Loading...
REVIEWED BLD-BLD2021-0297+Structural_Analysis_or_Calculations+2.25.2021_8.12.15_AM+2063445RECEIVED BLD2021-0297 Feb 25 2021 CITYMONDS Structural Calculation Report DEVELOPMENT SERVICES DEPARTMENT RTTMENT LARSON THRAMER RESIDENCE Project RESIDENTIAL REMODEL Location 1433 8T" PLACE SOUTH EDMONDS, WA Project 2021-037 Drawings AS201 & AS202 Date 2/24/2021 �a4 GooDw, 7 4f 2r,�,�w� � N �ITEK EXPIRES: 9-23-22 02/24/2021 Digitally signed by Jeff Goodwin DN: C=US, E=jeffgo@mckinstry.com, CN=Jeff Goodwin Location: Seattle Jeff GOOdWIn Reason:Iamapprovingthis document Contact Info: Jeffgo@mckinstry.com Date: 2021.02.24 20:23:13-08'00' PROJECT LARSON - THRAMER RESIDENCE TITLE REMODEL STRUCTURAL CALCS BY JWG SCALE NTS IJOB # 20-0392 DATE 11-20-20 REF.DWG SHEET SCOPE: O DESIGN NEW HEADERS AT WEST ELEVATION FOR INCOMING WINDOWS AT ROOF AND MAIN LEVEL. 2O DESIGN NEW ROOF BEAMS. O3 CHECK POST SUPPORTING ROOF BEAM AND CONFIRM LOAD PATH TO FOUNDATION. 4O CONFIRM SHEAR WALL ALONG WEST ELEVATION AT NEW OPEN LOCATIONS. OCONFIRM CONCRETE WALL SAWCUT AT SOUTH WALL FOR NEW INCOMING WINDOW. PROJECT: LARSON RENOVATION PROJECT ARCHITECT: KEN HUFFMAN 1433 8TH PLACE SOUTH DIMENSIONS INC. EDMONDS, WA 98020 DESIGN PARAMETERS: DRAWINGS: AS201 & AS202 CODES: IBC 2015 W/ WA AMENDMENTS, 2015 IEBC, ASCE 7-10 SUPP No.1, ACI 318-14, NDS 2015 FOUNDATION: ASSUME IBC 2015 CODE MINIMUM ASSUMED ALLOWABLE BEARING PRESSURES. NET ALLOWABLE BEARING = 2000 PSF, COEFF OF SLIDING FRICTION = .3 MIN. MIN FROST DEPTH = -1'-6" FROM LOWEST FINISHED GRADE. LOADS: DEAD: SELF WT SNOW: Is = 1.0 P9 = 25 PSF USE 25 PSF FOR SNOW DESIGN PER SEAW RECOMMENDATIONS (INCLUDES 5 PSF RAIN SURCHARGE) SEISMIC: SDC = D Sos = 0.83g IE = 1.0 R = 6-1/2 (WOOD SW) WIND: Vsseo = 110 MPH EXP = C IW = 1.0 EAVE HT = 16' MAX (DAYLIGHT BASEMENT AT WEST ELEVATION. EAVE HT = 7'-8" AT EAST ELEVATION. => USE Fw = 25 PSF (VERTICAL PROJECTED AREA) FOR DESIGN WIND SPEED (ASD); DESIGN WIND IS CONSERVATIVE. PROJECT LARSON - THRAMER RESIDENCE TITLE REMODEL STRUCTURAL CALCS BY JWG SCALE NTS JOB # 20-0392 DATE 11-20-20 REF.DWG SHEET ROOF FRAMING KEY PLAN => 11 II rINIIEwEP - �I 11 J Il.pi fie. 5 JI I I u IR RU BEAM 1� 'I ~ II 11 11 11 � fre 5H'n131rt i l `�uPooenlz — � 5r----------- IMIBEW ti—�I 11 II II I 11 11 INI BFAM �I ryry — 1 - - IL____________ ------------- I pdHG➢gi II J jl I IEI [EPAI Ik _ IHI4EM4P Ir —Jl C�,1 I II 11 II II II 11 II 11 INIIffN1Efi II II 31 11 �_ �rnuK BFJM i 1 11 II 11 II 11 IE7 H31 Iq�li 41 I7 ii II p� I'Ic EF.KAt CHIIIfEY � xaNrH 1 Roof Plan �„r,rP CHECK ROOF FRAMING => HDR 1 r S is Ss 4r1b 3' t L- D.e-s l Lo 6 s7- DROP BM 1 )N-71 PROJECT LARSON - THRAMER RESIDENCE TITLE REMODEL STRUCTURAL CALCS Y JWG ISCALE NTS DATE 11-20-20 1 REF.DWG #may r 'tNAti py �S 5 t 5-4 M�,Yslsr1Xtij w , r u41,vu 2- : ml% -Q 11, ( f , r .L DROP BM 2 .ITy: 6J,n.t.! I # 20-0392 EET USE (3) 2x12, DF #1 FOR ALL ROOF DROP BEAMS J .�a j- JU /? = I 'Q vv&r5: V. 1 s )a?rz- Ir, vi nn-a� Lc 2 ps vvt'� ; 60"pjl- !{Vow HF # FOR ALL H HEADD SEE FOERS, SEE FORTE ��. e_ n A-, OUTPUT /C/6 - 1 -7�. { r .- A tt = r 3 / r e /5 PROJECT LARSON - THRAMER RESIDENCE TITLE REMODEL STRUCTURAL CALCS BY JWG SCALE NTS JOB # 20-0392 DATE 11-20-20 REF.DWG SHEET (3) 2X12 BEAM 2X6 RAFTER TOP PLATE 2X4 FRAMING THROUGHOUT, co TYP. TOP OF SUBFLOOR _ 2X8 FLOOR JOISTS BEHIND RIM JOIST, TYP. M 00 BID 1 Existing Conditions TOP OF SLAB Scale: Strong -Drive* Fasteners Strong-Drive'WSNTL Subfloor Screw (cont.) Simpson Strong Tie® Quik Drive WSNTL series #8 flathead, countersunk wood screws are a fast and reliable method for attaching 2-ply and 3-ply girder tmsses. WSNTL — Allowable Load Comparison of Common Fnstt=.nnrs I Jst=rl to Attach Tin lss Plies Tnnathar1-I Installation: • Screw spacing shall be in accordance with the fastener schedule provided on the Truss Design Drawing or as otherwise approved by the Truss Designer. Screw spacing shall not exceed 12' on center and shall not be less than 3" on center. • WSNTL series screws may be installed with the screw heads in either the loaded or unloaded ply. Do not overdrive screws. • For 3-ply girder assemblies, the WSNTL screws may be installed from the same side as each ply is applied (no flipping of the truss is required) in accordance with SCSI (2006 action). Girders that are fastened together at the jobsite must have the fastener heads visible for inspection. • Stagger the screws in the 3m ply a minimum of 1" from the screws installed into the first two plies. • Individual screw locations may be adjusted up to 'k of the required screw spacing to avoid conflicts with other hardware or to avoid lumber defects. (3' minimum spacing still required.) • Use minimum of 3' long fasteners to attach hangers to the girder truss. • A 2,500-rpm motor is recommended SIMPSON Strong Tie t'h" side member to a 1 h" m member of the same species and grade. an 2. Table values are based on the 2012 NDS, CD = 1.0. Values shall be multiplied by all applicable factors, such as duration of load, etc. except where noted 3. SPecm, Gravities (G) assumed: DFL G = 0.50, SoG=0.55, SPF G=0.42. 4. The spacing of applied uniform Was to the multi -ply ember shall not exceed 24 inches on center. 5. Assumes collated nail Fyb =100 ksl. 6. WSNTL212S and WSNTL3S withdrawal values based on testing per AC233. 2-Ply Assembly 3-Ply Assemblies AT 3 PLY ROOF BEAMS INSTALL 2 ROWS OF 1/4" DIA SIMPSON SIDS SCREWS AT 12" MAX OC SPACING [t7- D/Z" Truss Plant Jobsite Installation Installation W min. 1" recommended (typ.) %" min. O B O —3" min: 12" max. 3" min.-12" max. 1 Typical Spacing for WSNTL Screw USE 4x4 POST TO MATCH WALL OR (3)-2x4 4X6 P ST W/ (2) 2X4 -TRiMMER EA. SIDE 2X4 FRAMING THROUGHOUT, TYP. (3) 2X8 BELOW POSTS 4X6 HDR, TYP. 4X6 POST W/ (2) 2X4 TRIMMER EA. SIDE PROJECT LARSON - THRAMER RESIDENCE TITLE REMODEL STRUCTURAL CALCS BY JWG SCALE NTS Job # 20-0392 DATE 11-20-20 REF.DWG SHEET (3) 2X12 BEAM I II I II I II I II I II Option 2 - Prefer J USE 44 POST TO MATC WALL OR (3)-2x4 4X6 HDR, TYP. 4�OST W/ (2) 2X4 TRIMMER EA. SIDE 2X4 FRAMING I THROUGHOUT, TYP. (3) 2X8 BELOW POSTS 4X6 HDR, TYP. I 4X6 POST W/ (2) 2X4 TRIMMER EA. SIDE ry �ODU�onl�-Pro (3) 2X12 BEAM INSTALL SIMPSON SDS SCREWS (2) ROW OF 1/4. 2X6 RAFTER TOP PLATE op TOP OF SUBFLOC M 60 co Q, TOP OF SLAB BOTH OPTIONS 1 AND 2 ARE ACCEPTABLE 2X6 RAFTER TOP PLATE II II co °p II � amLL TOP OF SUBFLOOR Scale: M 00 co TOP OF SLAB 4 FO R T E M MEMBER REPORT PASSED Level, Wall: Roof HDR 1 2 piece(s) 2 x 6 Hem -Fir No. 2 Overall Length: 6' 9" L 6' 6" U 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 457 @ 0 1823 (1.50") Passed (25%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 378 @ 7" 1898 Passed (20%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 771 @ 3' 4 1/2" 1602 Passed (48%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.075 @ T 4 1/2" 0.225 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.117 @ T 4 1/2" 0.313 Passed (L/692) 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/5/16"). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Trimmer - SPF 1.50" 1.50" 1.50" 166 135 253 554 None 2 - Trimmer - SPF 1.50" 1.50" 1 1.50" 166 135 253 554 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 9" o/c Bottom Edge (Lu) 6' 9" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 6' 9" N/A 4.2 1 - Uniform (PLF) 0 to 6' 9" N/A 45.0 40.0 75.0 Default Load Member Notes 6.5 ft Header Span System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Jeff Goodwin A Weyerhaeuser 11/24/2020 4:56:02 AM UTC ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 File Name: HDR Page 1 / 1 4FORTE'M3 2-PLY HF 2x6 WORK FOR ALL HEADERS AT WEST WALL MEMBER REPORT e I, I: i L l R 2 piece(s) 2 x 6 Hem -Fir No. 1 Overall Length: 6' 3" i I L 6' U 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 951 @ 0 1823 (1.50") Passed (52%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 773 @ 7" 1650 Passed (47%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1485 @ 3' 1 1/2" 1598 Passed (93%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.033 @ 3' 1 1/2" 0.208 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.167 @ 3' 1 1/2" 0.313 Passed (L/448) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Plate - HF 1.50" 1.50" 1.50" 763 188 951 None 2 - Plate - HF 1.50" 1.50" 1 1.50" 763 188 951 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) Continuous Bottom Edge (Lu) Continuous Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 6' 3" N/A 4.2 1 - Uniform (PLF) 0 to 6' 3" N/A 240.0 60.0 Default Load Member Notes Lower level hdr supporting Floor and wall PASSED 0 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : Aso Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Jeff Goodwin Mckinstry (206)387-0098 jeffgo@mckinstry.com 1/19/2021 8:20:06 PM UTC ForteWEB 0. 1, Engine: V8.1.5.1, Data: V8.0.1.0 Weyerhaeuser File Name: Larson Res Page 1 / 1 4 FO R T E M MEMBER REPORT PASSED Level, Roof: Drop Beaml 1 piece(s) 4 x 12 Douglas Fir -Larch No. 1 Overall Length: 19' 1/B" r, 67 3/16" 0 11' 7 15/16" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 6232 @ 6' 9 15/16" 7796 (5.50") Passed (80%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3152 @ 7' 11 15/16" 5434 Passed (58%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 7150 @ 13' 7 1/2" 7783 Passed (92%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.180 @ 0 0.455 Passed (2L/912) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.239 @ 13' 2 1/4" 0.601 Passed (L/603) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). cantilever length exceeds 1/3 member length or 1/2 back span length. Additional bracing should be considered. • Applicable calculations are based on NDS. 0 System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 How is this addressed Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Stud wall - HF 5.50" 5.50" 4.40" 2851 124 3380 6355 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.74" 1052 -34 1420 2 7 / Blocking • tsiocKmg Panels are assumeo to carry no ioaos appma oirecny above them ano the run ioao is appnea to the member being oesigneo. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 19' o/c Bottom Edge (Lu) 19' o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 19' 1/8" N/A 10.0 1 - Uniform (PLF) 0 to 4' 6" (Front) N/A 116.0 20.0 145.0 Default Load 2 - Uniform (PLF) 4' 6" to 18' 3 1/8" (Front) N/A 232.0 - 290.0 Member Notes Drop Bm 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Jeff Goodwin A Weyerhaeuser 11/24/2020 5:41:38 AM UTC ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 File Name: HDR1 Page 1 / 1 11/23/2020 iii 9FORTE"CM Full Detail - 11/23/2020 9:42 pm FULL DETAIL REPORT Level, Roof., Drop Beaml 1 piece(s) 4 x 12 Douglas Fir -Larch No. 1 PASSED Summary of Loads to Supports All load groups / combinations / patterns 6' 9 15/16" A 12' 3/16" Maximum Down (Ibs) / LDF 6232/1.15 2472/1.15 Critical Down (Ibs) / LDF 6232/1.15 2472/1.15 Maximum Uplift (Ibs) / LDF 0/1.00 0/1.00 Critical Uplift (Ibs) / LDF 0/1.00 0/1.00 Bearing Length 5.50" 3.50" Support Fc-perp (psi) 405 405 Top edge required unbraced length / CL N/A I N/A 228.12"/1.0000 N/A Bottom edge required unbraced length / CL 228.12" /1.0000 1228.12"/1.0000 N/A N/A 1.0 Dead (LDF = 0.9) Loading On All Spans 6' 9 15/16" A 12' 3/16" Member Reaction (Ibs) 2851 1052 Loads to Supports (Ibs) 2851 1052 Shear used for design (Ibs) -848 1439 929 N/A Shear at support node (Ibs) -1130 1721 1051 N/A Shear at span point load (Ibs) -567 N/A 0 Moment (Ft-Ibs) -1275 -3252 2868 Live Load Deflection (in) 0.001, 0.001, Total Load Deflection (in) 0.01" 0.091, 1.0 Dead + 0.75 Floor + 0.75 Snow (LDF = 1.15) Loading On All Spans 6' 9 15/16" A 12' 3/16" Member Reaction (Ibs) 5387 2000 Loads to Supports (Ibs) 5387 2000 Shear used for design (Ibs) -1590 2724 1772 N/A Shear at support node (Ibs) -2126 3260 1998 N/A Shear at span point load (Ibs) -1056 N/A Moment (Ft-Ibs) -2377 -6083 5482 Live Load Deflection (in) -0.011, 0.08" Total Load Deflection (in) 0.02" 0.17" 1.0 Dead + 0.75 Floor + 0.75 Snow (LDF = 1.15) ALTERNATE span loading on odd # spans 6' 9 15/16" A 12' 3/16" Member Reaction (Ibs) 4735 1408 Loads to Supports (Ibs) 4735 1408 Shear used for design (Ibs) -1590 2199 -1233 N/A Shear at support node (Ibs) -2126 2608 -1407 N/A Shear at span point load (Ibs) -1056 N/A Moment (Ft-Ibs) -2377 -6083 3616 Live Load Deflection (in) 0.13" 0.011, Total Load Deflection (in) 0.15" 0.101, 1.0 Dead + 0.75 Floor + 0.75 Snow (LDF = 1.15) ALTERNATE span loading on even # spans 6' 9 15/16" A 12' 3/16" Member Reaction (Ibs) 4771 2117 Loads to Supports (Ibs) 4771 2117 Shear used for design (Ibs) 1 1 -1219 1 2606 1 1 -1890 N/A https://www.forteweb.com/fulIdetailreport 1/3 11/23/2020 Full Detail - 11/23/2020 9:42 pm Shear at support node (Ibs) 11 -- 1 -1628 3142 -- 1-2116 N/A Shear at span point load (Ibs) -812 1 N/A 0 Moment (Ft-Ibs) 1826 -4668 6077 0 Live Load Deflection (in) 0.13" 0.11" 0 Total Load Deflection (in) 0.11" 0.20" 1.0 Dead + 0.75 Floor + 0.75 Roof (LDF = 1.25) Loading On All Spans 6' 9 15/16" 12' 3/16" Member Reaction (Ibs) - 2945 1027 Loads to Supports (Ibs) - 2945 1027 Shear used for design (Ibs) -916 1464 903 N/A Shear at support node (Ibs) -1198 1747 1025 N/A Shear at span point load (Ibs) -634 N/A 0 Moment (Ft-Ibs) -1427 -3561 2743 Live Load Deflection (in) 0.03" -- -0.01" Total Load Deflection (in) 0.04" 0.08" 1.0 Dead + 0.75 Floor + 0.75 Roof (LDF = 1.25) ALTERNATE span loading on odd # spans 6' 9 15/16" A 12' 3/16" Member Reaction (Ibs) -- 2945 1027 Loads to Supports (Ibs) 2945 1027 Shear used for design (Ibs) -916 1464 -903 N/A Shear at support node (Ibs) 1198 1747 -1025 N/A Shear at span point load (Ibs) -634 N/A Moment (Ft-Ibs) -1427 -3561 2743 Live Load Deflection (in) 0.03" -- -0.01" Total Load Deflection (in) 0.04" 0.08" 1.0 Dead + 0.75 Floor + 0.75 Roof (LDF = 1.25) ALTERNATE span loading on even # spans 6' 9 15/16" A 12' 3/16" Member Reaction (Ibs) -- 2898 1040 Loads to Supports (Ibs) 2898 1040 Shear used for design (Ibs) -882 1452 -916 N/A Shear at support node (Ibs) -- -1164 1734 71038 N/A Shear at span point load (Ibs) -601 N/A Moment (Ft-Ibs) -1351 -3407 2805 Live Load Deflection (in) 0.02" -- 0.00.. Total Load Deflection (in) 0.03" -- 0.09.. 1.0 Dead + 1.0 Snow (LDF = 1.15) Loading On All Spans 6' 9 15/16" A 12' 3/16" Member Reaction (Ibs) -- 6232 2315 Loads to Supports (Ibs) 6232 2315 Shear used for design (Ibs) -1838 3152 -2053 N/A Shear at support node (Ibs) -- -2458 3773 -2314 N/A Shear at span point load (Ibs) -1219 N/A Moment (Ft-Ibs) -2744 -7027 6354 Live Load Deflection (in) -0.01" -- 0.111, 1 Total Load Deflection (in) -0.02" -- 0.20" 1.0 Dead + 1.0 Snow (LDF = 1. TERNATE span loading on odd # spans 6' 9 15/16" 12' 3/16" https://www.forteweb.com/fulldetailreport 2/3 4 FO R T E M MEMBER REPORT FAILED Level, Roof: Drop Beam2 1 piece(s) 4 x 12 Douglas Fir -Larch No. 1 Overall Length: 15' 3" 916" 26" 0 12' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3093 @ 15' 1" 4961 (3.50") Passed (62%) 1.0 D + 1.0 S (Alt Spans) Shear (Ibs) 2682 @ 3' 10 3/4" 5434 Passed (49%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 8962 @ 9' 1 1/2" 7783 Failed (115%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.192 @ 8' 11 1/2" 0.412 Passed (L/771) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.343 @ 8' 11 3/4" 0.618 Passed (L/432) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Stud wall - HF 5.50" 5.50" 3.28" 2118 184 2532 4834 Blocking 2 - Stud wall - HF 3.50" 3.50" 1 2.18" 1390 124 1703 3217 Blocking • rsiocKmg raneis are assumea to carry no ioaas appnea airectry aoove tnem ana me run ioaa is appoea to the memoer Deing aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6" o/c Bottom Edge (Lu) 15' 3" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 153" N/A 10.0 1 - Uniform (PLF) 0 to 15' 3" (Front) N/A 220.0 20.0 275.0 Default Load 0 System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO Member Pitch : 0/12 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Jeff Goodwin A Weyerhaeuser 11/24/2020 5:57:26 AM UTC ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 File Name: HDR1 Page 1 / 1 11/23/2020 Full Detail - 11/23/2020 9:42 pm Member Reaction (Ibs) 5A3 1*7 Loads to Supports (Ibs) 5363 1527 Shear used for design (Ibs) 1838 2453 -1334 N/A Shear at support node (Ibs) -2458 12904 -1525 N/A Shear at span point load (Ibs) 1219 N/A Moment (Ft-Ibs) -2744 -7027 3871 Live Load Deflection (in) 0.181, 0.02" Total Load Deflection (in) 0.191, 0.101, 1.0 Dead + 1.0 Snow (LDF = 1.15) ALTERNATE span loading on even # spans 6' 9 15/16" A 12' 3/16" Member Reaction (Ibs) -- 5410 2472 Loads to Supports (Ibs) 5410 2472 Shear used for design (Ibs) -1343 2995 2210 N/A Shear at support node (Ibs) -- -1794 3616 2471 N/A Shear at span point load (Ibs) -893 N/A 0 Moment (Ft-Ibs) -2010 -5139 7150 Live Load Deflection (in) -0.17" 0.15" Total Load Deflection (in) -0.16" 1.0 Dead + 1.0 Roof (LDF = 1.25) Loading On All Spans 6' 9 15/16" A 12' 3/16" Member Reaction (Ibs) -- 2976 1018 Loads to Supports (Ibs) 2976 1018 Shear used for design (Ibs) -938 1473 -895 N/A Shear at support node (Ibs) -- -1220 1755 -1017 N/A Shear at span point load (Ibs) -657 N/A Moment (Ft-Ibs) -1478 -3664 2702 Live Load Deflection (in) 0.04" -- -0.011, Total Load Deflection (in) 0.05" -- 0.08" 1.0 Dead + 1.0 Roof (LDF = 1.25) ALTERNATE span loading on odd # spans 6' 9 15/16" A 12' 3/16" Member Reaction (Ibs) -- 2976 1018 Loads to Supports (Ibs) 2976 1018 Shear used for design (Ibs) -938 1473 -895 N/A Shear at support node (Ibs) -- -1220 1755 -1017 N/A Shear at span point load (Ibs) -657 N/A Moment (Ft-Ibs) -1478 -3664 2702 Live Load Deflection (in) 0.04" -- -0.011, Total Load Deflection (in) 0.05" 0.08" 1.0 Dead + 1.0 Roof (LDF = 1.25) ALTERNATE span loading on even # spans 6' 9 15/16" A 12' 3/16" Member Reaction (Ibs) -- 2914 1035 Loads to Supports (Ibs) 2914 1035 Shear used for design (Ibs) -893 1456 -912 N/A Shear at support node (Ibs) -- -1175 1738 -1034 N/A Shear at span point load (Ibs) -612 N/A Moment (Ft-Ibs) -1377 -3458 2784 Live Load Deflection (in) 0.02" -- 0.001, Total Load Deflection (in) 0.03" 0.08" ForteWEB v3.1, Design Engine Version V8.1.5.1 11/23/2020 9:42 pm https://www.forteweb.com/fulldetailreport 3/3 11/23/2020 iii 9FORTE"CM Full Detail - 11/23/2020 9:58 pm FULL DETAIL REPORT Level, Roof., Drop Beam2 1 piece(s) 4 x 12 Douglas Fir -Larch No. 1 y_1II=1C Summary of Loads to Supports All load groups / combinations / patterns 2' 8 3/4" A 12' 4 1 /4" Maximum Down (Ibs) / LDF 4650/1.15 3093/1.15 Critical Down (Ibs) / LDF 4650/1.15 3093/1.15 Maximum Uplift (Ibs) / LDF 0/1.00 0/1.00 Critical Uplift (Ibs) / LDF 0/1.00 0/1.00 Bearing Length 5.50" 3.50" Support Fc-perp (psi) 405 405 Top edge required unbraced length / CL N/A N/A 6.00"/1.0000 N/A Bottom edge required unbraced length / CL 183.00"/1.0000 183.00"/1.0000 N/A N/A 1.0 Dead (LDF = 0.9) Loading On All Spans 2' 8 3/4" A 12' 4 1 /4" Member Reaction (Ibs) 2118 1390 Loads to Supports (Ibs) 2118 1390 Shear used for design (Ibs) -359 1222 -1107 N/A Shear at support node (Ibs) -628 1490 -1351 N/A Shear at span point load (Ibs) N/A N/A Moment (Ft-Ibs) 0 -856 3970 Live Load Deflection (in) 0.00" 0.00" Total Load Deflection (in) -0.09" 0.15" 1.0 Dead + 0.75 Floor + 0.75 Snow (LDF = 1.15) Loading On All Spans 2' 8 3/4" A 12' 4 1 /4" Member Reaction (Ibs) 4017 2636 Loads to Supports (Ibs) 4017 2636 Shear used for design (Ibs) -682 2317 2100 N/A Shear at support node (Ibs) -1191 2826 2563 N/A Shear at span point load (Ibs) N/A N/A Moment (Ft-Ibs) 0 -1625 7530 Live Load Deflection (in) -0.08" 0.14" Total Load Deflection (in) -0.18" 0.29" 1.0 Dead + 0.75 Floor + 0.75 Snow (LDF = 1.15) ALTERNATE span loading on odd # spans 2' 8 3/4" A 12' 4 1 /4" Member Reaction (Ibs) 3380 1982 Loads to Supports (Ibs) 3380 1982 Shear used for design (Ibs) -682 1800 -1572 N/A Shear at support node (Ibs) -1191 2189 -1926 N/A Shear at span point load (Ibs) N/A N/A Moment (Ft-Ibs) 0 -1625 5569 Live Load Deflection (in) -0.03" 0.06" Total Load Deflection (in) -0.12" 0.21" 1.0 Dead + 0.75 Floor + 0.75 Snow (LDF = 1.15) ALTERNATE span loading on even # spans 2' 8 3/4" A 12' 4 1 /4" Member Reaction (Ibs) 3704 2667 Loads to Supports (Ibs) 3704 2667 Shear used for design (Ibs) -520 1 2286 -2131 1 N/A https://www.forteweb.com/fulIdetailreport 1/3 11/23/2020 Full Detail - 11/23/2020 9:58 pm Shear at support node (Ibs) -- 1 -909 2795 1 -2594 N/A Shear at span point load (Ibs) N/A N/A 0 Moment (Ft-Ibs) 0 -1241 7714 0 Live Load Deflection (in) 0.101, 0.14" Total Load Deflection (in) -0.191, 0.29" 1.0 Dead + 0.75 Floor + 0.75 Roof (LDF = 1.25) Loading On All Spans 2' 8 3/4" A 12' 4 1 /4" Member Reaction (Ibs) -- 2256 -- 480 Loads to Supports (Ibs) 2256 480 Shear used for design (Ibs) -383 1301 1179 N/A Shear at support node (Ibs) -669 1587 -1439 N/A Shear at span point load (Ibs) N/A N/A 0 Moment (Ft-Ibs) 0 -912 4229 Live Load Deflection (in) -0.011, Total Load Deflection (in) -0.101, 1.0 Dead + 0.75 Floor + 0.75 Roof (LDF = 1.25) ALTERNATE span loading on odd # spans 2' 8 3/4" A 12' 4 1 /4" Member Reaction (Ibs) -- 2209 -- 1433 Loads to Supports (Ibs) 2209 1433 Shear used for design (Ibs) 383 1264 -1141 N/A Shear at support node (Ibs) 669 1541 -1393 N/A Shear at span point load (Ibs) N/A -- N/A Moment (Ft-Ibs) 0 -912 4086 Live Load Deflection (in) 0.00" -- 0.00" Total Load Deflection (in) -0.101, -- 0.16" 1.0 Dead + 0.75 Floor + 0.75 Roof (LDF = 1.25) ALTERNATE span loading on even # spans 2' 8 3/4" A 12' 4 1 /4" Member Reaction (Ibs) -- 2233 -- 1482 Loads to Supports (Ibs) 2233 1482 Shear used for design (Ibs) -371 1299 -1181 N/A Shear at support node (Ibs) -648 1585 -1442 N/A Shear at span point load (Ibs) N/A N/A Moment (Ft-Ibs) 0 -884 4242 Live Load Deflection (in) -0.01" -- 0.01.. Total Load Deflection (in) -0.101, -- 0.16" 1.0 Dead + 1.0 Snow (LDF = 1.15) Loading On All Spans 2' 8 3/4" A 12' 4 1 /4" Member Reaction (Ibs) -- 4650 -- 3051 Loads to Supports (Ibs) 4650 3051 Shear used for design (Ibs) -789 2682 -2431 N/A Shear at support node (Ibs) -1378 3271 -2967 N/A Shear at span point load (Ibs) N/A N/A Moment (Ft-Ibs) 0 -1881 8717 Live Load Deflection (in) -0.11" -- 0.18" Total Load Deflection (in) -0.20" -- 0.33" 1.0 Dead + 1.0 Snow (LDF = 1. TERNATE span loading on odd # spans 2' 8 3/4" 12' 4 1 /4" https://www.forteweb.com/fulldetailreport 2/3 11/23/2020 Full Detail - 11/23/2020 9:58 pm Member Reaction (Ibs) 3A0 2*9 Loads to Supports (Ibs) 3800 2179 Shear used for design (Ibs) 789 1993 -1727 N/A Shear at support node (Ibs) -1378 2422 -2118 N/A Shear at span point load (Ibs) N/A N/A 0 Moment (Ft-Ibs) 0 -1881 6102 Live Load Deflection (in) -0.04" -- 0.08" Total Load Deflection (in) -0.13" -- IF 0.2Y 1.0 Dead + 1.0 Snow (LDF = 1.15) ALTERNATE span loading on even # spans 2' 8 3/4" A 12' 4 1 /4" Member Reaction (Ibs) -- 4233 -- 3093 Loads to Supports (Ibs) 4233 3093 Shear used for design (Ibs) -574 2641 -2472 N/A Shear at support node (Ibs) -1003 3230 -3008 1 N/A Shear at span point load (Ibs) N/A N/A 0 Moment (Ft-Ibs) 0 -1369 8962 Live Load Deflection (in) -0.13" 0.19., Total Load Deflection (in) -0.22" 1.0 Dead + 1.0 Roof (LDF = 1.25) Loading On All Spans 2' 8 3/4" A 12' 4 1 /4" Member Reaction (Ibs) -- 2302 -- 1510 Loads to Supports (Ibs) 2302 1510 Shear used for design (Ibs) -391 1328 -1203 N/A Shear at support node (Ibs) -682 1619 71469 N/A Shear at span point load (Ibs) N/A N/A Moment (Ft-Ibs) 0 -931 4315 Live Load Deflection (in) -0.011, -- 0.0r, Total Load Deflection (in) -0.10" -- 0.16" 1.0 Dead + 1.0 Roof (LDF = 1.25) ALTERNATE span loading on odd # spans 2' 8 3/4" A 12' 4 1 /4" Member Reaction (Ibs) -- 2240 -- 1447 Loads to Supports (Ibs) 2240 1447 Shear used for design (Ibs) -391 1278 -1152 N/A Shear at support node (Ibs) -682 1558 -1407 N/A Shear at span point load (Ibs) N/A N/A Moment (Ft-Ibs) 0 -931 4125 Live Load Deflection (in) 0.001, -- 0.01" Total Load Deflection (in) -0.101, -- 0.16" 1.0 Dead + 1.0 Roof (LDF = 1.25) ALTERNATE span loading on even # spans 2' 8 3/4" A 12' 4 1 /4" Member Reaction (Ibs) -- 2271 -- 1513 Loads to Supports (Ibs) 2271 1513 Shear used for design (Ibs) -375 1325 -1206 N/A Shear at support node (Ibs) -655 1616 -1472 N/A Shear at span point load (Ibs) N/A N/A Moment (Ft-Ibs) 0 -894 4333 Live Load Deflection (in) -0.011, -- 0.01.- Total Load Deflection (in) -0.101, -- 0.16" ForteWEB v3.1, Design Engine Version V8.1.5.1 11/23/2020 9:58 pm https://www.forteweb.com/fulldetailreport 3/3 POST SUPPORTING NEW DROP BM AT ROOF Wood Column DESCRIPTION: Larson Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 9.5 ft ( Used for non -slender calculations ) Wood Species Hem -Fir (North) Wood Grade No. 1/No. 2 Fb + 1000 psi Fv 145 psi Fb - 1000 psi Ft 575 psi Fc - Prll 1450 psi Density 28.72 pcf Fc - Perp 405 psi E : Modulus of Elasticity ... x-x Bending y-y Bending Basic 1600 1600 Minimum 580 580 Project Title: Engineer: Project ID: Project Descr: Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 HF #1/2, 4X4 ALSO ACCEPTABLE AT CONTRACTOR'S OPTION Wood Section Name 2-2x4 Wood Grading/Manuf. Wood Member Type Sawn Exact Width 3.0 in Allow Stress Modification Factors Exact Depth 3.50 in Cf or Cv for Bending 1.50 Area 10.50 inA2 Cf or Cv for Compression 1.150 Ix 10.719 inA4 Cf or Cv for Tension 1.50 ly 7.875 inA4 Cm : Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Axial Kf : Built-up columns 1.0 NDS 15.3.2 1600 ksi Use Cr: Repetitive ? No Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling ABOUT Y-Y Axis Y-Y (depth) axis : Fully braced against buckling ABOUT X-X Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 19.895 Ibs * Dead Load Factor AXIAL LOADS ... 5 FT USED FOR WIND TRIB. Wtotal: Axial Load at 9.50 ft, D = 3.0, S = 4.0 k BENDING LOADS ... W wind: Lat. Uniform Load creating Mx , W = 0.1250 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.7023 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+0.60W+H Top along Y-Y 0.5938 k Bottom along Y-Y 0.5938 k Governing NDS Forumlal 1 Comp + Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 4.718 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 1.350 in at 4.782 ft above base Applied Axial 3.020 k for load combination : W Only Applied Mx 0.8461 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 2,668.0 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.2194 : 1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 9.50 ft Applied Design Shear 50.893 psi Allowable Shear 232.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 1.000 0.1916 PASS 0.0 ft 0.0 PASS 9.50 ft +D+L+H 1.000 1.000 0.1725 PASS 0.0 ft 0.0 PASS 9.50 ft +D+Lr+H 1.250 1.000 0.1380 PASS 0.0 ft 0.0 PASS 9.50 ft +D+S+H 1.150 1.000 0.3486 PASS 0.0 ft 0.0 PASS 9.50 ft +D+0.750Lr+0.750L+H 1.250 1.000 0.1380 PASS 0.0 ft 0.0 PASS 9.50 ft +D+0.750L+0.750S+H 1.150 1.000 0.2990 PASS 0.0 ft 0.0 PASS 9.50 ft +D+0.60W+H 1.600 1.000 0.7023 PASS 4.718 ft 0.2194 PASS 9.50 ft +D+0.750Lr+0.750L+0.450W+H 1.600 1.000 0.5296 PASS 4.718 ft 0.1645 PASS 9.50 ft +D+0.750L+0.750S+0.450W+H 1.600 1.000 0.5642 PASS 4.718 ft 0.1645 PASS 9.50 ft Project Title: Engineer: Project ID: Project Descr: Wood Column File: Larson Residence.ec13 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 i.i DESCRIPTION: Larson Residence Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.60W+0.60H 1.600 1.000 0.6948 PASS 4.718 ft 0.2194 PASS 9.50 ft +D+0.70E+0.60H 1.600 1.000 0.1078 PASS 0.0 ft 0.0 PASS 9.50 ft +D+0.750L+0.750S+0.5250E+H 1.600 1.000 0.2149 PASS 0.0 ft 0.0 PASS 9.50 ft +0.60D+0.70E+H 1.600 1.000 0.06468 PASS 0.0 ft 0.0 PASS 9.50 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 3.020 +D+L+H 3.020 +D+Lr+H 3.020 +D+S+H 7.020 +D+0.750Lr+0.750L+H 3.020 +D+0.750L+0.750S+H 6.020 +D+0.60W+H 0.356 0.356 3.020 +D+0.750Lr+0.750L+0.450W+H 0.267 0.267 3.020 +D+0.750L+0.750S+0.450W+H 0.267 0.267 6.020 +0.60D+0.60W+0.60H 0.356 0.356 1.812 +D+0.70E+0.60H 3.020 +D+0.750L+0.750S+0.5250E+H 6.020 +0.60D+0.70E+H 1.812 D Only 3.020 Lr Only L Only S Only 4.000 W Only 0.594 0.594 E Only H Only Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.8101 in 4.782 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.6076 in 4.782 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.6076 in 4.782 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.8101 in 4.782 ft +D+0.70E+0.60H 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.0000 in 0.000 ft +0.60D+0.70E+H 0.0000 in 0.000 ft 0.0000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft W Only 0.0000 in 0.000 ft 1.3501 in 4.782 ft E Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft Project Title: Engineer: Project ID: Project Descr: Wood Column File: Larson Residence.ecI3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 i.i DESCRIPTION: Larson Residence Sketches 3.0 in 7.Ok Uk XI 0.13kif PROJECT LARSON - THRAMER RESIDENCE TITLE REMODEL STRUCTURAL CALCS Y JWG ISCALE NTS DATE 11-20-20 1 REF.DWG CHECK SHEAR WALLS ALONG WEST WALL FOR REDUCED SW LENGTH FROM NEW WINDOWS => I I I I I I HATCHED AREA INDICATES NEW SLOPED CEILING TO MATCH LIVING ROOM SW LENGTH AT WEST WALL I TOTAL LENGTH = 16.2 FT (ORIGINAL NEW SW LENGTH = 15.2 FT, (WWJW WINDOWS) DELTA = 94 % OF ORIGINAL DELTACONSTR I REM( HEIGI µ- Ir- II IL_ I REMOVE PARTIAL IN) WINDOWS HEIGHT WALL REMOVE II 1 FT OF EXTERIOR II I WALL ALONG WEST ELEVATION II I I I REMOVE WINDOW 111 AND WALL TO I W ACCOMMODATE NEW M WINDOWS I III III LIVING ROOM II III I III I III II I �I I I I L_____________________. # 20-0392 EET LENGTH OF SW ALONG WEST WALL WITH OPNGS IS 94% OF EXISTING SW LENGTH; IEBC SECTION 807.5 APPLIES, NEW DEMAND IS 106% < 110% ALLOWED => NEW OPENGS FOR WINDOW ARE OK ]BS] 807.5 Existing structural elements resisting lateral loads. Except as permitted by Section 807.6, where the alteration increases design lateral loads, or where the alteration results in prohibited structural irregularity as defined in ASCE 7, or where the alteration decreases the capacity of any existing lateral load -carrying structural element, the structure of the altered building or structure shall be shown to meet the wind and seismic provisions of the lntemational Building Code. Reduced International Building Code -level seismic farces in accordance with Section 301.1.4.2 shall be permitted. Exception: Any existing lateral load -carrying structural element whose demand -capacity ratio with the alteration considered is not more than 10 percent greater than its demand -capacity ratio with the alteration ignored shall be permitted to remain unaltered. For purposes of calculating demand -capacity ratios, the demand shall consider applicable load combinations with design lateral loads or forces in accordance with International Building Cade Sections 1609 and 1613. Reduced International Building Code -level seismic forces in accordance with Section 301-1.42 shall be permitted. For purposes of this exception, comparisons of demand -capacity ratios and calculation of design lateral loads, forces and capacities shall account for the cumulative effects of additions and alterations since original construction. PARTIAL PLAN AT SOUTH WALL => PROJECT LARSON - THRAMER RESIDENCE TITLE REMODEL STRUCTURAL CALCS BY JWG SCALE NITS JOB # 20-0392 DATE 11-20-20 REF.DWG SHEET L _ VHIV IVV I ACCESS (N) WINDOW CUT INTO FOUNDATION WALL J 3'. 6' (N) WIND D�/V WELL L EQ EQ CONC STEM WALL ONLY SUPPORTS SOUTH WALL ABOVE MAINTAIN 1 FT OF CONCRETE WALL ABOVE AT WINDOW HEAD OR INSTALL TRIMMERS AND HEADER (2) 2x 6 AT CONTRACTOR'S OPTION. MAINTAIN 1 FT CONCRETE ABOVE NEW OPNG, LOCATE WALL REINFORCING BEFORE SAWCUT CORE HOLE AT EACH CORNER OF WINDOW BEFORE SAWCUT DO NOT OVERCUT WALL WITH SAW I IN J 7N)WINDOW NEW WINDOW WORKS BY INSPECTION. I A /A E/LP JL EIRT Post Caps The LCE4'a unve•sal deaign prcMdea high c*Bcr.y while aiminaling 1-9 need for rightsa7d Iefls. Far use with 4x 4r & lumber W�IC2 — MIUS ONO {I0Slg17 abowa greater axr ion vaf99tlit)c Material: LCE-1 — 2D gauge; AC, ACE, LPG4Z -- 18 ga'.ige; LPCCZ — 16 gauge; RTC — 14 gauge AmEW GAwtaad. SomepmOucts 8rv8Weffi 3AAX" coaling and stetnlass atad: see Cnrmsicn Informalion, pp. 15-19_ Installation: . Usa all waffled fa*tmnars; says Gaenaal Notm . 14WI all modals0 GaRr& L13CZ — 21.§' 13&1" may !De USad if 1 Od x I A' Mic; eta 9915Muted igr 1Gdc mmona Godes: See p.14 for Code Re%Teir_e KBy Chart a Irr- Typloal LCE4lnsUlWlon For dx or fix kffnbeq _-w RigpL Typical ACE Imtallation OC ; musr) PROJECT LARSON - THRAMER RESIDENCE REMODEL STRUCTURAI ('AI (S TITLE BY JWG SCALE NTS DATE 11-20-20 REF.DWG LPCF Ti plcal LCE4 GDmer Ins dEdian f Dn0?0 ?1 RTC44 InslaAAvn f5ousro [iRj LCE4 Typical LCE4Z LmsWaLron fNfW.10 GGMari RTC44 installation # 20-0392 EET PROJECT LARSON - THRAMER RESIDENCE U z z a 0 0 U z z 0 TITLE REMODEL STRUCTURAL CALCS BY JWG SCALE NTS DATE 11-20-20 REF.DWG Strong -Drive® Fasteners Strong -Driver WSNTL Subfloor Screw (cont.) Simpson Strong Tie° Quik Drive WSNTL series #8 flathead, countersunk wood screws are a fast and reliable method for attaching 2-ply and 3-ply girder trusses. WSNTL — Allowable Load Comparison of Common Fasteners Used to Attach Truss Plies Together1-6 Fastener Length (in.) Diameter (in.) Shear (lb.) Withdrawal (lb.) DFL SP SPF DFL SP SPF WSNTL212S 21/2 0.132 85 95 70 133 175 93 WSNTL3S 3 0.132 100 110 85 200 263 140 0.120" Collated Nail' 3 0.120 81 89 69 44 56 28 0.131" Collated Nail' 3 0.131 97 106 82 48 61 31 Installation: • Screw spacing shall be in accordance with the fastener schedule provided on the Truss Design Drawing or as otherwise approved by the Truss Designer. Screw spacing shall not exceed 12" on center and shall not be less than 3" on center. • WSNTL series screws may be installed with the screw heads in either the loaded or unloaded ply. Do not overdrive screws. • For 3-ply girder assemblies, the WSNTL screws may be installed from the same side as each ply is applied (no flipping of the truss is required) in accordance with BCSI (2006 edition). Girders that are fastened together at the jobsite must have the fastener heads visible for inspection. • Stagger the screws in the 3rd ply a minimum of 1 " from the screws installed into the first two plies. • Individual screw locations may be adjusted up to 1/2 of the required screw spacing to avoid conflicts with other hardware or to avoid lumber defects. (3" minimum spacing still required.) • Use minimum of 3" long fasteners to attach hangers to the girder truss. • A 2,500-rpm motor is recommended. 20-0392 EET 1. Table values are based on attachment of a 11/2" side member to a 11/2" main member of the same species and grade. 2. Table values are based on the 2012 NDS, CD = 1. Values shall be multiplied by all applicable factors, such as duration of load, etc. except where noted 3. Specific Gravities (G) assumed: DFL G = 0.50, SP G = 0.55, SPF G = 0.42. 4. The spacing of applied uniform loads to the multi- member shall not exceed 24 inches on center. 5. Assumes collated nail Fyb = 100 ksi. 6. WSNTL212S and WSNTL3S withdrawal values based on testing per AC233. 2-Ply Assembly 3-Ply Assemblies Truss Plant Jobsite Installation Installation 3/" min. 1" recommended (typ.) 0 3u 13/4' min. O O O �3" min.-12" max. 3" min.-12" max. Typical Spacing for WSNTL Screw 0 Engineered Wood & 5truclur3l Composite Lumber Conneclors SOW Strong-Driveo Struclyral wood Screws, t Table 5 — Single Fastener Shear Leads for Two -Ply 3x /W Parallel -Chord Trusses Loaded on Either Side Nominal pFISP SPFIHF Truss member Assembly Made No. Screw Length Allowable Shear Allowable Shear Code 3:z 3Yt (in.) (lbs.) (Ihs.) Hef. Ya �_ f ,r 1 I 2-ply 3x2 PCT 5C1W22500 5 280 200 2 ply 4x2 PCT SOW22634 63: 2BO 200 170 1. To transfer uniform or concentrated loads applied to SOW Screw Position in 2-Ply 4x2 Truss simply supported spans on assembly top chord: f2-ply 3x2simiiar) a. Space screws as required to transfer half the load Into the supporting truss. b. Minimum screw spacing shall be 4' o.c, Concentrated Load Uniform Load 2. To transfer concentrated loads applied to simply supported spans on an assembly top chord or i 12' Max. 12" Max-� eb vertical w a. Concentrated loads must be applied at a o panel paint. b. Screws to be installed within 12' of the ■ concentrated load on top chord assembly ■ 3. Gap between the trusses shall not exceed'/r'. 4. Floor sheathing shall be screwed or nailed to ■ Strang -Drive^ each top -chord piy. (Fas fener spacing per the SOW screw (lyg.) appNcable Code requirements, or 12'o.c.) 5. Si]W screws shall not be installed in areas where lumber wane exceeds'/: , 6. Hangers on skewed girders: a. Hanger loads not exceeding 34' o.c. on a skewed girder (resulting from uniformly spaced joisrs up to 24'o.a) may be converted to a uniform load. b. For girders with hanger load spacing in excess of 34' o.c, the leads shall be considered as concentrated leads at the applicable locations. T Other configurations acceptable as long as approved by Truss Designer- Table 6 — Sideloaded Multi -Ply Assemblies —Allowable Uniform Load Applied to Either Ou}side Member Multiple Members Nominal Screw Loaded Length Side (in.) OF/SF SPFIHF 50W @ 12" e.c, SOW ®16" o.c. SOW @ 24" a.c. SDW @ 12" a.c. Saw @ 16" e.c. sow @ 24" a.c. Assembly Components 2 Rows 3 Rows 2 Flaws 3 Rows 2 Rows 3 Rows 2 Rows 3 Rows 2 Rows 3 Rows 2 Rows 3 Rows A-W 2 -ply 2x/Truss 2% Either 1300 1050 975 1465 650 ! 975 1 1020 ! 1530 765 1150 I 510 I 765 B•W 3 -ply 2xlTruss 4ya or 4% Head 1200 1800 900 1350 600 goo 975 1465 730 1095 490 730 Tip 825 1240 620 930 415 620 765 1150 575 080 1 385 1 575 C-W 4 -ply 2xfTruss 6 or 6% Head 1065 1600 800 1200 535 800 905 1360 680 1020 455 1 680 Tip 735 1100 550 825 365 550 680 1020 510 765 340 1 510 1. Each ply is assumed to carry same proportion of load. 3. When hangers are Installed on tip side, hanger face fasteners must be a minimum of 3' long. 2- Loads may be applied to the head side and tip side concurrently 4. Tables are based on Main Member Penetration as noted in Tables 1 and 2- provlded neither published allowable load is exceeded. (Example: a 5. Hanger load spacing on the multi -ply assembly should not exceed 24' o.c. Exception: On a 3-ply OF assembly with a head side load of 7300 pit and tip side load skewed girder, hanger Inads up to 34' o -c. fresufting from joists uniformly spaced up to 24' o.c-) of 900 plf may be fastened together with 3 rows of SAW ® 16' o-c.) may be converted to a uniform load - Assembly A-W Assembly 6-W Assembly C-W Assembly F-W e' Min- C Min- iend dislanee .4 between lasleners --.-, �T f �ns'Min eege draunCe i W min. J' Min. bays, t�eteva;ett : Slitppdred npi3I3g law r9'MS Pdfh 19$y rpws � Fri Spacing Requirements Table 7 — Sideloaded Multi -Ply L11L, P S L and L S L Assemblies — Allowable Uniform Load Applied to Either Outside Member Multiple Members Nominal rew Length Sc In. Loaded Side Either 50W 12" o.c. 50W 16" o.c. 50W 24'o.c. Assembly Components 2 Rows 1600 1200 T 3 Rows 2400 2 Rows 1200 3 Rows 1800 2 Rows 800 3 Rows 1200 A-W 2-ply2-ply SCL 3% B-W 3-ply SCL 5 Head 1800 900 1350 600 900 Tip 900 1350 675 1015 450 675 C-W 4-ply SCL 6% Head 1065 1600. 800 1200 535 8D0 Tip Either 800 1600 1200 _600 900 _ 1200�_ 1800 400 600 F-W 2- ply 5CL 2400 800 1200 1 130 1, Each ply is assumed to carry same proportion of load. and tip side load of 1000 plf gray be fastened together with 3 rows of SO W 015' o.c.) 2. Loads may be applied to the head side and tip side concurrently 3- When hangers are installed an tip side, hanger face fasteners must be a minimum of 3" long provided neither published allowable load is exceeded. 4- Tables are based on Main Member Penetration as noted in Tables 3 and 4. fExample a 3-ply assembly with a head side load of 1300 pit Straps & Ties The larger LTP5 spans subfloor at the top of the blocking or rim joist. The embossments enhance performance. The LTP4 Lateral Tie Plate transfers shear forces for top plate -to -rim joist or blocking connections. Nail holes are spaced to prevent wood splitting for single and double top plate applications. May be installed over plywood sheathing. The A35 anchor's exclusive bending slot allows instant, accurate field bends for all two- and three-way ties. Balanced, completely reversible design permits the A35 to secure a great variety of connections. MATERIAL: LTP4/LTP5-20 gauge; all others-18 gauge FINISH: Galvanized. Some products available in stainless steel or ZMAX® coating; see Corrosion Information, page 14-15. INSTALLATION: • Use all specified fasteners. See General Notes. • A35—Bend one time only. CODES: See page 13 for Code Reference Key Chart. - These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. These products are approved for installation with the Strong -Drive SD Structural -Connector screw. See page 27 for more information. a 0 ° e 2 � o A34 311� LTP4 m m 0 m 41/4" !— PLATE LINE m 0 O a 0 m m LTP4 DF/SP SPF/HF Model Type of Direction Allowable Loads Allowable Loads Code No. Connection Fasteners of Load Ref. Floor Roof Floor Roof (100) (125) (160) (100) (125) (160) A34 1❑ 8 Sdx1'/z Ft 395 485 515 340 415 445 F26 395 455 455 340 390 390 2❑ 9-8dx11/2 All 295 365 395 255 315 340 ct 210 210 210 180 180 180 IP1, A2 295 365 380 255 315 325 L5 L18, C2 295 365 370 255 315 320 A35 3❑ 12-8dx11/2 F13 D 230 230 230 200 200 200 ® 12 8tlx11/2 Ft 595 695 695 510 600 600 F26 595 670 670 510 575 575 LTP4 5❑ 12 8dx11/2 G 515 645 670 445 555 575 114, H 1 515 645 1 670 1 445 1 555 1 575 1 L5, F13 LTP5 © 12 8dx11/2 G 585 620 620 505 535 535 IP1, H 545 545 1 545 470 470 470 1 L18, F25 1. Allowable loads are for one anchor. When anchors are installed on each side of the joist, the minimum joist thickness is 3". 2. Some illustrations show connections that could cause cross -grain tension or bending of the wood during loading if not reinforced sufficiently. In this case, mechanical reinforcement should be considered. 3. LTP4 can be installed over %" wood structural panel sheathing with 8dx1Y2 nails and achieve 0.72 of the listed load, or over 1/2" and achieve 0.64 of the listed load. 8d commons will achieve 100% load. 4. The LTP5 may be installed over wood structural panel sheathing up to 1/2" thick using 8dx11/2 nails with no reduction in load. 5. Connectors are required on both sides to achieve F2 loads in both directions. 6. NAILS: 8dx11/2 = 0.131" dia. x 11/2" long. See page 22-23 for other nail sizes and information. ❑LTP4 Installed over 5 Wood Structural Panel Sheathing Joists to Plate with A Leg Inside Joists to Beams 3tA2 �a �3 A35 LTP4 attaching Top Plates to Rim Joist Studs to Plate with B Leg Outside Ceiling Joists to Beam ti 31ti �2 A35 1 Ff oy FZ ® A35 190 © LTP5 Installed over Wood Structural Panel Sheathing Straps & Ties s M ill ` Simpson Strong -Tie® hurricane ties provide a positive connection f between truss/rafter and the wall of the structure to resist wind and seismic farces, New additions to the line provide even more options. • H1CAR — The heavy-duty design of the H10A available with a 2' wide throat to accommodate rough lumber • H10A-2 —The H10A design with a X throat for double 2x members ■ H2ASS, H2.5ASS and H10ASS — Popular ties now available in stainless steel. MATERIAL: See table. FINISH: Galvanized. H72 and H112-2MAX8 coating. Some models available in stainless steel or 2MAH; see Corrosion Information, page 14-15 or visit www.stmngtie.com, a a H2A (H2AS5 similar) �Z� H1 OA (HIOASS similar) H10.2 Ifs INSTALLATION; • Use all specified fasteners, See General Notes, • HI can be installed with flanges facing inward (reverse of HI instaff,*011 drawing; number 1). ■ H2.5T, H3 H4, H5 and H6 ties are shipped in equal quantities of right and left versions (right versions shown). • Hurricane ties do not replace solid blocking. • When installing ties on plated trusses (on the side apposite the truss plate) do not fasten through the truss plate from behind. This can force the truss plate off of the truss and compromise truss performance. • H10A optional nailing to connect shear blocking, use 8d nails. Slots allow maximum field bending up to a pitch of 612, use H10A sloped loads for field bent installation - CODES: See page 13 for Code Reference Key Chart. C m ® m VX I X � 2g�l6 m B 9 H2.5A (H2.5ASS similar) sW 9*+ T HS 334. 3y7. / • I` a ® � Hi OA-2 Hl2 40 m 7 0 a a a m aMile, Ha H1GAR 1�76' � �73ryG I 4 r Y a T318' ■ • $, • H14 Profile H14 -A31d'- Straps & Tres is a h 182 i These products are available with additional corrosion protection. Additional products an this page may also be available with this option, check with Simpson Strong -Tie for details. r i 11� rThese products are approved for installation with the Strong -Drive 50 Structural -Connector screw. See page 27 for more information. iHadel7Ga, No `Fasteners OF/30 Rllowatlle Loads Opip {t with Bdxl% Nails (180) 5PFlHf Allowable Loads Uplift with Bdx11rs Nails (160) Code Ref. Rollers! Truss To Plates To Studs Uplift (160) Lateral 160) F1 F2 Ilplilt Lateral (160) 160) F1 Fg N1 t8 6-BdxlA 4-8d - 585 485 165 455 400 415 140 370 117,L6,F16 H2A i8 5-8dx1'f 2-8dx1'V, 5-Bdx11/ 575 130 55 - 495 139 55 --- IP1, L18, F25 H2R55 18 5-558D 2F 558D 5 5580 400 130 55 400 345 130 55 345 170 H2.5A 18 5-8d 5-8d - 600 110 110 575 535 110 11D 495 117 F16 H2.5ASS 18 5-SS8d 5.5SBd - 440 75 70 365 380 75 70 310 170 H2.5T 18 5.8d 5-8d - 545 135 145 425 545 135 145 425 IP1,L18,F25 H3 18 4-8d 4-8d - 455 125 160 415 320 105 140 290 H4 20 4-Bd 4-8d - 360 165 160 360 235 J 140 135 235 117, L6, F16 H5 18 4-Bd 4.8d - 455 115 200 455 265 toe 170 265 H6 16 - 8 8d B-8d 950 - - - 826 - - - 117, F16 H72 16 4 8d 2-8dx1f4 B-8d 985 4Q0 - - 845 345 - - H8 1 510dx1'I 5.10dw/2 - 745 75 - 630 565 75 - 510 L10, F26 N10A Sloped 18 9-10dx1'I 9-10dxi'� - 855 590 285 - 760 505 285 - H10A 18 9-10dxl Va 9-10dx1'r4 - 590 285 - 1015 505 285 - 117, L18, F25 H10AS5 18 9-5SN10 9-SSN10 - 565 170 - 835 485 170 - 170 H10AR 18 9-10dx1h 9-10dx1i5 - 490 285 - 905 420 285 - H10S%w 18 8-8dx1'/ 8-8dxl%" 8-8d K1245 660 215 550 870 570 185 475 IP1,L18,F25 H10A-2 18 9.10dx1h 9-10dxl � - 815 260 - 1070 700 225 - F25 H10-2 18 fi-10d 640d - 455 395 - 655 390 340 - 117, F16 H112 1$ 61fidx2Yr 616dx2'Ix - ^ 525 760 715 450 655 - 170 1 12-8dxl% 13-8d -- 13501 515 265 - 1050 480 245 - 1p1,L18,f25 H14 18 2 12 8dx11h 15-8d - 1350" 515 265 - 1050 480 245 - 9-10dx1%x 6-1Ddxl'A - 740 310 190 - 635 265 160 - F26 TSP 16 9-1Odx1Y: 6-10d - 890 310 1 190 1765 265 i60 - 1. Loads have been increased for wind or earthquake loading with no furthorInc rease all owed: reduce where other loads govern. 2. Allowable loads are torone anchor. A minimum rafter thIckness of 2'/2" must be used when framing anchors are used on each side of the joist and on the same side of the plate (exeption: connectors installed such that nails on op osite side don't Interfere . 3,A]Iowa hle IFISP uplift load far stud 0 hottom plate installation {see detail 15) Is 390 Ibs. (H2.5A); 265 Ibs. (H2.5ASS); 360 Ibs. (H4) and 3101hs. (H8). For SPFIHFvalues multiply these values by 0.86. 4. Allowable loads in the Ft direction are not Intended to replace diaphragm boundry members or cross gram bending of the truss or rafter members. 5. When cross -grain bending or cross -grain tension cannot be avoided in the members, mechanical reinforcement to resist suchloroes may be considered 6. Hurricane Ties are shown on the outside of the wall for clarity and assume a minimum overhang of 31AF, Installation on the Inside of the wall is acceptable (see General Instructions for the Installer notes u on page 17). qMW H1 Installation F• 0 H2.5T Installation e _1 H4 Installation (Nails into upper top plate) X 2 H2A Installation H3 Insulation (Nails into upper top plate) H5 Installation (Nails into both tap plates) For uplift Continuous Load Path, connections in the same area (i.e. truss to plate connector and pplate to stud connector) must be on the same side of the wall. 7• Southern Pine allowable uplift loads for H10A = 1340lbs. and for the H14 = 1465 lbs. 8. Refer to Simpson Strong -Tie" technical bulletin T-HTIE9EARING for allowable bearing enhancement loads. 9. H10S can have the stud offset a maximum of 1' from falter i'cenfer to center) for a reduced uplift of 89U lbs. (OF1SP) and 765 Ibs, SPF). 10. HJOS nails to fates are optional for uplift but required for lateral loads. 11. Some load values for the stainless -steel connectors shown here are lower than those for the carbon -steel versions. Ongoing test programs have shown this to also be the case with other stainless -steel connectors in the product line that are installed with nails. Visit www.sfronptie.com/conoslonforupdatedinformation. 12. NAILS:16dx21A = 0.162' d€a. x 2'/e long, 10d = 0.148' dia. x 3' Innsg, 10dx1'h = 0.148' dia. x 1'h' Tong, 8d = 0.131' dia. x 2'1/V long, 6dx1'7x = 0.131" di" x 1 Ir' long. See page 22-23 for other nail sizes and information. 13. SCREWS: Strong -Drive® SO #9x1Y:' (model S09112) = 0.131' dia. x 1'/2' long flor the models marked with the orange flag onlyl Full table loads apply. TSP Installation Q H4 �L Installation (see footnote 3) H6 Siud I to Tap Plate 1$ Installatiolt H2.5A Installation (Nails into both top plates) R, H5 Stud to Band Y� Joist Installation H2.5T Installation (Nails into both top plates)i Use a minirnum of Iwo 6d nails Ibis sid- of Truss (tolar four ad nails into truss) le F 1`1 Two 8d nails into pfales. Eight 8d nails mlo studs G H72 Installation 4 �s Straps & rigs 0 �11 4 Ha attaching rafter to double top plates Ptate nails for lateral loads only HO attaching stud to sill (4-8d into plate, 5-8d into stud, refer to footnote 3 for loads) He attaching Hoist to double lop plates DHICS Installation � H10A with stud offset 4Y Installation H1 DA optional nailing connects shear blocking to rafter. Use Sd common nails. Slot allows maximum field -bending up to a Pitch of 6/12, use 75% of the table uplift load; bend one time only. F • 'leFz 19 HIDA Field -gent Installation H10-2 Installation (H7lz similar) H14 Installation to double 2x header Considerations for Hurricane Tie Selection 1. What is the uplift load? 2. What is the parallel -to -plate load? 3. What is the perpendicular -to -plate load? 4. What is the species of wood used for the ratter and the top plates? (Select the load table based on the lowest performing species of wood.) 5. Will the hurricane tie be nailed into both tap plates or the upper top plate only? 6. What load or loads will the hurricane tie be taking? When a connector is loaded simultaneously in more than one direction, the allowable load must be evaluated as shown here. For all connectors use the following equation: Design tlplifUAflowable Uplift + Design Lateral Parallel to Plate 1 Allowable Lateral Parallel to Plate + Design Lateral Perpendicular to Plate I Allowable Lateral Perpendicular to Plate r 1.0, The three terms in the unity equation are due to the possible directions that exist to generate force on a connector. The number of terms that must be consldemd for simultaneous loading is at the sofa discretion of the Designer and is dependent on their method of calculating wind forces and the utilization of the connector within the structural system. As an alternate, certain roof to wall connectors (embedded truss anchors, Pages 166 and f67, seismic and hurricane ties, pages 161-183, and twist straps, page f87can be evaluated using the following: The design load in each direction shall net exceed the published allowable load in that direction multiplied by 0.75, 7. Select hurricane tie based on performance, application, installed cost and ease of installation. The VB provides lateral res!stanoe force at the bottom of beams when installed approximately 45' or more to the vertical plane. MATERIAL: 12 gauge FINISH: Galvanized INSTALLATION: • Use specitied fasteners. See General Notes. 16-N54A fasteners are included with the brace - CODES: See page 13 for Code Reference Key Chart. Model { No. H (Beam Oopth) L Fasteners (Total) Allowable Tension Loads' Code Rat. Fluor(100) R001(125) 991 1240 VBS 10'-15, S' 16-N54A VB7 8 15' - 22;4' 7' 1fi N54A 990 12 00 115,L7 22'h'-231h' 8' 16-N54A 990 1240 V_B10 1 V912 28'4'-36' 10 16 N54A 16-N54A 990 1240 - 36'-42' 12' 990 1 1240 i. nuui ioaus nave ueen increasea zb% vrnn no further Increase allowed. Plate nails H10S for lateral loads only InstaIfation Minmum 1 H14 Installation to 1 t7istance double top plates Ifl ad commons to AVOID I D A plates. FiN ona of threeh018001114 MISINSTALLATII]N bottom flanne ed commons to headw Fill all three triangle holes to sidghtenatl bottom flame. Do not make new holes or overdrive nails! Hurricane Tie Installations to Achieve Twice the Load (Top View) Both connectors shall be same model, Wall Tap Plata Install diagonally across Products can be on the from each other for same side of the wall minimum 2x truss. provided they are configured as shown. Wall 'fop Plate 1 n�rr Nailing into both sides of a single ply 2x truss may cause the wood to split. 2'h' Min. Hanger not shown Six N54A Nails One N54A In each tab f Two N54A Accommodates in seat beam widths of 3�Ia" to 163A" Typical VB Installation