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HomeMy WebLinkAboutBLD2021-00005 - 07B ENGINEERINGProject Number: 20-167 STRUCTURAL ANALYSIS & DESIGN of Paranada Residence Montgomery Ln Port Ludlow, WA 98365 for Puget Sound Home Design 9308 72nd Ave E Puyallup, WA 98371 by THE LAND DEVELOPER’S ENGINEERED SOLUTION A Division of THE LAND DEVELOPER, LLC Erik B. Ainsworth, PE PO Box 4420 Tumwater, WA 98501 (360)250-3973 December 29, 2020 Project Number: 20-167 TABLE OF CONTENTS Description i.RESIDENTIAL STRUCTURAL ANALYSIS & DESIGN PageNumber(s) 1-89 DEVELOPER’S •B E C A U S E R E S U L T S M A T T E R • PO Box 4420, Tumwater, WA, 98501 • (360) 250-3973 • email: erik@thelanddeveloper.com THE LAND THE LAND DEVELOPER, LLC ENGINEERED SOLUTION a division of Project: Project No.: Paranada Residence 20-167 Client: Puget Sound Home Design 9308 72nd Ave E Puyallup, WA 98371 Project Location: Montgomery Ln Port Ludlow, WA 98365 Date: December 29, 2020 Problem Statement: Provide structural design for new 1-story Building as shown in the attached building plans. Existing Condition: There are no known site constraints for this project. Assumed Design parameters and constraints: For the purposes of this design it is assumed that the soil bearing capacity is 1,500 psf. Per Jefferson County ASCE 7-10; the basic wind speed is 110 mph. However, since the wind load factors in the (2.4.1) Basic Load Combinations 5, 6, &7 were adjusted (ASCE 7-05 to 7-10) from 1 to 0.6, and 110xSQRT(.6) = 85mph, an analysis with 85mph with wind load factor 1 is exactly equivalent to an analysis with 110mph, wind load factor 0.6. This analysis was done with 85mph basic wind speed, wind load factor 1, and is consistent with 2015 IBC standards. Applicable Codes: 2015 IBC and IRC and ASCE 7-10 Jurisdiction: Jefferson County Design parameters: WIND SPEED: 110 MPH (3-SEC GUST) IW=1.0, Kzt=2.00 SEISMIC PARAMETERS: USE SIMPLIFIED METHOD ASCE 7-10 WOOD STRUCTURAL PANEL, R=6.5 SS=1.27, S1=0.512 SDS=0.847, SD1=0.512 Design Loads: ROOF: LL = 20 PSF, SL = 25 PSF, DL = 15 PSF FLOOR: LL = 40 PSF, DL = 15 PSF DECK: LL= 60 PSF, DL= 15 PSF 1/89 12/17/2020 U.S. Seismic Design Maps https://seismicmaps.org 1/2 Montgomery Ln, Port Ludlow, WA 98365, USA Latitude, Longitude: 47.93264749999999, -122.6833229 Date 12/17/2020, 9:20:47 AM Design Code Reference Document ASCE7-10 Risk Category II Site Class D - Stiff Soil Type Value Description SS 1.27 MCER ground motion. (for 0.2 second period) S1 0.512 MCER ground motion. (for 1.0s period) SMS 1.27 Site-modified spectral acceleration value SM1 0.767 Site-modified spectral acceleration value SDS 0.847 Numeric seismic design value at 0.2 second SA SD1 0.512 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2 second Fv 1.5 Site amplification factor at 1.0 second PGA 0.5 MCEG peak ground acceleration FPGA 1 Site amplification factor at PGA PGAM 0.5 Site modified peak ground acceleration TL 6 Long-period transition period in seconds SsRT 1.27 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.282 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.5 Factored deterministic acceleration value. (0.2 second) S1RT 0.512 Probabilistic risk-targeted ground motion. (1.0 second) S1UH 0.539 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.5 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.991 Mapped value of the risk coefficient at short periods CR1 0.949 Mapped value of the risk coefficient at a period of 1 s 2/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Building Information Building height for lateral calculations (ft) No. of stories Building weight (Ibs) 1 9.00 70077 Floor Information Redundancy Factor: E-W: N-S: 1.3 1.3 Floor opening area (sf) Floor net area (sf) Average height (ft) 1st 3893 0 9.00 Floor_ID Diaphragms Floor diaphragms for Effective seismic weight (psf) 1st Diaphragm name Area (sf) DL Walls Snow Storage Partitions Total Type Remarks D1 3893 15.00 3.00 0.00 0.00 0.00 18.00 Roof Ignore opening in weight calculations www.structuralsoft.com 3/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Seismic Loads Design code Lateral force calculation method Seismic data: Building occupancy category Importance factor I Soil site class Response Spectral Acc. (0.2 sec) (S Response Spectral Acc. (1.0 sec) (S T Fa Fv Max. Considered earthquake acc. S Max. Considered earthquake acc. S Design spectral acc. at short period S Design spectral acc. at 1 s period S Seismic design category based on short period Seismic design category based on 1 S period Is S Project seismic design category Seismic force resisting system Response modification coefficient R System overstrength coefficient Ωo Table 1-1 Table 11.5-1 Table 20-3-1 Fig 22-1 through 22-14 Fig 22-1 through 22-14 Table 11.4-1 Fig 22-15 through 22-20 Table 11.4-2 (11.4-1) (11.4-2) Sec 11.6 (11.4-3) (11.4-4) Table 11.6-1 Table 11.6-2 Table 12.2-1 2015 IBC (ASCE 7-10) Equivalent Lateral Force Procedure II. Standard 1.00 D. Stiff soil profile 1.27 0.51 16.00 1.00 1.50 1.27 0.77 0.85 0.51 D D False D 13. Light-framed walls sheathed with wood structural panels rated for shear resistance or steel sheets 6.50 3.00 Table 12.2-1 Design Response Spectral Acc. (0.2 sec) (S Fig 22-1 through 22-14 1.27 MS M1 DS D1 S ) S ) )1 (sec)L >0.751 Subtract 0.50 of Resistance Factor for flexible diaphragms True Regular structure and 5 stories or less? Building period T=T (12.8-7) Building height (ft) Approximate fundamental period parameters Table 12.8-2Ct =x =0.02 0.75 9.00 0.10 True (sec)a Maximum S Sec 12.8.1.3False Base Shear Adjustment Factor 1 =1.50ss Minimum C 0.01 12.8.5 0.13Seismic response coefficient C (12.8-2) Adjusted C 0.13 s s s For allowable stress design 0.7 E = 0.7 * W= Seismic load:WV= Cs W = 0.13 0.09120.13 www.structuralsoft.com 4/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Total effective weight (lbs) Total seismic force (ASD) (lbs) 70077 6390 = = Vertical seismic load distribution: Fx = Cvx V T = K = (12.8-11) Sec 12.8.3 0.10 1.00 Fx (lbs)Wx * hx lb.fthx (ft)Wx (lbs)Floor Wx * hx sum(Wi*Hi) 63901.00006306969.00700771st 630696Sum(W)=Sum(W*h)=70077 Diaphragm design force: Diaphragm seismic forces: 12.10.1 Sec 12.10.1 Fpx (lbs)Max. ValueMin. ValueSum(Fi)Wpx (lbs)Sum(Wi) (lbs)Sum(Fi) (lbs)Floor Sum(Wi) Wpx 118661st639070077700776390 23733 11866 Seismic force verification: % Difference Sum Wall Forces (lbs)Total Base Shear Point Seismic Seismic force from mass Seismic factor Total massSum point mass Sum of diaphragm masses Direction Masses Forces Base Seismic Forces (lbs) N-S E-W 70077 70077 0 0 70077 70077 0.0912 0.0912 6390 6390 0 0 6390 6390 6390 6390 0.007 0.010 www.structuralsoft.com 5/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Wind Loads Design Code:International Building Code 2015 ASCE7-10 (Method 2 - All Heights)Wind Standard: C Enclosed Building II 85 MPH No Topographic Obstructions Exposure Enclosure Category Wind Speed Hill Shape: Wind Data 15.00 ftMean Roof Height 1Importance Factor lw Wind Load Distribution (North/South) p (Wall-Windward) (psf)(psf)zqztKzKElev. Z (ft) 0-15 0.85 2.00 26.69 18.15 p (Roof Leeward) (psf) p (Roof Windward) (psf) p (Wall-Leeward) (psf) -13.61 8.48 -10.03 Directionality Factor K 0.85d Velocity Coefficient qz 0.00256 K z ztK dK 2V wI (6-15) Table 6-4 Gust Effect Factor G 0.85 6.5.8.1 Pressures for MWFRS p North/South C qGC p (6-17) p : East/West Cp : Windward Wall Cp Leeward Wall Cp Windward Wall Cp Leeward Wall Cp -0.44 0.80 -0.50 0.80 Velocity Coefficient qh 0.00256 K h ztK dK 2V wI (6-15) Kh 0.85 (L/B)0.78 (L/B)1.29 www.structuralsoft.com 6/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Wind Load Distribution (East/West) p (Wall-Windward) (psf)(psf)zqztKzKElev. Z (ft) 0-15 0.85 2.00 18.1526.69 p (Roof Leeward) (psf) p (Roof Windward) (psf) p (Wall-Leeward) (psf)-11.34 8.48 -13.61 www.structuralsoft.com 7/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Shear line reactions and shear wall forces Floor ID:1st Shear line ID Reaction (lbs) Seismic Wind Shear wall forces (lbs) WindSeismic R* Wall typeShear wall ID 1-1 268 1183 6.50 Segmented 1-2 191 843 6.50 Segmented 1-3 273 1206 6.50 Segmented 1 733 3232 2-1 1051 4065 6.50 Segmented2 1051 4065 3-1 954 3402 6.50 Segmented3 954 3402 4-1 323 1022 6.50 Segmented 4-2 911 2886 6.50 Segmented 4 1234 3908 5-1 1470 4134 6.50 Segmented5 1470 4134 6-1 285 841 6.50 Segmented 6-2 142 420 6.50 Segmented 6-3 192 566 6.50 Segmented 6-4 329 971 6.50 Segmented 6 948 2798 a-1 434 1762 6.50 Segmented a-2 704 2859 6.50 Segmented a-3 384 1558 6.50 Segmented a-4 384 1558 6.50 Segmented a-5 431 1750 6.50 Segmented a-6 507 2058 6.50 Segmented a 2845 11545 b-1 506 2028 6.50 Segmented b-2 506 2031 6.50 Segmented b-3 315 1263 6.50 Segmented b-4 239 959 6.50 Segmented b-5 1363 5464 6.50 Segmented b 2929 11744 c-1 308 2488 6.50 Segmented c-2 308 2488 6.50 Segmented c 616 4976 www.structuralsoft.com 8/89 DATESUBJECT SHTPROJECT OFCHECKED JOB NO.DESIGNED PARANADA RES NEW HOUSE MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 20-167Company Name Shear Wall Schedule Mudsill AnchorsMark Sheathing Edge Nail Field Nail Plate Nail Shear Clip 2X Mudsill 3X Mudsill Allowable Shear (plf) RemarksNo. of sides Material A 7/16" Sheathing, plywood siding except Group 5 Species 8d @ 6"8d @ 12" LTP4 @ 0'-4"5/8" x 10" @ 2'-1"5/8" x 12" @ 4'-0" 260 116d @ 0'-1"Single DF B 7/16" Sheathing, plywood siding except Group 5 Species 8d @ 4"8d @ 12" LTP4 @ 0'-4"5/8" x 10" @ 1'-7"5/8" x 12" @ 3'-2" 350 116d @ 0'-1"Single DF C 7/16" Sheathing, plywood siding except Group 5 Species 8d @ 3"8d @ 12" LTP4 @ 0'-4"5/8" x 10" @ 1'-1"5/8" x 12" @ 2'-3" 490 1,216d @ 0'-1"Single DF D 7/16" Sheathing, plywood siding except Group 5 Species 8d @ 2"8d @ 12" LTP4 @ 0'-4"N/A 5/8" x 12" @ 1'-9" 640 1,216d @ 0'-1"Single DF E 19/32" Sheathing, plywood siding except Group 5 Species 10d @ 2" 10d @ 12" LTP4 @ 0'-4"N/A 5/8" x 12" @ 1'-3" 870 1,21/4"x6" SDS @ 0'-5" Single DF 2C 3/8" Sheathing, plywood siding except Group 5 Species 8d @ 3"8d @ 12" LTP4 @ 0'-4"N/A 3/4" x 12" @ 2'-0" 980 1,21/4"x6" SDS @ 0'-6" Double DF 2D 7/16" Sheathing, plywood siding except Group 5 Species 8d @ 2"8d @ 12" LTP4 @ 0'-4"N/A 3/4" x 12" @ 1'-8" 1,280 1,21/4"x6" SDS @ 0'-5" Double DF E2 19/32" Sheathing, plywood siding except Group 5 Species 10d @ 2" 10d @ 12" LTP4 @ 0'-4"N/A 5/8" x 12" @ 0'-7" 1,740 1,21/4"x6" SDS @ 0'-3" Double DF 1 WALL SHALL BE FRAMED WITH STUDS AT 16" O.C. OR PANELS ARE APPLIED WITH LONG DIMENSION ACROSS STUDS. 2 ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3-INCH NOMINAL MEMBER OR TWO 2-INCH NOMINAL MEMBERS FASTEND IN ACCORDANCE WITH SECTION 2306.1 TO TRANSFER THE DESIGN SHEAR VALUE BETWEEN FRAMING MEMBERS. WOOD STRUCTURAL PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL CASES. 3 ALL HARDWARE SHALL BE USP STRUCTURAL CONNECTORS U.O.N. www.structuralsoft.com 9/89 DATESUBJECT SHTPROJECT OFCHECKED JOB NO.DESIGNED PARANADA RES NEW HOUSE MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 20-167Company Name Shear Wall Design 1st walls Remarks End JEnd I Allowable shear (plf) Wall type H / WNet Height (ft) Length (ft) Wall ID Hold-Down Wind Seismic Shear (plf)Adjusted allowable shear (plf) Wind Seismic Wall Drift (in) 1-1 10'-9" 9'-0" 0.84 A 260 none none32110364 260 0.33 1-2 7'-7" 9'-0" 1.17 A 260 none none32110364 260 0.43 1-3 10'-11" 9'-0" 0.82 A 260 none32110364 260 0.32 2-1 7'-0" 9'-0" 1.29 C 490 HD3 HD3195581686 490 0.66 3-1 7'-0" 9'-0" 1.29 B 350 HD2a HD2a177486490 350 0.71 4-1 8'-6" 9'-0" 1.06 A 260 HD2a49120364 260 0.44 4-2 24'-0" 9'-0" 0.38 A 260 HD3 HD149120364 260 0.24 5-1 6'-0" 9'-0" 1.50 D 640 HD2a HD3319689896 640 0.77 6-1 17'-2" 9'-0" 0.52 A 260 HD2a2249364 260 0.21 6-2 8'-6" 9'-0" 1.05 A 2602249 364 260 0.06 6-3 11'-6" 9'-0" 0.78 A 2602249 364 260 0.06 6-4 19'-10" 9'-0" 0.45 A 260 HD42249364 260 0.19 a-1 3'-9" 9'-0" 2.36 B 350 HD2a HD2148462490 297 1.02 a-2 6'-2" 9'-0" 1.45 B 350 HD1 HD1148462490 350 0.70 www.structuralsoft.com 10/89 DATESUBJECT SHTPROJECT OFCHECKED JOB NO.DESIGNED PARANADA RES NEW HOUSE MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 20-167Company Name 1st walls a-3 3'-4" 9'-0" 2.67 B 350 HD2a HD2a148462490 262 1.11 a-4 3'-4" 9'-0" 2.67 B 350 HD2a HD3148462490 262 1.11 a-5 3'-9" 9'-0" 2.38 B 350 HD2a HD2148462490 295 1.02 a-6 4'-5" 9'-0" 2.02 B 350 HD2 HD2a148462490 347 0.91 b-1 6'-7" 9'-0" 1.36 A 260 HD1 HD199306364 260 0.68 b-2 6'-7" 9'-0" 1.36 A 260 HD1 HD399306364 260 0.68 b-3 4'-1" 9'-0" 2.18 A 260 HD2a HD199306364 238 0.93 b-4 3'-1" 9'-0" 2.88 A 260 HD1 HD199306364 181 1.15 b-5 17'-10" 9'-0" 0.50 A 260 none none99306364 260 0.42 c-1 3'-4" 9'-0" 2.67 D 640 HD3 HD3119737896 480 0.94 c-2 3'-4" 9'-0" 2.67 D 640 HD3 HD4119737896 480 0.94 www.structuralsoft.com 11/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name HOLD-DOWN SCHEDULE Mark Fastener Minimum Wood Member Anchor Bolt Capacity (lbs) Remarks none none (2) 2 x 4 5/8" A.B. 1000 HD1 (6) SDS 1/4"x2-1/2" (2) 2 x 6 SSTB16 2550 HD2 (10) SDS 1/4"x2-1/2" (2) 2 x 6 SSTB24 3325 HD2a 10-SDS 1/4"X2.5" (2) 2 x 6 SB5/8X24 4565 HD3 (20) SDS 1/4"x2-1/2" 4 x 6 SSTB28 6395 HD4 28-SDS 1/4"X2.5" 6 x 6 (2) SB5/8X24 9130 www.structuralsoft.com 12/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Uplift Calculations 0.6D + W (0.6 - 0.14S Load Cases: )D + 0.7pQDS E 1st Walls Post ID Shear Wall Reactions (lbs) DL W Wall Height (ft)Hold Down 0.7E Net Uplift (lbs) a-1 1953 -4156 -1331 -29849 HD2UP1 a-2 3793 -4156 -1331 -18809 HD1UP2 a-2 3744 -4156 -1331 -19099 HD1UP5 b-5 4532 -2757 -894 -389 noneUP10 c-1 1213 -6636 -1069 -59089 HD3UP13 c-2 1182 -6636 -1069 -59269 HD3UP14 6-4 3987 -440 -194 17269UP17 6-3 1750 -440 -194 6109UP18 6-3 1742 -440 -194 6059UP21 6-2 1397 -440 -194 3989UP22 6-2 1151 -440 -194 2519UP25 6-1 2070 -440 -194 8029UP26 a-5 2127 -4156 -1331 -28809 HD2UP29 a-6 1638 -4156 -1331 -31739 HD2UP30 a-3 758 -4156 -1331 -37019 HD2aUP33 a-4 807 -4156 -1331 -36729 HD2aUP34 1-1 1543 -990 -292 -649 noneUP37 1-2 1242 -990 -292 -2459 noneUP41 1-1 1612 -990 -292 -239 noneUP42 1-3 1825 -990 -292 1059UP45 1-2 1481 -990 -292 -1029 noneUP46 b-1 1702 -2757 -894 -17369 HD1UP49 www.structuralsoft.com 13/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name 1st Walls b-2 2648 -2757 -894 -11689 HD1UP50 b-3 1670 -2757 -894 -17559 HD1UP61 b-4 1408 -2757 -894 -19129 HD1UP66 a-6 575 -4156 -1331 -38119 HD2aUP70 6-1 1915 -440 -194 7099 a-3 290 -4156 -1331 -39829 HD2aUP80 4-1 1311 -1082 -444 -2959 4-1 3482 -1082 -444 10079UP81 a-5 3417 -4156 -1331 -21069 HD2aUP82 5-1 3379 -6201 -2867 -41739 b-1 767 -2757 -894 -22979 HD1UP85 b-2 1374 -2757 -894 -19339 HD3UP86 2-1 733 -5226 -1756 -47869 a-1 429 -4156 -1331 -38989 HD2aUP87 a-4 408 -4156 -1331 -39119 HD3UP89 5-1 886 -6201 -2867 -56699 c-2 365 -6636 -1069 -64179 HD4UP90 6-4 3398 -440 -194 14429 c-1 413 -6636 -1069 -63889 HD3UP92 4-2 4229 -1082 -444 14559 b-4 921 -2757 -894 -22049 HD1UP93 4-2 4197 -1082 -444 14369 b-3 1056 -2757 -894 -21249 HD2aUP94 3-1 710 -4374 -1594 -39489 3-1 699 -4374 -1594 -39549 HD2aUP95 2-1 740 -5226 -1756 -47829 HD3UP96 b-5 3303 -2757 -894 -7759 noneUP88 1-3 1284 -990 -292 -2209 noneUP91 www.structuralsoft.com 14/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name 1st Walls - NR indicates that no hold-down is required because there is no net uplift. - No Selection indicates that uplift value is larger than available hold-down capacities defined in database. - PP indicates hold-down attached to a pre-manufactured shear wall panel. www.structuralsoft.com 15/89 DATESUBJECT SHTPROJECT OFCHECKED JOB NO.DESIGNED PARANADA RES NEW HOUSE MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 20-167Company Name Diaphragm Design D1Diaphragm_ID:Code Check Diaphragm Shear: Passed 1stFloor_ID: Nailing NailingSheathingSpan Grade Thickness (in) Boundary Other edges Min. member thickness (in) Effective depth (ft) Case ID For shear For bending Applied shear Allowable shear Seismic shear (plf) Applied shear Allowable shear Seismic Wind Diaphragm type Wind shear (plf)Chord force (Ibs) Ch e c k E-WLoad Direction: a-b Sheathing and Single-Floor 15/32 8d@6 8d@6 2 Unblocked 4 62.00 62.00 69 180 133 252.5 727 1296 P b-c Sheathing and Single-Floor 15/32 8d@6 8d@6 2 Unblocked 4 25.50 25.50 39 180 167 252.5 241 984 P NailingSheathingSpan Grade Thickness (in) Boundary Other edges Min. member thickness (in) Effective depth (ft) Case ID For shear For bending Applied shear Allowable shear Seismic shear (plf) Applied shear Allowable shear Seismic Wind Diaphragm type Wind shear (plf)Chord force (Ibs) Ch e c k N-SLoad Direction: 1-2 Sheathing and Single-Floor 15/32 8d@6 8d@6 2 Unblocked 2 47.67 47.67 25 180 59 252.5 98 230 P 2-3 Sheathing and Single-Floor 15/32 8d@6 8d@6 2 Unblocked 2 61.00 61.00 11 180 21 252.5 21 40 P 3-4 Sheathing and Single-Floor 15/32 8d@6 8d@6 2 Unblocked 2 53.67 55.67 18 180 37 252.5 59 114 P 4-5 Sheathing and Single-Floor 15/32 8d@6 8d@6 2 Unblocked 2 78.00 78.00 16 180 23 252.5 41 60 P 5-6 Sheathing and Single-Floor 15/32 8d@6 8d@6 2 Unblocked 2 71.67 71.67 21 180 33 252.5 68 109 P www.structuralsoft.com 16/89 DATESUBJECT SHTPROJECT OFCHECKED JOB NO.DESIGNED PARANADA RES NEW HOUSE MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 20-167Company Name Design Code: IBC 2009 NOTE: BY OBSERVATION CALCS. COMPLY WITH IBC 2015 Project Load Combinations Load Combination Name LDFWindSeismic (0.7 QE) Snow Unbalanced Snow Balanced Roof LiveLiveDeadID 1 D 1.000 0 0 0 0 0 0 0.9 2 D+L 1.000 1.000 0 0 0 0 0 1 3 D+Lr 1.000 0 1.000 0 0 0 0 1.25 4 D+S (Balanced)1.000 0 0 1.000 0 0 0 1.15 5 D+S (Unbalanced)1.000 0 0 0 1.000 0 0 1.15 6 D+0.75L+0.75Lr 1.000 0.750 0.750 0 0 0 0 1.25 7 D+0.75L+0.75S (Balanced)1.000 0.750 0 0.750 0 0 0 1.15 8 D+0.75L+0.75S (Unbalanced)1.000 0.750 0 0 0.750 0 0 1.15 9 D+0.7E (North)1.000 0 0 0 0 1.000 0 1.6 10 D+0.7E (South)1.000 0 0 0 0 1.000 0 1.6 11 D+0.7E (East)1.000 0 0 0 0 1.000 0 1.6 12 D+0.7E (West)1.000 0 0 0 0 1.000 0 1.6 13 D+0.7E (North)+0.75L+0.75Lr 1.000 0.750 0.750 0 0 1.000 0 1.6 14 D+0.7E (South)+0.75L+0.75Lr 1.000 0.750 0.750 0 0 1.000 0 1.6 15 D+0.7E (East)+0.75L+0.75Lr 1.000 0.750 0.750 0 0 1.000 0 1.6 16 D+0.7E (West)+0.75L+0.75Lr 1.000 0.750 0.750 0 0 1.000 0 1.6 17 D+0.7E (North)+0.75L+0.75S (Balanced)1.000 0.750 0 0.750 0 1.000 0 1.6 18 D+0.7E (North)+0.75L+0.75S (Unbalanced)1.000 0.750 0 0 0.750 1.000 0 1.6 19 D+0.7E (South)+0.75L+0.75S (Balanced)1.000 0.750 0 0.750 0 1.000 0 1.6 20 D+0.7E (South)+0.75L+0.75S (Unbalanced)1.000 0.750 0 0 0.750 1.000 0 1.6 21 D+0.7E (East)+0.75L+0.75S (Balanced)1.000 0.750 0 0.750 0 1.000 0 1.6 22 D+0.7E (East)+0.75L+0.75S (Unbalanced)1.000 0.750 0 0 0.750 1.000 0 1.6 23 D+0.7E (West)+0.75L+0.75S (Balanced)1.000 0.750 0 0.750 0 1.000 0 1.6 24 D+0.7E (West)+0.75L+0.75S (Unbalanced)1.000 0.750 0 0 0.750 1.000 0 1.6 25 06D+0.7E (North)0.600 0 0 0 0 1.000 0 1.6 26 06D+0.7E (South)0.600 0 0 0 0 1.000 0 1.6 27 06D+0.7E (East)0.600 0 0 0 0 1.000 0 1.6 28 06D+0.7E (West)0.600 0 0 0 0 1.000 0 1.6 29 D+W (North)1.000 0 0 0 0 0 1.000 1.6 www.structuralsoft.com 17/89 DATESUBJECT SHTPROJECT OFCHECKED JOB NO.DESIGNED PARANADA RES NEW HOUSE MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 20-167Company Name Design Code: IBC 2009 NOTE: BY OBSERVATION CALCS. COMPLY WITH IBC 2015 Project Load Combinations Load Combination Name LDFWindSeismic (0.7 QE) Snow Unbalanced Snow Balanced Roof LiveLiveDeadID 30 D+W (South)1.000 0 0 0 0 0 1.000 1.6 31 D+W (East)1.000 0 0 0 0 0 1.000 1.6 32 D+W (West)1.000 0 0 0 0 0 1.000 1.6 33 D+0.75W (North)+0.75L+0.75Lr 1.000 0.750 0.750 0 0 0 0.750 1.6 34 D+0.75W (South)+0.75L+0.75Lr 1.000 0.750 0.750 0 0 0 0.750 1.6 35 D+0.75W (East)+0.75L+0.75Lr 1.000 0.750 0.750 0 0 0 0.750 1.6 36 D+0.75W (West)+0.75L+0.75Lr 1.000 0.750 0.750 0 0 0 0.750 1.6 37 D+0.75W (North)+0.75L+0.75S (Balanced)1.000 0.750 0 0.750 0 0 0.750 1.6 38 D+0.75W (North)+0.75L+0.75S (Unbalanced)1.000 0.750 0 0 0.750 0 0.750 1.6 39 D+0.75W (South)+0.75L+0.75S (Balanced)1.000 0.750 0 0.750 0 0 0.750 1.6 40 D+0.75W (South)+0.75L+0.75S (Unbalanced)1.000 0.750 0 0 0.750 0 0.750 1.6 41 D+0.75W (East)+0.75L+0.75S (Balanced)1.000 0.750 0 0.750 0 0 0.750 1.6 42 D+0.75W (East)+0.75L+0.75S (Unbalanced)1.000 0.750 0 0 0.750 0 0.750 1.6 43 D+0.75W (West)+0.75L+0.75S (Balanced)1.000 0.750 0 0.750 0 0 0.750 1.6 44 D+0.75W (West)+0.75L+0.75S (Unbalanced)1.000 0.750 0 0 0.750 0 0.750 1.6 45 06D+W (North)0.600 0 0 0 0 0 1.000 1.6 46 06D+W (South)0.600 0 0 0 0 0 1.000 1.6 47 06D+W (East)0.600 0 0 0 0 0 1.000 1.6 48 06D+W (West)0.600 0 0 0 0 0 1.000 1.6 49 (1.0+0.145SDS)D+0.7ΩoQE (North) ASCE 12.4.3.2 #5 1.123 0 0 0 0 2.500 0 1.92 50 (1.0+0.145SDS)D+0.7ΩoQE (South) ASCE 12.4.3.2 #5 1.123 0 0 0 0 2.500 0 1.92 51 (1.0+0.145SDS)D+0.7ΩoQE (East) ASCE 12.4.3.2 #5 1.123 0 0 0 0 2.500 0 1.92 52 (1.0+0.145SDS)D+0.7ΩoQE (West) ASCE 12.4.3.2 #5 1.123 0 0 0 0 2.500 0 1.92 53 (1.0+0.105SDS)D+0.525ΩoQE(North)+0.75L+0.75Lr ASCE 12.4.3.2 #6 1.089 0.750 0.750 0 0 1.875 0 1.92 54 (1.0+0.105SDS)D+0.525ΩoQE(South)+0.75L+0.75Lr ASCE 12.4.3.2 #6 1.089 0.750 0.750 0 0 1.875 0 1.92 55 (1.0+0.105SDS)D+0.525ΩoQE(East)+0.75L+0.75Lr ASCE 12.4.3.2 #6 1.089 0.750 0.750 0 0 1.875 0 1.92 56 (1.0+0.105SDS)D+0.525ΩoQE(West)+0.75L+0.75Lr ASCE 12.4.3.2 #6 1.089 0.750 0.750 0 0 1.875 0 1.92 57 (1.0+0.105SDS)D+0.525ΩoQE(North)+0.75L+0.75S ASCE 12.4.3.2 #6 1.089 0.750 0 0.750 0 1.875 0 1.92 58 (1.0+0.105SDS)D+0.525ΩoQE(North)+0.75L+0.75S(U) ASCE 12.4.3.2 #6 1.089 0.750 0 0 0.750 1.875 0 1.92 59 (1.0+0.105SDS)D+0.525ΩoQE(South)+0.75L+0.75S ASCE 12.4.3.2 #6 1.089 0.750 0 0.750 0 1.875 0 1.92 www.structuralsoft.com 18/89 DATESUBJECT SHTPROJECT OFCHECKED JOB NO.DESIGNED PARANADA RES NEW HOUSE MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 20-167Company Name Design Code: IBC 2009 NOTE: BY OBSERVATION CALCS. COMPLY WITH IBC 2015 Project Load Combinations Load Combination Name LDFWindSeismic (0.7 QE) Snow Unbalanced Snow Balanced Roof LiveLiveDeadID 60 (1.0+0.105SDS)D+0.525ΩoQE(South)+0.75L+0.75S(U) ASCE 12.4.3.2 #6 1.089 0.750 0 0 0.750 1.875 0 1.92 61 (1.0+0.105SDS)D+0.525ΩoQE(East)+0.75L+0.75S ASCE 12.4.3.2 #6 1.089 0.750 0 0.750 0 1.875 0 1.92 62 (1.0+0.105SDS)D+0.525ΩoQE(East)+0.75L+0.75S(U) ASCE 12.4.3.2 #6 1.089 0.750 0 0 0.750 1.875 0 1.92 63 (1.0+0.105SDS)D+0.525ΩoQE(West)+0.75L+0.75S ASCE 12.4.3.2 #6 1.089 0.750 0 0.750 0 1.875 0 1.92 64 (1.0+0.105SDS)D+0.525ΩoQE(West)+0.75L+0.75S(U) ASCE 12.4.3.2 #6 1.089 0.750 0 0 0.750 1.875 0 1.92 65 (0.6-0.145SDS)D+0.7ΩoQE (North) ASCE 12.4.3.2 #8 0.477 0 0 0 0 2.500 0 1.92 66 (0.6-0.145SDS)D+0.7ΩoQE (South) ASCE 12.4.3.2 #8 0.477 0 0 0 0 2.500 0 1.92 67 (0.6-0.145SDS)D+0.7ΩoQE (East) ASCE 12.4.3.2 #8 0.477 0 0 0 0 2.500 0 1.92 68 (0.6-0.145SDS)D+0.7ΩoQE (West) ASCE 12.4.3.2 #8 0.477 0 0 0 0 2.500 0 1.92 www.structuralsoft.com 19/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B1 Location:Foundation Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 12.54 1.54 0.00 False False True 0.00 1.54 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 4x10 3.50 9.25 32.38 49.91 18.89 900 180 1350 1600 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):6.50 Number of spans:2 psi1080Fb Adjust Allowable (CD = 1): Adjustment factors:CF=1.200 Slenderness Ratio:5 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 P31 1.54 401 991 0 0 0 3.05 2 P30 6.04 810 2058 0 0 0 6.29 2 Strip 5 12.54 505 1284 0 0 0 3.92 2 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 0.75 -5059.60-54 12.54 D+L 2.66 -17899.60-192 12.54 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 181 972 18.6 23 162 14.4 D+L 1.00 640 1080 59.2 83 180 46.0 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.013P31-P30 0.22 Passed L/999+3.69 D+L 0.055P30-Strip 5 0.32 Passed L/999+9.34 D+L SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P31-P30 0.009 0.15 3.69 Passed L/999+ P30-Strip 5 0.039 0.22 9.34 Passed L/999+ www.structuralsoft.com 20/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B2 Location:Foundation Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 7.77 0.00 0.00 False False True 0.00 0.00 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 4x10 3.50 9.25 32.38 49.91 18.89 900 180 1350 1600 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):6.00 Number of spans:2 psi1080Fb Adjust Allowable (CD = 1): Adjustment factors:CF=1.200 Slenderness Ratio:1 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 Strip 14 0.23 8 0 0 0 0 0.01 1 P1 2.00 622 1582 0 0 0 4.83 2 P2 8.00 517 1320 0 0 0 4.03 2 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 0.78 6154.50-58 1.77 D+L 2.78 21974.50-217 1.77 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 188 972 19.3 28 162 17.6 D+L 1.00 668 1080 61.8 102 180 56.6 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.000Strip 14-P1 0.09 Passed L/999+0.97 D 0.048P1-P2 0.30 Passed L/999+4.86 D+L SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: Strip 14-P1 0.000 0.06 0.00 Passed L/999+ P1-P2 0.034 0.20 4.86 Passed L/999+ www.structuralsoft.com 21/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B3 Location:Foundation Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 6.00 0.00 0.00 False False True 0.00 0.00 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 4x10 3.50 9.25 32.38 49.91 18.89 900 180 1350 1600 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):6.00 Number of spans:1 psi1080Fb Adjust Allowable (CD = 1): Adjustment factors:CF=1.200 Slenderness Ratio:1 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 P2 0.00 496 1266 0 0 0 3.86 2 P3 6.00 418 1056 0 0 0 3.23 2 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 0.77 4963.40-181 0.00 D+L 2.75 17623.40-657 0.00 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 186 972 19.1 23 162 14.2 D+L 1.00 661 1080 61.2 82 180 45.4 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.048P2-P3 0.30 Passed L/999+3.00 D+L SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P2-P3 0.034 0.20 3.00 Passed L/999+ www.structuralsoft.com 22/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B4 Location:Foundation Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 6.00 0.00 0.00 False False True 0.00 0.00 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 4x10 3.50 9.25 32.38 49.91 18.89 900 180 1350 1600 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):6.00 Number of spans:1 psi1080Fb Adjust Allowable (CD = 1): Adjustment factors:CF=1.200 Slenderness Ratio:1 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 P3 0.00 615 1582 0 0 0 4.82 2 P4 6.00 517 1320 0 0 0 4.03 2 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 0.78 6152.73-58 0.00 D+L 2.78 21972.73-217 0.00 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 188 972 19.3 28 162 17.6 D+L 1.00 668 1080 61.8 102 180 56.6 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.048P3-P4 0.30 Passed L/999+3.00 D+L SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P3-P4 0.034 0.20 3.00 Passed L/999+ www.structuralsoft.com 23/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B5 Location:Foundation Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 6.00 0.00 0.00 False False True 0.00 0.00 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 4x10 3.50 9.25 32.38 49.91 18.89 900 180 1350 1600 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):6.00 Number of spans:1 psi1080Fb Adjust Allowable (CD = 1): Adjustment factors:CF=1.200 Slenderness Ratio:1 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 P4 0.00 496 1266 0 0 0 3.86 2 P5 6.00 418 1056 0 0 0 3.23 2 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 0.77 4963.40-181 0.00 D+L 2.75 17623.40-657 0.00 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 186 972 19.1 23 162 14.2 D+L 1.00 661 1080 61.2 82 180 45.4 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.048P4-P5 0.30 Passed L/999+3.00 D+L SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P4-P5 0.034 0.20 3.00 Passed L/999+ www.structuralsoft.com 24/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B6 Location:Foundation Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 6.00 0.00 0.00 False False True 0.00 0.00 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 4x10 3.50 9.25 32.38 49.91 18.89 900 180 1350 1600 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):6.00 Number of spans:1 psi1080Fb Adjust Allowable (CD = 1): Adjustment factors:CF=1.200 Slenderness Ratio:1 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 P5 0.00 615 1582 0 0 0 4.82 2 P6 6.00 517 1320 0 0 0 4.03 2 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 0.78 6152.73-58 0.00 D+L 2.78 21972.73-217 0.00 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 188 972 19.3 28 162 17.6 D+L 1.00 668 1080 61.8 102 180 56.6 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.048P5-P6 0.30 Passed L/999+3.00 D+L SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P5-P6 0.034 0.20 3.00 Passed L/999+ www.structuralsoft.com 25/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B7 Location:Foundation Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 6.00 0.00 0.00 False False True 0.00 0.00 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 4x10 3.50 9.25 32.38 49.91 18.89 900 180 1350 1600 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):6.00 Number of spans:1 psi1080Fb Adjust Allowable (CD = 1): Adjustment factors:CF=1.200 Slenderness Ratio:1 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 P6 0.00 514 1312 0 0 0 4.00 2 P7 6.00 451 1146 0 0 0 3.50 2 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 0.83 5143.40-191 0.00 D+L 2.95 18263.40-692 0.00 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 199 972 20.5 24 162 14.7 D+L 1.00 710 1080 65.7 85 180 47.0 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.051P6-P7 0.30 Passed L/999+3.00 D+L SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P6-P7 0.036 0.20 3.00 Passed L/999+ www.structuralsoft.com 26/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B8 Location:Foundation Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 6.00 0.00 0.00 False False True 0.00 0.00 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 4x10 3.50 9.25 32.38 49.91 18.89 900 180 1350 1600 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):6.00 Number of spans:1 psi1080Fb Adjust Allowable (CD = 1): Adjustment factors:CF=1.200 Slenderness Ratio:1 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 P7 0.00 681 1758 0 0 0 5.35 2 P8 6.00 572 1467 0 0 0 4.47 2 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 0.86 6812.73-64 0.00 D+L 3.08 24392.73-241 0.00 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 208 972 21.4 32 162 19.5 D+L 1.00 741 1080 68.6 113 180 62.8 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.053P7-P8 0.30 Passed L/999+3.00 D+L SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P7-P8 0.038 0.20 3.00 Passed L/999+ www.structuralsoft.com 27/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B9 Location:Foundation Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 6.00 0.00 0.00 False False True 0.00 0.00 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 4x10 3.50 9.25 32.38 49.91 18.89 900 180 1350 1600 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):6.00 Number of spans:1 psi1080Fb Adjust Allowable (CD = 1): Adjustment factors:CF=1.200 Slenderness Ratio:1 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 P8 0.00 550 1408 0 0 0 4.29 2 P9 6.00 463 1176 0 0 0 3.59 2 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 0.86 5503.40-201 0.00 D+L 3.06 19583.40-731 0.00 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 206 972 21.2 25 162 15.7 D+L 1.00 735 1080 68.1 91 180 50.4 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.053P8-P9 0.30 Passed L/999+3.00 D+L SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P8-P9 0.038 0.20 3.00 Passed L/999+ www.structuralsoft.com 28/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B10 Location:Foundation Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 9.27 0.00 0.00 False False True 0.00 0.00 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 4x10 3.50 9.25 32.38 49.91 18.89 900 180 1350 1600 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):6.00 Number of spans:2 psi1080Fb Adjust Allowable (CD = 1): Adjustment factors:CF=1.200 Slenderness Ratio:1 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 P9 0.00 683 1764 0 0 0 5.36 2 P10 6.00 843 2158 0 0 0 6.58 2 Strip 6 9.27 185 457 0 0 0 1.40 2 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 0.87 6832.73-65 0.00 D+L 3.09 24472.73-242 0.00 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 208 972 21.4 32 162 19.5 D+L 1.00 744 1080 68.8 113 180 63.0 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.053P9-P10 0.30 Passed L/999+2.93 D+L 0.004P10-Strip 6 0.16 Passed L/999+7.56 D+L SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P9-P10 0.038 0.20 2.93 Passed L/999+ P10-Strip 6 0.003 0.11 7.56 Passed L/999+ www.structuralsoft.com 29/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B11 Location:Foundation Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 9.27 0.00 0.00 False False True 0.00 0.00 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 4x10 3.50 9.25 32.38 49.91 18.89 900 180 1350 1600 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):6.00 Number of spans:2 psi1080Fb Adjust Allowable (CD = 1): Adjustment factors:CF=1.200 Slenderness Ratio:1 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 P19 0.00 683 1764 0 0 0 5.36 2 P20 6.00 843 2158 0 0 0 6.58 2 Strip 6 9.27 185 457 0 0 0 1.40 2 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 0.87 6832.73-65 0.00 D+L 3.09 24472.73-242 0.00 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 208 972 21.4 32 162 19.5 D+L 1.00 743 1080 68.8 113 180 63.0 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.053P19-P20 0.30 Passed L/999+2.93 D+L 0.004P20-Strip 6 0.16 Passed L/999+7.56 D+L SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P19-P20 0.038 0.20 2.93 Passed L/999+ P20-Strip 6 0.003 0.11 7.56 Passed L/999+ www.structuralsoft.com 30/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B12 Location:Foundation Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 6.00 0.00 0.00 False False True 0.00 0.00 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 4x10 3.50 9.25 32.38 49.91 18.89 900 180 1350 1600 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):6.00 Number of spans:1 psi1080Fb Adjust Allowable (CD = 1): Adjustment factors:CF=1.200 Slenderness Ratio:1 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 P18 0.00 551 1411 0 0 0 4.30 2 P19 6.00 463 1177 0 0 0 3.60 2 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 0.86 5513.40-202 0.00 D+L 3.06 19623.40-732 0.00 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 206 972 21.2 26 162 15.8 D+L 1.00 736 1080 68.2 91 180 50.5 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.053P18-P19 0.30 Passed L/999+3.00 D+L SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P18-P19 0.038 0.20 3.00 Passed L/999+ www.structuralsoft.com 31/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B13 Location:Foundation Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 5.99 0.00 0.00 False False True 0.00 0.00 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 4x10 3.50 9.25 32.38 49.91 18.89 900 180 1350 1600 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):5.99 Number of spans:1 psi1080Fb Adjust Allowable (CD = 1): Adjustment factors:CF=1.200 Slenderness Ratio:1 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 P17 0.00 684 1766 0 0 0 5.37 2 P18 5.99 573 1470 0 0 0 4.48 2 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 0.86 6842.72-64 0.00 D+L 3.08 24502.72-240 0.00 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 208 972 21.4 32 162 19.6 D+L 1.00 742 1080 68.7 114 180 63.1 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.053P17-P18 0.30 Passed L/999+3.00 D+L SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P17-P18 0.038 0.20 3.00 Passed L/999+ www.structuralsoft.com 32/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B14 Location:Foundation Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 6.01 0.00 0.00 False False True 0.00 0.00 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 4x10 3.50 9.25 32.38 49.91 18.89 900 180 1350 1600 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):6.01 Number of spans:1 psi1080Fb Adjust Allowable (CD = 1): Adjustment factors:CF=1.200 Slenderness Ratio:1 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 P16 0.00 551 1412 0 0 0 4.30 2 P17 6.01 463 1176 0 0 0 3.59 2 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 0.86 5513.40-201 0.00 D+L 3.07 19643.40-730 0.00 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 207 972 21.3 26 162 15.8 D+L 1.00 737 1080 68.3 91 180 50.5 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.053P16-P17 0.30 Passed L/999+2.88 D+L SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P16-P17 0.038 0.20 2.88 Passed L/999+ www.structuralsoft.com 33/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B15 Location:Foundation Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 6.00 0.00 0.00 False False True 0.00 0.00 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 4x10 3.50 9.25 32.38 49.91 18.89 900 180 1350 1600 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):6.00 Number of spans:1 psi1080Fb Adjust Allowable (CD = 1): Adjustment factors:CF=1.200 Slenderness Ratio:1 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 P15 0.00 683 1764 0 0 0 5.36 2 P16 6.00 574 1472 0 0 0 4.48 2 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 0.87 6832.73-65 0.00 D+L 3.09 24472.73-242 0.00 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 208 972 21.4 32 162 19.5 D+L 1.00 743 1080 68.8 113 180 63.0 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.053P15-P16 0.30 Passed L/999+3.00 D+L SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P15-P16 0.038 0.20 3.00 Passed L/999+ www.structuralsoft.com 34/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B16 Location:Foundation Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 6.00 0.00 0.00 False False True 0.00 0.00 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 4x10 3.50 9.25 32.38 49.91 18.89 900 180 1350 1600 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):6.00 Number of spans:1 psi1080Fb Adjust Allowable (CD = 1): Adjustment factors:CF=1.200 Slenderness Ratio:1 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 P14 0.00 551 1411 0 0 0 4.30 2 P15 6.00 463 1177 0 0 0 3.60 2 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 0.86 5513.40-202 0.00 D+L 3.06 19623.40-732 0.00 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 206 972 21.2 26 162 15.8 D+L 1.00 736 1080 68.2 91 180 50.5 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.053P14-P15 0.30 Passed L/999+3.00 D+L SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P14-P15 0.038 0.20 3.00 Passed L/999+ www.structuralsoft.com 35/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B17 Location:Foundation Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 6.00 0.00 0.00 False False True 0.00 0.00 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 4x10 3.50 9.25 32.38 49.91 18.89 900 180 1350 1600 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):6.00 Number of spans:1 psi1080Fb Adjust Allowable (CD = 1): Adjustment factors:CF=1.200 Slenderness Ratio:1 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 P13 0.00 683 1764 0 0 0 5.36 2 P14 6.00 574 1472 0 0 0 4.48 2 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 0.87 6832.73-65 0.00 D+L 3.09 24472.73-242 0.00 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 208 972 21.4 32 162 19.5 D+L 1.00 744 1080 68.8 113 180 63.0 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.053P13-P14 0.30 Passed L/999+3.00 D+L SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P13-P14 0.038 0.20 3.00 Passed L/999+ www.structuralsoft.com 36/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B18 Location:Foundation Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 6.00 0.00 0.00 False False True 0.00 0.00 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 4x10 3.50 9.25 32.38 49.91 18.89 900 180 1350 1600 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):6.00 Number of spans:1 psi1080Fb Adjust Allowable (CD = 1): Adjustment factors:CF=1.200 Slenderness Ratio:1 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 P12 0.00 551 1411 0 0 0 4.30 2 P13 6.00 463 1178 0 0 0 3.60 2 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 0.86 5513.40-202 0.00 D+L 3.06 19613.40-733 0.00 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 206 972 21.2 26 162 15.8 D+L 1.00 737 1080 68.2 91 180 50.5 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.053P12-P13 0.30 Passed L/999+2.88 D+L SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P12-P13 0.038 0.20 2.88 Passed L/999+ www.structuralsoft.com 37/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B19 Location:Foundation Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 7.77 0.00 0.00 False False True 0.00 0.00 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 4x10 3.50 9.25 32.38 49.91 18.89 900 180 1350 1600 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):6.00 Number of spans:2 psi1080Fb Adjust Allowable (CD = 1): Adjustment factors:CF=1.200 Slenderness Ratio:1 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 Strip 14 0.23 8 0 0 0 0 0.01 1 P11 2.00 689 1763 0 0 0 5.38 2 P12 8.00 574 1472 0 0 0 4.48 2 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 0.87 6834.50-65 1.77 D+L 3.09 24474.50-243 1.77 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 208 972 21.4 32 162 19.5 D+L 1.00 743 1080 68.8 113 180 63.0 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.000Strip 14-P11 0.09 Passed L/999+0.97 D 0.053P11-P12 0.30 Passed L/999+4.86 D+L SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: Strip 14-P11 0.000 0.06 0.00 Passed L/999+ P11-P12 0.038 0.20 4.86 Passed L/999+ www.structuralsoft.com 38/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B20 Location:Foundation Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 9.27 0.00 0.00 False False True 0.00 0.00 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 4x10 3.50 9.25 32.38 49.91 18.89 900 180 1350 1600 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):6.00 Number of spans:2 psi1080Fb Adjust Allowable (CD = 1): Adjustment factors:CF=1.200 Slenderness Ratio:1 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 P28 0.00 501 1278 0 0 0 3.90 2 P29 6.00 678 1718 0 0 0 5.25 2 Strip 6 9.27 137 329 0 0 0 1.02 2 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 0.69 5012.73-27 0.00 D+L 2.43 17792.73-104 0.00 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 165 972 17.0 23 162 14.3 D+L 1.00 584 1080 54.1 82 180 45.8 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.042P28-P29 0.30 Passed L/999+2.93 D+L 0.003P29-Strip 6 0.16 Passed L/999+7.56 D+L SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P28-P29 0.030 0.20 2.93 Passed L/999+ P29-Strip 6 0.002 0.11 7.56 Passed L/999+ www.structuralsoft.com 39/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B21 Location:Foundation Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 6.00 0.00 0.00 False False True 0.00 0.00 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 4x10 3.50 9.25 32.38 49.91 18.89 900 180 1350 1600 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):6.00 Number of spans:1 psi1080Fb Adjust Allowable (CD = 1): Adjustment factors:CF=1.200 Slenderness Ratio:1 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 P27 0.00 470 1196 0 0 0 3.65 2 P28 6.00 414 1046 0 0 0 3.20 2 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 0.68 4702.90-3 0.00 D+L 2.42 16662.90-12 0.00 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 164 972 16.9 22 162 13.5 D+L 1.00 582 1080 53.9 77 180 42.9 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.042P27-P28 0.30 Passed L/999+3.00 D+L SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P27-P28 0.030 0.20 3.00 Passed L/999+ www.structuralsoft.com 40/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B22 Location:Foundation Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 5.99 0.00 0.00 False False True 0.00 0.00 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 4x10 3.50 9.25 32.38 49.91 18.89 900 180 1350 1600 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):5.99 Number of spans:1 psi1080Fb Adjust Allowable (CD = 1): Adjustment factors:CF=1.200 Slenderness Ratio:1 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 P26 0.00 502 1281 0 0 0 3.91 2 P27 5.99 435 1102 0 0 0 3.37 2 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 0.68 5022.72-26 0.00 D+L 2.42 17832.72-100 0.00 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 164 972 16.9 23 162 14.4 D+L 1.00 581 1080 53.8 83 180 45.9 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.042P26-P27 0.30 Passed L/999+2.99 D+L SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P26-P27 0.030 0.20 2.99 Passed L/999+ www.structuralsoft.com 41/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B23 Location:Foundation Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 6.01 0.00 0.00 False False True 0.00 0.00 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 4x10 3.50 9.25 32.38 49.91 18.89 900 180 1350 1600 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):6.01 Number of spans:1 psi1080Fb Adjust Allowable (CD = 1): Adjustment factors:CF=1.200 Slenderness Ratio:1 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 P25 0.00 471 1198 0 0 0 3.66 2 P26 6.01 413 1043 0 0 0 3.19 2 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 0.69 4712.90-3 0.00 D+L 2.43 16702.90-10 0.00 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 165 972 17.0 22 162 13.5 D+L 1.00 584 1080 54.1 77 180 43.0 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.043P25-P26 0.30 Passed L/999+2.90 D+L SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P25-P26 0.031 0.20 2.90 Passed L/999+ www.structuralsoft.com 42/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B24 Location:Foundation Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 8.27 0.00 0.00 False False True 0.00 0.00 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 4x10 3.50 9.25 32.38 49.91 18.89 900 180 1350 1600 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):6.00 Number of spans:2 psi1080Fb Adjust Allowable (CD = 1): Adjustment factors:CF=1.200 Slenderness Ratio:1 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 P33 0.23 94 224 0 0 0 0.69 2 P24 2.50 620 1574 0 0 0 4.81 2 P25 8.50 436 1104 0 0 0 3.38 2 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 0.69 5015.00-27 2.27 D+L 2.43 17795.00-104 2.27 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 165 972 17.0 23 162 14.3 D+L 1.00 584 1080 54.1 82 180 45.8 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.001P33-P24 0.11 Passed L/999+1.22 D+L 0.042P24-P25 0.30 Passed L/999+5.35 D+L SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P33-P24 0.000 0.08 1.22 Passed L/999+ P24-P25 0.030 0.20 5.35 Passed L/999+ www.structuralsoft.com 43/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B25 Location:Foundation Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 7.77 0.00 0.00 False False True 0.00 0.00 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 4x10 3.50 9.25 32.38 49.91 18.89 900 180 1350 1600 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):7.77 Number of spans:1 psi1080Fb Adjust Allowable (CD = 1): Adjustment factors:CF=1.200 Slenderness Ratio:1 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 P22 0.00 576 1460 0 0 0 4.46 2 P34 7.77 567 1432 0 0 0 4.38 2 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 1.14 5763.40-27 0.00 D+L 4.05 20363.40-109 0.00 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 275 972 28.3 27 162 16.5 D+L 1.00 974 1080 90.2 94 180 52.4 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.118P22-P34 0.39 Passed L/7883.89 D+L SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P22-P34 0.085 0.26 3.89 Passed L/999+ www.structuralsoft.com 44/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B26 Location:Foundation Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 7.77 0.00 0.00 False False True 0.00 0.00 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 4x10 3.50 9.25 32.38 49.91 18.89 900 180 1350 1600 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):6.00 Number of spans:2 psi1080Fb Adjust Allowable (CD = 1): Adjustment factors:CF=1.200 Slenderness Ratio:1 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 Strip 14 0.23 8 0 0 0 0 0.01 1 P21 2.00 553 1400 0 0 0 4.28 2 P22 8.00 460 1169 0 0 0 3.57 2 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 0.69 5474.50-51 1.77 D+L 2.46 19474.50-193 1.77 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 167 972 17.2 25 162 15.6 D+L 1.00 591 1080 54.8 90 180 50.1 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.000Strip 14-P21 0.09 Passed L/999+0.97 D 0.042P21-P22 0.30 Passed L/999+4.86 D+L SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: Strip 14-P21 0.000 0.06 0.00 Passed L/999+ P21-P22 0.030 0.20 4.86 Passed L/999+ www.structuralsoft.com 45/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B5 Location:1st Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 11.00 0.00 0.00 False False True 0.00 0.00 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 6x10 5.50 9.50 52.25 82.73 47.90 875 170 600 1300 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):11.00 Number of spans:1 psi875Fb Adjust Allowable (CD = 1): Adjustment factors: Slenderness Ratio:1 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 P73 0.23 648 0 723 903 0 3.22 4 P72 11.23 649 0 723 904 0 3.22 4 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 2.26 5675.50-255 0.00 D+Lr 4.75 -11855.50-543 11.00 D+S 5.38 -13405.50-615 11.00 D+0.75L+0.75S 4.60 -11465.50-525 11.00 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 328 788 41.7 16 153 10.6 D+Lr 1.25 689 1094 63.0 34 212 16.0 D+S 1.15 780 1006 77.5 38 196 19.7 D+0.75L+0.75S 1.15 667 1006 66.3 33 196 16.8 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.200P73-P72 0.55 Passed L/6595.50 D+S (Balanced) SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P73-P72 0.093 0.37 5.50 Passed L/999+ www.structuralsoft.com 46/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B6 Location:1st Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 4.27 0.00 0.00 False False True 0.00 0.00 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 6x10 5.50 9.50 52.25 82.73 47.90 875 170 600 1300 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):4.27 Number of spans:1 psi875Fb Adjust Allowable (CD = 1): Adjustment factors: Slenderness Ratio:1 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 P72 0.00 122 0 129 162 0 0.62 4 P76 4.27 140 0 154 192 0 0.73 4 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 0.18 -1401.58-31 4.27 D+Lr 0.38 -2941.58-81 4.27 D+S 0.44 -3321.58-93 4.27 D+0.75L+0.75S 0.37 -2841.58-78 4.27 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 26 788 3.3 4 153 2.6 D+Lr 1.25 56 1094 5.1 8 212 4.0 D+S 1.15 63 1006 6.3 10 196 4.9 D+0.75L+0.75S 1.15 54 1006 5.3 8 196 4.2 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.002P72-P76 0.21 Passed L/999+2.14 D+S (Balanced) SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P72-P76 0.001 0.14 2.14 Passed L/999+ www.structuralsoft.com 47/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B7 Location:1st Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 4.27 0.00 0.00 False False True 0.00 0.00 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 6x10 5.50 9.50 52.25 82.73 47.90 875 170 600 1300 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):4.27 Number of spans:1 psi875Fb Adjust Allowable (CD = 1): Adjustment factors: Slenderness Ratio:1 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 P73 0.00 121 0 128 160 0 0.62 4 P77 4.27 156 0 174 218 0 0.82 4 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 0.18 -1561.58-25 4.27 D+Lr 0.38 -3301.58-66 4.27 D+S 0.43 -3741.58-76 4.27 D+0.75L+0.75S 0.37 -3191.58-63 4.27 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 26 788 3.3 4 153 2.9 D+Lr 1.25 55 1094 5.0 9 212 4.5 D+S 1.15 62 1006 6.2 11 196 5.5 D+0.75L+0.75S 1.15 53 1006 5.3 9 196 4.7 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.003P73-P77 0.21 Passed L/999+2.14 D+S (Balanced) SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P73-P77 0.001 0.14 2.14 Passed L/999+ www.structuralsoft.com 48/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B8 Location:1st Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 14.00 2.50 0.00 False False True 0.00 2.50 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 6x8 5.50 7.50 41.25 51.56 37.81 875 170 600 1300 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):11.50 Number of spans:1 psi875Fb Adjust Allowable (CD = 1): Adjustment factors: Slenderness Ratio:4 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 B5 2.50 511 0 576 720 0 2.70 4 P78 14.00 482 0 576 720 0 2.63 4 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 1.47 -4828.31-94 14.00 D+Lr 3.26 -10618.31-224 14.00 D+S 3.69 -12028.31-254 14.00 D+0.75L+0.75S 3.14 -10228.31-214 14.00 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 342 788 43.5 18 153 11.5 D+Lr 1.25 759 1094 69.4 39 212 18.1 D+S 1.15 860 1006 85.4 44 196 22.4 D+0.75L+0.75S 1.15 730 1006 72.6 37 196 19.0 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.344B5-P78 0.58 Passed L/4018.25 D+S (Balanced) SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: Left Cant.0.002 0.17 0.00 Passed L/999+ B5-P78 0.167 0.38 8.25 Passed L/826 www.structuralsoft.com 49/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B9 Location:1st Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 17.23 0.00 0.00 False False True 0.00 0.00 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:DF/DF 24F - V4 5.125x12 5.12 12.00 61.44 122.88 52.43 1850 265 1650 1800 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):17.23 Number of spans:1 psi2400Fb Adjust Allowable (CD = 1): Adjustment factors: Slenderness Ratio:1 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 P74 0.23 669 0 655 819 0 3.13 4 P75 17.46 651 0 638 797 0 3.05 4 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 5.16 6668.50-531 0.00 D+Lr 10.73 13208.50-1169 0.00 D+S 12.12 14848.50-1328 0.00 D+0.75L+0.75S 10.38 12808.50-1129 0.00 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 504 2160 23.3 16 238 6.8 D+Lr 1.25 1048 3000 34.9 32 331 9.7 D+S 1.15 1184 2760 42.9 36 305 11.9 D+0.75L+0.75S 1.15 1014 2760 36.7 31 305 10.3 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.394P74-P75 0.86 Passed L/5248.50 D+S (Balanced) SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P74-P75 0.179 0.57 8.50 Passed L/999+ www.structuralsoft.com 50/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B10 Location:1st Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 12.50 0.00 2.50 False False True 0.00 2.50 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 6x12 5.50 11.50 63.25 121.23 57.98 875 170 600 1300 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):10.00 Number of spans:1 psi875Fb Adjust Allowable (CD = 1): Adjustment factors: Slenderness Ratio:5 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 P79 0.00 576 0 679 849 0 3.12 4 P74 10.00 895 0 1046 1307 0 4.83 4 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 1.32 5724.60-91 0.00 D+Lr 3.05 12874.60-214 0.00 D+S 3.25 14164.60-244 0.00 D+0.75L+0.75S 2.76 12054.60-206 0.00 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 130 788 16.5 14 153 8.9 D+Lr 1.25 301 1094 27.6 31 212 14.4 D+S 1.15 322 1006 32.0 34 196 17.2 D+0.75L+0.75S 1.15 274 1006 27.2 29 196 14.6 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.061P79-P74 0.50 Passed L/999+4.90 D+S (Balanced) SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P79-P74 0.034 0.33 4.90 Passed L/999+ Right Cant.0.007 0.17 12.50 Passed L/999+ www.structuralsoft.com 51/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B11 Location:1st Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 4.46 0.00 2.50 False False True 0.00 2.50 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 6x12 5.50 11.50 63.25 121.23 57.98 875 170 600 1300 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):1.96 Number of spans:1 psi874Fb Adjust Allowable (CD = 1): Adjustment factors: Slenderness Ratio:5 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 UP80 0.00 -15 0 -9 -11 0 0.00 1 P75 1.96 416 0 459 573 0 2.17 4 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D -0.25 2351.96-181 1.96 D+Lr -0.52 5011.96-374 1.96 D+S -0.59 5671.96-422 1.96 D+0.75L+0.75S -0.51 4841.96-361 1.96 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 -25 786 3.1 6 153 3.6 D+Lr 1.25 -52 1091 4.7 12 212 5.6 D+S 1.15 -59 1004 5.8 13 196 6.9 D+0.75L+0.75S 1.15 -50 1004 5.0 11 196 5.9 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.000UP80-P75 0.10 Passed L/999+1.24 D+Lr 0.003Right Cant.0.25 Passed L/999+4.46 D+S (Balanced) SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: UP80-P75 0.000 0.07 1.24 Passed L/999+ Right Cant.0.001 0.17 4.46 Passed L/999+ www.structuralsoft.com 52/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Beam_ID:B12 Location:1st Passed Design Code:IBC 2009 / NDS 2005 Beam length (ft): Left cantilever Lc (ft): Lu bottom (ft): Lu top (ft): Include own weight? Repetitive member? Ignore shear within (d)? Right cantilever Lr (ft): 12.50 0.00 2.48 False False True 0.00 2.48 Sxx: E: Fc Allowable (CD = 1): Fv Allowable (CD = 1): Fb Base Allowable: Syy: A: Beam Depth: Beam Thickness: Section Name: Section Type:Douglas Fir - Larch No.2 6x12 5.50 11.50 63.25 121.23 57.98 875 170 600 1300 in. in. psi psi psi ksi in2 in3 in3 Maximum span (ft):10.02 Number of spans:1 psi875Fb Adjust Allowable (CD = 1): Adjustment factors: Slenderness Ratio:5 Unbalanced Snow (lbs) Balanced Snow (lbs) Roof Live (lbs) Live (lbs)Dead (lbs) Distance from Start (ft) Support ID Reactions (Ibs) Reactions: Load combination ID Max Value (in ) Requird Bearing Area 2 O2 0.00 637 0 761 951 0 3.48 4 B9 10.02 1080 0 1293 1616 0 5.91 4 Analysis Summary: Max. ShearMax. BendingLoad Combination Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs) D 1.57 -6824.60-106 10.02 D+Lr 3.69 -14924.60-248 10.01 D+S 3.94 -16954.60-284 10.01 D+0.75L+0.75S 3.35 -14424.60-239 10.01 Code Check: Load Combination LDF Max. Bending Max. Shear Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check D 0.90 156 788 19.8 16 153 10.6 D+Lr 1.25 365 1094 33.4 35 212 16.7 D+S 1.15 390 1006 38.7 40 196 20.6 D+0.75L+0.75S 1.15 331 1006 32.9 34 196 17.5 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.074O2-B9 0.50 Passed L/999+5.00 D+S (Balanced) SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: O2-B9 0.041 0.33 5.00 Passed L/999+ Right Cant.0.009 0.17 12.50 Passed L/999+ www.structuralsoft.com 53/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Design Code: 1stOpening_ID:Location:O1 Passed IBC 2009 / NDS 2005 Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Include own weight? Lu top (ft): Lu bottom (ft): Section Type: Section Name: Fb Base Allowable: Fv Allowable (CD = 1): Fc Allowable (CD = 1): E: 8.12 0 0 False False 8.37 8.37 iLevel Truss Joist MicroLam LVL 1.9 E 3.5x9.5 2600 285 2510 1900 psi psi psi ksi A: Sxx: Syy: in33.25 52.65 19.40 2 in 3 in 3 Adjustment factors:CF=1.032 Slenderness Ratio:12 Opening Thickness: Opening Depth: 3.50 9.50 in. in. Fb Adjust Allowable (CD = 1):psi2683 Analysis Summary: RightLeftMax Shear (lbs) Location (ft) Shear (lbs)Max Moment (k.lf.) Load Combination Max. Bending Max. Shear Reaction (lbs) Location (ft) D 4.79 -625 4.12 -2491 1486 24918.24 D+Lr 10.14 -1323 4.12 -5434 3093 54348.24 D+S 11.48 -1497 4.12 -6169 3495 61698.24 D+0.75L+0.75S 9.81 -1279 4.12 -5250 2993 52508.24 Code Check: RightLeft% Code Check Max fv (psi) Fb (psi)% Code Check Fv (psi)Critical fb (psi) Load Combination Max. Bending Required bearing area ( ) Max. Shear in2 LDF D 1093 45.22415 43.8 2.71 4.552561120.90 D+Lr 2311 68.93354 68.8 5.65 9.923562451.25 D+S 2616 84.83086 84.9 6.38 11.273282781.15 D+0.75L+0.75S 2235 72.43086 72.3 5.47 9.593282371.15 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.310UP1-UP2 0.41 Passed L/3244.12 D+S (Balanced) SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: UP1-UP2 0.145 0.27 4.25 Passed L/695 www.structuralsoft.com 54/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Design Code: 1stOpening_ID:Location:O2 Passed IBC 2009 / NDS 2005 Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Include own weight? Lu top (ft): Lu bottom (ft): Section Type: Section Name: Fb Base Allowable: Fv Allowable (CD = 1): Fc Allowable (CD = 1): E: 12.00 0 0 False False 12.25 12.25 iLevel Truss Joist MicroLam LVL 1.9 E 5.25x11.875 2600 285 2510 1900 psi psi psi ksi A: Sxx: Syy: in62.34 123.39 54.55 2 in 3 in 3 Adjustment factors:CF=1.001 Slenderness Ratio:11 Opening Thickness: Opening Depth: 5.25 11.88 in. in. Fb Adjust Allowable (CD = 1):psi2603 Analysis Summary: RightLeftMax Shear (lbs) Location (ft) Shear (lbs)Max Moment (k.lf.) Load Combination Max. Bending Max. Shear Reaction (lbs) Location (ft) D 8.22 -445 6.06 -2637 2168 263812.12 D+Lr 17.82 -994 6.06 -5750 4658 575212.12 D+S 20.23 -1131 6.06 -6528 5280 653112.12 D+0.75L+0.75S 17.22 -959 6.06 -5555 4502 555812.12 Code Check: RightLeft% Code Check Max fv (psi) Fb (psi)% Code Check Fv (psi)Critical fb (psi) Load Combination Max. Bending Required bearing area ( ) Max. Shear in2 LDF D 799 34.12342 24.7 3.96 4.82256630.90 D+Lr 1733 53.33253 38.8 8.51 10.513561381.25 D+S 1967 65.72993 47.9 9.64 11.933281571.15 D+0.75L+0.75S 1675 56.02993 40.8 8.22 10.153281341.15 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.410UP5-P6 0.60 Passed L/3586.06 D+S (Balanced) SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: UP5-P6 0.195 0.40 6.06 Passed L/754 www.structuralsoft.com 55/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Design Code: 1stOpening_ID:Location:O3 Passed IBC 2009 / NDS 2005 Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Include own weight? Lu top (ft): Lu bottom (ft): Section Type: Section Name: Fb Base Allowable: Fv Allowable (CD = 1): Fc Allowable (CD = 1): E: 3.00 0 0 False True 3.25 3.25 Douglas Fir - Larch No.2 4x10 900 180 1350 1600 psi psi psi ksi A: Sxx: Syy: in32.38 49.91 18.89 2 in 3 in 3 Adjustment factors:CF=1.200 Slenderness Ratio:8 Opening Thickness: Opening Depth: 3.50 9.25 in. in. Fb Adjust Allowable (CD = 1):psi1075 Analysis Summary: RightLeftMax Shear (lbs) Location (ft) Shear (lbs)Max Moment (k.lf.) Load Combination Max. Bending Max. Shear Reaction (lbs) Location (ft) D 0.49 -425 1.98 -493 305 4943.12 D+Lr 1.06 -963 1.98 -1043 605 10453.12 D+S 1.20 -1097 1.98 -1180 679 11833.12 D+0.75L+0.75S 1.02 -929 1.98 -1009 586 10113.12 Code Check: RightLeft% Code Check Max fv (psi) Fb (psi)% Code Check Fv (psi)Critical fb (psi) Load Combination Max. Bending Required bearing area ( ) Max. Shear in2 LDF D 117 12.1968 14.1 0.67 1.08162230.90 D+Lr 255 19.01341 21.5 1.33 2.29225481.25 D+S 289 23.41235 26.4 1.49 2.59207551.15 D+0.75L+0.75S 246 19.91235 22.6 1.28 2.22207471.15 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.005P9-UP10 0.15 Passed L/999+1.68 D+S (Balanced) SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P9-UP10 0.002 0.10 1.68 Passed L/999+ www.structuralsoft.com 56/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Design Code: 1stOpening_ID:Location:O4 Passed IBC 2009 / NDS 2005 Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Include own weight? Lu top (ft): Lu bottom (ft): Section Type: Section Name: Fb Base Allowable: Fv Allowable (CD = 1): Fc Allowable (CD = 1): E: 16.00 0 0 False True 16.25 16.25 Douglas Fir - Larch No.2 6x12 875 170 600 1300 psi psi psi ksi A: Sxx: Syy: in63.25 121.23 57.98 2 in 3 in 3 Adjustment factors: Slenderness Ratio:12 Opening Thickness: Opening Depth: 5.50 11.50 in. in. Fb Adjust Allowable (CD = 1):psi865 Analysis Summary: RightLeftMax Shear (lbs) Location (ft) Shear (lbs)Max Moment (k.lf.) Load Combination Max. Bending Max. Shear Reaction (lbs) Location (ft) D 3.36 13 7.94 -834 834 83916.12 D+Lr 5.31 20 7.94 -1318 1318 133116.12 D+S 5.80 22 7.94 -1439 1438 145416.12 D+0.75L+0.75S 5.19 20 7.94 -1287 1287 130016.12 Code Check: RightLeft% Code Check Max fv (psi) Fb (psi)% Code Check Fv (psi)Critical fb (psi) Load Combination Max. Bending Required bearing area ( ) Max. Shear in2 LDF D 333 42.7778 12.9 1.83 1.84153200.90 D+Lr 526 48.91075 14.7 2.89 2.92212311.25 D+S 574 57.9991 17.5 3.15 3.19196341.15 D+0.75L+0.75S 514 51.8991 15.6 2.82 2.85196311.15 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.299UP13-UP14 0.80 Passed L/6517.94 D+S (Balanced) SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: UP13-UP14 0.101 0.53 7.94 Passed L/999+ www.structuralsoft.com 57/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Design Code: 1stOpening_ID:Location:O5 Passed IBC 2009 / NDS 2005 Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Include own weight? Lu top (ft): Lu bottom (ft): Section Type: Section Name: Fb Base Allowable: Fv Allowable (CD = 1): Fc Allowable (CD = 1): E: 3.00 0 0 False True 3.25 3.25 Douglas Fir - Larch No.2 4x10 900 180 1350 1600 psi psi psi ksi A: Sxx: Syy: in32.38 49.91 18.89 2 in 3 in 3 Adjustment factors:CF=1.200 Slenderness Ratio:8 Opening Thickness: Opening Depth: 3.50 9.25 in. in. Fb Adjust Allowable (CD = 1):psi1075 Analysis Summary: RightLeftMax Shear (lbs) Location (ft) Shear (lbs)Max Moment (k.lf.) Load Combination Max. Bending Max. Shear Reaction (lbs) Location (ft) D 0.24 -260 2.12 529 529 3110.00 D+Lr 0.49 -567 2.12 1127 1127 6190.00 D+S 0.56 -644 2.12 1276 1276 6950.00 D+0.75L+0.75S 0.48 -548 2.12 1090 1090 5990.00 Code Check: RightLeft% Code Check Max fv (psi) Fb (psi)% Code Check Fv (psi)Critical fb (psi) Load Combination Max. Bending Required bearing area ( ) Max. Shear in2 LDF D 58 6.0968 15.1 1.16 0.68162250.90 D+Lr 119 8.91341 23.2 2.47 1.36225521.25 D+S 134 10.81235 28.6 2.80 1.52207591.15 D+0.75L+0.75S 115 9.31235 24.4 2.39 1.31207501.15 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.003UP17-UP18 0.15 Passed L/999+1.68 D+S (Balanced) SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: UP17-UP18 0.001 0.10 1.68 Passed L/999+ www.structuralsoft.com 58/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Design Code: 1stOpening_ID:Location:O6 Passed IBC 2009 / NDS 2005 Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Include own weight? Lu top (ft): Lu bottom (ft): Section Type: Section Name: Fb Base Allowable: Fv Allowable (CD = 1): Fc Allowable (CD = 1): E: 5.00 0 0 False True 5.25 5.25 Douglas Fir - Larch No.2 4x10 900 180 1350 1600 psi psi psi ksi A: Sxx: Syy: in32.38 49.91 18.89 2 in 3 in 3 Adjustment factors:CF=1.200 Slenderness Ratio:10 Opening Thickness: Opening Depth: 3.50 9.25 in. in. Fb Adjust Allowable (CD = 1):psi1072 Analysis Summary: RightLeftMax Shear (lbs) Location (ft) Shear (lbs)Max Moment (k.lf.) Load Combination Max. Bending Max. Shear Reaction (lbs) Location (ft) D 0.55 -52 2.52 -444 441 4445.12 D+Lr 0.80 -126 2.52 -664 658 6645.12 D+S 0.87 -145 2.52 -720 712 7205.12 D+0.75L+0.75S 0.79 -122 2.52 -651 645 6515.12 Code Check: RightLeft% Code Check Max fv (psi) Fb (psi)% Code Check Fv (psi)Critical fb (psi) Load Combination Max. Bending Required bearing area ( ) Max. Shear in2 LDF D 132 13.7964 12.7 0.97 0.97162210.90 D+Lr 193 14.51335 13.7 1.44 1.46225311.25 D+S 209 17.01229 16.1 1.56 1.58207331.15 D+0.75L+0.75S 189 15.41229 14.6 1.41 1.43207301.15 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.011UP21-UP22 0.25 Passed L/999+2.52 D+S (Balanced) SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: UP21-UP22 0.003 0.17 2.52 Passed L/999+ www.structuralsoft.com 59/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Design Code: 1stOpening_ID:Location:O7 Passed IBC 2009 / NDS 2005 Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Include own weight? Lu top (ft): Lu bottom (ft): Section Type: Section Name: Fb Base Allowable: Fv Allowable (CD = 1): Fc Allowable (CD = 1): E: 2.00 0 0 False True 2.25 2.25 Douglas Fir - Larch No.2 4x10 900 180 1350 1600 psi psi psi ksi A: Sxx: Syy: in32.38 49.91 18.89 2 in 3 in 3 Adjustment factors:CF=1.200 Slenderness Ratio:6 Opening Thickness: Opening Depth: 3.50 9.25 in. in. Fb Adjust Allowable (CD = 1):psi1077 Analysis Summary: RightLeftMax Shear (lbs) Location (ft) Shear (lbs)Max Moment (k.lf.) Load Combination Max. Bending Max. Shear Reaction (lbs) Location (ft) D 0.10 0 0.71 186 186 1540.00 D+Lr 0.17 -50 0.69 281 281 2050.00 D+S 0.18 -62 0.69 304 304 2180.00 D+0.75L+0.75S 0.16 -46 0.69 275 275 2020.00 Code Check: RightLeft% Code Check Max fv (psi) Fb (psi)% Code Check Fv (psi)Critical fb (psi) Load Combination Max. Bending Required bearing area ( ) Max. Shear in2 LDF D 25 2.5969 5.3 0.41 0.3416290.90 D+Lr 40 3.01344 5.8 0.62 0.45225131.25 D+S 44 3.61237 6.8 0.67 0.48207141.15 D+0.75L+0.75S 39 3.21237 6.1 0.60 0.44207131.15 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.000UP25-UP26 0.10 Passed L/999+0.94 D+S (Balanced) SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: UP25-UP26 0.000 0.07 0.94 Passed L/999+ www.structuralsoft.com 60/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Design Code: 1stOpening_ID:Location:O8 Passed IBC 2009 / NDS 2005 Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Include own weight? Lu top (ft): Lu bottom (ft): Section Type: Section Name: Fb Base Allowable: Fv Allowable (CD = 1): Fc Allowable (CD = 1): E: 5.00 0 0 False True 5.25 5.25 Douglas Fir - Larch No.2 4x10 900 180 1350 1600 psi psi psi ksi A: Sxx: Syy: in32.38 49.91 18.89 2 in 3 in 3 Adjustment factors:CF=1.200 Slenderness Ratio:10 Opening Thickness: Opening Depth: 3.50 9.25 in. in. Fb Adjust Allowable (CD = 1):psi1072 Analysis Summary: RightLeftMax Shear (lbs) Location (ft) Shear (lbs)Max Moment (k.lf.) Load Combination Max. Bending Max. Shear Reaction (lbs) Location (ft) D 1.42 -35 1.84 -1018 876 10185.12 D+Lr 2.89 -186 1.84 -2004 1673 20045.12 D+S 3.25 -224 1.84 -2251 1872 22515.12 D+0.75L+0.75S 2.80 -177 1.84 -1943 1623 19435.12 Code Check: RightLeft% Code Check Max fv (psi) Fb (psi)% Code Check Fv (psi)Critical fb (psi) Load Combination Max. Bending Required bearing area ( ) Max. Shear in2 LDF D 343 35.5964 29.1 1.92 2.23162470.90 D+Lr 694 52.01335 41.3 3.67 4.39225931.25 D+S 782 63.61229 50.4 4.10 4.932071041.15 D+0.75L+0.75S 672 54.71229 43.5 3.56 4.26207901.15 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.042UP29-UP30 0.25 Passed L/999+2.44 D+S (Balanced) SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: UP29-UP30 0.019 0.17 2.44 Passed L/999+ www.structuralsoft.com 61/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Design Code: 1stOpening_ID:Location:O9 Passed IBC 2009 / NDS 2005 Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Include own weight? Lu top (ft): Lu bottom (ft): Section Type: Section Name: Fb Base Allowable: Fv Allowable (CD = 1): Fc Allowable (CD = 1): E: 6.00 0 0 False True 6.25 6.25 Douglas Fir - Larch No.2 4x10 900 180 1350 1600 psi psi psi ksi A: Sxx: Syy: in32.38 49.91 18.89 2 in 3 in 3 Adjustment factors:CF=1.200 Slenderness Ratio:11 Opening Thickness: Opening Depth: 3.50 9.25 in. in. Fb Adjust Allowable (CD = 1):psi1070 Analysis Summary: RightLeftMax Shear (lbs) Location (ft) Shear (lbs)Max Moment (k.lf.) Load Combination Max. Bending Max. Shear Reaction (lbs) Location (ft) D 0.68 18 2.94 -444 444 4496.12 D+Lr 0.91 24 2.94 -594 593 6046.12 D+S 0.96 25 2.94 -631 631 6436.12 D+0.75L+0.75S 0.89 23 2.94 -584 584 5956.12 Code Check: RightLeft% Code Check Max fv (psi) Fb (psi)% Code Check Fv (psi)Critical fb (psi) Load Combination Max. Bending Required bearing area ( ) Max. Shear in2 LDF D 163 17.0963 12.7 0.97 0.98162210.90 D+Lr 218 16.41332 12.2 1.30 1.32225281.25 D+S 232 18.91227 14.1 1.38 1.41207291.15 D+0.75L+0.75S 215 17.51227 13.1 1.28 1.30207271.15 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.018UP33-UP34 0.30 Passed L/999+2.94 D+S (Balanced) SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: UP33-UP34 0.004 0.20 2.94 Passed L/999+ www.structuralsoft.com 62/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Design Code: 1stOpening_ID:Location:O10 Passed IBC 2009 / NDS 2005 Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Include own weight? Lu top (ft): Lu bottom (ft): Section Type: Section Name: Fb Base Allowable: Fv Allowable (CD = 1): Fc Allowable (CD = 1): E: 2.50 0 0 False True 2.75 2.75 Douglas Fir - Larch No.2 4x10 900 180 1350 1600 psi psi psi ksi A: Sxx: Syy: in32.38 49.91 18.89 2 in 3 in 3 Adjustment factors:CF=1.200 Slenderness Ratio:7 Opening Thickness: Opening Depth: 3.50 9.25 in. in. Fb Adjust Allowable (CD = 1):psi1076 Analysis Summary: RightLeftMax Shear (lbs) Location (ft) Shear (lbs)Max Moment (k.lf.) Load Combination Max. Bending Max. Shear Reaction (lbs) Location (ft) D 0.13 9 0.95 228 228 1730.00 D+Lr 0.19 4 0.62 341 341 2130.00 D+S 0.21 -6 0.62 370 370 2230.00 D+0.75L+0.75S 0.19 -3 0.72 334 334 2110.00 Code Check: RightLeft% Code Check Max fv (psi) Fb (psi)% Code Check Fv (psi)Critical fb (psi) Load Combination Max. Bending Required bearing area ( ) Max. Shear in2 LDF D 31 3.2968 6.5 0.50 0.38162110.90 D+Lr 46 3.41343 7.0 0.75 0.47225161.25 D+S 50 4.11236 8.3 0.81 0.49207171.15 D+0.75L+0.75S 45 3.71236 7.5 0.73 0.46207151.15 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.001UP37-P38 0.12 Passed L/999+1.19 D+S (Balanced) SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: UP37-P38 0.000 0.08 1.19 Passed L/999+ www.structuralsoft.com 63/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Design Code: 1stOpening_ID:Location:O11 Passed IBC 2009 / NDS 2005 Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Include own weight? Lu top (ft): Lu bottom (ft): Section Type: Section Name: Fb Base Allowable: Fv Allowable (CD = 1): Fc Allowable (CD = 1): E: 2.50 0 0 False True 2.75 2.75 Douglas Fir - Larch No.2 4x10 900 180 1350 1600 psi psi psi ksi A: Sxx: Syy: in32.38 49.91 18.89 2 in 3 in 3 Adjustment factors:CF=1.200 Slenderness Ratio:7 Opening Thickness: Opening Depth: 3.50 9.25 in. in. Fb Adjust Allowable (CD = 1):psi1076 Analysis Summary: RightLeftMax Shear (lbs) Location (ft) Shear (lbs)Max Moment (k.lf.) Load Combination Max. Bending Max. Shear Reaction (lbs) Location (ft) D 0.14 3 1.43 323 323 2920.00 D+Lr 0.20 -2 1.67 565 565 4910.00 D+S 0.21 3 1.67 625 625 5410.00 D+0.75L+0.75S 0.19 -3 1.67 550 550 4790.00 Code Check: RightLeft% Code Check Max fv (psi) Fb (psi)% Code Check Fv (psi)Critical fb (psi) Load Combination Max. Bending Required bearing area ( ) Max. Shear in2 LDF D 33 3.4968 9.2 0.71 0.64162150.90 D+Lr 47 3.51343 11.6 1.24 1.08225261.25 D+S 51 4.11236 14.0 1.37 1.19207291.15 D+0.75L+0.75S 46 3.71236 12.3 1.20 1.05207251.15 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.001UP41-UP42 0.12 Passed L/999+1.43 D+S (Balanced) SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: UP41-UP42 0.000 0.08 1.19 Passed L/999+ www.structuralsoft.com 64/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Design Code: 1stOpening_ID:Location:O12 Passed IBC 2009 / NDS 2005 Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Include own weight? Lu top (ft): Lu bottom (ft): Section Type: Section Name: Fb Base Allowable: Fv Allowable (CD = 1): Fc Allowable (CD = 1): E: 5.00 0 0 False True 5.25 5.25 Douglas Fir - Larch No.2 4x10 900 180 1350 1600 psi psi psi ksi A: Sxx: Syy: in32.38 49.91 18.89 2 in 3 in 3 Adjustment factors:CF=1.200 Slenderness Ratio:10 Opening Thickness: Opening Depth: 3.50 9.25 in. in. Fb Adjust Allowable (CD = 1):psi1072 Analysis Summary: RightLeftMax Shear (lbs) Location (ft) Shear (lbs)Max Moment (k.lf.) Load Combination Max. Bending Max. Shear Reaction (lbs) Location (ft) D 0.61 -9 2.93 -578 474 5785.12 D+Lr 0.96 -366 3.04 -978 735 9785.12 D+S 1.05 -411 3.04 -1078 800 10785.12 D+0.75L+0.75S 0.94 -355 3.04 -953 719 9535.12 Code Check: RightLeft% Code Check Max fv (psi) Fb (psi)% Code Check Fv (psi)Critical fb (psi) Load Combination Max. Bending Required bearing area ( ) Max. Shear in2 LDF D 147 15.2964 16.5 1.04 1.27162270.90 D+Lr 231 17.31335 20.1 1.61 2.14225451.25 D+S 252 20.51229 24.1 1.75 2.36207501.15 D+0.75L+0.75S 226 18.41229 21.3 1.58 2.09207441.15 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.014UP45-UP46 0.25 Passed L/999+2.44 D+S (Balanced) SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: UP45-UP46 0.004 0.17 2.44 Passed L/999+ www.structuralsoft.com 65/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Design Code: 1stOpening_ID:Location:O13 Passed IBC 2009 / NDS 2005 Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Include own weight? Lu top (ft): Lu bottom (ft): Section Type: Section Name: Fb Base Allowable: Fv Allowable (CD = 1): Fc Allowable (CD = 1): E: 2.50 0 0 False True 2.75 2.75 Douglas Fir - Larch No.2 4x10 900 180 1350 1600 psi psi psi ksi A: Sxx: Syy: in32.38 49.91 18.89 2 in 3 in 3 Adjustment factors:CF=1.200 Slenderness Ratio:7 Opening Thickness: Opening Depth: 3.50 9.25 in. in. Fb Adjust Allowable (CD = 1):psi1076 Analysis Summary: RightLeftMax Shear (lbs) Location (ft) Shear (lbs)Max Moment (k.lf.) Load Combination Max. Bending Max. Shear Reaction (lbs) Location (ft) D 1.10 -836 1.31 -979 937 9822.62 D+Lr 2.30 -1833 1.31 -1978 1889 19852.62 D+S 2.60 -2083 1.31 -2228 2128 22352.62 D+0.75L+0.75S 2.22 -1771 1.31 -1916 1830 19222.62 Code Check: RightLeft% Code Check Max fv (psi) Fb (psi)% Code Check Fv (psi)Critical fb (psi) Load Combination Max. Bending Required bearing area ( ) Max. Shear in2 LDF D 264 27.2968 28.0 2.05 2.15162450.90 D+Lr 552 41.11343 40.7 4.14 4.35225921.25 D+S 624 50.51236 49.9 4.66 4.902071031.15 D+0.75L+0.75S 534 43.21236 42.9 4.01 4.21207891.15 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.007UP49-UP50 0.12 Passed L/999+1.31 D+S (Balanced) SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: UP49-UP50 0.003 0.08 1.31 Passed L/999+ www.structuralsoft.com 66/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Design Code: 1stOpening_ID:Location:O14 Passed IBC 2009 / NDS 2005 Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Include own weight? Lu top (ft): Lu bottom (ft): Section Type: Section Name: Fb Base Allowable: Fv Allowable (CD = 1): Fc Allowable (CD = 1): E: 1.17 0 0 False True 1.42 1.42 Douglas Fir - Larch No.2 4x10 900 180 1350 1600 psi psi psi ksi A: Sxx: Syy: in32.38 49.91 18.89 2 in 3 in 3 Adjustment factors:CF=1.200 Slenderness Ratio:5 Opening Thickness: Opening Depth: 3.50 9.25 in. in. Fb Adjust Allowable (CD = 1):psi1078 Analysis Summary: RightLeftMax Shear (lbs) Location (ft) Shear (lbs)Max Moment (k.lf.) Load Combination Max. Bending Max. Shear Reaction (lbs) Location (ft) D 0.12 -457 0.98 -494 176 4951.29 D+Lr 0.25 -1018 0.98 -1059 318 10621.29 D+S 0.28 -1158 0.98 -1200 354 12031.29 D+0.75L+0.75S 0.24 -983 0.98 -1023 309 10261.29 Code Check: RightLeft% Code Check Max fv (psi) Fb (psi)% Code Check Fv (psi)Critical fb (psi) Load Combination Max. Bending Required bearing area ( ) Max. Shear in2 LDF D 28 2.9970 14.1 0.39 1.08162230.90 D+Lr 60 4.41346 21.8 0.70 2.33225491.25 D+S 68 5.51239 26.9 0.78 2.64207561.15 D+0.75L+0.75S 58 4.71239 22.9 0.68 2.25207471.15 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.000P53-P54 0.06 Passed L/999+0.65 D+S (Balanced) SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P53-P54 0.000 0.04 0.65 Passed L/999+ www.structuralsoft.com 67/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Design Code: 1stOpening_ID:Location:O15 Passed IBC 2009 / NDS 2005 Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Include own weight? Lu top (ft): Lu bottom (ft): Section Type: Section Name: Fb Base Allowable: Fv Allowable (CD = 1): Fc Allowable (CD = 1): E: 1.17 0 0 False True 1.42 1.42 Douglas Fir - Larch No.2 4x10 900 180 1350 1600 psi psi psi ksi A: Sxx: Syy: in32.38 49.91 18.89 2 in 3 in 3 Adjustment factors:CF=1.200 Slenderness Ratio:5 Opening Thickness: Opening Depth: 3.50 9.25 in. in. Fb Adjust Allowable (CD = 1):psi1078 Analysis Summary: RightLeftMax Shear (lbs) Location (ft) Shear (lbs)Max Moment (k.lf.) Load Combination Max. Bending Max. Shear Reaction (lbs) Location (ft) D 0.16 -370 0.81 -427 243 4281.29 D+Lr 0.34 -840 0.81 -903 474 9051.29 D+S 0.39 -957 0.81 -1022 532 10251.29 D+0.75L+0.75S 0.33 -810 0.81 -873 460 8761.29 Code Check: RightLeft% Code Check Max fv (psi) Fb (psi)% Code Check Fv (psi)Critical fb (psi) Load Combination Max. Bending Required bearing area ( ) Max. Shear in2 LDF D 38 3.9970 12.2 0.53 0.94162200.90 D+Lr 82 6.11346 18.6 1.04 1.98225421.25 D+S 93 7.51239 22.9 1.17 2.25207471.15 D+0.75L+0.75S 79 6.41239 19.5 1.01 1.92207401.15 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.000P57-P58 0.06 Passed L/999+0.65 D+S (Balanced) SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P57-P58 0.000 0.04 0.65 Passed L/999+ www.structuralsoft.com 68/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Design Code: 1stOpening_ID:Location:O16 Passed IBC 2009 / NDS 2005 Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Include own weight? Lu top (ft): Lu bottom (ft): Section Type: Section Name: Fb Base Allowable: Fv Allowable (CD = 1): Fc Allowable (CD = 1): E: 2.50 0 0 False True 2.75 2.75 Douglas Fir - Larch No.2 4x10 900 180 1350 1600 psi psi psi ksi A: Sxx: Syy: in32.38 49.91 18.89 2 in 3 in 3 Adjustment factors:CF=1.200 Slenderness Ratio:7 Opening Thickness: Opening Depth: 3.50 9.25 in. in. Fb Adjust Allowable (CD = 1):psi1076 Analysis Summary: RightLeftMax Shear (lbs) Location (ft) Shear (lbs)Max Moment (k.lf.) Load Combination Max. Bending Max. Shear Reaction (lbs) Location (ft) D 0.27 5 0.95 -850 793 8502.62 D+Lr 0.52 12 0.48 -1793 1660 17932.62 D+S 0.58 1 0.48 -2029 1877 20292.62 D+0.75L+0.75S 0.50 -11 0.72 -1734 1606 17342.62 Code Check: RightLeft% Code Check Max fv (psi) Fb (psi)% Code Check Fv (psi)Critical fb (psi) Load Combination Max. Bending Required bearing area ( ) Max. Shear in2 LDF D 64 6.7968 24.3 1.74 1.86162390.90 D+Lr 124 9.31343 36.9 3.64 3.93225831.25 D+S 140 11.31236 45.4 4.11 4.45207941.15 D+0.75L+0.75S 120 9.71236 38.8 3.52 3.80207801.15 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.003UP61-P62 0.12 Passed L/999+1.19 D+S (Balanced) SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: UP61-P62 0.001 0.08 1.19 Passed L/999+ www.structuralsoft.com 69/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name Design Code: 1stOpening_ID:Location:O17 Passed IBC 2009 / NDS 2005 Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Include own weight? Lu top (ft): Lu bottom (ft): Section Type: Section Name: Fb Base Allowable: Fv Allowable (CD = 1): Fc Allowable (CD = 1): E: 2.50 0 0 False True 2.75 2.75 Douglas Fir - Larch No.2 4x10 900 180 1350 1600 psi psi psi ksi A: Sxx: Syy: in32.38 49.91 18.89 2 in 3 in 3 Adjustment factors:CF=1.200 Slenderness Ratio:7 Opening Thickness: Opening Depth: 3.50 9.25 in. in. Fb Adjust Allowable (CD = 1):psi1076 Analysis Summary: RightLeftMax Shear (lbs) Location (ft) Shear (lbs)Max Moment (k.lf.) Load Combination Max. Bending Max. Shear Reaction (lbs) Location (ft) D 0.51 -353 1.31 -495 463 4952.62 D+Lr 1.08 -824 1.31 -966 891 9662.62 D+S 1.22 -941 1.31 -1084 998 10842.62 D+0.75L+0.75S 1.04 -794 1.31 -937 864 9372.62 Code Check: RightLeft% Code Check Max fv (psi) Fb (psi)% Code Check Fv (psi)Critical fb (psi) Load Combination Max. Bending Required bearing area ( ) Max. Shear in2 LDF D 124 12.8968 14.2 1.02 1.09162230.90 D+Lr 259 19.31343 19.9 1.95 2.12225451.25 D+S 292 23.71236 24.3 2.19 2.38207501.15 D+0.75L+0.75S 250 20.31236 21.0 1.89 2.05207431.15 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.003P65-UP66 0.12 Passed L/999+1.31 D+S (Balanced) SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Total Live Load Deflection: P65-UP66 0.002 0.08 1.31 Passed L/999+ www.structuralsoft.com 70/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name FoundationJoist_ID:Location: Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Section Type: Section Name: Joist Thickness: Joist Depth: Fb Base Allowable: Fv Allowable: Fc Allowable: E: 6.46 0.00 0.00 False True False 0.00 0.00 Douglas Fir - Larch No.2 2x10 1.50 9.25 900 180 1350 1600 in. in. psi psi psi ksi J1.2 A: Sxx: Syy: in13.88 21.39 3.47 2 in3 in3 Passed Joist_Area_ID:J1 Adjustment factors: Design Code:IBC 2009 / NDS 2005 CF=1.100, Cr=1.15 Slenderness Ratio:1 Analysis Summary: Max Shear (lbs)Location (ft)Shear (lbs)Max Moment (k.lf.) Load Combination Max. Bending Max. Shear Location (ft) D 0.09 -2 3.16 61 0.00 D+L 0.34 -9 3.16 -223 6.08 Code Check: % Code CheckMax fv (psi)Fb (psi)% Code Check Fv (psi)Critical fb (psi) Load Combination Max. Bending Max. ShearLDF D 52 5.11025 4.116270.90 D+L 190 16.71138 13.4180241.00 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.014B1-Strip 3 0.32 Passed L/999+2.92 D+L Total Live Load Deflection: SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) B1-Strip 3 0.010 0.16 2.92 Passed L/999+ www.structuralsoft.com 71/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name FoundationJoist_ID:Location: Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Section Type: Section Name: Joist Thickness: Joist Depth: Fb Base Allowable: Fv Allowable: Fc Allowable: E: 12.50 0.00 0.00 False True False 0.00 0.00 Douglas Fir - Larch No.2 2x10 1.50 9.25 900 180 1350 1600 in. in. psi psi psi ksi J2.36 A: Sxx: Syy: in13.88 21.39 3.47 2 in3 in3 Passed Joist_Area_ID:J2 Adjustment factors: Design Code:IBC 2009 / NDS 2005 CF=1.100, Cr=1.15 Slenderness Ratio:1 Analysis Summary: Max Shear (lbs)Location (ft)Shear (lbs)Max Moment (k.lf.) Load Combination Max. Bending Max. Shear Location (ft) D 0.38 0 6.14 -123 12.27 D+L 1.38 0 6.14 -450 12.27 Code Check: % Code CheckMax fv (psi)Fb (psi)% Code Check Fv (psi)Critical fb (psi) Load Combination Max. Bending Max. ShearLDF D 211 20.61025 8.2162130.90 D+L 774 68.01138 27.0180491.00 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.236B9-Strip 5 0.62 Passed L/6356.14 D+L Total Live Load Deflection: SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) B9-Strip 5 0.172 0.31 6.14 Passed L/873 www.structuralsoft.com 72/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name FoundationJoist_ID:Location: Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Section Type: Section Name: Joist Thickness: Joist Depth: Fb Base Allowable: Fv Allowable: Fc Allowable: E: 12.00 0.00 0.00 False True False 0.00 0.00 Douglas Fir - Larch No.2 2x10 1.50 9.25 900 180 1350 1600 in. in. psi psi psi ksi J3.31 A: Sxx: Syy: in13.88 21.39 3.47 2 in3 in3 Passed Joist_Area_ID:J3 Adjustment factors: Design Code:IBC 2009 / NDS 2005 CF=1.100, Cr=1.15 Slenderness Ratio:1 Analysis Summary: Max Shear (lbs)Location (ft)Shear (lbs)Max Moment (k.lf.) Load Combination Max. Bending Max. Shear Location (ft) D 0.36 2 5.88 -120 12.00 D+L 1.32 9 5.88 -440 12.00 Code Check: % Code CheckMax fv (psi)Fb (psi)% Code Check Fv (psi)Critical fb (psi) Load Combination Max. Bending Max. ShearLDF D 202 19.71025 8.0162130.90 D+L 740 65.01138 26.4180481.00 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.216B13-B8 0.60 Passed L/6665.88 D+L Total Live Load Deflection: SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) B13-B8 0.157 0.30 5.88 Passed L/916 www.structuralsoft.com 73/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name FoundationJoist_ID:Location: Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Section Type: Section Name: Joist Thickness: Joist Depth: Fb Base Allowable: Fv Allowable: Fc Allowable: E: 12.27 0.00 0.00 False True False 0.00 0.00 Douglas Fir - Larch No.2 2x10 1.50 9.25 900 180 1350 1600 in. in. psi psi psi ksi J4.29 A: Sxx: Syy: in13.88 21.39 3.47 2 in3 in3 Passed Joist_Area_ID:J4 Adjustment factors: Design Code:IBC 2009 / NDS 2005 CF=1.100, Cr=1.15 Slenderness Ratio:1 Analysis Summary: Max Shear (lbs)Location (ft)Shear (lbs)Max Moment (k.lf.) Load Combination Max. Bending Max. Shear Location (ft) D 0.38 0 6.13 -123 12.27 D+L 1.38 0 6.13 -450 12.27 Code Check: % Code CheckMax fv (psi)Fb (psi)% Code Check Fv (psi)Critical fb (psi) Load Combination Max. Bending Max. ShearLDF D 211 20.61025 8.2162130.90 D+L 774 68.01138 27.0180491.00 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.236B22-B13 0.61 Passed L/6246.13 D+L Total Live Load Deflection: SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) B22-B13 0.172 0.31 6.13 Passed L/858 www.structuralsoft.com 74/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name FoundationJoist_ID:Location: Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Section Type: Section Name: Joist Thickness: Joist Depth: Fb Base Allowable: Fv Allowable: Fc Allowable: E: 12.27 0.00 0.00 False True False 0.00 0.00 Douglas Fir - Larch No.2 2x10 1.50 9.25 900 180 1350 1600 in. in. psi psi psi ksi J4.7 A: Sxx: Syy: in13.88 21.39 3.47 2 in3 in3 Passed Joist_Area_ID:J4 Adjustment factors: Design Code:IBC 2009 / NDS 2005 CF=1.100, Cr=1.15 Slenderness Ratio:1 Analysis Summary: Max Shear (lbs)Location (ft)Shear (lbs)Max Moment (k.lf.) Load Combination Max. Bending Max. Shear Location (ft) D 0.38 0 6.14 -123 12.27 D+L 1.38 0 6.14 -450 12.27 Code Check: % Code CheckMax fv (psi)Fb (psi)% Code Check Fv (psi)Critical fb (psi) Load Combination Max. Bending Max. ShearLDF D 211 20.61025 8.2162130.90 D+L 774 68.01138 27.0180491.00 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.236B25-B18 0.61 Passed L/6236.14 D+L Total Live Load Deflection: SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) B25-B18 0.172 0.31 6.14 Passed L/857 www.structuralsoft.com 75/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name FoundationJoist_ID:Location: Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Section Type: Section Name: Joist Thickness: Joist Depth: Fb Base Allowable: Fv Allowable: Fc Allowable: E: 7.23 0.00 0.00 False True False 0.00 0.00 Douglas Fir - Larch No.2 2x10 1.50 9.25 900 180 1350 1600 in. in. psi psi psi ksi J5.2 A: Sxx: Syy: in13.88 21.39 3.47 2 in3 in3 Passed Joist_Area_ID:J5 Adjustment factors: Design Code:IBC 2009 / NDS 2005 CF=1.100, Cr=1.15 Slenderness Ratio:1 Analysis Summary: Max Shear (lbs)Location (ft)Shear (lbs)Max Moment (k.lf.) Load Combination Max. Bending Max. Shear Location (ft) D 0.12 2 3.38 -70 7.00 D+L 0.45 9 3.38 -257 7.00 Code Check: % Code CheckMax fv (psi)Fb (psi)% Code Check Fv (psi)Critical fb (psi) Load Combination Max. Bending Max. ShearLDF D 69 6.71025 4.716280.90 D+L 252 22.11138 15.4180281.00 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.025Strip 15-B26 0.36 Passed L/999+3.38 D+L Total Live Load Deflection: SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Strip 15-B26 0.018 0.18 3.38 Passed L/999+ www.structuralsoft.com 76/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name FoundationJoist_ID:Location: Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Section Type: Section Name: Joist Thickness: Joist Depth: Fb Base Allowable: Fv Allowable: Fc Allowable: E: 7.23 0.00 0.00 False True False 0.00 0.00 Douglas Fir - Larch No.2 2x10 1.50 9.25 900 180 1350 1600 in. in. psi psi psi ksi J6.11 A: Sxx: Syy: in13.88 21.39 3.47 2 in3 in3 Passed Joist_Area_ID:J6 Adjustment factors: Design Code:IBC 2009 / NDS 2005 CF=1.100, Cr=1.15 Slenderness Ratio:1 Analysis Summary: Max Shear (lbs)Location (ft)Shear (lbs)Max Moment (k.lf.) Load Combination Max. Bending Max. Shear Location (ft) D 0.12 -2 3.62 70 0.00 D+L 0.45 -9 3.62 257 0.00 Code Check: % Code CheckMax fv (psi)Fb (psi)% Code Check Fv (psi)Critical fb (psi) Load Combination Max. Bending Max. ShearLDF D 69 6.71025 4.716280.90 D+L 252 22.11138 15.4180281.00 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.025Strip 9-B23 0.36 Passed L/999+3.38 D+L Total Live Load Deflection: SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Strip 9-B23 0.018 0.18 3.38 Passed L/999+ www.structuralsoft.com 77/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name 1stJoist_ID:Location: Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Section Type: Section Name: Joist Thickness: Joist Depth: Fb Base Allowable: Fv Allowable: Fc Allowable: E: 11.00 1.75 1.75 False True False 0.00 0.00 Douglas Fir - Larch No.2 2x10 1.50 9.25 900 180 1350 1600 in. in. psi psi psi ksi J5.2 A: Sxx: Syy: in13.88 21.39 3.47 2 in3 in3 Passed Joist_Area_ID:J5 Adjustment factors: Design Code:IBC 2009 / NDS 2005 CF=1.100, Cr=1.15 Slenderness Ratio:1 Analysis Summary: Max Shear (lbs)Location (ft)Shear (lbs)Max Moment (k.lf.) Load Combination Max. Bending Max. Shear Location (ft) D -0.09 89 7.25 -90 7.25 D+Lr -0.24 226 7.25 -228 7.25 D+S -0.24 237 7.25 -241 7.25 D+0.75L+0.75S -0.20 200 7.25 -203 7.25 Code Check: % Code CheckMax fv (psi)Fb (psi)% Code Check Fv (psi)Critical fb (psi) Load Combination Max. Bending Max. ShearLDF D -50 4.81025 6.0162100.90 D+Lr -135 9.51423 10.9225251.25 D+S -132 10.11309 12.6207261.15 D+0.75L+0.75S -112 8.51309 10.6207221.15 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.003Left Cant.0.23 Passed L/999+0.00 D+Lr 0.005B7-B8 0.37 Passed L/999+4.25 D+Lr 0.005B8-B6 0.37 Passed L/999+10.25 D+Lr 0.004Right Cant.0.23 Passed L/999+14.50 D+Lr Total Live Load Deflection: SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Left Cant.0.004 0.17 0.00 Passed L/999+ B7-B8 0.004 0.28 4.50 Passed L/999+ B8-B6 0.004 0.28 10.00 Passed L/999+ Right Cant.0.004 0.18 14.50 Passed L/999+ www.structuralsoft.com 78/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name 1stJoist_ID:Location: Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Section Type: Section Name: Joist Thickness: Joist Depth: Fb Base Allowable: Fv Allowable: Fc Allowable: E: 11.00 1.75 1.02 False True False 0.00 0.00 Douglas Fir - Larch No.2 2x10 1.50 9.25 900 180 1350 1600 in. in. psi psi psi ksi J5.3 A: Sxx: Syy: in13.88 21.39 3.47 2 in3 in3 Passed Joist_Area_ID:J5 Adjustment factors: Design Code:IBC 2009 / NDS 2005 CF=1.100, Cr=1.15 Slenderness Ratio:1 Analysis Summary: Max Shear (lbs)Location (ft)Shear (lbs)Max Moment (k.lf.) Load Combination Max. Bending Max. Shear Location (ft) D -0.10 96 7.25 96 7.25 D+Lr -0.24 229 7.25 229 7.25 D+S -0.26 256 7.25 256 7.25 D+0.75L+0.75S -0.22 216 7.25 216 7.25 Code Check: % Code CheckMax fv (psi)Fb (psi)% Code Check Fv (psi)Critical fb (psi) Load Combination Max. Bending Max. ShearLDF D -55 5.31025 6.4162100.90 D+Lr -136 9.61423 11.0225251.25 D+S -146 11.11309 13.3207281.15 D+0.75L+0.75S -123 9.41309 11.3207231.15 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.002Left Cant.0.23 Passed L/999+0.00 D+Lr 0.005B7-B8 0.37 Passed L/999+4.42 D+Lr 0.005B8-B6 0.37 Passed L/999+10.08 D+Lr 0.000Right Cant.0.14 Passed L/999+13.77 D+Lr Total Live Load Deflection: SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Left Cant.0.003 0.17 0.00 Passed L/999+ B7-B8 0.004 0.28 4.42 Passed L/999+ B8-B6 0.004 0.28 10.08 Passed L/999+ Right Cant.0.001 0.10 13.77 Passed L/999+ www.structuralsoft.com 79/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name 1stJoist_ID:Location: Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Section Type: Section Name: Joist Thickness: Joist Depth: Fb Base Allowable: Fv Allowable: Fc Allowable: E: 17.46 2.17 0.00 False True False 0.00 0.00 Douglas Fir - Larch No.2 2x10 1.50 9.25 900 180 1350 1600 in. in. psi psi psi ksi J6.2 A: Sxx: Syy: in13.88 21.39 3.47 2 in3 in3 Passed Joist_Area_ID:J6 Adjustment factors: Design Code:IBC 2009 / NDS 2005 CF=1.100, Cr=1.15 Slenderness Ratio:1 Analysis Summary: Max Shear (lbs)Location (ft)Shear (lbs)Max Moment (k.lf.) Load Combination Max. Bending Max. Shear Location (ft) D 0.29 3 14.92 136 2.17 D+Lr 0.67 8 14.92 317 2.17 D+S 0.76 9 14.92 362 2.17 D+0.75L+0.75S 0.64 8 14.92 306 2.17 Code Check: % Code CheckMax fv (psi)Fb (psi)% Code Check Fv (psi)Critical fb (psi) Load Combination Max. Bending Max. ShearLDF D 160 15.61025 9.1162150.90 D+Lr 374 26.31423 15.2225341.25 D+S 427 32.61309 18.9207391.15 D+0.75L+0.75S 360 27.51309 16.0207331.15 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.050B10-B12 0.57 Passed L/999+6.47 D+S (Balanced) 0.066B12-WF2 0.60 Passed L/999+14.92 D+S (Balanced) Total Live Load Deflection: SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Left Cant.0.007 0.22 0.00 Passed L/999+ B10-B12 0.030 0.42 6.47 Passed L/999+ B12-WF2 0.033 0.45 14.92 Passed L/999+ www.structuralsoft.com 80/89 SUBJECT PROJECT PARANADA RES NEW HOUSE DATE CHECKED DESIGNED MINA ALZUHAIR ERIK AINSWORTH DECEMBER 16 SHT OF JOB NO.20-167Company Name 1stJoist_ID:Location: Center span Ls (ft): Left Cantilever Lc (ft): Right Cantilever Lr (ft): Ignore shear within (d)? Repetitive member? Include own weight? Lu top (ft): Lu bottom (ft): Section Type: Section Name: Joist Thickness: Joist Depth: Fb Base Allowable: Fv Allowable: Fc Allowable: E: 17.46 2.17 0.00 False True False 0.00 0.00 Douglas Fir - Larch No.2 2x10 1.50 9.25 900 180 1350 1600 in. in. psi psi psi ksi J6.5 A: Sxx: Syy: in13.88 21.39 3.47 2 in3 in3 Passed Joist_Area_ID:J6 Adjustment factors: Design Code:IBC 2009 / NDS 2005 CF=1.100, Cr=1.15 Slenderness Ratio:1 Analysis Summary: Max Shear (lbs)Location (ft)Shear (lbs)Max Moment (k.lf.) Load Combination Max. Bending Max. Shear Location (ft) D 0.29 3 14.92 136 2.17 D+Lr 0.67 8 14.92 317 2.17 D+S 0.76 9 14.92 362 2.17 D+0.75L+0.75S 0.64 7 14.92 306 2.17 Code Check: % Code CheckMax fv (psi)Fb (psi)% Code Check Fv (psi)Critical fb (psi) Load Combination Max. Bending Max. ShearLDF D 160 15.61025 9.1162150.90 D+Lr 374 26.31423 15.2225341.25 D+S 427 32.61309 18.9207391.15 D+0.75L+0.75S 361 27.51309 16.0207331.15 Total Load Deflection: Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft) 0.050B10-B12 0.57 Passed L/999+6.47 D+S (Balanced) 0.066B12-B11 0.60 Passed L/999+14.92 D+S (Balanced) Total Live Load Deflection: SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in) Left Cant.0.007 0.22 0.00 Passed L/999+ B10-B12 0.030 0.42 6.47 Passed L/999+ B12-B11 0.033 0.45 14.92 Passed L/999+ www.structuralsoft.com 81/89 Project: FTG AND POST Location: FTG (18X18X10) (2500 - 3000#) page of StruCalc 9.0 StruCalc Version 10.0.1.6 12/20/2017 12:45:47 PM Footing [2015 International Building Code(2015 NDS)] Footing Size: 1.5 FT x 1.5 FT x 10.00 IN Reinforcement: #4 Bars @ 11.00 IN. O.C. E/W / (2) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = F'c = Fy = c = 1500 2000 60000 3 psf psi psi in FOOTING SIZE Width: Length: Depth: Effective Depth to Top Layer of Steel: W = L = Depth = d = 1.5 1.5 10 6.25 ft ft in in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Wood m = n = 4 4 in in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: Note: Plain concrete adequate for bending, therefore adequate development length not required. Qu = Qe = Areq = A = Bear = Bear-A = Vu1 = Vc1 = Bo = Vu2 = vc2-a = vc2-b = vc2-c = vc2 = Mu = Mn = a = As(1) = As(2) = As-reqd = As = Ld = Ld-sup = 1333 1375 2.18 2.25 4200 35360 642 7547 41 2838 51569 69598 34380 34380 9450 124313 0.77 0.03 0.32 0.32 #4's @ 11.0 in. o.c. e/w (2) Min. 0.39 15 6 psf psf sf sf lb lb lb lb in lb lb lb lb lb in-lb in-lb in in2 in2 in2 in2 in in LOADING DIAGRAM 1.5 ft 10 in 4 in 3 in FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing plus soil above footing weight: PL = PD = PT = Pu = Wt = 0 3000 3000 4200 181 lb lb lb lb lb 82/89 Project: FTG AND POST Location: FTG (21X21X10) (3100-4200)# page of StruCalc 9.0 StruCalc Version 10.0.1.6 12/20/2017 12:55:41 PM Footing [2015 International Building Code(2015 NDS)] Footing Size: 1.75 FT x 1.75 FT x 10.00 IN Reinforcement: #4 Bars @ 14.00 IN. O.C. E/W / (2) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = F'c = Fy = c = 1500 2000 60000 3 psf psi psi in FOOTING SIZE Width: Length: Depth: Effective Depth to Top Layer of Steel: W = L = Depth = d = 1.75 1.75 10 6.25 ft ft in in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Wood m = n = 4 4 in in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: Note: Plain concrete adequate for bending, therefore adequate development length not required. Qu = Qe = Areq = A = Bear = Bear-A = Vu1 = Vc1 = Bo = Vu2 = vc2-a = vc2-b = vc2-c = vc2 = Mu = Mn = a = As(1) = As(2) = As-reqd = As = Ld = Ld-sup = 1371 1375 3.05 3.06 5880 35360 1190 8805 41 4479 51569 69598 34380 34380 15435 125478 0.66 0.05 0.38 0.38 #4's @ 14.0 in. o.c. e/w (2) Min. 0.39 15 7.5 psf psf sf sf lb lb lb lb in lb lb lb lb lb in-lb in-lb in in2 in2 in2 in2 in in LOADING DIAGRAM 1.75 ft 10 in 4 in 3 in FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing plus soil above footing weight: PL = PD = PT = Pu = Wt = 0 4200 4200 5880 247 lb lb lb lb lb 83/89 General Footing ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : The Land Developer, LLCLic. # : KW-06010262 File = G:\Users\Mina\FVIT7U~A\FJIVMF~G.EC6 Description :FTG (27X27X10) (5600-6900)# 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: Printed: 21 DEC 2017, 4:20PM Project Descr: Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 60.0 2,880.95 145.0 =0.30 Flexure =0.90 Shear = ValuesM 0.00180 1.0 Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 2.250 ft Length parallel to Z-Z Axis = 2.250 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 10.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 4.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =4.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 6.90 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 84/89 General Footing ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : The Land Developer, LLCLic. # : KW-06010262 File = G:\Users\Mina\FVIT7U~A\FJIVMF~G.EC6 Description :FTG (27X27X10) (5600-6900)# 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: Printed: 21 DEC 2017, 4:20PM Project Descr: 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 DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.9893 Soil Bearing 1.484 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E+H about Z-Z axis 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 Uplift 0.0 k 0.0 k No Uplift PASS 0.1147 Z Flexure (+X)1.208 k-ft/ft 10.531 k-ft/ft +1.40D+1.60H PASS 0.1147 Z Flexure (-X)1.208 k-ft/ft 10.531 k-ft/ft +1.40D+1.60H PASS 0.1147 X Flexure (+Z)1.208 k-ft/ft 10.531 k-ft/ft +1.40D+1.60H PASS 0.1147 X Flexure (-Z)1.208 k-ft/ft 10.531 k-ft/ft +1.40D+1.60H PASS 0.1590 1-way Shear (+X)11.926 psi 75.0 psi +1.40D+1.60H PASS 0.1590 1-way Shear (-X)11.926 psi 75.0 psi +1.40D+1.60H PASS 0.1590 1-way Shear (+Z)11.926 psi 75.0 psi +1.40D+1.60H PASS 0.1590 1-way Shear (-Z)11.926 psi 75.0 psi +1.40D+1.60H PASS 0.3052 2-way Punching 45.781 psi 150.0 psi +1.40D+1.60H Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, +D+H 1.50 n/a1.484 1.484 n/a 0.9890.0n/a X-X, +D+L+H 1.50 n/a1.484 1.484 n/a 0.9890.0n/a X-X, +D+Lr+H 1.50 n/a1.484 1.484 n/a 0.9890.0n/a X-X, +D+S+H 1.50 n/a1.484 1.484 n/a 0.9890.0n/a X-X, +D+0.750Lr+0.750L+H 1.50 n/a1.484 1.484 n/a 0.9890.0n/a X-X, +D+0.750L+0.750S+H 1.50 n/a1.484 1.484 n/a 0.9890.0n/a X-X, +D+0.60W+H 1.50 n/a1.484 1.484 n/a 0.9890.0n/a X-X, +D+0.70E+H 1.50 n/a1.484 1.484 n/a 0.9890.0n/a X-X, +D+0.750Lr+0.750L+0.450W+H 1.50 n/a1.484 1.484 n/a 0.9890.0n/a X-X, +D+0.750L+0.750S+0.450W+H 1.50 n/a1.484 1.484 n/a 0.9890.0n/a X-X, +D+0.750L+0.750S+0.5250E+H 1.50 n/a1.484 1.484 n/a 0.9890.0n/a X-X, +0.60D+0.60W+0.60H 1.50 n/a0.8903 0.8903 n/a 0.5940.0n/a X-X, +0.60D+0.70E+0.60H 1.50 n/a0.8903 0.8903 n/a 0.5940.0n/a Z-Z, +D+H 1.50 1.484n/a n/a 1.484 0.989n/a0.0 Z-Z, +D+L+H 1.50 1.484n/a n/a 1.484 0.989n/a0.0 Z-Z, +D+Lr+H 1.50 1.484n/a n/a 1.484 0.989n/a0.0 Z-Z, +D+S+H 1.50 1.484n/a n/a 1.484 0.989n/a0.0 Z-Z, +D+0.750Lr+0.750L+H 1.50 1.484n/a n/a 1.484 0.989n/a0.0 Z-Z, +D+0.750L+0.750S+H 1.50 1.484n/a n/a 1.484 0.989n/a0.0 Z-Z, +D+0.60W+H 1.50 1.484n/a n/a 1.484 0.989n/a0.0 Z-Z, +D+0.70E+H 1.50 1.484n/a n/a 1.484 0.989n/a0.0 Z-Z, +D+0.750Lr+0.750L+0.450W+H 1.50 1.484n/a n/a 1.484 0.989n/a0.0 Z-Z, +D+0.750L+0.750S+0.450W+H 1.50 1.484n/a n/a 1.484 0.989n/a0.0 Z-Z, +D+0.750L+0.750S+0.5250E+H 1.50 1.484n/a n/a 1.484 0.989n/a0.0 Z-Z, +0.60D+0.60W+0.60H 1.50 0.8903n/a n/a 0.8903 0.594n/a0.0 Z-Z, +0.60D+0.70E+0.60H 1.50 0.8903n/a n/a 0.8903 0.594n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding 85/89 General Footing ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : The Land Developer, LLCLic. # : KW-06010262 File = G:\Users\Mina\FVIT7U~A\FJIVMF~G.EC6 Description :FTG (27X27X10) (5600-6900)# 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: Printed: 21 DEC 2017, 4:20PM Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D+1.60H 1.208 +Z Bottom 0.216 Min Temp %0.3556 10.531 OK X-X, +1.40D+1.60H 1.208 -Z Bottom 0.216 Min Temp %0.3556 10.531 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 1.035 +Z Bottom 0.216 Min Temp %0.3556 10.531 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 1.035 -Z Bottom 0.216 Min Temp %0.3556 10.531 OK X-X, +1.20D+1.60L+0.50S+1.60H 1.035 +Z Bottom 0.216 Min Temp %0.3556 10.531 OK X-X, +1.20D+1.60L+0.50S+1.60H 1.035 -Z Bottom 0.216 Min Temp %0.3556 10.531 OK X-X, +1.20D+1.60Lr+0.50L+1.60H 1.035 +Z Bottom 0.216 Min Temp %0.3556 10.531 OK X-X, +1.20D+1.60Lr+0.50L+1.60H 1.035 -Z Bottom 0.216 Min Temp %0.3556 10.531 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 1.035 +Z Bottom 0.216 Min Temp %0.3556 10.531 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 1.035 -Z Bottom 0.216 Min Temp %0.3556 10.531 OK X-X, +1.20D+0.50L+1.60S+1.60H 1.035 +Z Bottom 0.216 Min Temp %0.3556 10.531 OK X-X, +1.20D+0.50L+1.60S+1.60H 1.035 -Z Bottom 0.216 Min Temp %0.3556 10.531 OK X-X, +1.20D+1.60S+0.50W+1.60H 1.035 +Z Bottom 0.216 Min Temp %0.3556 10.531 OK X-X, +1.20D+1.60S+0.50W+1.60H 1.035 -Z Bottom 0.216 Min Temp %0.3556 10.531 OK X-X, +1.20D+0.50Lr+0.50L+W+1.60H 1.035 +Z Bottom 0.216 Min Temp %0.3556 10.531 OK X-X, +1.20D+0.50Lr+0.50L+W+1.60H 1.035 -Z Bottom 0.216 Min Temp %0.3556 10.531 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 1.035 +Z Bottom 0.216 Min Temp %0.3556 10.531 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 1.035 -Z Bottom 0.216 Min Temp %0.3556 10.531 OK X-X, +1.20D+0.50L+0.70S+E+1.60H 1.035 +Z Bottom 0.216 Min Temp %0.3556 10.531 OK X-X, +1.20D+0.50L+0.70S+E+1.60H 1.035 -Z Bottom 0.216 Min Temp %0.3556 10.531 OK X-X, +0.90D+W+0.90H 0.7763 +Z Bottom 0.216 Min Temp %0.3556 10.531 OK X-X, +0.90D+W+0.90H 0.7763 -Z Bottom 0.216 Min Temp %0.3556 10.531 OK X-X, +0.90D+E+0.90H 0.7763 +Z Bottom 0.216 Min Temp %0.3556 10.531 OK X-X, +0.90D+E+0.90H 0.7763 -Z Bottom 0.216 Min Temp %0.3556 10.531 OK Z-Z, +1.40D+1.60H 1.208 -X Bottom 0.216 Min Temp %0.3556 10.531 OK Z-Z, +1.40D+1.60H 1.208 +X Bottom 0.216 Min Temp %0.3556 10.531 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 1.035 -X Bottom 0.216 Min Temp %0.3556 10.531 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 1.035 +X Bottom 0.216 Min Temp %0.3556 10.531 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 1.035 -X Bottom 0.216 Min Temp %0.3556 10.531 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 1.035 +X Bottom 0.216 Min Temp %0.3556 10.531 OK Z-Z, +1.20D+1.60Lr+0.50L+1.60H 1.035 -X Bottom 0.216 Min Temp %0.3556 10.531 OK Z-Z, +1.20D+1.60Lr+0.50L+1.60H 1.035 +X Bottom 0.216 Min Temp %0.3556 10.531 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 1.035 -X Bottom 0.216 Min Temp %0.3556 10.531 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 1.035 +X Bottom 0.216 Min Temp %0.3556 10.531 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 1.035 -X Bottom 0.216 Min Temp %0.3556 10.531 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 1.035 +X Bottom 0.216 Min Temp %0.3556 10.531 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 1.035 -X Bottom 0.216 Min Temp %0.3556 10.531 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 1.035 +X Bottom 0.216 Min Temp %0.3556 10.531 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H 1.035 -X Bottom 0.216 Min Temp %0.3556 10.531 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H 1.035 +X Bottom 0.216 Min Temp %0.3556 10.531 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 1.035 -X Bottom 0.216 Min Temp %0.3556 10.531 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 1.035 +X Bottom 0.216 Min Temp %0.3556 10.531 OK Z-Z, +1.20D+0.50L+0.70S+E+1.60H 1.035 -X Bottom 0.216 Min Temp %0.3556 10.531 OK Z-Z, +1.20D+0.50L+0.70S+E+1.60H 1.035 +X Bottom 0.216 Min Temp %0.3556 10.531 OK Z-Z, +0.90D+W+0.90H 0.7763 -X Bottom 0.216 Min Temp %0.3556 10.531 OK Z-Z, +0.90D+W+0.90H 0.7763 +X Bottom 0.216 Min Temp %0.3556 10.531 OK Z-Z, +0.90D+E+0.90H 0.7763 -X Bottom 0.216 Min Temp %0.3556 10.531 OK Z-Z, +0.90D+E+0.90H 0.7763 +X Bottom 0.216 Min Temp %0.3556 10.531 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D+1.60H 11.93 11.93 11.93 11.93 11.93 75.00 0.16psipsipsipsipsipsi 0.00 +1.20D+0.50Lr+1.60L+1.60H 10.22 10.22 10.22 10.22 10.22 75.00 0.14psipsipsipsipsipsi 0.00 +1.20D+1.60L+0.50S+1.60H 10.22 10.22 10.22 10.22 10.22 75.00 0.14psipsipsipsipsipsi 0.00 +1.20D+1.60Lr+0.50L+1.60H 10.22 10.22 10.22 10.22 10.22 75.00 0.14psipsipsipsipsipsi 0.00 +1.20D+1.60Lr+0.50W+1.60H 10.22 10.22 10.22 10.22 10.22 75.00 0.14psipsipsipsipsipsi 0.00 +1.20D+0.50L+1.60S+1.60H 10.22 10.22 10.22 10.22 10.22 75.00 0.14psipsipsipsipsipsi 0.00 +1.20D+1.60S+0.50W+1.60H 10.22 10.22 10.22 10.22 10.22 75.00 0.14psipsipsipsipsipsi 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 10.22 10.22 10.22 10.22 10.22 75.00 0.14psipsipsipsipsipsi 0.00 +1.20D+0.50L+0.50S+W+1.60H 10.22 10.22 10.22 10.22 10.22 75.00 0.14psipsipsipsipsipsi 0.00 +1.20D+0.50L+0.70S+E+1.60H 10.22 10.22 10.22 10.22 10.22 75.00 0.14psipsipsipsipsipsi 0.00 +0.90D+W+0.90H 7.67 7.67 7.67 7.67 7.67 75.00 0.10psipsipsipsipsipsi 0.00 86/89 General Footing ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 Licensee : The Land Developer, LLCLic. # : KW-06010262 File = G:\Users\Mina\FVIT7U~A\FJIVMF~G.EC6 Description :FTG (27X27X10) (5600-6900)# 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: Printed: 21 DEC 2017, 4:20PM Project Descr: One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +0.90D+E+0.90H 7.67 7.67 7.67 7.67 7.67 75.00 0.10psipsipsipsipsipsi 0.00 Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D+1.60H 45.78 150.00 0.3052 OKpsipsi +1.20D+0.50Lr+1.60L+1.60H 39.24 150.00 0.2616 OKpsipsi +1.20D+1.60L+0.50S+1.60H 39.24 150.00 0.2616 OKpsipsi +1.20D+1.60Lr+0.50L+1.60H 39.24 150.00 0.2616 OKpsipsi +1.20D+1.60Lr+0.50W+1.60H 39.24 150.00 0.2616 OKpsipsi +1.20D+0.50L+1.60S+1.60H 39.24 150.00 0.2616 OKpsipsi +1.20D+1.60S+0.50W+1.60H 39.24 150.00 0.2616 OKpsipsi +1.20D+0.50Lr+0.50L+W+1.60H 39.24 150.00 0.2616 OKpsipsi +1.20D+0.50L+0.50S+W+1.60H 39.24 150.00 0.2616 OKpsipsi +1.20D+0.50L+0.70S+E+1.60H 39.24 150.00 0.2616 OKpsipsi +0.90D+W+0.90H 29.43 150.00 0.1962 OKpsipsi +0.90D+E+0.90H 29.43 150.00 0.1962 OKpsipsi 87/89 Project: FTG AND POST Location: FTG (15X15X12) (1400 - 2100)# page of StruCalc 9.0 StruCalc Version 10.0.1.6 12/20/2017 3:21:48 PM Footing [2015 International Building Code(2015 NDS)] Footing Size: 1.25 FT x 1.25 FT x 12.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (2) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = F'c = Fy = c = 1500 2000 60000 3 psf psi psi in FOOTING SIZE Width: Length: Depth: Effective Depth to Top Layer of Steel: W = L = Depth = d = 1.25 1.25 12 8.25 ft ft in in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Wood m = n = 4 4 in in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: Note: Plain concrete adequate for bending, therefore adequate development length not required. Qu = Qe = Areq = A = Bear = Bear-A = Vu1 = Vc1 = Bo = Vu2 = vc2-a = vc2-b = vc2-c = vc2 = Mu = Mn = a = As(1) = As(2) = As-reqd = As = Ld = Ld-sup = 1344 1350 1.56 1.56 2940 35360 0 8301 49 979 81354 118433 54236 54236 5513 165072 0.92 0.01 0.32 0.32 #4's @ 8.0 in. o.c. e/w (2) Min. 0.39 15 4.5 psf psf sf sf lb lb lb lb in lb lb lb lb lb in-lb in-lb in in2 in2 in2 in2 in in LOADING DIAGRAM 1.25 ft 12 in 4 in 3 in FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing plus soil above footing weight: PL = PD = PT = Pu = Wt = 0 2100 2100 2940 151 lb lb lb lb lb 88/89 Project: FTG AND POST Location: FTG (15X15X12) (1400 - 2100)# page of StruCalc 9.0 StruCalc Version 10.0.1.6 12/20/2017 3:21:48 PM Footing [2015 International Building Code(2015 NDS)] Footing Size: 1.25 FT x 1.25 FT x 12.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (2) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = F'c = Fy = c = 1500 2000 60000 3 psf psi psi in FOOTING SIZE Width: Length: Depth: Effective Depth to Top Layer of Steel: W = L = Depth = d = 1.25 1.25 12 8.25 ft ft in in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Wood m = n = 4 4 in in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: Note: Plain concrete adequate for bending, therefore adequate development length not required. Qu = Qe = Areq = A = Bear = Bear-A = Vu1 = Vc1 = Bo = Vu2 = vc2-a = vc2-b = vc2-c = vc2 = Mu = Mn = a = As(1) = As(2) = As-reqd = As = Ld = Ld-sup = 1344 1350 1.56 1.56 2940 35360 0 8301 49 979 81354 118433 54236 54236 5513 165072 0.92 0.01 0.32 0.32 #4's @ 8.0 in. o.c. e/w (2) Min. 0.39 15 4.5 psf psf sf sf lb lb lb lb in lb lb lb lb lb in-lb in-lb in in2 in2 in2 in2 in in LOADING DIAGRAM 1.25 ft 12 in 4 in 3 in FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing plus soil above footing weight: PL = PD = PT = Pu = Wt = 0 2100 2100 2940 151 lb lb lb lb lb 89/89