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HomeMy WebLinkAboutDOC-1996-Revised Structural Design - CJR ENGINEERING Clemens J. Rossell, P.E. 800 S. 22nd Place #A Mount Vernon WA 98273 (360) 424-9822 JOB NO. 015201 STRUCTURAL DESIGN FOR ANACORTES SENIOR HOUSING PREPARED FOR: DESIGN/BUILD GROUP, ARCHITECTS R 12334 NORTHRUP WAY, SUIT D BELLEVUE, WASHINGTON 98005-1915 (206) 889-8984 �a FEBRUARY 5, 1996 _ REVISED JUNE 21, 1996 NOTE: ONLY THE REVISED SHEETS OR ADDITIONAL SHEETS ARE ENCLOSED © Copyright 1996 by CJR Engineering Note : The Professional Engineer' s seal shall appear in red ink. otherwise, this document has been unlawfully `° reproduced. E TABLE OF CONTENTS ( *) only sheets identified are included in this revised report. for non-marked sheets consult original report dated 2/5/96 The following sheet numbers are not used in this report : 13 to 14, 20, 52 to 54, 57 to 59 Description Page Structural Specifications 1 (* ) Drawings and sketches 4 Retaining wall sketch 11 (* ) Glu-Lam to concrete connection 12 ( * ) Loads 15 Wind Loads 16 Seismic Loads 17 Design Lateral Loads 19 Lateral Load Analysis: Upper Story 21 Main Story 27 Lower Story 33 i Shearwall Schedule 35 Holdown Schedule 38 Plate Nailing Schedule 50 Anchor Bolts Schedule 51 Horizontal Diaphragm Design 55 Beam & Joist Design 60 Post Design 65 Retaining Wall Design 67 Y Retaining Wall Reinforcement calcs 68 (*) Floor Joist calcs in Hem-Fir 71 ( * ) Roof Truss shear transfer schedule 73 (* ) Holdown bolt diameter & embedment 74 (* ) I STRUCTURAL SPECIFICATIONS DESIGN LOADS: Gravity Loads Element Dead Live Snow Roof 15 25 Floor 15 40 Exits 15 100 Wind Loads 80 MPH wind, exposure "B" Earthquake Loads Zone III GENERAL: General notes and specifications from the construction drawings by Design/Build Group, Architects, 10532 NE 68th Street, Suite 130, Kirkland, WA 98033-7001, (206) 889-8984 shall be followed except where specifically modified by these specifications. Contractor shall provide temporary bracing for the structure and the structural components until final connections have been completed in accordance to plans and specifications. FOUNDATIONS: 1 Assumed allowable soil bearing : 2,500 psf 2 Footings shall bear on firm, native, undisturbed soil , a minimum of 12 inches below the lowest adjacent finished grade. The footings shall extend to the minimum vertical dimensions shown on sketches in this report or on plans. CONCRETE: 1 Design concrete strength : Footings and stem walls 2500 psi Slabs on grade 2500 psi 1 i j .. i REINFORCING STEEL: 1 Reinforcing steel shall be deformed steel bars conforming to ASTM A615, grade 40. WOOD FRAMING: 1 Framing lumber shall conform to WWPA grading rules and have a grading stamp on the lumber. All lumber shall be seasoned with moisture content no greater than 19% , air or kiln dried, at the time of installation. 2 All nails for lumber are common nails. 3 Design lumber grades : Posts : Hem Fir No. 1 Sills, plates & blocking Hem — Fir No. 3 or better Studs Hem — Fir, Stud Shearwall sheathing 15/32" CDX Plywood one side or two sides per included schedule. Nailing shall be 8d nails @ 6"o/c , unless otherwise noted on shearwall schedule included in this report. All wood plates and blocking in direct contact with concrete shall be pressure treated with an approved preservative. SWEAR WALLS: Shearwall sheathing material , nail size and nailing schedule are shown on the structural calculations . All nails are common nails or galvanized box nails. Shear walls shall have holdowns , one at each wall end , per included sketches and schedule. Where two perpendicular shear walls share a common corner, only the holdown for the higher allowable load shall be placed at the corner . All holdowns correspond to Simpson catalog No . C-96 . Substitutions are permited as long as holdown has equal or more capacity than the holdown specified hereon and product has ICBO certification . 2 r ti zq # 4 d n I C ;I VERncM (S"U ok C,EN T'FgC.E.D I N W bU� u o�G w� rr1 l AMC Lt- Sit._ n I� I � i FIC - Lsa= is µiGn ....FIUTW Iti14 C.)dl ..__._SE C�IO►� -- N or -P S e.U.l,k— A30a ?>Ovs_ CeMg,�9 5n itj CPNC.441-c) II I �L 314 l°'/L GL6 l� L II G�i 5/y;, Q5 Agin• GOLXK 4 TaTr.�l L (Px4 K 5/ice ( Z Tvrl5,G ` oNti L41, • S 1D�� �rx 1 GLU -l.nM TO CAIJC.IZF,7� Wh1,1� CoNNE�TI�h� �/ I I N •T, S . I i i 12, F A I I B I I C I I D I I E I I F I I G Anacortes Senior Housing - Revised Retaining Wall Reinforcement 89 STRUCTURAL CHECK: 90 =-------------------------------------------------------------- 91 F ' c: 2500.00 psi 92 Fy: 40000.00 psi 93 ----------------- 94 STEM HEEL TOE 95 --------------------------------------------------------------- 96 GRAVITY LOAD PLF: 1135. 50 175. 50 97 WIND MOMENT: .00 98 RECTANG. STRESS: 311.91 2611.74 99 TRIANG. STRESS: 320.00 -657.09 -219.03 100 EFF. LENGTH: 8.00 3. 50 .33 101 BENDING MOMENT: 3413. 33 10410. 74 136. 98 102 Mu=1.7*M 5802. 67 17698. 26 232.87 103 EFFECT. DEPTH: 4.00 10. 54 10. 54 104 K 22950.00 22950.00 22950.00 105 a ( inches) : .85 . 92 .01 106 As ( sq. in. ) : . 54 . 59 .01 107 As temp . 17 . 30 . 30 108 As governs : . 54 . 59 . 30 109 110 SELECTED BAR NO. 5.00 5.00 5.00 111 SPACING ( in. ) : 6.00 6. 00 12.00 112 As provided : . 61 .61 . 31 113 114 STEM SPLICE CHECK: 115 DIST. FROM BASE: 2.00 116 EFF. DEPTH: 5. 50 117 MOMENT: 1440.00 118 MU: 2448.00 119 a ( inches) : .24 120 As (sq. in. ) : . 15 121 As temp . 17 122 As governs : . 17 123 124 SELECTED BAR NO. 4.00 125 SPACING ( in. ) : 12.00 126 As provided: . 20 68 A I I B I I C I I D I I E I I F I I G Anacortes Senior Housing - Revised Floor Joist Calculations 1 BEAM & JOIST DESIGN SPREADSHEET FILE NO. : 015201bd 2 ---------- 3 4 TYPE: Joist Joist 5 LOCATION Floor Floor 6 7 8 9 Joist spacing ( in ) : 16.00 16.00 10 Pitch 11 Angle ( rad) 12 Angle (deg) 13 Horizontal span ( ft) : 13.00 .50 14 15 ROOF TRIB. WIDTH (FT ) : .00 .00 16 FLOOR TRIB. WIDTH (FT) : 1. 33 1.33 17 DECK TRIB. WIDTH (FT) : .00 .00 18 CEILING TRIB. WIDTH (FT) : 19 SPAN (FT) : 13.00 6. 50 20 21 SPECIES & GRADE: H-F #2 DF-L 22 SAWN SAWN 23 LUS28 LUS26 24 508. 26 510.97 25 NUMBER OF SECTIONS: 1.00 1.00 26 NOM. WIDTH/SECTION: 2.00 2.00 27 NOMINAL DEPTH ( in) : 10.00 8.00 28 NOMINAL DIAMETER, LOG BEAM ( in ) : 29 30 ROOF DEAD LD PLF: .00 .00 31 CEILING DEAD LD PLF: .00 .00 32 WALL DEAD LD PLF: .00 .00 33 FLOOR DEAD LD PLF: 20.00 20.00 34 DECK DEAD LD PLF: .00 .00 35 BEAM DEAD LD PLF: 4.86 3.89 36 TOTAL DEAD LOAD PLF: 24. 86 23.89 37 38 ROOF SNOW LD PLF: .00 .00 39 CEILING LIVE LD PLF: .00 .00 40 FLOOR LIVE LD PLF: 53.33 133. 33 41 DECK LIVE LD PLF: .00 .00 42 TOTAL LIVE LD 53.33 133. 33 43 44 TOTAL LOAD PLF: 78. 19 157.22 45 71 A B C D E F G Anacortes Senior Housing - Revised Floor Joist Calculations 1 BEAM & JOIST DESIGN SPREADSHEET FILE NO. : 015201bd 2 3 4 TYPE: Joist Joist 5 LOCATION Floor Floor 46 POINT LOADS: 47 P1 dead 48 P1 live 49 P1 total 50 x1 51 52 P2 dead 53 P2 live 54 P2 total 55 x2 56 57 UNIFORM LOAD MOMENT (# ' ) : 1652 830 58 POINT LOAD MOMENT 59 TOTAL MOMENT (# ' ) : 1652 830 60 61 UNIFORM LOAD SHEAR (# ) : 448 416 62 POINT LOAD SHEAR ( # ) : 63 TOTAL SHEAR (# ) : 448 416 64 65 EFFECT. WIDTH ( in) : 1. 50 1.50 66 EFFECT. DEPTH ( in ) : 9. 25 7. 25 67 EFFECT. DIA. ( in ) : 68 A ( in"2 ) : 13. 88 10.88 69 S ( in"2 ) : 21. 39 13.14 70 I ( in"2 ) : 98. 93 47 .63 71 72 Fb (psi) : 1100.00 1100.00 73 Fv (psi ) : 75.00 75.00 74 E (psi ) : 1400000 1400000 75 76 CALC. STRESSES: 77 fb (psi ) : 926. 68 758. 26 78 fv (psi ) : 48.43 57.38 79 80 STRESS RATIOS: 81 fb/Fb . 84 .69 82 fv/Fv: .65 . 77 83 84 LIVE LOAD DEFLECTION: 85 UNIFORM LL DELTA ( in) : . 25 .08 86 POINT LL DELTA ( in ) : 87 TOTAL LL DELTA ( in ) : . 25 .08 88 DELTA LL ALLOW ( in) : .43 . 22 89 90 DELTA TL ( in ) : . 36 .09 911DELTA TL ALLOW ( in ) : .65 .33 72 A B C D E F G 1 Miscellaneous Calculations file 015201mc 2 Anacortes Senior Housing 3 4 5 Roof Truss to Shear Wall Shear Transfer 6 7 Trusses perpendicular to shear wall : 8 -------------- 9 Max unit Connec— cingSpa Qty allow calc . stress 10 shear for load load ratio 11 (plf) No. ( in ) ( # ) (# ) 12 --------------------------------------------------------------- 13 14 140.00 A35 24.00 2.00 150.00 140.00 .93 15 16 17 18 19 Trusses parallel to shear wall : 20 21 Max unit nail cingSpa allow calc . stress 22 shear size load load ratio 23 (plf) ( in ) ( # ) (# ) 24 --------------------------------------------------------------- 25 26 299.00 16d 6.00 144.00 149. 50 1. 04 27 28 73 A II B II C II D II E II F II G II H 1 Anacortes Senior Center file 015201 2 Holdown bolt schedule 3 4 5 Holdown Studs Allow. Bolt Pre-set Embed. Retrofit Embed. 6 Cat. No. Req' d Load dia. bolt depth bolt depth 7 ( # ) ( in ) type ( in ) type ( in ) 8 --------------------------------------------------------------------- 9 10 HD2A 2x 1555 5/8 -NutHex 8 RFB#5xl6 12 11 HD2A ( 2 ) 2x 2775 5/8 SSTB16 12 RFB#5xl6 12 12 13 HD5A 2x 1870 5/8 SSTB16 12 RFB#5xl6 12 14 HD5A (2 ) 2x 3705 5/8 SSTB16 12 RFB#5xl6 12 15 16 HD8A 2x 2275 7/8 -NutHex 12 HVA HAS Std 8 17 HD8A (2 ) 2x 6465 7/8 SSTB28 24 HVA HAS Std 10 18 19 HD10A ( 2 ) 2x 8310 7/8 SSTB28 24 HVA HAS Std 12 20 21 HD14A 4x 11080 1 -NutHex 16 HVA HAS Std 16 22 23 HD14A 6x 13380 1 -NutHex 16 HVA HAS Std 16 24 25 =---------------------------------------------------------------------- ------------------------------------ 26 27 Notes : 28 29 1 Bolts shall be of at least ASTM A307 quality unless a brand 30 product is specified. 31 32 2 RFB#5 bolts correspond to Simpson catalog C-96. 33 34 3HVA HAS bolts correspond to HILTI Product Technical Guide. 35 36 74