0.0 k -ft CL Temperature Factor 1.0 4,640.0 psi Cfu: Flat Use Factor 1.0 Axial Kf : Built-up columns 1.0 NDS 15.3 .2 2000 ksi Use Cr: Repetitive 7 No Brace condition for deflection (buckling) along columns : PASS X -X (width) axis: Fully braced against buckling ABOUT Y -Y Axis PASS Y -Y (depth) axis : Fully braced against buckling ABOUT X -X Axis 1.150 Column self weight included : 88.184 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 23.0 ft, D = 0.10, Lr = 0.20 k BENDING LOADS ... .035x1.33: Lat. Uniform Load creating Mx -x, W = 0.0470 k/ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.6749 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0,60W+H Top along Y -Y 0.5405 k Bottom along Y -Y 0.5405 k Governing NDS Foruri 1 Comp + Mxx, NDS Eq. 3.9-3 Top along X -X 0.0 k Bottom along X -X 0.0 k Location of max.above base 11.423 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... +D+H Along Y -Y 11.960 in at 11.577 It above base Applied Axial 0.1882k for load combination: WOnly Applied Mx 1.865 k -ft PASS Applied My 0.0 k -ft Along X -X 0.0 in at 0.0 ft above base Fc: Allowable 4,640.0 psi for load combination: n/a O.Oft 0.0 Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.08558 :1 Bending Compression Tension Load Combination +D+0.60W+H PASS Location of max.above base 0.0 ft PASS Applied Design Shear 39.710 psi 1.150 Allowable Shear 464.0 psi PASS Load Combination Results 0.0 PASS Maximum Axial +Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 1.000 0.005886 PASS O.Oft 0.0 PASS 23.0 ft +D+L+H 1.000 1.000 0.005297 PASS O.Oft 0.0 PASS 23.0 ft +D+Lr+H 1.250 1.000 0.008742 PASS O.Oft 0.0 PASS 23.0 ft +D+S+H 1.150 1.000 0.004606 PASS O.Oft 0.0 PASS 23.0 ft +D+0.750Lr+0.750L+H 1.250 1.000 0.007616 PASS O.Oft 0.0 PASS 23.0 ft +D+0.750L+0.750S+H 1.150 1.000 0.004606 PASS O.Oft 0.0 PASS 23.0 ft +D+0.60W+H 1.600 1.000 0.6749 PASS 11.423ft 0.08558 PASS 0.0 It +D+0.75OLr+0.750L+0.450W+H 1.600 1.000 0.5062 PASS 11.423ft 0.06419 PASS 0.0 ft +D+0.750L+0.750S+0.450W+H 1.600 1.000 0.5061 PASS 11.423ft 0.06419 PASS 0.0 It Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Stress Ratio Status Title Block Line 6 Printed: 14 DEC 2020, 6:29AM Wood Column File: MARVIN-MK20-29.ec6 1.600 Software cmvriaht ENERCALC. INC. 1903-2020. Build:12.20.8.17 DESCRIPTION: Balloon Framing Design@ the stairs Load Combination Results +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr-0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.750Lr+0.750L+0.450 W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D470E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only W Only E Only H Only 0.324 0.324 0.243 0.243 0.243 0.243 0.324 0.324 0.541 0.541 0.188 0.388 0.188 0.338 0.188 0.188 0.338 0.188 0.113 0.188 0.188 0.113 0.188 0.200 Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +D+L+H 0.0000 in Maximum Axial +Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.60W+0.60H 1.600 1.000 0.6749 PASS 11.423 fit 0.08558 PASS 0.0 It +D+0.70E+0.60H 1.600 1.000 0.003311 PASS O.Oft 0.0 PASS 23.0 fit +D+0.750L+0.750S+0.5250E+H 1.600 1.000 0.003311 PASS O.Oft 0.0 PASS 23.Oft +0.60D+0.70E+H 1.600 1.000 0.001986 PASS O.Oft 0.0 PASS 23.0 ft Maximum Reactions +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 Note: Only non -zero reactions are listed. in X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction My- End Moments k -ft Mx - End Moments Load Combination @ Base @ Tap @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr-0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.750Lr+0.750L+0.450 W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D470E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only W Only E Only H Only 0.324 0.324 0.243 0.243 0.243 0.243 0.324 0.324 0.541 0.541 0.188 0.388 0.188 0.338 0.188 0.188 0.338 0.188 0.113 0.188 0.188 0.113 0.188 0.200 Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +D+L+H 0.0000 in 0.000 ft 0.0000 in 0.000 +D+Lr+H 0.0000 in 0.000 ft 0.0000 in 0.000 +D+S+H 0.0000 in 0.000 ft 0.0000 in 0.000 +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.0000 in 0.000 +D+0.750L+0.750S+H 0.0000 in 0.000 ft H000 in 0.000 +D+0.60W+H 0.0000 in 0.000 ft 7.1761 in 11.577 +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 5.3821 in 11.577 +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 5.3821 in 11.577 +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 7.1761 in 11.577 +D+0.70E+0.60H 0.0000 in 0.000 ft 0.0000 in 0.000 +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.0000 in 0.000 +0.60D+0.70E+H 0.0000 in 0.000 ft 0.0000 in 0.000 D Only 0.0000 in 0.000 ft 0.0000 in 0.000 Lr Only 0.0000 in 0.000 ft 0.0000 in 0.000 L Only 0.0000 in 0.000 ft 0.0000 in 0.000 S Only 0.0000 in 0.000 ft 0.0000 in 0.000 W Only 0.0000 in 0.000 It 11.9602 in 11.577 E Only 0.0000 in 0.000 It 0.0000 in 0.000 H Only 0.0000 in 0.000 ft 0.0000 in 0.000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed: 14 DEC 2020, 6 29A Wood Column File: MARVIN-MK20-2'.ec6 Software copyright ENERCALC, INC. 19a2020, Build:12.20.0.17 Lic. #: KW -060061 05 AQX ENGINEERING DESCRIPTION: Balloon Framing Design@ the stairs Sketches +X i �I /Load 1 Cl c+>' r 3.5 3.5 t 3.50 in AQX ENGINEERING NO.: 1520 Brookhollow, Suite #45, Santa Ana (DESIGNED BY:Mandi jMandinAQXene.com IJOB NO.: Tel: (7M 662 0510 Fax: (7i4) 662 0559 Calculation Sheet AQX ENGINEERING NO.: 1520 Brookhollow, Suite #45, Santa Ana DESIGNED BY:ML hdi IMandlna AQXenc.com IJOB NO.: Tel: (714) 662 0510 Fax: (714)662 0559 Calculation Sheet I