Structural Calculations

Transcription

1 Structural Calculations Whole House Green Remodel 921 Valley View Lane Mill Valley, CA Prepared for: Beth Schriock 921 Valley View Lane Mill Valley, CA Prepared by: 1314 Fountain Street Alameda, CA Tel: (510) Fax: (510) David Inlow, S.E. September 24, 2010 Project Number: 1016

2 Subject Table of Contents Chk Date Sheet TOC.1 Table of Contents - Residence Remodel Project Criteria Project Location Map Combinations of Loads Load Tables Plans Elevations Wind Force Analysis Ground Motion Parameters Seismic Force Analysis Lateral Analysis Residence Shear Wall Schedule Shear Wall Panel Design Hardware Design PC.1 MP1 LC.1 LT.1 PL.1 EL.1 RWF.1 GMP.1 RSF.1 LA.1 SW.1 R2PD.1 RHD.1 Flat Framing B11.1 Foundations Appendices FN1 AX1

3 Subject Project Criteria Chk Date Sheet PC Valley View Lane - Project Criteria I. General Project Location: 921 Valley View Lane, Mill Valley, CA, Project Description: Building Codes: Whole House Green Remodel California Building Code (CBC) 2007 with Marin County Amendments Standards: ASCE/SEI 7-05 Minimum Design Loads for Buildings and Other Structures Building Code Requirements for Reinforced Concrete ACI Manual of Steel Construction AISC 13 th Edition National Design Specification for Wood Construction II. Design Criteria A. Gravity Loading: 1) Dead Loads: Actual material weights 2) Live Loads: California Building Code Table B. Structural Systems: 1) Occupancy Category: II 2) Location: N, W 3) Resisting north/south forces: Light framed walls with wood structural panels 4) Resisting east/west forces: Light framed walls with wood structural panels

4 Subject Project Criteria Chk Date Sheet PC.2 III.Structural Materials A. Steel 1) Rolled shapes: ASTM A572 Gr. 50, or A992 2) Structural Pipe: A53 Types E or S, Grade B, or A501 3) Plates and angles: ASTM A36 4) Bolts: ASTM A325-X 5) Anchor bolts at columns: ASTM F1554 Gr. 36 6) Electrodes: ASTM E70xx B. Concrete: 1) Slab on grade: f c = 2500 psi 2) Foundations: f c = 2500 psi 3) Reinforcement: ASTM A615 Gr. 60 4) Welded wire fabric: ASTM A185 C. Wood: 1) Studs: Stud Grade 2) Posts and Timbers: DF No. 2 or better 3) Solid sawn beams and headers: DF No. 2 or better 4) Blocking: DF No. 3 or better 5) Parallel Strand Lumber (PSL): 2.0E Parallam or equal 6) Laminated Strand Lumber (LSL): 1.3E Timberstrand LSL or equal 7) Laminated Veneer Lumber (LVL): 1.9E Microlam LVL or equal 8) Bolts: ASTM A307 Galvanized 9) Wood connectors: Simpson products or equal D. Geotechnical: 1) Allow bearing pressure: 2000 psf 2) Active earth pressure: 60 pcf 3) Seismic Increment: 15H 4) Passive earth pressure: 250 pcf per foot of depth disregarding first 12 inches 5) Lateral sliding coefficient: ) Lateral sliding coefficient: 130 psf 7) Backfill density: 100 pcf 8) Groundwater: greater than 6 feet below grade

5 Address 921 Valley View Ln Mill Valley, CA Notes Beth Schriock (415)

6 Subject Load Combinations Chk Date Sheet LC.1 Combinations of Loads Using Allowable Stress Design LC Dead Earth Live Roof Live Wind Seismic or or (CBC ) Combinations Using Allowable Stress Design with Overstrength Factor Redundancy Ωo : 3.00 S DS : 1.33 LC Dead Earth Live Roof Live Seismic S DS S DS S DS (ASCE 7 Section )

7 Subject Flat Load Tables Chk Date Sheet LT.1 Roof Level Load Table Element Deck Framing Seismic Roofing Deck Roof framing 2 2 Walls MEP 6 4 Dead Live Total Ceiling Level Load Table Element Framing Seismic Ceiling framing 2 2 Ceiling 2 2 Exterior walls 10 Partitions 5 MEP 1 Dead Live 10 0 Total

8 Subject Flat Load Tables Chk Date Sheet LT.2 Vaulted Roof Level Load Table Element Deck Framing Seismic Roofing Deck Roof framing 2 2 Ceiling Exterior walls 10 Partitions 2 MEP 4 2 Dead Live Total

9 Subject Flat Load Tables Chk Date Sheet LT.3 Floor Level Load Table Element Deck Framing Seismic Flooring Deck Framing 2 2 Exterior walls 10 Partitions 10 5 CMEP 2 2 Misc Dead Live Total

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13 Subject Wind Forces Chk Date Sheet RWF.1 Criteria - Residence: Basic Wind Speed 85 Exposure Category C Length of Building Width of Building Ridge Height Mean Roof Height Attic Height Level 3 Height 8.50 Level 2 Height 9.09 Level 1 Height 8.66 Foundation Space Height 0.00 Roof Angle Ө 14 λ (ASCE 7-05 Fig. 6-2) 1.40 Importance Factor 1.00 a a 8.47

14 Subject Wind Forces Chk Date Sheet RWF.2 Analysis for Transverse Direction - Residence Zone Zone A Zone B Zone C Zone D Pressure (psf) λ Pressure (psf) Story Height Length Area P Length Area P Length Area P Length Area P Totals Running Totals Attic F Total

15 Subject Wind Forces Chk Date Sheet RWF.3 Analysis for Longitudinal Direction - Residence Zone Zone A Zone B Zone C Zone D Pressure (psf) λ Pressure (psf) Story Height Width Area P Width Area P Width Area P Width Area P Totals Running Totals Attic F Total

16 Subject Ground Motion Parameters Chk Date Sheet GMP.1 Conterminous 48 States 2005 ASCE 7 Standard Latitude = Longitude = Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0,Fv = 1.0 Data are based on a deg grid spacing Period Sa (sec) (g) (Ss, Site Class B) (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = Longitude = Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class C - Fa = 1.0,Fv = 1.3 Period Sa (sec) (g) (SMs, Site Class C) (SM1, Site Class C) Conterminous 48 States 2005 ASCE 7 Standard Latitude = Longitude = Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class C - Fa = 1.0,Fv = 1.3 Period Sa (sec) (g) (SDs, Site Class C) (SD1, Site Class C)

17 Subject Seismic Forces Chk Date Sheet RSF.1 Simplified Seismic Analyses Residence Criteria: Site Class C (ASCE ) Occupancy Category II (ASCE Seismic Design Category D (ASCE 11.6) Spectral Response Acceleration S S (ASCE ) Number of Stories N = 3 F = 1.2 (ASCE ) Site Coefficient F a = 1.0 (ASCE ) Response Modification R = 6.50 (ASCE Table ) System Overstrength Ώ 0 = 3.00 (ASCE Table ) Deflection Amplification C d = 4.00 (ASCE Table ) Importance Factor I = 1.00 (ASCE Table ) Seismic Base Shear: V = FS DS W = 0.18 W (ASCE ) R S DS = 2F a S S 3 = 1.00 For Allowable Stress Design: V = 0.7 E = 0.13 W

18 Subject Seismic Forces Chk Date Sheet RSF.2 Building and Story Weights: Story Area Unit Weight Story Weight Wx / W Roof Totals Vertical Distribution of Seismic Base Shear: LRFD ASD Story Fx Vx Fx Vx Roof Totals

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21 Subject Shear Wall Schedule Chk Date Sheet SW.1 SHEARWALL SCHEDULE WALL MARK PANEL GRADE PANEL THICK (inch) NAIL SIZE NAIL SPACING (inch) Edge Field ALLOW SHEAR (PLF) SW1 C-DX 15/32 8d SW2 C-DX 15/32 10d SW3 C-DX 15/32 10d SW4 C-DX 15/32 10d SW5 C-DX 15/32 10d For SI: 1 lbf = N, 1 inch = 25.4 mm, 1 psi = kpa, 1 ksi = Mpa NOTES: 1. All panel edges shall be backed with 2 inch nominal or wider framing. Panels installed either vertically or horizontally. Space nails at 6 inches on center along intermediate framing members for 3/8 inch and 7/16 inch panels installed on studs spaced 24 inches on center. 2. Where allowable shear values exceed 350 pounds per foot, foundation sill plates and all framing members receiving edge nailing from abutting panels shall not be less than a single 3 inch nominal member. 3. Where panels are applied on both faces of a wall and nail spacing is less than 6 inches on center on either side, panel joints shall be offset to fall on different framing members or framing shall be 3-inch nominal or thicker and nails on each side shall be staggered. 4. In shear walls where allowable values do not exceed 600 pounds per foot, a single 2-inch nominal sill plate may be used, provided anchor bolts have minimum 2-inch by 2-inch by 3/16-inch thick plate washers. 5. Wood plates or sills shall be bolted to the foundation or foundation wall with 5/8-inch diameter bolts at 6 feet on center. Sill bolts shall be embedded at least seven inches into concrete or masonry. There shall be a minimum of two bolts per piece with one bolt located not more than 12 inches or less than 4 inches from each end of each piece. A properly sized nut and washer shall be tighhtened on each bolt to the plate (CBC ).

22 Subject Panel Design Worksheet Chk Date Sheet R2PD.1 Panel Design Worksheet - Residence 2nd Floor Criteria Forces N/S E/W Wind EQ Analysis - North/South Direction Shaking Wall Tributary % V Wall (lbs) Wall Length (ft.) 2w/h Shear (plf) Mark W2B 30% % Existing 70% % 6805 Existing 100% 9722

23 Subject Panel Design Worksheet Chk Date Sheet R2PD.2 Panel Design Worksheet - Residence 2nd Floor Criteria Forces N/S E/W Wind EQ Analysis - East/West Direction Shaking Wall Tributary % V Wall (lbs) Wall Length (ft.) 2w/h Shear (plf) Mark W24a 9% % W24b 6% % 92 1 W24c 15% % 95 1 Existing 70% % 5073 Existing 100% 7247

24 Subject Panel Design Worksheet Chk Date Sheet R1PD.1 Panel Design Worksheet - Residence 1st Floor Criteria Forces N/S E/W Wind EQ Analysis - North/South Direction Shaking Wall Tributary % V Wall (lbs) Wall Length (ft.) 2w/h Shear (plf) Mark Existing 100% % Existing 100% 18093

25 Subject Panel Design Worksheet Chk Date Sheet R1PD.2 Panel Design Worksheet - Residence 1st Floor Criteria Forces N/S E/W Wind EQ Analysis - East/West Direction Shaking Wall Tributary % V Wall (lbs) Wall Length (ft.) 2w/h Shear (plf) Mark W14a 8% % W14b 6% % W14c 6% % W14c 11% % Existing 70% % Existing 101% 14638

26 W2B W14a W14b W14c W14d HD1 RHD 2807 San Mateo Street Wall Overburdens at Residence Wall Length (ft.) Overburden Self Weight 4 ft. 20 psf 8 ft. 10 psf Area Po Area W24a W24b W24c Ps Total Overburden 1314 Fountain Street Alameda, California Tel:(510) Fax: (510) david.inlow@iassociates.pro

27 W24a HDU2 W24b HDU2 W24c HDU2 W2B HDU2 W14a HDU2 W14b HDU2 W14c HDU2 W14d HDU2 RHD 2807 San Mateo Street Holdown Designs Residence Wall h/l V (lbs) To P/2 H T Holdown 1314 Fountain Street Alameda, California Tel:(510) Fax: (510) david.inlow@iassociates.pro HD2

28 (2) 2x (3) 2x (4) 2x (2) 2x (3) 2x (4) 2x HD3 RHD 2807 San Mateo Street Minimum Chord Studs/Posts Based on Holdown Capacities 1.6 F T 1.6 F B Holdown Properties Holdowns, Anchor Center Distances, & Allowable Tensions Holdown Marks HDU2 HDU4 HDU5 HDU8 HDU11 HDU14 Centers Allow. Tensions Hardware Overturning Chord Members Section Factors Width Depth Area F Unity Stress Check in Chord Stud(s) or Posts Modulus C F or C T ' F B ' fu 4x x x x x x x x Note: Shaded cells are overstressed. Light shaded cells don't meet manufacturer's minimums Fountain Street Alameda, California Tel:(510) Fax: (510) david.inlow@iassociates.pro

29 Subject Flat Framing Chk dni Date Sheet B11.1 Flat Framing - B11 GLB over pocket door Criteria Span = ft Δ DL l/ in Δ FL l/ in Δ RL l/ in Loads Trib udl DL ufl FL url RL TL Roof L L L Self Totals Analysis LC1 LC2 LC3 LC4 DL 245 plf 100% 245 plf 100% 245 plf 45% 245 plf 52% FL 0% 0 plf 0% 0% 0 plf 0% RL 0% 0% 300 plf 55% 225 plf 48% TL 245 plf 100% 245 plf 100% 545 plf 100% 470 plf 100% Δ max. (in.) w/δ U (lbs) R (lbs) V (lbs) M (ft. lbs)

30 Subject Flat Framing Chk dni Date Sheet B11.2 Flat Framing - B11 GLB over pocket door Design Forces w/δ max. 36 U (lbs) lbs R (lbs) 5859 lbs V (lbs) 5859 lbs M (lbs) ft-lbs Members SCL DF#2 HF#2 GLULAM F'b 2900 psi 900 psi 850 psi 2400 psi Em 2.00E E E E+06 S req'd (in.³) in³ in³ in³ in³ I req'd (in. 4 ) EI req'd (psi) 2.06E+09 psi 2.06E+09 psi 2.06E+09 psi 2.06E+09 psi Member Alternates North or East Support South or West Support Framing Hardware Framing Hardware SCL 3 1/2 x 16 x 2.0E 4x4 Post Same each end SCL 5 1/4 x 14 x 2.0E 6 ¾ x 13 ½ x 1.8E GLB

31 Subject Flat Framing Chk dni Date Sheet B13.1 Flat Framing - B13 Framing over Windows 4 & 5 Criteria Span = ft Δ DL l/ in Based on supporting wind load out of plane of the wall Δ FL l/ in Δ RL l/ in Loads Trib udl DL ufl FL url RL TL Roof L L L Self Totals Analysis LC1 LC2 LC3 LC4 DL 5 plf 100% 5 plf 100% 5 plf 6% 5 plf 8% FL 0% 0 plf 0% 0% 0 plf 0% RL 0% 0% 75 plf 94% plf 92% TL 5 plf 100% 5 plf 100% 80 plf 100% plf 100% Δ max. (in.) w/δ U (lbs) R (lbs) V (lbs) M (ft. lbs)

32 Subject Flat Framing Chk dni Date Sheet B13.2 Flat Framing - B13 Framing over Windows 4 & 5 Design Forces w/δ max. 8 U (lbs) 1040 lbs R (lbs) 520 lbs V (lbs) 520 lbs M (lbs) 1690 ft-lbs Members SCL DF#2 HF#2 GLULAM F'b 2900 psi 900 psi 850 psi 2400 psi Em 2.00E E E E+06 S req'd (in.³) 6.99 in³ in³ in³ 8.45 in³ I req'd (in. 4 ) EI req'd (psi) 6.03E+07 psi 6.03E+07 psi 6.03E+07 psi 6.03E+07 psi Member Alternates North or East Support South or West Support Framing Hardware Framing Hardware SCL 4x4 2x trimmer Same each end 6x4 DF#2 (flat)

33 Subject Flat Framing Chk dni Date Sheet H1.1 Flat Framing - H1, H2, & H22 Criteria Span = 6.00 ft Δ DL l/ in Δ FL l/ in Δ RL l/ in Loads Trib udl DL ufl FL url RL TL Roof L L L Self Totals Analysis LC1 LC2 LC3 LC4 DL 160 plf 100% 160 plf 100% 160 plf 67% 160 plf 73% FL 0% 0 plf 0% 0% 0 plf 0% RL 0% 0% 80 plf 33% 60 plf 27% TL 160 plf 100% 160 plf 100% 240 plf 100% 220 plf 100% Δ max. (in.) w/δ U (lbs) R (lbs) V (lbs) M (ft. lbs)

34 Subject Flat Framing Chk dni Date Sheet H1.2 Flat Framing - H1, H2, & H22 Design Forces w/δ max. 60 U (lbs) 1440 lbs R (lbs) 720 lbs V (lbs) 720 lbs M (lbs) 1080 ft-lbs Members SCL DF#2 HF#2 Steel F'b 2900 psi 900 psi 850 psi psi Em 2.00E E E E+07 S req'd (in.³) 4.47 in³ 14.4 in³ in³ 0.6 in³ I req'd (in. 4 ) EI req'd (psi) 2.10E+07 psi 2.10E+07 psi 2.10E+07 psi 2.10E+07 psi Member Alternates North or East Support South or West Support Framing Hardware Framing Hardware (2) 2x6 2x trimmer Same each end 4x6

35 Subject Flat Framing Chk dni Date Sheet H4.1 Flat Framing - H4/H5, H17/H18 Criteria Span = 4.00 ft Δ DL l/ in Δ FL l/ in Δ RL l/ in Loads Trib udl DL ufl FL url RL TL Roof L L L Self Totals Analysis LC1 LC2 LC3 LC4 DL 100 plf 100% 100 plf 100% 100 plf 56% 100 plf 63% FL 0% 0 plf 0% 0% 0 plf 0% RL 0% 0% 80 plf 44% 60 plf 38% TL 100 plf 100% 100 plf 100% 180 plf 100% 160 plf 100% Δ max. (in.) w/δ U (lbs) R (lbs) V (lbs) M (ft. lbs)

36 Subject Flat Framing Chk dni Date Sheet H4.2 Flat Framing - H4/H5, H17/H18 Design Forces w/δ max. 65 U (lbs) 720 lbs R (lbs) 360 lbs V (lbs) 360 lbs M (lbs) 360 ft-lbs Members SCL DF#2 HF#2 Steel F'b 2900 psi 900 psi 850 psi psi Em 2.00E E E E+07 S req'd (in.³) 1.49 in³ 4.8 in³ 5.08 in³ 0.2 in³ I req'd (in. 4 ) EI req'd (psi) 4.52E+06 psi 4.52E+06 psi 4.52E+06 psi 4.52E+06 psi North or East Support South or West Support Member Alternates Framing Hardware Framing Hardware 2x6 2x trimmer Same each end

37 Subject Flat Framing Chk dni Date Sheet H8.1 Flat Framing - H8 Criteria Span = 5.00 ft Δ DL l/ in Δ FL l/ in Δ RL l/ in Loads Trib udl DL ufl FL url RL TL Roof L L L Self Totals Analysis LC1 LC2 LC3 LC4 DL 180 plf 100% 180 plf 100% 180 plf 53% 180 plf 60% FL 0% 0 plf 0% 0% 0 plf 0% RL 0% 0% 160 plf 47% 120 plf 40% TL 180 plf 100% 180 plf 100% 340 plf 100% 300 plf 100% Δ max. (in.) w/δ U (lbs) R (lbs) V (lbs) M (ft. lbs)

38 Subject Flat Framing Chk dni Date Sheet H8.2 Flat Framing - H8 Design Forces w/δ max. 98 U (lbs) 1700 lbs R (lbs) 850 lbs V (lbs) 850 lbs M (lbs) 1063 ft-lbs Members SCL DF#2 HF#2 Steel F'b 2900 psi 900 psi 850 psi psi Em 2.00E E E E+07 S req'd (in.³) 4.4 in³ in³ 15 in³ 0.59 in³ I req'd (in. 4 ) EI req'd (psi) 1.65E+07 psi 1.65E+07 psi 1.65E+07 psi 1.65E+07 psi North or East Support South or West Support Member Alternates Framing Hardware Framing Hardware (2) 2x6 2x trimmer Same each end

39 Subject Flat Framing Chk dni Date Sheet H9.1 Flat Framing - H9, H10, H10a Criteria Span = 3.00 ft Δ DL l/ in Δ FL l/ in Δ RL l/ in Loads Trib udl DL ufl FL url RL TL Roof L L L Self Totals Analysis LC1 LC2 LC3 LC4 DL 180 plf 100% 180 plf 100% 180 plf 53% 180 plf 60% FL 0% 0 plf 0% 0% 0 plf 0% RL 0% 0% 160 plf 47% 120 plf 40% TL 180 plf 100% 180 plf 100% 340 plf 100% 300 plf 100% Δ max. (in.) w/δ U (lbs) R (lbs) V (lbs) M (ft. lbs)

40 Subject Flat Framing Chk dni Date Sheet H9.2 Flat Framing - H9, H10, H10a Design Forces w/δ max. 163 U (lbs) 1020 lbs R (lbs) 510 lbs V (lbs) 510 lbs M (lbs) 383 ft-lbs Members SCL DF#2 HF#2 Steel F'b 2900 psi 900 psi 850 psi psi Em 2.00E E E E+07 S req'd (in.³) 1.58 in³ 5.1 in³ 5.4 in³ 0.21 in³ I req'd (in. 4 ) EI req'd (psi) 3.57E+06 psi 3.57E+06 psi 3.57E+06 psi 3.57E+06 psi North or East Support South or West Support Member Alternates Framing Hardware Framing Hardware (2) 2x4 2x trimmer Same each end

41 Subject Flat Framing Chk dni Date Sheet H11.1 Flat Framing - H11/H12 Criteria Span = 4.00 ft Δ DL l/ in Δ FL l/ in Δ RL l/ in Loads Trib udl DL ufl FL url RL TL Roof L L L Self Totals Analysis LC1 LC2 LC3 LC4 DL 240 plf 100% 240 plf 100% 240 plf 60% 240 plf 67% FL 0% 0 plf 0% 0% 0 plf 0% RL 0% 0% 160 plf 40% 120 plf 33% TL 240 plf 100% 240 plf 100% 400 plf 100% 360 plf 100% Δ max. (in.) w/δ U (lbs) R (lbs) V (lbs) M (ft. lbs)

42 Subject Flat Framing Chk dni Date Sheet H11.2 Flat Framing - H11/H12 Design Forces w/δ max. 147 U (lbs) 1600 lbs R (lbs) 800 lbs V (lbs) 800 lbs M (lbs) 800 ft-lbs Members SCL DF#2 HF#2 Steel F'b 2900 psi 900 psi 850 psi psi Em 2.00E E E E+07 S req'd (in.³) 3.31 in³ in³ in³ 0.44 in³ I req'd (in. 4 ) EI req'd (psi) 1.02E+07 psi 1.02E+07 psi 1.02E+07 psi 1.02E+07 psi North or East Support South or West Support Member Alternates Framing Hardware Framing Hardware (2) 2x6 2x trimmer Same each end

43 Subject Flat Framing Chk dni Date Sheet H19.1 Flat Framing - H19 Criteria Span = 6.00 ft Δ DL l/ in Δ FL l/ in Δ RL l/ in Loads Trib udl DL ufl FL url RL TL Roof L L L Self Totals Analysis LC1 LC2 LC3 LC4 DL 240 plf 100% 240 plf 100% 240 plf 60% 240 plf 67% FL 0% 0 plf 0% 0% 0 plf 0% RL 0% 0% 160 plf 40% 120 plf 33% TL 240 plf 100% 240 plf 100% 400 plf 100% 360 plf 100% Δ max. (in.) w/δ U (lbs) R (lbs) V (lbs) M (ft. lbs)

44 Subject Flat Framing Chk dni Date Sheet H19.2 Flat Framing - H19 Design Forces w/δ max. 98 U (lbs) 2400 lbs R (lbs) 1200 lbs V (lbs) 1200 lbs M (lbs) 1800 ft-lbs Members SCL DF#2 HF#2 Steel F'b 2900 psi 900 psi 850 psi psi Em 2.00E E E E+07 S req'd (in.³) 7.45 in³ 24 in³ in³ 1 in³ I req'd (in. 4 ) EI req'd (psi) 3.43E+07 psi 3.43E+07 psi 3.43E+07 psi 3.43E+07 psi North or East Support South or West Support Member Alternates Framing Hardware Framing Hardware (2) 2x8 2x trimmer Same each end

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46 i Associates Structural Engineering Calculations Header Allowable Loads for Douglas Fir lumber Allowable Values for Douglas Fir No. 2 or Better Unbraced Span 6.00 ft. 72 in. KbE Adjustments Cd Cm Ct Ci Cr Ctotal Fb Fv N/A 1.00 E N/A N/A 1.00 Values Fb\Fb*/CF Fv/Fv' E/E' Base Values 900 psi. 180 psi E+06 psi. Adj. Values 900 psi. 180 psi 1.600E+06 psi. Beam Width Beam Depth CF Fb* le Rb FbE FbE/ Fb* C L Fb' Mr Vr Ix 1 1/2 3 1/ /2 5 1/ /2 7 1/ /2 9 1/ /2 11 1/ /2 13 1/ /2 15 1/ /2 3 1/ /2 5 1/ /2 7 1/ /2 9 1/ /2 11 1/ /2 13 1/ /2 15 1/ /2 3 1/ /2 5 1/ /2 7 1/ /2 9 1/ /2 11 1/ /2 13 1/ /2 15 1/ /2 5 1/ /2 7 1/ /2 9 1/ /2 11 1/ /2 13 1/ /2 15 1/ Fountain Street Alameda, California Tel: (510) Fax: (510)

47 6 Allowable Design Values & Stresses, Section Properties BOISE GLULAM 24F-V4 Design Values Width (in) 3 1 / / / 8 Allowable Allowable Depth (in) Weight (plf) Shear (lbs) Moment (ft-lbs) Moment of Inertia (in 4 ) ½ ½ ½ ½ ½ ½ ½ ½ ½ ½ ½ ½ ½ ½ Width (in) 5 1 / / / 4 Allowable Allowable Depth (in) Weight (plf) Shear (lbs) Moment (ft-lbs) Moment of Inertia (in 4 ) ½ ½ / / / / / / / / / / / Notes: 1) Allowable moment calculated using glulam volume factor (C v ) with a span length of 21 ft. Allowable moment shall be multiplied by (21/Span Length [ft]) 1/10 for longer spans. BOISE GLULAM 24F-V4 Allowable Design Stresses Tension Zone in Tension Bending F b [psi] Compression Zone in Tension Horizontal Shear F v [psi] Modulus of Elasticity E [psi] Tension Parallel to Grain F t [psi] Compression Parallel to Grain F c [psi] Compression Perpendicular to Grain F c [psi] ,800, Notes: The data is for stock beams. For information on sizes not listed, please use BC CALC software or consult with Boise EWP Engineering. Consult Boise EWP Engineering for additional design stresses for nonstandard applications and stability issues. BOISE GLULAM Specifier Guide Feb 2009

48 Timber Hangers for Solid Joists TU Concealed Beam Hangers THE STRENGTH OF A STEEL LOAD-RATED CONNECTION COMBINES WITH THE NATURAL BEAUTY OF WOOD IN THE TU CONCEALED BEAM HANGER. PROVIDES AN AESTHETICALLY ATTRACTIVE CONNECTION FOR EXPOSED BEAMS. MATERIAL: 3.5mm pre-galvanised mild steel; Dowels-mild steel. INSTALLATION: Use all specified fasteners. See "General Notes" (page 12). Pins aligned across the grain may cause splitting if the wood shrinks excessively. Use only in glulam, composite timber or well dried timber. Verify that the header can take the required fasteners specified in the table. Attach to the supporting beam with 5.0 x 40mm screws (supplied). Specify dowel length and TU size to fit the application. Preparation of carried beam is best done off-site with cutting and boring tools. Holes in beam should be same diameter as dowel to ensure tight fit. Centre the TU within height of carried beam. Centre pins within the width of the carried member For a sloped installation the TU hanger remains as standard and the timber is cut and angled to suit the slope. Recommended for internal dry environments. OPTIONS: Contact Simpson Strong-Tie for details of special installation tools. The standard install will leave a 5mm gap between carried and supporting beams. Pocket installation gives a fully concealed connection. See opposite. Skewed installation up to 60. Sloped installation maximum 45. Options: Skewed TU available. To be factory ordered. Additional screws are available to order. TU20 (other sizes similar) U.S. Patent 5,062,733 Glulam Timber Hangers for Solid Joists Model No. Minimum Joist Height Connector Dimensions W H B Header Screw Fasteners Joist Dowels Qty. Dia. Safe Working Loads (kn) Characteristic Capacity (kn) Dowel Embedment Length (mm) Dowel Embedment Length (mm) Standard Installation TU n/a n/a TU TU Catalogue C-UK SIMPSON STRONG-TIE COMPANY INC. TU TU Skewed Installation TU n/a n/a TU TU TU TU Sloped Installation TU n/a n/a TU TU TU TU Skewed and Sloped Installation TU n/a n/a TU TU TU TU

49 Timber Hangers for Solid Joists TU Concealed Beam Hangers Timber Hangers for Solid Joists Beam-to-Post Beam-to-Beam Skewed Beam-to-Beam INSTALLATION PROCEDURE FOR A CONCEALED CONNECTOR: Skew Angle Sloped Beam-to-Beam Sloped Beam-to-Beam ATTACH CONNECTOR TO HEADER Position the connector at the pre determined height and screw the connector to the header or post. Fill all holes with screws supplied. PREPARE THE BEAM Cut the beam to the length specified. Cut a slot into the end of the beam. Slot width for TU12 is 6mm and 9mm for all others. Cut the slot 3mm deeper than the TU and short of the beam height for concealed connector. This allows the connector to be hidden from below. Otherwise cut the slot 3mm deeper than the TU and through the entire beam height. Fully Concealed Only: Rout a pocket into the beam end. The pocket should be 6mm deep. Enough to hide the thickness of the TU and the screw heads. This eliminates the gap between the beam & header (see Pocket Installation Illustration). DRILL BEAM DOWEL HOLES Position drill guide to provide the proper dowel end distance & height. Clamp in place (Drill guide available from Simpson Strong-Tie). Drill the dowel holes to the required diameter. Dowel hole diameter for the TU12 is 8mm and 12mm for all others. INSTALL BEAMS Install top dowel into the carried beam first. Slip beam into place and install the remaining dowels working from the top downwards. Fully Concealed Only: To hide exposed dowel holes when the installation is complete, glue and plug the holes. STANDARD INSTALLATION TU POCKET (CONCEALED) Catalogue C-UK SIMPSON STRONG-TIE COMPANY INC. 42