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REVIEWED-BLD2023-0072+Structural_Calculations+1.17.2023_3.11.10_PM+3318913BTL 1'AGINI'TR1NG, RECEIVED Feb 08 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ..,.,.,.,.,.,............................... REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 Structural Calculations For Pacific Ridge Homes Windom (Elevations C & D) City of Edmonds November 23, 2022 Prepared by Ryan Hartman Aiden Bernhardt BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 RNGINF.RRING Fax: (425) 821-2120 STRUCTURAL CALCULATIONS SHEET INDEX Pacific Ridge Homes Windom (Elevations C & D) Item Page # Criteria • Design Criteria..............................................................................................................C1.1 Gravity • Roof Framing ✓ Key Plans.......................................................................................................R1.1 ✓ Beams............................................................................................................R2.1 • Upper Floor Framing ✓ Key Plans.......................................................................................................U1.1 ✓ Beams............................................................................................................U2.1 • Main Floor Framing ✓ Key Plans....................................................................................................MF1.1 ✓ Beams.........................................................................................................MF2.1 Lateral • Forces ✓ Criteria............................................................................................................ 1-1.1 ✓ Building Geometry ......................................................................................... 1-1.2 ✓ Seismic Parameters...................................................................................... 1-1.3 ✓ Wind Lateral Loads........................................................................................ 1-1.4 ✓ Vertical Distribution of Lateral Forces........................................................... 1-1.5 • Shear Walls/Diaphragms ✓ Roof Diaphragm Forces................................................................................ L2.1 ✓ Upper Floor Diaphragm Forces.................................................................... L2.2 ✓ Main Floor Diaphragm Forces...................................................................... L2.3 ✓ Shear Wall Forces......................................................................................... L2.4 ✓ Shear Wall Analysis....................................................................................... L2.6 • Shear Wall/Diaphragm Capacities ✓ Allowable Diaphragm Stresses..................................................................... L3.1 ✓ Allowable Shear Wall Stresses..................................................................... L3.2 ✓ Shear Wall Anchor Bolts............................................................................... L3.3 ✓ Shear Wall Schedule..................................................................................... L3.4 Miscellaneous • Stud Wall Design......................................................................................................... M1.1 • Post Design................................................................................................................. M1.3 • Footing Design............................................................................................................ M2.1 BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 Criteria �� 19011 Wood-Sno Road NE, Suite 100 BWoodinville, WA 98072-4436 Phone: 425-814-8448 E 1` T G I NEE RIIti G Fax: 425-821-2120 Project: Pacific Ridge Homes Project Number: Windom (Elevations C & D) Code: IBC 2018 Risk Category II Earthquake: Site Class D le= 1.00 R= 6.5 SS = 1.500 Qo = 3.0 S, = 0.500 Cd = 4.0 p = 1.00 Wind: Basic Design Wind Speed, V 100 MPH Exposure B Topographic Factor KZT = 1.00 Soil Bearing: 2000-psf Allowable Soil Bearing Pressure Concrete: 2500-psi Concrete Strength Higher strength may be used, but special inspection and testing reports not req'd Nails: Sheathing 8d common (2'/2" x 0.131 ") Framing 12d box (3'/4" x 0.131 ") Roof Framing: Snow Load Ground Snow, Pg 25 psf Exposure factor, Ce 1.0 Thermal Factor, Ct 1.2 Flat Roof Snow, Pf (0.7 Ce Ct I Pg) 21 psf Use Snow Load 25 psf Attic (where accessible) 10 psf Dead Load Roofing - Composition Shingles 2.0 psf Sheathing - 7/16 OSB 2.2 psf Framing - Trusses @ 24"oc 2.5 psf Insulation - Batt. 1.0 psf Ceiling - 5/8 GWB 2.8 psf Misc. 1.5 psf Total 12 psf Deflection L/360 Live Load, L/240 Total Load Floor Framing: Live Load Residential 40 psf Decks 60 psf Dead Load Finish Floor - Carpet/Vinyl 2.0 psf Sheathing - 3/4 Plywood/Edge Gold 2.5 psf Framing - Trusses @ 24"oc 2.7 psf Ceiling - 5/8 GWB 2.8 psf Misc. 2.0 psf Total 12 psf Deflection L/480 Live Load, L/240 Total Load At Main Floor: 15 psf Wall Framing: Dead Load Exterior 2x Stud Walls 10 psf Interior 2x Stud Walls 8 psf Date: 11 /16/2022 Page: C1.1 BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 Gravity Roof Framing BTL ENGINEERING 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 RB-04 RB-05 u u 916# 583# RB-06 u o 250# 3330# 1GT 3330# Co 0 833# m N 0 1573# m 0 2683# Co 1700# GT u GT ii o " 2390# 3640# RB-08 305# RB-07 1700# 458# ELEVATION C ROOF KEY PLAN Project: Pacific Ridge Homes Designed By: Date: Project Numbcr: C]icnt: Scale: Page: RM BTL ENGINEERING 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 T 3205# T 2040# ��--236# 458# 236# 7770# a 458# ELEVATION D ROOF KEY PLAN Project: Pacific Ridge Homes Designed By: Date: Project Number: Client: Scale: Page: R1.2 BTL ENGINEERING M = 4.84 Kft V = 2.67 K L/360 = 0.24 in (LL) L/240 = 0.36 in (TL) Elreq'd = 128 x1016lb-M2 OKw/Cd=1.15 4x10-DF-#2 RB-02 M = 1.66 Kft V = 1.56 K L/360 = 0.14 in (LL) L/240 = 0.21 in (TL) Elreq'd = 26 x10^6 lb-M2 (2)2x8 - HF - #2 2683 # RL(dead' 870 # HEADER 1 (1)TRIMMER DOWN BM ()2x POCKET FLUSH BM FLUSH BM ()2x STD�GROUP Q2x STD GROUP FLUSH BM HGR BY TRUSS MFR IN\ HGR CRAWL BM OTHER 1573 # RL(dead) = 510 # 1 HEADER (1)2x6 TRIMMER DOWN BM Q2x ff POCKET FLUSH BM FLUSH BM Q2x STDT ROUP Q2B STD GROUP FLUSH BM HGR BY TRUSS MFR Ib\ HGR CRAWL BM OTHER F L = 7.25ft 7- L = 4.25ft 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 2683 # 870 # FEAD 6 DOWN BM ()2xPOCKET FLUSH BM USH BM ()2X J!LT D�GROUP Q2x STD GROUP FLUSH BM HGR BY TRUSS MFR R L� HGR UWLBM OTHER 1573 # RR(dead) = 510 # 1 HEADER (1)2x6 TRIMMER FrDOWNBM Q2x POCKET FLUSH BM UH BM()2% J!LS TD�GROUP P FLUSH BM HGR BY TRUSS MFR R L� HGR CRAWL BM OTHER Project: Pacific Ridge Homes Designed By: Date: Project Number: Client: Scale: Page: R2.1 BTL ENGINEERING M = 0.47 Kft V = 0.83 K L/360 = 0.08 in (LL) L/240 = 0.11 in (TL) Elreq•d = 4 x1016 lb-in2 (2)2x6 - HF - #2 M = 1.88 Kft V = 0.91 K L/360 = 0.28 in (LL) L/240 = 0.41 in (TL) Elreq•d = 57 x1016 lb-in2 (2)2x8 - HF - #2 833 # 270 # HEADER (1)2x6 TRIMMER DOWN BM ()2x POCKET FLUSH BM JFLUS�HBM )2X STD�GROUP Q2X STD GROUP FLUSH BM HGR BY TRUSS MFR IN\ HGR CRAWL BM OTHER 916 # 297 1 HEADER (1)2x6 TRIMMER DOWNBM 02x POCKET FLUSH BM UH B()2xH BSTD fJ.S(GR.U1_ GROUP FLUSH BM HGR BY TRUSS MFR IN\ HGR CRAWL BM OTHER F L = 2.25ft 7- L = 8.25ft Project: Pacific Ridge Homes Designed By: Project Number: Client: Scale: 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 833 # RR(dead) - 270 # 1 HEADER (1)2x6 TRIMMER GOWN BM ()2x POCKET FLUSH BM FLUSH BM ()2X STD GROUP Q2x STD GROUP FLUSH BM HGR BY TRUSS MFR IXl\ L� HGR CRAWL BM OTHER 916 # 297 # 1 HEADER (1)2x6 TRIMMER DOWN BM ()2x POCKET FLUSH BM USH BM ()2x J!LTI�GROUP ()2x STD GROUP FLUSH BM HGR BY TRUSS MFR � 11 L� HGR CRAWL BM OTHER Date: Page: R2.2 BTL ENGINEERING RB-05 M = 0.76 Kft V = 0.58 K L/360 = 0.18 in (LL) L/240 = 0.26 in (TL) Elreq'd = 15 x1016 lb-in2 (2)2x6 - HF - #2 M = 0.14 Kft V = 0.25 K L/360 = 0.08 in (LL) L/240 = 0.11 in (TL) Elreq'd = 1 x1016 lb-in2 (2)2x6 - HF - #2 583 # 189 # HEADER IF—(1)2x6 TRIMMER DOWN BM ()2x POCKET I'M FLUSH JLTUQ2x ROU FLUSH BM HGR BY TRUSS MFR IN\ HGR CRAWL BM OTHER 250 # 81 # HEADER IF (1)2xI5 TRIMMER DOWNBM Q2x POCKET FLUSH BM fLUSH BMQ2x )2xSTD O ROUP GROUP FLUSHBM HGR BY TRUSS MFR IM\ HGR CRAWL BM OTHER F L = 5.25ft F L = 2.25ft 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 583 # RR(dead) - 189 # FFEA DOWN BM Q2x POCKET FLUSH BM FLUSHBM Q2x STD GROUP Q2x STD GROUP FLUSHBM HGR BY TRUSS MFR IXI\ L�- HGR F-WLBm= OTHER 250 # id)= 81 # 1 HEADER (1)2X6 TRIMMER FW—D.WN BM Q2x POCKET FLUSHBM fLTUSH BMQ2XP D ROUP FLUSHBM HGR BY TRUSS MFR IXI\ L� HGR VWL OTHER Project: Pacific Ridge Homes Designed By: Date: Project Number: Client: Scale: Page: R2.3 BTL ENGINEERING M = 0.94 Kft V = 0.46 K L/360 = 0.28 in (LL) L/240 = 0.41 in (TL) Elreq'd = 28 x1016 lb-in2 (2)2x6 - HF - #2 RB-08 M = 0.21 Kft V = 0.30 K L/360 = 0.09 in (LL) L/240 = 0.14 in (TL) Elreq'd = 2 x10A6 lb-in2 (2)2x6 - HF - #2 458 # 148 # HEADER (1)2x6 TRIMMER I DOWN BM ()2x POCKET FLUSH BM FLUSH BM ()2x STD GROUP ()2X STD GROUP FLUSH BM HGR BY TRUSS MFR 1..� HGR CRAWL BM OTHER 305 # 19 # 1HE... R (1)2x6 TRIMMER D OWNBM Q2x POCKET FLUSH BM FLUSH BM (2x STD�GROUP 02x STD GROUP FLUSH BM HGR BY TRUSS MFR IN\ HGR CRAWL BM OTHER E L = 8.25ft Z L = 2.75ft 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 458 # 149 # 1 HEADER (,)2x6 TRIMMER DOWNBM 02x POCKET BM JFLUSH FLUSH BM ()2x STD GROUP Q2x STD GROUP FLUSH BM HGR BY TRUSS MFR RF HGR UWLBM OTHER 305 # RR(dead) = 99 # 1 HEADER (1(1)2x6 TRIMMER DOWN BM ()2x POCKET FLUSH BM P SH BM02X f.LTU� ROUP FLUSH BM HGR BY TRUSS MFR f R L� HGR CRAWL BM OTHER Project: Pacific Ridge Homes Designed By: Date: Project Number: Client: Scale: Page: R2.4 BTL ENGINEERING RB-09 M = 0.25 Kft V = 0.23 K L/360 = 0.14 in (LL) L/240 = 0.21 in (TL) Elreq'd = 4 x10^6 lb-in2 (2)2x6 - HF - #2 M = 6.58 Kft V = 3.19 K L/360 = 0.28 in (LL) L/240 = 0.41 in (TL) Eireq'd = 198 x1016 lb-in2 3.5x9 - GLB - 24F-V4 236 # = 76 # HEADER IF (1)2x6 TRIMMER DOWNBM 02X POCKET FLUSH BM ()2X STD GROUP FLUSH BM )2X STD�GROUP FLUSH BM HGR BY TRUSS MFR IN\ HGR CRAWLBM OTHER 3205 # 1039 # HEADER IF (1)2x6 TRIMMER DOWN BM ()2x ff POCKET FLUSH BM FLUSH BM STD�GROUP 2x02xSTROUP FLUSH BM HGR BY TRUSS MFR IN\ HGR CRAWLBM OTHER F L = 4.25ft 7- L = 8.25ft 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 236 # '7 # 1 HEADER (1)2x6 TRIMMER FWDOWNBM ()2X POCKET FLUSH BM USHBM02X J!L1 PROUP FLUSH BM HGR BY TRUSS MFR Ikl\ L� HGR rWBM OTHER 3205 # 040 # 1 HEADER (1)2X6 TRIMMER DOWN BM ()2x POCKET FLUSH BM FLUSH BM 02X STD GROUP 02x STD GROUP FLUSH BM HGR BY TRUSS MFR � r \ L� HGR UWLBM= OTHER Project: Pacific Ridge Homes Designed By: Date: Project Number: Client: Scale: Page: R2.5 BTL ENGINEERING ME) .14 M = 2.66 Kft V = 2.03 K L/360 = 0.18 in (LL) L/240 = 0.26 in (TL) Elreq'd = 51 x1016 lb-in2 4x8 - DF - #2 2040 # RL(dead) = 662 # 1 HEADER (1)2x6 TRIMMER DOWNBM ()2x POCKET JLUSHBMU"S STD�GROUP FLUSH BM HGR BY TRUSS MFR IN\ � HGR CRAWL BM OTHER 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 E L = 5.25ft 2040 # RR(dead) = 662 # Project: Pacific Ridge Homes Designed By: Project Number: Client: Scale: DER 1 HEA(1)2x6 IF-LTTRIMMER DOWNSM 02x POCKET FLUSH BM �LTUSH BM()2X DROUP P FLUSH BM HGR BY TRUSS MFR IXl\ L �- HGR VWL OTHER Date: Page: R2.6 BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 Gravity Upper Floor Framing BTL ENGINEERING 3330# (ELEVATION C) 639# —, UB-06 2683# ABV _ ELEVATION C ONLY 3239# 3640# (ELEVATION C) 1120#+ 1560# =2680# 3205# ABV (ELEVATION D ONLY) ELEVATION D WORST CASE 4688# U B-03 1192# 3205# ABV (Elevation D) 7770# 1700# ABV (ELEVATION C) (ELEVATION D) ELEVATION D WORST CASE 6188# LIMMITI� 2183# 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 GT 3330# (ELEVATION C) U B-09 1090# (ELEVATION C) 2390# (ELEVATION C) 7770# ABV (ELEVATION D) ELEVATION C/D UPPER FLOOR KEY PLAN Project: pacific Ridge Homes Designed By: Date: Project Number: clicnt: Scale: Page: U1.1 BTL ENGINEERING U B-01 M = 2.50 Kft V = 1.90 K L/480 = 0.13 in (LL) L/240 = 0.26 in (TL) Elreq'd = 72 x1016 Ib-1n2 4x8 - DF - #2 U B-02 M = 1.72 Kft V = 2.27 K L/480 = 0.09 in (LL) L/240 = 0.18 in (TL) Elreq'd = 34 x10^6 lb-in2 4x6-DF-#2 441 # HEADER (1)2x6 TRIMMER DOWN BM Q2x POCKET FLUSH BM FLUSH BM ()2X STIR R.UP ()2X STD GROUP FLUSHB HGR BY TRUSS MFR HGR CRAWL BM OTHER 1746 # HEADER (1)2x6 TRIMMER DOWNBM ()2x POCKET FLUSH BM FLUSH BM ()2x STIR R.UP ()2x STD GROUP FLUSHBM HGR BV TRUSS MFR IN\ HGR CRAWL BM OTHER F L = 5.25ft E L = 3.5ft 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 - 441 # 1 HEADER (1�2x6 TRIMMER DOWN BM ()2x POCKET FLUSH BM SH BM()2X J!LTI3 P USHROUP FLBM HGR BY TRUSS MFR n L� HGR CRAWL BM OTHER P = 0.9k �P2.751 y 2278 # 526 # 7EAD DOWN BM ()2x POCKET FLUSH BM FLUSH BM ()2x STD GROUP Q2x STD GROUP FLUSH BM HGR BY TRUSS MFR �r R L� HGR CRAWL BM OTHER Project: pacific Ridge Homes Designed By: Date: Project Number: Client: Scale: Page: U2.1 BTL ENGINEERING U B-03 ELEVATION D WORST CASE M = 7.29 Kft V = 4.66 K L/480 = 0.16 in (LL) 1-/240 = 0.31 in (TL) Elreq'd = 219 x10A6 lb-in2 3.5x9 - GLB - 24F-V4 4688 # RL(dead) = 1552 # HEADER IF 1 (2)2X6 TRIMMER DOWN BM Q2x POCKET FLUSHB FLUSER STD QSTD P FLUSH BM HGR BY TRUSS MFR IN\ HGR CRAWL BM OTHER U B-04 ELEVATION D WORST CASE M = 12.70 Kft V = 6.16 K L/480 = 0.21 in (LL) L/240 = 0.41 in (TL) Elreq'd = 504 x10A6 lb-in2 5.5x9 - GLB - 24F-V4 6188 # 2049 # HEADER (2)2x6 TRIMMER DOWN BM ()2X POCKET FLUSHBM USHBM J!L- Q2XQ2XSTD GROUPTD�GROUP FLUSH BM HGR BY TRUSS MFR Ib\ HGR CRAWL BM OTHER E L = 6.25ft F L = 8.25ft 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 4688 # RR(dead) = HEADER (2�2X6 TRIMMER DOWNBM ()2x POCKET FLUSH BM FLUSH BM ()2x STD GROUP Q2x STD GROUP FLUSHBM HGR BY TRUSS MFR IXl\ L� HGR CRAWL BM OTHER 6188 # 0049 # FEADE DOWN BM Q2x POCKET FLUSH BM FLUSHBM Q2X STD�GROUP Q2X STD GROUP FLUSHBM HGR BY TRUSS MFR J Ikl\ L HGR CRAWL BM OTHER Project: pacific Ridge Homes Designed By: Date: Project Number: Client: Scale: Page: U2.2 BTL ENGINEERING U B-05 M = 1.26 Kft V = 1.19 K L/480 = 0.11 in (ILL) L/240 = 0.21 in (TL) Elreq•d = 25 x10A61b-in2 4x8 - DF - #2 1192 # 406 # DER 1 HEA(1)2x6 TRIMMER DOWNBM Q2x POCKET FLUSH BM JFLUBM STD�G ROUP 2xQ2xSTROUP FLUSH BM HGR BY TRUSS MFR Ib\ HGR YWLBM= OTHER U B-06 ELEVATION C WORST CASE M = 1.54 Kft V = 3.23 K W=0.037*(36/2+2) = 0.74 KLI OK WITH SHEAR REDUCTION 639 # 11-/480 = 0.16 in (LL) RL(dead) L/240 = 0.31 in (TL) Elreq d = 35 x1016 Ib-in2 OKw/Cd=1.15 4x6-DF-#2 361 # HEADER (1 )2x6 TRIMMER DOWN BM Q2x POCKET BMQ2xD STD GROUP fUSH GROUP FLUSH BM HGR BY TRUSS MFR �r IN\ HGR CRAWL BM OTHER E L = 4.25ft 7- L = 6.25ft Project: pacific Ridge Homes Designed By: Project Number: Client: Scale: 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 1192 # RR(dead) = 406 # FE DOWN BM Q2x POCKET FLUSH BM FLUSH BM Q2x GROUP STD G Q2x STD GROUP FLUSH BM HGR BY TRUSS MFR R L� HGR F-WL"M OTHER P = 2.7k �5.751 y 3239 # 1 HEADER (2)2X6 TRIMMER DOWN BM Q2x POCKET FLUSH BM FLUSH BM Q2x STD GROUP Q2x STD GROUP FLUSH BM HGR BY TRUSS MFR r� Ikl\ L� HGR CRAWL BM OTHER Date: Page: U2.3 BTL ENGINEERING M = 1.29 Kft V = 1.29 K L/480 = 0.1 in (LL) L/240 = 0.2 in (TL) Elreq•d = 29 x1016 lb-in2 4x10-DF-#2 M = 3.53 Kft V = 1.72 K L/480 = 0.21 in (LL) L/240 = 0.41 in (TL) Elreq•d = 130 x10A6 lb-in2 4x10-DF-#2 1300 # RL(dead)= 300 # ]F.E.DER Q2x TRIMMER I DOWN BM ()2x POCKET ff FLUSH BM USH BM (2)2x4 �JD Q2. STD GROUP FLUSH BM HGR BY TRUSS MFR �GROUP H HGR BM I OTHER 0.5k @Oft y 2181 # 800 # HEADER IF—(1)2x6 TRIMMER DOWN BM ()2x POCKET FLUSH BM USH BM !T.GR.UP 2XQ2xSTROUP FLUSH BM HGR BY TRUSS MFR IN\ HGR VWL OTHER FL=4ft F L = 8.25ft 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 1300 # RR(dead) = 300 # 1 HEADER Q2x TRIMMER DOWNBM ()2x POCKET FLUSH M FLUSH BM (2)2x4 STD�GROUP ()2x STD GROUP FLUSHBM HGR BY TRUSS MFR IXI\ L� HGR CRAWL BM OTHER P = 0.5k 9?8.251 y 2183 # 1 HEADER (1)2X6 TRIMMER DOWN BM ()2x POCKET FLUSH BM JFL:US.H BM ()2X STD ROUP Q2x STD GROUP FLUSH BM HGR BY TRUSS MFR Ip\ HGR rw OTHER Project: pacific Ridge Homes Designed By: Date: Project Number: Client: Scale: Page: U2.4 BTL ENGINEERING U B_09 ELEVATION C WORST CASE M = 0.68 Kft V = 1.08 K L/480 = 0.06 in (LL) L/240 = 0.13 in (TL) Elreq•d = 8 x10A6lb-in2 4x6 - DF - #2 1090 # 415 # HEADER IF—j1—)1—.6 TRIMMER DOWN BM ()Ix POCKET MX()2XROUP STO R.U1 fL]SBFLSHU FLUSH BM HGR BV TRUSS MFR IN\ HGR CRAWL BM OTHER F L = 2.5ft 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 1090 # 415 # 1 HEADER (1�2X6 TRIMMER DOWN BM ()2x POCKET FLUSH BM FLUSH BM ()2X STD GROUP Q2x STD GROUP FLUSH BM HGR BY TRUSS MFR IXI\ L� HGR CRAWL BM OTHER Project: pacific Ridge Homes Designed By: Date: Project Number: Client: Scale: Page: U2.5 BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 Gravity Main Floor Framing BTL ENGINEERING 3205# ABV (ELEVATION D ONLY) J ELEVATION D WORST CASE 4688# ABV ELEVATION D WORST CASE 6188# ABV 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 3330# ABV (ELEVATION C) 2278# 3330# (ELEVATION C) ABV 2830# i I I I 2950# M B-01 3239# ABV 2680# 2090# ABV (ELEVATION C) ABV 15863#(TOTAL) M B-02 2390# ABV 1700# 10858# (ELEVATION C) 3205# (ELEVATION C) 3640# ABV ABV GT GT (ELEVATION C) (Elevation D) 6990# 10131# 5199# 7505# MB-03 — MB1109 7770# MB-10 ABV (ELEVATION D) M B-06 M B-04 5191 # M B-0 6990# ❑ _ IL 617# M B-05 M B-07 1070# 27604 2183# 2194# 5191# (ELEVATION C) 2194# ABV 8140+ 7409# =15549# (ELEVATION D) ELEVATION C/D MAIN FLOOR KEY PLAN Project: Pacific Ridge Homes Designed By: Date: Project Number: Clicnt: Scale: Page: M F 1. BTL ENGINEERING 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 3205# ABV (ELEVATION D ONLY) ELEVATION D ELEVATION D WORST CASE WORST CASE 4688# ABV 6188# ABV 2 I II I '•I I:;I I 3330# ABV ;I �I (ELEVATION C) j :,` j j 3330# (ELEVATION C) II I::I TYP FND OK FOR -; - MAX 18.5 K POINT ------ `. LOAD PER M2.1 I - 3. 3239# ABV • .a . ' ° 2680# (ELEVATION C) ABV 10858# 15863#(TOTAL) 3640# ABV -------- -=15549# (ELEVATI ON D (ELEVATION C) j <` •• (ELEVATION D) •' WORST `• I, .`.. I° CASE) i• . ' , L• .. '... - .. i..' 7770# 7505# �-=-------_-_•--_-.�_ -� :. ABV (ELEVATION D I"_ �____ .--r_--•J -. F----------------------- (ELEVATION D) WORST CASE) I �.-:.:..,:. ,_.��.,..:. ...'.,.:..:�' I --------------------J 10131#(ELEVATION D WORST CASE) _ 6990# 617# 1070# (ELEVATION C) 2194# ELEVATION C/D FOUNDATION KEY PLAN Project: Pacific Ridge Homes Designed By: Date: Project Number: clicnt•. Scale: Page: M F 1.2 BTL ENGINEERING M B-01 M = 2.41 Kft V = 2.94 K P = 2.3k @1ft y W=0.008'9 = 0.07 KLI W=0.052-(3412) = 0.88 KLI 2825 # 7- L = 2.5ft L/480 = 0.06 in (LL) RL(dead)= 794 # L/240 = 0.13 in (TL) Elreq'd = 28 x1016 lb-in2 4x10-DF-#2 M B-02 M = 68.02 Kft V = 13.41 K HEADER IF—(1)2x6 TRIMMER DOWNBM ()2x POCKET FLUSH BM FLUSH BM D.ROUP 0STROUP ST 2x FLUSH BM HGR BY TRUSS MFR Ib\ HGR CRAWL BM OTHER P= 2.1k @7ff y W=0.008"9 = 0.07 KLF W=0.052'(24.512) = 0.64 KLF L/360 = 0.68 in (LL) L/240 = 1.03 in (TL) Elreq'd = 5,181 x1016lb-in2 6.75x18 - GLB - 24F-V4 RL(dead)= ()2x 1 HEADER TRIMMER DOWN BM (5)2x6 POCKET FLUSH BM FLUSH BM Q2x STDSGROUP Q2x STD GROUP FLUSH BM HGR BY TRUSS MFR IN\ HGR VWL OTHER F L = 20.5ft 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 2949 # :(dead)- 859 # FEA DOWNBM ()2x POCKET FLUSH BM Q2x STD GROUP FLUSH B M ()2x STD G USHROUP FLBM HGR BY TRUSS MFR R L� HGR CRAWL BM OTHER P = 2.4k d20.5f y 15863 # RR(dead) _ 1 HEADER ()2x TRIMMER (5)2x6 F[JDOWN BM POCKET FLUSH BM f.LII�SHUBM ()2x 02x STD GROUP FLUSH BM HGR BY TRUSS MFR f �GROUP 11 L� HGR FVILBM OTHER Project: Pacific Ridge Homes Designed By: Date: Project Number: Client: Scale: Page: MF2.1 BTL ENGINEERING M B-03 ELEVATION D WORST CASE M = 21.42 Kft W=0.037`(3812+2) = 0.78 V = 7.38 K W=0.037`(3812+2) = 0.78 L/360 = 0.5 in (LL) L/240 = 0.75 in (TL) Elrecjd = 1,263 x10A6lb-in2 5.5x18 - GLB - 24F-V4 M = 0.20 Kft V = 0.23 K L/360 = 0.12 in (LL) L/240 = 0.18 in (TL) Elreq'd = 3 x1016 lb-in2 4x6 - DF - #2 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 P = 3.2k P = 3.2k @3.5fl �? 11.51 7415 # RL(dead'16 # HEADER Q2x TRIMMER F DOWN BM ()2x POCKET BM H BM )2x6ROUP fJD 2x fLTUSH FLUSH BM HGR BV TRUSS MFR �GROUP IN\ HGR CRAWL BM OTHER 235 # n = 147 # HEADER IF (1)2x6 TRIMMER DOWN BM Q2x POCKET FLUSH BM SH BM J!L-U— ()2x TD� GROUP Q2x STD GROUP FLUSHBM HGR BV TRUSS MFR Ib\ HGR CRAWL BM OTHER FL=15ft F L = 3.5ft 7399 # 1 HEADER Q2x TRIMMER DOWN BM ()2x POCKET FLUSH BM FLUSH BM (6)2X6 STD GROUP ()2x STD GROUP FLUSHBM HGR BY TRUSS MFR F IXI\ L� HGR CRAWL BM OTHER 235 # id) = 147 # 1 HEADER (1)2x6 TRIMMER FW—DO.. BM ()2x POCKET FLUSH BM FLUSH BM 02x STD GROUP Q2x STD GROUP FLUSH BM HGR BY TRUSS MFR R L� HGR CRAWL BM OTHER Project: Pacific Ridge Homes Designed By: Date: Project Number: Client: Scale: Page: M F2.2 BTL ENGINEERING MB-05 ELEVATION C WORST CASE M = 3.32 Kft V = 1.06 K L/360 = 0.42 in (LL) L/240 = 0.63 in JL) Elreq'd = 149 x1016 lb-in2 4x10 - DF - #2 M B-06 M = 0.46 Kft V = 0.61 K L/360 = 0.1 in (LL) L/240 = 0.15 in JL) Elreq'd = 5 x1016 lb-in2 4x8-DF-#2 1069 # RL(dead600 # ]HEADER IF (2)2x6 TRIMMER DOWN BM Q2x POCKET BM LUSH B SQ UP2X 2x DR JLTUBH RUP FLUSH BM HGR BY TRUSS MFR IN\ HGR CRAWL BM OTHER RL(dead)- 261 # 1 HEADER (1)2x6 TRIMMER DOWN BM Q2x POCKET USHBMXQ2xROUP J!TDROUP fL]SHBM FLUSH BM HGR BY TRUSS MFR IM\ HGR CRAWL BM OTHER E L = 12.5ft FL=3ft Project: Pacific Ridge Homes Designed By: Project Number: Client: Scale: 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 1069 # RR(dead) = 600 # 7FEAD DOWN BM ()2x POCKET FLUSH BM USH BM Q2X J!LTI�GR.Up Q2x STD GROUP USH FLBM HGR BY TRUSS MFR � Ikl\ L� HGR AfWL OTHER 617 # RR(dead) - 261 # 1 HEADER (1)2x6 TRIMMER DOWN BM Q2x POCKET FLUSH BM FLMCRU ST Q2X STD GROUP FLUSH BM HGR BY TRUSS MFR IXI\ L� HGR AfWL OTHER Date: BTL ENGINEERING M = 10.64 Kft V = 2.18 K L/480 = 0.49 in (LL) L/240 = 0.98 in (TL) Elreq'd = 1,194 x1016lb-in2 5.5x13.5 - GLB - 24F-V4 M = 17.43 Kft V = 5.16 K L/480 = 0.34 in (LL) L/240 = 0.68 in (TL) Elreq•d = 1,001 x1016lb-in2 3.5x18 - GLB - 24F-V4 2194 # KLrneadl = 439 # 1 HEADER Q2x TRIMMER DOWN BM Q2x POCKET FLUSH BM H BM )2x6 JTD Q2x STD GROUP FLUSH BM HGR BY TRUSS MFR �GROUP IN\ HGR CRAWLBM OTHER 4680 # CASE 2 (D+L) 5191 # ad)— 2119 # HEADER Q2x TRIMMER DOWN BM Q2x POCKET FLUSH BM FLUSH BM Q2x STD�GROUP Q2x STD GROUP FLUSH BM HGR BV TRUSS MFR IN\ HUCQ HGR CRAWL BM OTHER F L = 1 9.5ft F L = 13.5ft 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 2194 # RR(dead) = 439 # 1 HEADER Q2x TRIMMER DOWN BM ()2x POCKET FLUSH BM FLUSH BM (2)2x6 STD GROUP ()2x STD GROUP FLUSH BM HGR BV TRUSS MFR IXI\ L� HGR CRAWL BM OTHER 4680 # CASE 2 5191 # (D+L) RR(dead) — 21 1 HEADER ()2x TRIMMER DOWN BM ()2x POCKET FLUSH BM FLUSH BM ()2X STDG�ROUP Q2x STD GROUP FLUSH BM HGR BY TRUSS MFR P L HU�CQ HGR F-WLBM OTHER Project: Pacific Ridge Homes Designed By: Date: Project Number: Client: Scale: Page: MF2.4 BTL ENGINEERING 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 P = 7.Ok @4.5fi y W=0.055 = 0.06 KLF 4.5ft .... .... .... .... .... .... .... 16.Sft M = 36.42 Kft W=0.052*(12/2) = 0.31 KLF�OflffV = 10.09 K W=0.01*(8+9) = 0.17 KLFW=0.037*3 = 0.11 KLF W=0.055`(11/2) = 0.3 KLF 10131 # 2:L=16.5ft L/480= 0.41 in (LL) RL(dead)— 3269 # L/240 = 0.83 in (TL) Elreq'd = 2,694 x10A6 lb-in2 5.5x16.5 - GLB - 24F-V4 DER 1 HEA(4)2X6 TRIMMER DOWM BM ()2x POCKET FLU�SH BM FLUSH BM Q2xSTROUP STD�GROUP FLUSH BM HGR BY TRUSS MFR IM\ L� HGR CRAWL BM OTHER MB-10 ELEVATION D WORST CASE M = 3.91 Kft V = 8.14 K L/480 = 0.08 in (LL) L/240 = 0.16 in (TL) Elreq'd = 53 x1016 lb-in2 5.5x12 - GLB - 24F-V4 2754 # "1'—,. 1075 # 1 HEADER (4)2X6 TRIMMER DOWH BM Q2x POCKET BM FLUSH BM STD�GROUP 2xQ2xROUP fLTUSH FLUSH BM HGR BY TRUSS MFR IN\ HGR CRAWL BM OTHER F L = 3.25ft Project: Pacific Ridge Homes Designed By: Project Number: Client: Scale: 5199 # 1498 # 7EAD DOWHBM Q2x POCKET FLUSH BM FLUSH BM Q2x STD GROUP Q2x STD GROUP FLUSH BM HGR BY TRUSS MFR Ikl\ L� HGR CRAWL BM OTHER P= 7.8k P= 7.4k 52.75f d3.25f y 15562 # RR(dead) = 5229 # 1 HEADER (4)2x6 TRIMMER DOWM BM Q2x POCKET FLUSH BM USH BM Q2x f.LTI�GR.Up Q2x STD GROUP FLUSH BM HGR BY TRUSS MFR f 11 L� HGR U—WL"M OTHER Date: BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 Lateral Forces VFIL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 ENGINEE RI G Fax: 425-821-2120 Pacific Ridge Homes Revision Date: 1/11/2021 Windom (Elevations C & D) Code: Seismic Design: Wind Design: Risk Category: Snow Importance Factor Ice Importance Factor - Thickness Ice Importance Factor - Wind Seismic Importance Factor Spectral Response, Short Period Spectral Response, 1-s Period Site Class assumed, no Geotechnical Report Site Class: Site Coefficient Site Coefficient 2018 IBC Allowable Stress Design (ASD) IV ASCE 7-16: 12.8 Equivalent Lateral Force Procedure ASCE 7-16: Ch. 28 Envelope Procedure, Low Rise Other Structures Table 1.5-1 1 S = 1.00 Table 1.5-2 1 i = 1.00 Table 1.5-2 1 W = 1.00 Table 1.5-2 1 e = 1.00 Table 1.5-2 I Ss = 1.500 (Mapped) S , = 0.500 (Mapped) Fa = 1.20 F = 1.80 Structural Systems: Light framed walls with shear panels All other structural systems n TL = 6 Response Modification Coefficient R = 6.5 Overstrength Factor S20 = 3 Deflection Amplification Factor Cd = 4 Table 20.3-1 Table 11.4-1 Table 11.4-2 (Figs. 22-14 thru 22-17) Table 12.2-1 Table 12.2-1 Table 12.2-1 Basic Wind Speed: 100 mph I Exposure to Wind: Exposure B ' I Section 26.7.3 Topographical Factor KZT = 1.00 Date: 11 /18/2022 Page: L1.1 ENGINEERING Pacific Ridge Homes Windom (Elevations C & D) Roof Geometry Mean Roof Height Hn = 32 ft Roof Depth D-Roof = 8 ft Overhang Length 12 in Pitch 6:12 Floor 2 Geometry Width W3 = 36 ft Length L3 = 44 ft Plate Height H3 = 8 ft Floor Depth D3 = 18 in Floor 1 Geometry Width W2 = 36 ft Length L2 = 44 ft Plate Height H2 = 9 ft Floor Depth D2 = 18 in Basement Geometry Width W1 = 36 ft Length L1 = 44 ft Plate Height H1 = 8 ft 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Revision Date: 1/11/2021 Seismic Weight - Roof Roof Area 1 1480 SF 12 psf 17,7 Roof Area 2 160 SF 6 psf 9 Roof Area 3 Exterior Wall 1 160 LF 4 ft 10 psf 6,4 Exterior Wall 2 Exterior Wall 3 Interior Wall 140 LF 4 ft 8 psf 4,4 Total 29,6 Seismic Weight - Floor 2 Roof Area 1 156 SF 12 psf 1,872# Floor Area 1 1392 SF 12 psf 16,704# Floor Area 2 Floor Area 3 Exterior Wall 1 160 LF 4 ft 10 psf 6,400# Exterior Wall 2 160 LF 4.5 ft 10 psf 7,200# Exterior Wall 3 Interior Wal11 140 LF 4 ft 8 psf 4,480# Interior Wa112 75 LF 4.5 ft 8 psf 2,700# Total 39,356# Seismic Weight - Floor 1 Roof Area 1 Floor Area 1 1392 SF 15 psf 20,880# Floor Area 2 100 SF 15 psf 1,500# Floor Area 3 Exterior Wall 1 125 LF 4.5 ft 10 psf 5,625# Exterior Wall 2 125 LF 4 ft 10 psf 5,000# Exterior Wall 3 Interior Wall1 75 LF 4.5 ft 8 psf 2,700# Interior Wal12 65 LF 4 ft 8 psf 2,080# Total 37,785# N/S Projected Area - Roof Sloped Roof Area 250 SF Gable/Parapet Area 55 SF Wall Area 144 SF E/W Projected Area - Roof Sloped Roof Area 45 SF Gable/Parapet Area 156 SF Wall Area 176 SF N/S Projected Area - Floor 2 Sloped Roof Area 0 SF Gable/Parapet Area 0 SF Wall Area 360 SF E/W Projected Area - Floor 2 Sloped Roof Area 0 SF Gable/Parapet Area 25 SF Wall Area 440 SF N/S Projected Area - Floor 1 Sloped Roof Area 0 SF Gable/Parapet Area 0 SF Wall Area 360 SF E/W Projected Area - Floor 1 Sloped Roof Area 0 SF Gable/Parapet Area 0 SF Wall Area 440 SF Date: 11 /18/2022 Page: L1.2 �� 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 ENGINEE: RIIti C Fax: 425-821-2120 Pacific Ridge Homes Revision Date: 1/11/2021 Windom (Elevations C & D) Redundancy, p 1.0 (Section 12.3.4) Design Base Shear SMs = F,,Ss (Eq. 11.4-1) = 1.80 S DS = 2/3 S MS (Eq. 11.4-3) = 1.20 S M 1= F S 1 (Eq. 11.4-2) = 0.90 S D 1= 2/3 S M 1 (Eq. 11.4-4) = 0.60 Seismic Design Category: Structure Period and Weight: Short Period -- D 1-Second Period -- D Ct = 0.020 Table 12.8-2 x = 0.75 Building Height (Mean Roof), h = 32 ft Approximate Fundamental Period, Ta = Ct (h )X (Eq. 12.8-7) T=Ta=0.27 T L = 6 (Figs. 22-14 thru 22-17) Calculated design base shear. V = CS W (Eq. 12.8-1) SDS CS = (R) (Eq. 12.8-2) e Cs = 0.18 The total design base shear need not exceed: (Eq. 12.8-3) (Eq. 12.8-4) SD1 SD1TL for T TL Cs = for T > TL CS = \T(R) TzRITe Cs=0.34 Cs=7.65 / C S = 0.34 T <_ TL Cs = 0.51 1.5 times Cs in accordance with 11.4.8 The total design base shear shall not be less than: Cs = 0.044SDS/e >_ 0.01 (Eq. 12.8-5) Cs=0.05 nor where S >_ 0.6g: Cs = 0.5S,/(R/le) (Eq. 12.8-6) CS=0.00 Cs = 0.18 V= 0.18W Date: 11 /18/2022 Page: L1.3 I .31 0 0 ENGINEERING 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 Pacific Ridge Homes Revision Date: 1/11/2021 Windom (Elevations C & D) ps = A Kzr Ps30 (28.5-1) Exposure = B A = 1.02 (Fig. 28.5.1) Mean Roof Ht hn (ft) = 32 ft Kn = 1.00 (Section 26.8) a (roof) = 3.6 ft a (upper/main floor) = 3.6 ft Basic Wind Speed = 100 mph Roof Angle = 27 North/South Loading 28.5.4 Minimum Design Loads Zone Area p psf p ps p(Ps Force (#) ASD Force (#) Force (#) ASD Force (#) Roof A_11 29 19.1 19.1 19.4 560 336 461 276 Agable 29 19.1 19.1 19.4 560 336 461 276 B 58 6.8 6.8 6.9 400 240 461 276 Cwall 115 14.3 14.3 14.6 1683 1010 1843 1106 Cgable 26 14.3 14.3 14.6 383 230 419 252 D 192 5.9 5.9 6.0 1158 695 1539 924 Total Area = 449 Total Load = 4743 2846 5184 3110 Design: 5184 3110 Zone Area p psf p ps p ps Force (#) ASD Force (#) Force (#) ASD Force (#) Floor 2 Awall 72 19.1 19.1 19.4 1400 840 1152 691 Agable 0 19.1 19.1 19.4 0 0 0 0 B 0 6.8 6.8 6.9 0 0 0 0 Cwall 288 14.3 14.3 14.6 4207 2524 4608 2765 Cgable 0 14.3 14.3 14.6 0 0 0 0 D 0 5.9 5.9 6.0 0 0 0 0 Total Area = 360 Total Load = 5606 3364 5760 3456 Design : 5760 3456 East/West Loading 28.5.4 Minimum Design Loads Zone Area p - (psf) p ps p(Ps Force (#) ASD Force (#) Force (#) ASD Force (#) Roof Awall 29 19.1 19.1 19.4 560 336 461 276 Agable 29 19.1 19.1 19.4 560 336 461 276 B 45 6.8 6.8 6.9 312 187 360 216 Cwall 147 14.3 14.3 14.6 2150 1290 2355 1413 Cgable 127 14.3 14.3 14.6 1858 1115 2035 1221 D 0 5.9 5.9 6.0 0 0 0 0 Total Area = 377 Total Load = 5440 3264 5672 3403 Design : 5672 3403 Zone Area p psf p S30- psf p ps Force (#) ASD Force (#) Force (#) ASD Force (#) Floor 2 Awall 67 19.1 19.1 19.4 1295 777 1066 639 Agable 25 19.1 19.1 19.4 486 292 400 240 B 0 6.8 6.8 6.9 0 0 0 0 Cwall 373 14.3 14.3 14.6 5454 3272 5974 3585 Cgable 0 14.3 14.3 14.6 0 0 0 0 D 0 5.9 5.9 6.0 0 0 0 0 Total Area = 465 Total Load = 7235 4341 7440 4464 Design : 7440 4464 Zone Area p psf p ps p (PSD Force (#) ASD Force (#) Force (#) ASD Force (#) Floor 1 Awall 72 19.1 19.1 19.4 1400 840 1152 691 Agable 0 19.1 19.1 19.4 0 0 0 0 B 0 6.8 6.8 6.9 0 0 0 0 Cwall 368 14.3 14.3 14.6 5375 3225 5888 3533 Cgable 0 14.3 14.3 14.6 0 0 0 0 D 0 5.9 5.9 6.0 0 0 0 0 Total Area = 440 Total Load = 6775 4065 7040 4224 Design : 7040 4224 Date: 11 /18/2022 Page: L1.4 VFIL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 ENGINEE RI G Fax: 425-821-2120 Pacific Ridge Homes Revision Date: 1/11/2021 Windom (Elevations C & D) Vertical Distribution of Lateral Forces Base Shear: V = 19.71 kips Shear Walls: F x= C v, V (Eq. 12. 8-11) Diaphragms: n n 1l( Fpx = Fi l wi) lwpx) ... [Eq.12.10 - 1] i=x i=x k C x = wx hx (Eq. 12.8-12) Yi l wihk Fpx = 0.2SDSIewpx ... [Eq.12.10 - 2] (min) Fpx = 0.4SDSIewpx ... [Eq.12.10 - 3] (max) Strength Design Seismic Forces (E) Floor Level (from base) Height, hx (ft) Story Weight, wx (Kips) wxhx (ft-Kips) Lateral Force, Fx (Kips) Story Shear, Y-Fx (Kips) Story Moment (ft-Kips) Portion of Weight at i, Y-wi (Kips) Diaphragm Force, Fpx (Kips) Roof 22.5 29.60 666 7.86 7.86 94 30 7.86 Floor 2 10.51 39.361 4131 4.871 12.731 2281 691 9.45 Floor 1 1 -1 37.79 -1 6.981 19.71 -1 1071 9.07 I otals W = 1 U6.14 Kips Y-wxhx = 1079 ft-Kips Strength Design Wind Forces (W) Floor Level (from base) Lateral Force N/S, Hx (Kips) Story Shear N/S, jHx (Kips) Lateral Force E/W, Hx (Kips) Story Shear E/W, Y-Hx (Kips) Roof 5.18 5.18 5.67 5.67 Floor 2 1 5.761 10.941 7.441 13.11 Floor 1 1 - -1 7.041 20.15 Diaphragm (ASD) Seismic, [0.7E] (kips) Wind N/S [0.6W] (kips) Wind E/W [0.6W] (kips) Roof 5.50 3.11 3.40 Floor 2 6.61 3.46 4.46 Floor 1 1 6.35 -1 4.22 Shear Walls (ASD) Seismic, [0.7E] (kips) Wind N/S [0.6W] (kips) Wind E/W [0.6W] (kips) Floor 2 5.50 3.11 3.40 Floor 1 3.41 3.46 4.46 Basement 1 4.88 -1 4.22 Date: 11 /18/2022 Page: L1.5 BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 Lateral Shear Walls/Diaphragms BTL ENGINEERING 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Dia hramm Forces: Roof W=3�luw i� E= ss� w 77Jd lSJ s �7 t,i .v C I'2 ' �� : 27$c w�, I 3Sa' = 17 rl-r f LI Gcu OaGP Cvo„ r,— c o`'y [V (-7oo y. . sg (��[ ` : -76 pt p L 1 ,�' ��a �j�,"` rare✓ �� t��'G vrul �r� � Project: Project Number: Client: Designed By: Date: Scale: Page: L2.1 BTL ENGINEERING 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 Diaphragm Forces: Upper Floor E= Waloc W=-�1(o04 1� E= (a(s1(Ttl � t S � W = Ll�llaDa , I� _ ,_ 6 µ 14 �I1CD N 1�3b 330J Lr✓� l(� ; �/s: � d5 �� 13v5�0� ��a� �1JU POP' L'7 30 5-7 ffh Lreic_ R: N5: �i23�+-2�m-��C,►�sl/l►, ' ; I ce P�F L ll�v r�r (n3 P(,i= LI (e` aro�,.ar. 7rAlLfC? Psi- Ql.►cU NSA/ LTwi, do ry�� xa�� L-g I asp M l3gil ub( CONK, lb46XOQ : s� t'�F xZ �_ ll'� h�►� :� I�� `,� �� Mr.� C. tok ,b Ar(b rCtvA:7J Project: Project Number: Client: Designed By: Date: Scale: Page: L2. BTL ENGINEERING Diaphragm Forces: Main Floor E= (g350a W = �% E = ia3 5 4 W Svf Abu Gr,a U5 5� 3(1 G 51g 5 N r I",, .aa34)A. ff A-15 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 LY,tFti �P$ . IVS1 gala' L�`'�� `�4 �a� 1•l79"�i �E� �r�ia.�F c•�,�) i-fivr` AIr6l tV.,t VNIII Lf"5a3v CDuna, !� t �SS {a+•�,.7--1 4• ��13t "I tk's) Z5,1 N-r. >' 7-CO zt�- us9- i-POlaSx--1y L 14v P&P Caok,- Dr:-3roq : -7`7 P4F .7 too p&,F 5TAVr o"' Via.► /TtlrxnJ�sc' � � "44 �dr rL�u (3tp Ca,su p s u- 5� 1",LF y- 9E7�S 4, tr tuGr cn tvu, . 041 Prni ect: Designed By: Date: Project Number: Client: Scale: Page: L2 • -S BTL ENGINEERING Shear Wall Forces Upper Floor E = $560* w Main Floor E = 3h'*'L u Project: Project Number: �t �l`lSb M Client: w 3t�n 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 rA 4- 0 va E% 2-)s-0v (,/; (-loot, 0 w- l5 S"s'a E = 3'110 w = F_=f�3��Z�5Gti 33g�,� �Sy ilia 3� l w� l,3aF 1�55 = SZS�S �i Designed By: Date: Scale: F BTL ENGINEERING Shear Wall Forces Lower Floor E = (-M 0 % w = 0 E = Lk"al W = `L1-L1p* Project: 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax: 425-821-2120 00 a � "WA IL C C_ zKKa� Haas- (a��lS� Designed By: Date: Project Number: Client: Scale: Page: L2. S BTL ENGINEERING Shear Wall Line E= 21Tov' W= 15 b'b A �k H a a 0 0 w a 0 0 w E= WMS-w W= 32V5'd E� 0.n z w 0 0 w 0 a 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 rv�y 4'7s'YJ 14R'lCt fir- 07 fit' CNVM� J� Ul►t-Fr-i. 27 So I -pax 2'1.5''• YvO . (ell'SI lDOO c (e4L = 2Z001L �. CAbs.� •l � � (ems: �� --meow — 3Z PI-`I CAV wl Voc��1 �I°�sS t,�� •. lzs3 �q — z �z— zuv Nv (NET-r�r SIDE ELF /=TION: FLF /- Y-t tV1 Pcr,*'e` a 1Z-s(e "— Zlb-ulg = Me; Unt,p1�r Project: Designed By: Date: Project Number: Client: Scale: Page: -- BTL ENGINEERING Shear Wall Line Z, E= '2"I so 4i W= L sSs +r H a a. �a i~ o 0 w a E_ `l W= 3ZI S is ■ 1= l 590�54 W= H a a r� Project: Project Number: 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 N6 = 7-15 v 7 OOV-Y-PT e s613-7.5• S�$1 orb - 2'bPaf z I, 7-4008 'U�•. `l�� 5"� �t� l 33S'` : 133 Per- �� G,�� C��a.i� �� a V P�+y�r•. H'1 s L3 0.1 3X° ` 10S' s I " (eq,o -2600fs Ati D I .If::E ELEi--Tl�,i*I� EI�EI. v6 ; (4�(kT "72 Pt - Client: Designed By: Scale: Date: Page: L2.1 BTL ENGINEERING Shear Wall Line E= Z7 67 a W= t100 f Lt. (1-9 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 Mrs. UMV 60. Pcr. V 04v-r : 27b'V V1� ��$3.5, ' al34- E= 33Wa. W= Z5,1(o¢ F etYstifA H a ►e v.-- (6e ¢ I�tti; ?000 � (tot: I Lpott j-LK% ,A- G-(bt Uw.- 21% 7> �1� u3w Pr-4 CN,,A4 "^w = It l tr,` (15% t`L re- urt-rr-r Lt(F,�s� wk<<� , ssA �� { Ali c�e�s, : ia� ��_ �...Iz = N� vouppr Oo,yrir Cttav vfkk6e tszu useO�lit,,L ,-, tzz-o t-p- inuvjz - SZ� Lr) i�7 �b$4al9{ b-x , C-ttsc N-, kr i�1"a1�.Py Project: Designed By: Date: Project Number: Client: Scale: Page: L2. K BTL ENGINEERING Shear Wall Line (7j E_ Atli V a ( 14 1$` a p_� S 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 (,O,J f;7A oR"TT,JF 0-1 1k1}GF_P°�� E= W= 5'lZ'�p 2?6n c (SvL;3\D0 K H a 0 (��.s��•. 103 PW J sib Pcr � �_ �_`e j der`•. sK2K � 4,� F''� Project: Designed By: Date: Project Number: Client: Scale: Page: L2. BTL ENGINEERING Shear Wall Line C E_ �"I sv3�. ( Y �l S5a w= VI OO M �„r- � ► �e n f ,f -3 r ckftu ou`\ E= 33�0.� F,_ kk;Trk w= z 53 (c � �✓ ='I IL% a • QpL- ckt5 s.Jitti 'At ;3' al 2 e� 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 who lye — Uc�tr�.\SA.S�c 4SII.t-. rill —� _l�cs^-Zt�y�.7G,jtj� Z' GNO VI��t'T GtR� 1tt� T c Vl ; l SonR- t �vL-lOov� L.�rrS c.�cc1 •V1J' lt5S UNII'tl-tS`: Z T Ml- ftgfQ"/ ��.9��Ik,p��•. K.� Z�z3��r.4/�' =3�z r��= 7:; � I 3 CN�<rt °�� U `' �. %\� w L � � � � y � i� ` �� •�' �. W �j N v • I�/' i � O �t �..f, 41 � 30�1 Per. Z dP`y 1�(k' r.� ; 12'�! 1 LA • I `t )U c-4rS 4.2t t - t $oo_ k Cw . 4) �A Ca�� w4�nl say. z. t sl S0.ay. Giuu W �it`7 �= Z�`f� z� t Lt t+t��u(� �r►4w, C-i E= 4-3O'i k � — b P EDr TW I wFC -I uww ki F� _ �,a �, lx3zu T •a%J 1,75 j Z• aSs 1l3'I; "'Ibr7.lS%e rbr Ltr<M 1'�� ('t— 115=3t`lR LOI `l1J` = 7oo L733 Pis �w 11�� tJ �'� �� •• �S PLr- L tCL,% 1'iF Mr-- 2.%.13 L(:�f qtS' % S -Jl r-Lr L.7151j I=ic VPLT�P,r- 7�Y�rHi�l9 Project: Designed By: Date: v �3'SJ T4 :.z Project Number: Client: Scale. Page: L2' (CO BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 Lateral Shear Wall/Diaphragm Capacities 2018 IBC/SDPWS 2015 - Diaphragms (8d Nailing) Table 4.2C Nominal Unit Shear Capacities for Wood -Frame Diaphragms Unblocked Wood Structural Panel Diaphragms"" °rl Minimum Minimum NPnbn.n x-in. wm. Common F-I-, Namfnel of xelkd Fall, 9h4alhlug Grade NO 5re. Penetration In Renting Pind 3TloweS6 Supported wipes and Via-) [in.} Boufri 4idr 50 1.114 5116 2 3 rd 1-318 3!5 2 3 Skucdlrell 70d 1-112 16M 2 $ 5 15 2 3 54 1-114 318 2 a 318 2 3 ShwhIF7 n n 1-115 W16 2 S ! 1532 2 ism � 3 0d 1-1f2 15f32 2 3 €.1o. i lvrh Arlarrapecuias gnllbeadjwlodInaamhlmrewi1h423toac- ne ASI3elloanbleanit shear capacity and LPFD as- it reautancn_ Fm gcrenl wrutr.rrion rcgiiirctnmt, sse 4.7.6. Fvv spc Fk rryuireae sa d Z ?. k fawom swatv[nl paneldiaphrapns. SscAppcndx A fac acpnumn ,.a] dianerrs]pm- 2, Fw q- ei and wile of flaming udmr Burr Da.glafFir-LOrcb pr Saurhem Pmc,rad-d-nmal.n ll cheer cupar; hnllt de end by mulnplyi" ttataltWaxd nominal aAlnhear e>pa.ty by O Sp ,b Gravity Adjrutmeat Facmn=[I-(OS-Gj]whe, G-Spmia Gavity fhit framing lumber from tpc ApS (Fable i1,3 SA) The Sp-li. G,ry y Adpyslmcnl Factor shall .. be ¢realer Than I, P Appwmtl thew Eli [fnen valtXs G. as based on ref] slip in hemrclg w rh p rshve [areal tm5 rhti or Iq.A to 19Yo as aria, lif f brinaon find panel m feaesc vala. for diaplmigrre cacmmeM wrpl esrhrr G35 or 3-ply plywood panel¢ hrha, 4ply or 5-ply plywood F-W, or sompwile panel] arc wed, G, nail]. slmll be permuted m be mukipbrd by k?- 4 wparc rraoiawac.nxnt of tla f i.uglc t4an 195: al nme of hbnca -an, c, values AaLLbe mvltipliW by 0.5. 5 DiaPhragr. _1_depends 1 the tb-flpn or coetiwdur panel joints Mlh aspect.1he I.d'ctg duacdaa and direclrm of framing -tot a, midis indepmdrol of ihr pearl manmrop. A SEISMIC 5 In. Nail Spacing at diaphragm boundaries aria a orletl anal ad aP Casei Ga9as 2, 3,a, s,$ Ye G, ul G kf elln. ki s, GSS PLY 0513 n_Y 330 9.0 7.0 250 6.10 4.5 370 7.0 a-0 250 4.5 4.0 4S0 &5 7A 360 6.0 45 - 8.0 4W 5.0 4. . 14 10 430 SS 7.0 0 12 9.0 480 M 5.. 00 3 9.0 85 220 S-0 4A 340 7.0 5.5 250 5.1 3.5 330, 7.5 55 250 10 4.0 37D Is 0 45 280 4.0 3.0 430 9.0 5.5 320 6.0 4.5 460 7.5 5.5 350 5.0 35 460 S.5 5.0 340 5,5 40 510 TO 5.5 4 4W 7.5 5.5 950 5.0 4.0 5N 6.5 5.0 4030.0 3.6 510 t5 9.0 330 10 $,0 586 12 0 430 5.0 5,5 570 13 8,5 430 0.5 as 7,5 480 7.0 i0 C84f !&I Cb rnieus Cuscz 2.1 Cartiauw casts 59 C: Cone Panel J.6. Pcrr��ndi,:olr� rrl lcirrts Parasol lv Pavel I.M. Perpaou mAamieg rruning eiculy a'd Panilldm FmminS Long P-1 Dr.,n M. Pe_di dW 5upp_a p - Inng P-1 PMQ6 ra sopportf - , I. {al Pemlepenradne fa o.cof-ptmelmar may ae 1p•,er dmn fieepae ra:u welt rbe tofu petal dirxdon peryanarulrmw�r. [Sm seatim S.]14n4 Salton ! 131 Table 4.2A Nominal Unit Shear Capacities for Waod-Frame Diaphragms Blocked Weed Structural Panel Dlaphragms�-O apse]][ gawp 1 r�6 i.da<rsnakne.r eenndadm Inn a,.mL n Wnlaanus Ij a-... ram nvurnlmip loll p.saal.q camrpupaa penal adpea OarglNblaw as S64 eaY 1 area ed s ea 688 Paelepp�AraleltpipadlGaam]fl 1 oral alai arNa ea haaa lfl4 RXnimum Failanar allnlmwn pinamam NvMN4 VaMlt a 1 Y ! XaeIsaaaaar ft.1moil rW r1 aunt 3,a4 B !-IR ] Neg9p,e4n9 (nlnnrrer penelreden ee1,2 S.8a BpXlgeg 60e PonalnlMnln a-. PomIrW Panel axeled Fy,. it AdiggM1a r k I w,. p nh F urn 4 ] allndad 6 ] 6r�r MYriam, m Ilunlerar ..he TlticnnM] k 1 Pln it LdOUY O50 OLV 3i6 15 12 i2 Its O$N PLV m 05 ]6 560 SO 60 71p4!0 p40 OSPad 9471T5 1]]0 a.nr..I 1-La4 9nP Zia i 1 ]1512160 1] 9.5 114 1010 1]a53m IS 10 1. T,0 21 13 tT 12 "1 in Teo 940 1065 I., 3ao5 2 3N i9 P.s is no. SW i.5 e.4 5®1 e.b 50 R i9h Id r.0 990 a5 70 000 18 12 sin 950 14 t0 111 520 590 T00 ;as 16d t1]5 111 t3M Ye P b II 460 IS 1 1 �'. m S5 T T.1 6 o 9W l9 e1 tp50 94 IWO 21 11 tap td iT eT0 155 a91 1a10 13e1 1510 1"1 410 gln.Flar Bd lee AIB 2 5m 14 14 6N 11 90 S05 e.5 i.o !00 i.0 60 1015 12 hS 1110 t0 eA 1]60 i0 13 I- lT 11 715 p 950 1415 In. Itlw 15f12 ea ] 510 IS 95 10 7ID T.5 a5 55 1-11 a4 1]50 TS 1- 1P 1] 1330 15 11 1. eaa trio"', 112d t1a5 lea0 1000 1e90 ,a, 1-m2 lt'. ] ] ]PO Z6 }5 Pip TI 1/ li0 10 11 860 12 9S 1150 21 14 13d0 17 1 13t6 ]] 10 taro ae 5 A10 sto tOBO 1205 10]-0 taa0 t1le 700P tg 3 ! w 21 11 120 rl % e5p 14 ea 1. 0B,p fa40 19 1] I4. 14 1s 1460 26 1i 16W . B4e '1010 11a0 111 1Ta0 3015 PP15 3295 1, Nom'md uohshcw apacitussMllta adjusted inrccadanttwith 4,] 3l Fw I,it ASD allvwablc urdf sh®r®pacify and L]LF6fs[a.d unit resistance. Page i.amgrd,eman. uc 4.2. h. Forspai0clWui[encenl%,_4.2.T.] fnrwoW 9d 16 111ilpearldiaphmg,ns. sec Append ix A ford MM mil dimensions, S_ For zpecina rind isii aofframingodlmlhle Douglas-Fir-L-1101 Seethe. pine, reduced rind .nil obey capuifim IW11 he dmermn ed by multiplying the lah.latadrmmm9t unit A-Prcity by otc sped a -yAdj rlmcnlFaclvs- II{04611, whereG Spent., Gran" itifthrefi-ing Wanba.Qu ilre N➢5(iab]e 1233A3 7h. Spcmhe G-11y Adlia'... Fact ah 0 beg. -lb. l_ ] AppucritsWer farE . 14tmf, C_ 61P broad on 1 qP_ fro ,11b awiaWn f.'aril Ins than e,r eglwl m I^ el Itme of rabra46.n and pmcl .Hari 1 diaPhmema caralr.emd W. a ids GSE er1ply pl-'d panals. Wh 'ply .r5.pry plywod Iwrr 1s or corrposi�pmcla anvsed, G, values stall Ee permirted !Ia mtnp im m a - n. n.n t of rbe fmmng la 9- thafi l 9SG m nme of fabrunron, G. 1 esWll be m.'arplled by05 i aphragmresatadaedeparda on do dincdvv v[wnt'muwnpmm 3mn4wrth teepee] m IfK Iwdlbg diteetienand direelien iFfina-g matnbars, errd is kt6apwdcnt.1 dre peal oriulldi.. Cmoa J&3Coridnunns Panel lei.. P.T.rnli-l- to FralMn2 Caas id4. Continuous P-1kirin Padlcl to Fmndng I-ea-6t.cotdmmw Pax] Joins Pelpur da". and P-Ldm Framing La gFariO fil-deo PrrpalWiral�m Supports . '.1 � Lag Pa., 0-n.. Parillcl. Supprms' 1 l•7 Paxl rp=n sling Fw oW�plplsrc lri:aa may br lmvv Nn tee xymrretin6'nirM1 da loe6Pead rfrcarian perpe.I�rWrrin Srrppgy i5sa $atiw 5.3 ] aria Sa[iori 3.].51 1. Reduction Factor = 2 2. G = 0.42 (SPF or Hem Fir)... Adjustment Factor = [1-(0.5-0.42)] = 0.92 or 0.5 (I -Joists or Douglas Fir)... Adjustment Factor = 1.0 L3.1 2018 IBC/SDPWS 2015 - Shear Wall Schedule 7/16"OSB; 0.131 "�) Nails; SPF or HF Studs @ 16"oc Table 4.3A Nominal Unit Shear Capacities for Wood -Frame Shur Walls"AA1 Woad -based Panels" SEISMIC A WIN s D Mlnimu n Minimum Nominal Fastener Penetratlon Fad: wer Paned Edge Fastener Spacing (kp-) Parisi Edge acin Fastener In - Sheathing Muteltial Panel in Ftorning Type d.Size 6 4 3 2L 6 4 3 2 Thickness Member or 12 v„ v. v. v. G. V. G, v. G. V. G. jln.j Blocking n. (Plrj Oipslirl,l IF") (MPO"') MP (kip6lin,) (Rif) (k win.J (1)"} (pM (Fir) (pit) Hall teornmon or 058 PLY Gag PLY 0819 PLY 0" PLY galvanised boxl Woad 5A6 1414 Bd 100 13 10 80D 18 13 780 23 IB luo 35 22 650 840 1090 1430 Suuma - RanB14• 2W 460 19 14 120 24 17 S20 30 20 1220 43 24 645 1010 t290 1710 no Sbaclr I . Me 1.3l6 ed S10 16 13 T90 21 16 10f0 27 19 1340 40 24 715 1105 1415 1875 15932 560 14 11 860 I.R. 14 11D0 24 17 149D 37 23 755 1206 1540 2045 M2 1-112 104 880 22 18 1020 23 20 13M 36 22 1740 51 28 9K 1430 1B80 2435 5m t.t14 350 13 9. 540 18 12 700 24 14 900 37 18 SOS 755 980 1260 3B IN 11 5.5 600 15 11 78D 20 13 1020 32 17 56g 840 1690 1430 VYtlla! Sinictura315 ai 17 12 640 26 15 820 31 17 1060 45 2D 515 095 1150 1405 Panels- 7116, 1_15 ed 400 15 11 700 22 14 900 26 17 1170 42 21 67.0 940 1260 1040 ShaalhWs 16f32 M 13 14 760 Is 13 WD 25 I6 120D 39 20 730 1965 1370 179D 1 Ma2 1-111 10d ax 22 14 920 30 17 1200 37 19 1540 52 23 B78 1290 1680 2155 19r32 no 1g 13 IC20 26 i6 1330 33 18 1740 48 22 960 1430 1WD 2435 M—od Nan 1pagan ..d casinyj Siaing Ft116 1-19 6d 290 13 429 16 55D 17 720 21 390 590 770 1010 915 1Ivn rid 3D0 16 460 15 620 20 820 28 4% 970 870 1150 Nall Icominoa or P&niclenrhrwrtl gatvanlxed box] She ath (h1-Sthing 9r 6d 2411 15 3W 17 4W 18 W0 2Y 335 505 645 940 3M 6d 260 1S 360 20 00 21 010 23 365 530 070 8119 Glue' and PA-2"Exterior 112 280 1B 420 20 540 22 700 24 390 i 590 765 SM 12 10d 370 21 550 23 72D 24 920 25 520 770 1016 1290 Glue"j 5M 400 21 610 23 1 790 24 1046 26 560 856 1105 1455 NO Igalvanlxed rooflnyl SuwL.al 1r2 11 ga. gatu rtlofno hall (0. 12T 340 4.0 460 5.0 52P 5.5 476 045 730 Fihrrbmd x 1-1 r2'rong A if15' hew) °ullaat1151p 25f32 11 oaI '�0 4.0 460 5.0 52D 5 5 d75 895 730 X4' long x 319" head! I. Muminal unit eluarsapa [d shall 4radrysLcd in accordance rsith 4.3.3 to dctcrmv3c AS D.lkiwoblc unit shcorcapocity and LUDfoctored unit mislanct. FMl;cncm1 constmctionrequir is sco4.3.6. For sprsific rmluiremeta[s, sae 4,3,7. t for rvnod sttvchiml panel shear wails, 4.3.7.2 for particleboard shear wal Is. add 4-3.7,3 for fiberboard sWnr wails, Sea Appendi3 A for common and box nail dimensions. 2. $beers are T e A[Cd ru be insreused w values shown 55t 15132 itch (nominal) sheathing with same aailimb provided (a) studs ate spaced n maximum of 16 inches oa center, or (b) parcels are applied with long dimens inn 3c mss studs- 3. For sPeIM and grades of Fmmirgl wirer [ban Duugl3a-Fit-Larch or Saulhexn Pine, r iueed nomi=l unit shear eaimciths shall he delennined by mulliplyin Lhe Labulated nominal unit shear Wpacily by the Spccific Gravity Adjuslmeat Factor = [!-(03-G]], where G = Specific Gmviry ofthe framin lumber from lht NDS (Tehk 133.3A)- The Speeilic Graviry Adjustment Fa w"halI npL he 3reulel clan I . 4. Apparent shear 519t7iic€s va1-le5 G_ arc bascd on nail slip in framing Mill rnoislure CSuleni less titan or equal. la 19%al time of fabrimiion and panel slitfncm Values for shear walls cuasivocled will ether 0513 or 3-ply plywood panvk, % bon 4-ply or 5-ply plywuod parwlsar cmnposito panels arc used, Q. values shall he perminrd to be maltiphn! by 1.2. 5, Where moisture conlenterthe Framing is greater Ihnn 19% a lime of fMbrkati0n, Cr. values shall be mukipikd by 9 5. 6, Wherepands an applied on both faces of a shear wall and nai I spacing is less than 6" on censer on either side, paneljoinls shall be ofl§rn to fall on d i11'txnt Ira mJng members as shown be]ow. Almmetivoly, dro width of the nailed face of homing members shall be 3' namival of &later at agjoiming panel edges end nails at ell panel odgra Aal l be sawed, 7. Galvaat2ed nails shall be hot,dipped or tumbled. 1. Reduction Factor = 2 2. 16"oc studs - use values for 15/32 3. G = 0.42 (SPF or Hem Fir)... Adjustment Factor = [1-(0.5-0.42)] = 0.92 Wall Type Blocked Sheathing (1) or (2) des Sides Nail Spacing Framing Sill Plate Seismic Capacity h/ba = 2 Seismic Capacity h/b5 = 3.5 Wind Capacity h/bs = 2 Wind Capacity h/bs = 3.5 MMM ea.side MMM ea. side MMM ea. side L3.2 2018 IBC/NDS 2015 - Shear Wall Framing Clips SS SS Model No. Type of Connection Fasteners (in.) Direction of Load DF/SP Allowable Loads SPF/HF Allowable Loads Floor Roof (160) (100) (125) Floor (100) Roof (125) (160) 1❑ (8) 0.131 x 1 Y� F1 395 465 465 340 400 400 Fes 395 430 430 340 370 370 A34 1❑ (8) #9 x 1'/2 SD F1 640 640 640 550 550 550 F2 495 495 495 425 425 425 Uplift 240 240 240 170 170 170 0 (9) 0.131 x 1'/2 Al 295 350 350 255 300 300 E 295 360 385 255 310 330 C1 185 185 185 160 160 160 0 (12) 0.131 x 1'/2 A2 295 325 325 255 280 280 C2 295 330 330 255 285 285 D F1 225 225 225 195 195 195 - (12) 0.131 x 1'/z 590 650 650 510 560 JO Fes 590 670 670 510 575 575 ❑5 (12) PH6121 F1 420 420 420 360 360 360 - (12) 0.131 x 1'/z G 580 625 625 500 540 - H 580 525 525 500 450 450 LTP5 Q (12) 0.131 x 1'/� G 580 565 565 500 485 485 H 545 490 490 470 420 420 1. Allowable loads are for one angle. When angles 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 3/8" wood structural panel sheathing with 0.131" x 1 1/2" nails and achieve 0.72 of the listed load, or over 1/2" sheathing and achieve 0.64 of the listed load. 0.131" x 2 1/2" nails will achieve 100% load. 4. LTP4 satisfies the IRC continuously sheathed portal frame (CS-PF) framing anchor requirements when installed over raised wood floor framing per Figure R602.10.6.4. 5. The LTP5 may be installed over wood structural panel sheathing up to 1/2" thick using 0.131" x 1 1/2" nails with no reduction in load. 6. Connectors are required on both sides to achieve F2 loads in both directions. 7. Fasteners: Nail dimensions in the table are diameter by length. SD screws are Simpson Strong -Tie° Strong -Drive° screws. PH612I is a pan -head #6 x 1/2" screw available from Simpson Strong -Tie. For additional information, see Fastener Types and Sizes Specified for Simpson Strong -Tie Connectors. Wall pli Ty ]e P1-6U Capacity [ 144-plf (E) A35 Capacity 560# A35 Spacing 44" oc LTP4 Capacity i LTP4 Spacing 540# 44" oc P1-6 240-plf (E) 560# 27" oc 540# 27" oc P1-4 350- If E 560# 18" oc 540# 18" oc P1-3 450- If E 560# 14" oc 540# 14" oc P1-2 820- If W 560# 7'/2" oc 540# 7'/2" oc P2-4 700-plf (E) 560# 9" oc 540# LTP5 18" oc + A35 18" oc P2-3 900-plf (E) 560# 7" oc 540# LTP5 14" oc + A35 14" oc P2-2 1640-p1f (W) 560# 2 rows 8" oc 540# LTP5 8" oc +A35 8" oc L3.3 2018 IBC/NDS 2018 - Shear Wall Bolts Table 12E BOLTS: Reference Lateral Design Values, Z, for Single Shear (two member) Connectionsr,2s,4 for sawn lumber or SCL to concrete Thickness N Lim- C c 'T am "r d o C a O q m G C 0 - m m E EL � W a� 3 W CE E m 9 s C` n 82 2 mF c9w cI�zo woc u12 ZZL ZII ZL ZZL ZII ZL 41 ZL tm It. 0 in. in. I in. lbs. lbs. Ibs. Il I lbs. lbs. lbs. lbs. lbs. lbs. 112 590 340 590 W660 310 640 29O 530 2DD 518 SO A20 850 410 910 350 600 330 780 323 1-112 3M 1200 460 1190 Also 1130 370 1120 390 1100 350 718 158D 600 1640 40C 1360 410 1330 3DO 128D 37D 1 180D 640 1760 530 1560 440 1520 420 146D 41D 112 64D 360 630 36C 580 320 580 310 560 31D 518 91D 490 900 480 840 400 830 390 810 370 1314 314 123D 540 1220 sm 1160 430 1140 420 1120 410 6.0 716 1630 580 1610 57C 1540 470 1520 460 149D 43D 209D 630 4 2D60 61C 1820 510 1770 4DO 171D 47D and greater ill 73Q 41D 730 400 70Q 360 690 340 680 34D 518 1070 540 1060 530 980 480 960 470 940 460 2-112 314 14DD 710 1380 7D0 1290 620 1270 6D0 124D 580 718 179D &30 1770 BE 1660 680 1640 660 160D 61D 1 223D 90D 2210 880 2080 730 2060 7DO 203D 68D 112 73D 470 730 47C 700 430 690 410 690 400 518 1140 620 1140 61C 1090 550 1080 530 1070 620 3-112 314 165D 780 1640 770 1540 680 1510 670 147D 66D 718 21UD 960 2010 96C 1910 570 1i380 850 184D 82D 1 255D 1190 2.520 118C 2340 1020 2310 980 2260 950 l _ Tabulated lateral design values, 7, for bolted connections shall be multiplied by all applicable adjustment factors (see Table 11 3.1)_ 2_ Tabulated lateral design values. Z, are for "full -body diameter' bolts (see Appendix Table L1) with bolt bending yield strength, F,b, of 45,000 psi. 3. Tabulated lateral design values, Z, are based on dowel bearing strength, F� of 7,500 psi for concrete with minimum f,'-2,500 psi. 4. Six inch anchor embedment assumed - Model No. Sill Size Fasteners (in.) Allowable Loads Sides Top Uncracked Cracked Wind and SDC A&B°•8 I SDC C-F- Wind and SDC A&B- I SDC C-F- Uplift I F7 I Fz I Uplift I F7 I F2 Uplift I Ft I F2 Uplift I F7 I F2 Standard Installation -Attached to DF/SP Sill Plate MASA or MASAP 2x4, x6, x8, x10 (3) 0.148 x 11/ (6) 0.148 x l 1h 920 11,47511,0951 745 11,23511,0451 750 11.4751 875 660 11,2351 765 3x4, 3x6 (5) 0.148 x 11h (4) 0.148 x 1 %z 630 11,1651 725 1 550 11,0201 725 1 475 11,1651 725 1 415 11,0201 640 One -Leg -Up Installation -Attached to DF/SP Sill Plate MASA or MASAP 2x4, x6, x8, x10 (6) 0.148 x 11/z (3) 0.148 x 1/2 755 965 995 660 845 995 570 965 930 500 845 810 3x4, 3x6 (7) 0.148 x 11h (2) 0.148 x 11h — 1 760 1 — I — 1 685 1 — I — 1 760 1 — — 1 685 1 — Two -Legs -Up Installation -Attached to DF/SP Sill Plate and Rimboard MASA or MASAP 2x4, x6, x8, x10 (9) 0.148 x 1 % — 810 1,105 865 740 965 755 620 1,105 630 560 965 550 Double 2x Installation -Attached to DF/SP Sill Plate MASA or MASAP Double W. (5) 0.148 x 11/2 (2) 0.148 x 1 h 840 1,030 785 735 900 785 635 1,030 785 555 900 785 Double 2x6 1 Standard Installation -Attached to Hem Fir Sill Plate 3) 0.148 x 11h (5) 0.148 x 11/0(4)0.l48xl1hj (6)0.148xll/21 790 535 11,2501 11,0051 940 625 640 475 1,06 0 1 875 900 1 625 1 650 55 1 410 25 570 60 1 355 550 One -Leg -Up Installation -Attached to Hem Fir Sill Plate and HF/SPF Stud 2x4, x6, x8, x10 (6) 0.148 x 1 %z (3) 0.148 x 1 Ye 650 1 830 1 855 1 565 1 725 1 855 1 490 1 830 1 795 1 430 1 725 1 695 MASA or MASAP 3x4, 3x6 (7) 0.148 x 1 %z (2) 0.148 x 1 Ye — 1 670 1 — I — 1 590 1 — I — 1 670 1 — I — 1 590 — Two -Legs -Up Installation — Hem Fir Sill Plate and HF/SPF Rimboard MASA or MASAP 2x4, 6, x8, x10 (9) 0.148 x 11h I 700 950 1 745 1 635 1 830 1 650 1 545 1 960 1 540 1 480 1 830 1 475 Double 2x Installation —Attached to Hem Fir Sill Plate MASA or MASAP Double 2x4, (5) 0.148 x 1 h (2) 0.148 x 1 h 720 890 675 630 775 675 545 890 675 555 775 675 Double 2x6 Wall Type P1-6U Capacity 144-plf (E) Sill Plate 2x Single5/8"t� Bolt Capacity 1376# 5/8"t� Anchor Bolt Spacing 60" oc MASAP Anchor Capacity 1060# MASAP Anchor Spacing 60" oc P1-6 240-plf (E) 2x 1376# 60" oc 1060# 52" oc P1-4 350 If E 2x 1376# 46" oc 1060# 36" oc P1-3 450 If E 2x 1376# 36" oc 1060# 28" oc P1-2 820 If W 2x 1376# 20" oc 1250# 18" oc P2-4 700-plf (E) 3x 1712# 28" oc 875# 15" oc P2-3 900 If E 3x 1712# 22" oc 875# 11 " oc P2-2 1640 If W 3x 1712# 12" oc 1005# 7" oc L3.4 SHEAR WALL SCHEDULE (IN ACCORDANCE w/ ANSI/AF&PA SDPWS-2015 SECTION 4.3) Updated 1/20/2021 PANEL MINIMUM WIDT1 OF NAILED FAGS OF FRAMING@ ANCHORAGE TO CONCRETE SEISMIC WIND WALL SHEATHING EDGE ADJOINING PANEL EDGES Q MUDSILL FACENAILING FRAMINGCLIPS Q CAPACITY CAPACITY TYPE NAILING PLATE 4Q Q h/b=2 h/b=2 SINGLE BUILT-UP ANCHOR BOLTS MUDSILL ANCHORS Q h/b=3.5 IVb=3.5 MEMBER MEMBER Pi-6 1 SIDE 6" oc 2z 2x 2x 6" oc A35 @ or27" oc MASAP @ 52" oc 240-pif 240-pIf LTP4 @ 27" oc 194 pIf 194-pIf P14 1 SIDE 4" oc 2x 2x 2x 4' oc A35 @ 18" oc of %"0 @ 46" oc MASAP @ 36" oc 350-pIf 350-pIf LTP4 @ 18" oc 284 pIf 284 pIf Pi-3 1 SIDE 3" oc 3x (2)2x 2x 3" oc A35 @ 14" oc or %-0 @ 36" oc MASAP @ 28' oc 450-pIf 450-pIf LTP4 @ 14oc 368-pIf 386-pIf Pi-2 1 SIDE 2"- 3x (2)2x 2. 2"- A35 @ F oc 3%"0 @ 20" oc MASAP @ 18'.. 590.PIf 820-pIf4 LTP4 @ Yy¢" oc 78-pIf 669-pIf P2-4 2 SIDES 4"oc 3x (2)2x 3. (2) Rows, 4" oc A35 @ 18" oc and %"0 @ 28" oc MASAP @ 15' oc 700.PIf 700-pIf LTP4 @ 18' oc 568-pIf 560-pIf P2-3 2 SIDES 3" oc 3x (2)2x 3x (2) Rows, 3' oc A35 @ 14" oc and "0 @ 22" oc MASAP @ 11' oc 900.PIf 900-pIf LTP4 @ 114' oc 733-plf 733-pIf P2-2 2 SIDES 2" oc 3x (2)2x 3x (2) Rows, 2" oc A35 @ 8" oc and"0 @ 12" oc MASAP @ 7" oc 1180-pIf 1 fi40.plf TP4 @ 8' oc g57-pIf 1338-pIf SHEAR WALL SCHEDULE NOTES (SECTION 4.3.7.1.1) Xe. DEB oflam" PLYWOOD SHEATHING OR SIDING EXCEPT GROUP 5 SPECIES. MINIMUM PANEL SPAN RATING OF (24/0). PANELS SHALL NOT BE LESS THAN 4'x8', EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING. ALL EDGES OF ALL PANELS SHALL BE SUPPORTED BY AND FASTENED TO FRAMING MEMBERS OR BLOCKING. Q (SECTION 4.3.7.1.2. & SECTION 4.3.7.1.3) PANEL EDGE NAILING APPLIES TO ALL SHEATHING PANEL EDGES. NAIL SHEATHING TO INTERMEDIATE FRAMING MEMBERS WITH SHEATHING NAILS @ 12"oc. MAXIMUM STUD SPACING SHALL BE 16'oc. SHEATHING NAILS SHALL BE 0.131"0 x 2)2'. PLYWOOD EDGE NAILING SHALL BE STAGGERED. NAILS SHALL BE LOCATED AT LEAST FROM THE PANEL EDGES. I INTERMEDIATE NAILING (12' oc) I 1 1 II 1 _ rl� " PANEL EDGE NAILING PER SCHEDULE (STAGGERED) MIN Q (SECTION 4.3.7.1.4) THE MINIMUM NOMINAL WIDTH OF THE NAILED FACE OF FRAMING AND BLOCKING AT ADJOINING PANEL EDGES SHALL BE AS INDICATED IN THE SCHEDULE. SINGLE MEMBER (FLATWISE) t-j-- PER(3) N__—STUD, PLATE, BLOCKING, RIM, PERQ OR OTHER FRAMING MEMBER II MIN MIN ADJOINING PANEL EDGES BUILT-UP MEMBER PER(3) STUD, PLATE, BLOCKING, RIM, ® OR OTHER FRAMING MEMBER _ Q Q Q MIN ADJOINING PANEL EDGES LIOINING'PANEL EDGES 4Q FACE NAILING APPLIES TO CONDITIONS WHERE FRAMING NAILS CAN BE STRAIGHT DRIVEN THRU FIRST MEMBER AND PENETRATE MAIN MEMBER MINIMUM OF 1A'. FRAMING NAILS SHALL BE 0.131"0 x 3&" 0.131"0 z 3" NAILS MAY BE USED WHEN STITCHING TOGETHER (2)2x MEMBERS WITH NO SPACERS. Q AT ADJOINING PANEL EDGES WHERE SHEATHING CANNOT LAP ON SINGLE MEMBER AND FACE NAILING CANNOT BE ACCOMPLISHED, FRAMING CLIPS SHALL BE USED TO FASTEN BUILT-UP MEMBERS. USE 0.131"0 x 2}4" NAILS AT LTP4 CLIP WHEN INSTALLED OVERX" SHEATHING. Q LAP RIM OPTION LAP PLATE OPTION A35 OPTION LTP4 OPTION ® (SECTION 4.3.6.4.3) ANCHOR BOLTS EMBEDMENT SHALL BE 7", U.O.N. ALL ANCHORS SHALL HAVE 3" x 3" x 0.229" PLATE WASHERS. PLATE WASHER SHALL EXTEND TO WITHINy,, OF THE EDGE OF THE BOTTOM PLATE ON THE SIDE WITH SHEATHING. IF SHEATHING IS ON BOTH SIDES OF THE WALL, STAGGER THE ANCHOR BOLTS, AS REQUIRED, SO THAT HALF OF THE PLATE WASHERS ARE WITHIN J¢" OF THE EDGE OF THE BOTTOM PLATE ON EACH SIDE. HOLE IN PLATE WASHERS MAY BE DIAGONALLY SLOTTED. Wx3"W.229" PLATE ANCHOR BOLT OPTION MUDSILL ANCHOR OPTION X" MAX n Imo/ aft .l' \ —CONCRETE STEM WALL 7 ". ".' —CONCRETE STEM WALL ::. PER PLAN '.......:yy,...: PER PLAN P.T. MUDSILL P.T. MUDSILL (ANCHOR BOLT OPTION) LV (MUDSILL ANCHOR OPTION) L3.5 BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 Miscellaneous 19011 Wood-Sno Road NE, Suite 100 BTLWoodinville, VIA 98072-4436 Phone:425-814-8448, F-] F-Rn\J Fax:425-821-2120 Stud Wall Design Based on 2018 NDS Combined axial and bending formula: [fc/Fc']` + fb/Fb [1-(fc/FEE)] < 1 in which: FcE = 0.822(Emin')/(Be/d)2 Wall: Exterior Walls No Fire Rating 2x6 SPF Stud Wall Height: Desired Stud Spacing: Design Axial Dead Load: Design Axial Live Load: Design Axial Snow Load: Design Lateral Pressure (0.6W): Deflection Criteria: L/ STUD CHECK Ee/d < 50 OK D+0.6W (CD = 1.60) [fc/FC,]2 + fb/Fb'[1-(fc/FcE)] = 0.53 < 1 OK fc/FcE2 + (fb/FbEY = 0.00 < 1 OK D+0.75L+0.75(0.6W)+0.75S (CD = 1.60) [fc/FC,]2 + fb/Fb'[1-(fc/FcE)] = 0.92 < 1 OK fc/FcE2 + (fb/FbEY = 0.00 < 1 OK D+0.75L+0.75S (CD = 1.15) fc/F,' = 0.72 < 1 OK D+L (CD = 1.0) fc/Fc' = 0.71 < 1 OK Deflection (No Increase for Load Duration): Defl: L/ 240 = 0.45 0.18 < 0.45 OK SPF Stud 2x6 @ 24 oc OK PLATE USCHECK' Checks Crushing for Stud Spacing` No Stress Increase for Load Duration Hem Fir Plates: fc/Fcl' = 0.87 < 1 OK Douglas Fir Plates: fc/Fcl' = 0.56 < 1 OK ' Plate must also be checked for bending. 2 Check on crushing only applies to stud spacing. Joists above must also be checked for crushing effect on plate. Also, no stress increase is allowed due to load duration. 9ft 24 in oc 683 plf 960 plf 538 plf 15 psf 240 Date: 1 /27/2021 Page: M 1.1 19011 Wood-Sno Road NE, Suite 100 BTLWoodinville, VIA 98072-4436 Phone: 425-814-8448 i F-] F-Rn\J Fax:425-821-2120 Stud Wall Design Based on 2018 NDS Combined axial and bending formula: [fc/Fc']` + fb/Fb [1-(fc/FEE)] < 1 in which: FcE = 0.822(Emin')/(Be/d)2 Wall: Exterior Walls Wall Height: 19.25 ft Desired Stud Spacing: 16 in oc No Fire Rating Design Axial Dead Load: 323 plf (2)2x6 Design Axial Live Load: 0 plf SPF stud Design Axial Snow Load: 538 plf Design Lateral Pressure (0.6W): 15 psf Deflection Criteria: L/ 180 STUD CHECK Ee/d < 50 OK D+0.6W (CD = 1.60) [fc/FC,]2 + fb/Fb'[1-(fc/FcE)] = 0.70 < 1 OK fc/FcE2 + (fb/FbEY = 0.00 < 1 OK D+0.75L+0.75(0.6W)+0.75S (CD = 1.60) [fc/FC,]2 + fb/Fb'[1-(fc/FcE)] = 0.71 < 1 OK fc/FcE2 + (fb/FbEY = 0.00 < 1 OK D+0.75L+0.75S (CD = 1.15) fc/F,' = 0.30 < 1 OK D+L (CD = 1.0) fc/Fc' = 0.14 < 1 OK Deflection (No Increase for Load Duration): Defl: L/ 180 = 1.28 1.24 < 1.28 OK SPF Stud ;2)2xf @ 16 oc OK PLATE USCHECK' Checks Crushing for Stud Spacing` No Stress Increase for Load Duration Hem Fir Plates: fc/Fcl' = 0.13 < 1 OK Douglas Fir Plates: fc/Fcl' = 0.08 < 1 OK ' Plate must also be checked for bending. 2 Check on crushing only applies to stud spacing. Joists above must also be checked for crushing effect on plate. Also, no stress increase is allowed due to load duration. Date: 1 /27/2021 Page: M 1.2 19011 Wood-Sno Road NE, Suite 100 BTLWoodinville, VIA 98072-4436 Phone:425-814-8448, F-] F-Rn\J Fax:425-821-2120 Stud Wall Design Based on 2018 NDS Combined axial and bending formula: [fc/Fc']` + fb/Fb [1-(fc/FEE)] < 1 in which: FcE = 0.822(Emin')/(Be/d)2 Wall: Interior Walls No Fire Rating 2x4 SPF Stud Wall Height: Desired Stud Spacing: Design Axial Dead Load: Design Axial Live Load: Design Axial Snow Load: Design Lateral Pressure (0.6W): Deflection Criteria: L/ STUD CHECK Ee/d < 50 OK D+0.6W (CD = 1.60) [fc/FC,]2 + fb/Fb'[1-(fc/FcE)] = 0.41 < 1 OK fc/FcE2 + (fb/FbEY = 0.00 < 1 OK D+0.75L+0.75(0.6W)+0.75S (CD = 1.60) [fc/FC,]2 + fb/Fb'[1-(fc/FcE)] = 0.99 < 1 OK fc/FcE2 + (fb/FbEY = 0.00 < 1 OK D+0.75L+0.75S (CD = 1.15) fc/F,' = 0.69 < 1 OK D+L (CD = 1.0) fc/Fc' = 0.86 < 1 OK Deflection (No Increase for Load Duration): Defl: L/ 180 = 0.60 0.23 < 0.60 OK SPF Stud 2x4 @ 24 oc OK PLATE USCHECK' Checks Crushing for Stud Spacing` No Stress Increase for Load Duration Hem Fir Plates: fc/Fcl' = 0.46 < 1 OK Douglas Fir Plates: fc/Fcl' = 0.30 < 1 OK ' Plate must also be checked for bending. 2 Check on crushing only applies to stud spacing. Joists above must also be checked for crushing effect on plate. Also, no stress increase is allowed due to load duration. 9ft 24 in oc 203 plf 540 plf 0 plf 5 psf 180 Date: 1 /27/2021 Page: M 1.3 19011 Wood-Sno Road NE, Suite 100 BTLWoodinville, VIA 98072-4436 Phone:425-814-8448, F-) F-Rn\J Fax:425-821-2120 Stud Wall Design Based on 2018 NDS Combined axial and bending formula: [fc/Fc']` + fb/Fb [1-(fc/FEE)] < 1 in which: FcE = 0.822(Emin')/(Be/d)2 Wall: Interior Walls No Fire Rating 2x4 SPF Stud Wall Height: Desired Stud Spacing: Design Axial Dead Load: Design Axial Live Load: Design Axial Snow Load: Design Lateral Pressure (0.6W): Deflection Criteria: L/ STUD CHECK Ee/d < 50 OK D+0.6W (CD = 1.60) [fc/FC,]2 + fb/Fb'[1-(fc/FcE)] = 0.31 < 1 OK fc/FcE2 + (fb/FbEY = 0.00 < 1 OK D+0.75L+0.75(0.6W)+0.75S (CD = 1.60) [fc/FC,]2 + fb/Fb'[1-(fc/FcE)] = 0.99 < 1 OK fc/FcE2 + (fb/FbEY = 0.00 < 1 OK D+0.75L+0.75S (CD = 1.15) fc/F,' = 0.76 < 1 OK D+L (CD = 1.0) fc/Fc' = 0.95 < 1 OK Deflection (No Increase for Load Duration): Defl: L/ 180 = 0.60 0.15 < 0.60 OK SPF Stud 2x4 @ 16 oc OK PLATE USCHECK' Checks Crushing for Stud Spacing` No Stress Increase for Load Duration Hem Fir Plates: fc/Fcl' = 0.51 < 1 OK Douglas Fir Plates: fc/Fcl' = 0.33 < 1 OK ' Plate must also be checked for bending. 2 Check on crushing only applies to stud spacing. Joists above must also be checked for crushing effect on plate. Also, no stress increase is allowed due to load duration. 9ft 16 in oc 338 plf 900 plf 0 plf 5 psf 180 Date: 1 /27/2021 Page: M 1.4 BTL F—=F—= 2018 NDS 3.7-SOLID COLUMNS and 15.3-BUILT-UP COLUMNS 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 Solid Column FwFc = 800 psi Emin = 440 ksi Visually graded lumber (Dimensional) _- CD = 1.00 Emin = 440 ksi No Fire Rating FwCM = 1.00 1= 9.0 ft Hem -Fir Stud FwC, = 1.00 d = 5 1/2 in CF = 1.00 Ke = 1.0 Fc ' = Fc * CF Fc* = Fc CD CM CI CF Fc*= 800 psi Cp = 0.743 F,.' — 594 psi le = 108.0 In 1�d = 19.6 r l r z 1 1+1 FIE * J l+l FIEF . 1 F�E�c* Cp =Kf l F — l — 2c 2c c J � FEE = 938 c = 0.8 Kf= 1.0 STUD HF Plate Crushing (1) 2x6 4904 3341 (2) 2x6 9807 6683 (3) 2x6 14711 10024 (4) 2x6 19614 13365 (5) 2x6 24518 16706 0. = E rrin ( I/ ) 2 ed DF Plate Crushine 5156 10313 15469 20625 25781 Date: 1 /27/2021 Page: M 1.5 BTL F—=F—= 2018 NDS 3.7-SOLID COLUMNS and 15.3-BUILT-UP COLUMNS 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 Solid Column FwFc = 800 psi Emin = 440 ksi Visually graded lumber (Dimensional) _- CD = 1.00 Emin = 440 ksi No Fire Rating FwCM = 1.00 1= 9.0 ft Hem -Fir Stud _ C, = 1.00 d = 3 1/2 in CF = 1.00 Ke = 1.0 Fc ' = Fc * CF Fc* = Fc CD CM CI CF Fc*= 800 psi Cp = 0.416 F,.' — 333 psi le = 108.0 In 1�d = 30.9 r l r z 1 1+1 FIE * J l+l FIEF . 1 F�E�c* Cp =Kf l F — l — 2c 2c c J � FEE = 380 c = 0.8 Kf= 1.0 STUD HF Plate Crushing (1) 2x4 1746 2126 (2) 2x4 3492 4253 (3) 2x4 5237 6379 (4) 2x4 6983 8505 (5) 2x4 8729 10631 0. = E rrin ( I/ ) 2 ed DF Plate Crushine 3281 6563 9844 13125 16406 Date: 1 /27/2021 Page: M 1.6 B'TIL. ENGINEERING Project: Continuous Strip Footing 15" wide x 8" thick Footing width, B = 15 in Footing Thickness, t = 8 in Stem Wall width, C = 6 in Stem Wall Height = 24 in 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 IBC Section 13.3.2: One-way shallow foundations Normalweight n f" = 2500 psi Uncoated n fy = 40000 psi Longintudinal Reinforcement: (1) #4 Bar Diameter = 0.500 in Bar Area = 0.20 in Strip footing A 5 = 0.20 in Cover: 3 in Stem Wall Reinforcement: #4 @ 36 "oc Hook Dowels 1 Bar Diameter = 0.500 in Bar Area = 0.20 in A, = 0.07 in Cover: 3 in bw = 12 in (per ft) d = 4.75 in Footing + Stem Wall Weight - Weight of Displaced Soil = 183 plf One-way shear, no shear reinforcement [22.5.5.11 V, = 2Af, b,d — 5700 # per foot length [22.5.10.11 Vu <— PVC CB — C — \ PV� Vu = qubw 2 d � qu = B — C qu = 51300 psf bw ( 2 — d) Max Uniform Load on Stem = 64125 plf [Ultimate] 40078 plf [Service] Moment: [22.2.1.1] Mn = AS fl, (d — a/2) = 1.044 k-ft per foot length 0 _ Mu < �M f — M. 2 aASY B—C = — qubw ( 2 ) 2,PMn 0.85 f, b — Mu = 2 qu = w (B 2 C)2 b qu = 13362 psf Max Uniform Load on Stem = 16703 plf 10439 plf Development of Reinforcement [Ultimate] [Service] 0_ 0.75 0.90 0.10 in [25.4.2.31 ld = 3 fy 'Ut�Klps db = N/A C40 (bd tr) ATb / Allowable Soil Bearing Pressure 1500 psf 2000 psf 2500 psf 3000 psf 3500 psf 4000 psf Max Uniform Load, Soil 1692 plf 2317 plf 2942 plf 3567 plf 4192 plf 4817 plf Max Uniform Load, Shear 40078 plf 40078 plf 40078 plf 40078 plf 40078 plf 40078 plf Max Uniform Load, Moment 10439 plf 10439 plf 10439 plf 10439 plf 10439 plf 10439 plf Max Uniform Load (Service) 1692 plf 2317 plf 2942 plf 3567 plf 4192 plf 4817 plf Max Uniform Load (Ultimate) 2707 plf 3707 plf 4707 plf 5707 plf 6707 plf 7707 plf Max Point Load (Service) 13533 # 18533 # 23533 # 28533 # 33533 # 38533 # Max Point Load (Ultimate) 21653 # 29653 # 37653 # 45653 # 53653 # 61653 # Date: 3 /31 /2022 Page: M2.1 B'TIL ENGINEERING Project: Typical Footing Footing: 18" x 18" x 12" thick Footing B = 1.50 ft t=12in Reinforcement R = (0) #4 A sl = 0.00 in d = 8.25 in Cover: 3 in Column C1 = 3.50 in C2 = 3.50 in Materials f'2500 psi Normalweight A = 1.00 fy = 40000 psi Uncoated t/ie = 1.00 Net Footing Weight PFTG = 0.09 k Soil Pressure: PASD = gaB2 — PFTG = 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 < > t Isolated footing One-way shear: 0 = 0.75 Vc=2, f,Bd= 14.85k Vu<_OV, OVc= 11.14k Vu =qB (B — CZ — u2 d 1 _ 0Vc qu B (B 2 C2 — d) (B —Cl Vu —quB 2 — 1 _ 0Vc d qu B (g 2 C1 — d) qu = 50914 psi or 50914 psi Pu = quBZ = 114557 # Two-way shear. 0 = 0.75 [22.6.5.2(a)] vc = 4A fc = 200 psi a [22.6.5.2(b)] vc = (2 + 4) it fc = 300 psi '6 = 1.00 R a,, = 40 [22.6.5.2(c)] vc = (2 + )' fc = 451 psi bo = 2(Cl+d)+2(C2+d) ba 47 Vu <— 4Vc OVc = Ovcbod = 58.16 k 0VC Vu = qu[B2 — (Cl + d)(C2 + d)] - qu = [Ba — (Cl + d)(CZ + d)] qu = 45044 psi Pu = quBZ = 101349 # Moment: 0 = 0.90 Mn = Asfy(d — a/2) = 0.0 k-ft a = A sfy/(0.85f,B) = 0.00in Mu < OMn OM, = 0.0 k-ft — _ z quB (B 2 C2) 20Mn Mu 2 qu B((B — C2)/2)2 qu = 0 psf or Development of Reinforcement: 3 fy 0t0e0s Id = 40 A b + Ktr fc (c ) db = 4 in db Adjusted Soil Bearing Pressure 1500 psf Max Load (lbs), Soil 3285 Max Load (lbs), One -Way Shear 71598 Max Load (lbs), Two -Way Shear 63343 Max Load (lbs), Moment 0 Max Load (ASD) 3285 Max Load (Factored) 5256 _ 2 quB (B 2 Cl) 20M,, MU = 2 �qu= 0 psf Pu =quBZ B((B — Ci)/2)2 = 0 # 4 in available OK 2000 psf 2500 psi 3000 psf 4410 5535 6660 71598 71598 71598 63343 63343 63343 0 0 0 4410 5535 6660 7056 8856 10656 3500 psi 4000 psf 7785 8910 71598 71598 63343 63343 0 0 7785 8910 12456 14256 Date: 3 /25 /2021 Page: M2.2 IRPTIL E NGIFEE RIN Project: Typical Footing Footing: 24" x 24" x 12" thick Footing B = 2.00 ft t=12in Reinforcement R = (2) #4 As, = 0.40 in d = 8.25 in Cover: 3 in Column C, = 3.50 in C2 = 3.50 in Materials f'2500 psi Normalweight Al = 1.00 fy = 40000 psi Uncoated t/ie = 1.00 Net Footing Weight PFTG = 0.16 k Soil Pressure: PASD = gaB2 — PFTG = One-way shear: 0 = 0.75 V,=2A1 f,Bd= 19.80k Vu<_0V, OV,= 14.85k (B — Cz 1 0V, — Vu=quB 2 d _ qu B(B_2C2—d) qu = 14547 psf or Two-way shear: 0 = 0.75 [22.6.5.2(a)] v, = 4A1 fc' _ [22.6.5.2(b)] vc = (2 + R/ Al fc = [22.6.5.2(c)] v, _ (2 + b ddl fc = o ) Vu < 0V, -PV, _ -Pvcbod = 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 < > t Isolated footing (B—Cl— 1 _ 0VC Vu=quB d qu 2 B(B_2Cl—d) 14547 psf Pu = quBZ = 58188 # 200 psi a 300 psi '6 = 1.00 a,, = 40 451 psi bo = 2(Cl+d)+2(Cz+d) 47 58.16 k 0V_ Vu = qu[B2 — (Cl + d)(C2 + d)] - qu = [B2 — (Cl + d)(C2 + d)] qu = 19125 psf Pu = quBZ = 76499 # Moment: 0 = 0.90 M„ = AS fy (d — a/2) = 10.8 k-ft a=Asfyl(0.85f,B)= 0.31 in Mu < OM„ OM„ = 9.7 k-ft quB (B—Cz z 2 ) 20M Mu 2 qu B((B — C2)/2)2 qu = 13311 psf or Development of Reinforcement: 3 fy 0, 0, 01 Id = 40 A b + Ktr f` (c ) db = 7 in db Adjusted Soil Bearing Pressure 1500 psf Max Load (lbs), Soil 5840 Max Load (lbs), One -Way Shear 36367 Max Load (lbs), Two -Way Shear 47812 Max Load (lbs), Moment 33278 Max Load (ASD) 5840 Max Load (Factored) 9344 _ z quB (B 2 C1) 20M„ MU = 2 �qu= 13311 psf Pu =quBZ B((B — Ci)/Z)z = 53244 # 7 in available OK 2000 psf 2500 psf 3000 psf 7840 9840 11840 36367 36367 36367 47812 47812 47812 33278 33278 33278 7840 9840 11840 12544 15744 18944 3500 psf 4000 psf 13840 15840 36367 36367 47812 47812 33278 33278 13840 15840 22144 25344 Date: 3 /25 /2021 Page: M2.3 B'TIL ENGINEERING Project: Typical Footing Footing: 30" x 30" x 12" thick Footing B = 2.50 ft t=12in Reinforcement R = (3) #4 As, = 0.60 in d = 8.25 in Cover: 3 in Column C, = 3.50 in CZ = 3.50 in Materials f'� = 2500 psi Normalweight A = 1.00 fy = 40000 psi Uncoated t/ie = 1.00 Net Footing Weight PFrG = 0.25 k Soil Pressure: PASD = gaBZ — PFTG = One-way shear: 0 = 0.75 Vc = 2, f, Bd = 24.75 k Vu<OVc OVc= 18.56k (B — Cz 1 0Vc — Vu =quB 2 d _ qu B (B CZ — d) Z I qu = 8955 psf or Two-way shear: 0 = 0.75 [22.6.5.2(a)] vc = 4i1 fc' _ [22.6.5.2(b)] vc = (2 + R/ [22.6.5.2(c)] vc = (2 + 0 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 < > t Isolated footing (B—Cl— 1 _ 0Vc Vu=quB d qu 2 B(B_2Cl—d) 8955 psf Pu = quBZ = 55967 # 200 psi a 300 psi '6 = 1.00 a,, = 40 451 psi bo = 2(Cl+d)+2(Cz+d) 47 Vu<_4Vc OVc=Ovcbod= 58.16k 0Vc Vu = quLB2 — (Cl + d)(Ca + d)] - qu = LBZ — (Cl + d)(Ca + d)] qu = 10992 psf Pu = quBZ = 68702 # Moment: 0 = 0.90 M„ = AS fy (d — a/2) = 16.1 k-ft a=Asfy1(0.85f',B) = 0.38 in Mu < OM. OM,, = 14.5 k-ft —z quB (B Cz 2 ) 20M Mu 2 qu B((B — C2)/2)2 qu = 9522 psf or Development of Reinforcement: fY s Id=(3 40 bt+ ij fc (C Kt, db — 10 in db f Soil Bearing Pressure 1500 psf Max Load (lbs), Soil 9125 Max Load (lbs), One -Way Shear 34980 Max Load (lbs), Two -Way Shear 42938 Max Load (lbs), Moment 37195 Max Load (ASD) 9125 Max Load (Factored) 14600 _ z quB (B 2 C1) 20M„ MU = 2 �qu= 9522 psf Pu =quBZ B((B — Ci)/Z)z = 59512 # 10 in available OK 2000 psf 2500 psf 3000 psf 3500 psf 4000 psf 12250 15375 18500 21625 24750 34980 34980 34980 34980 34980 42938 42938 42938 42938 42938 37195 37195 37195 37195 37195 12250 15375 18500 21625 24750 19600 24600 29600 34600 39600 Date: 3 /25 /2021 Page: M2.4 Bv-r]L ENGINEERING Project: Typical Footing Footing: 36" x 36" x 12" thick Footing B = 3.00 ft t= 12 in Reinforcement R = (3) #4 A sl = 0.60 in d = 8.25 in Column C i = 5.50 in Materials f2500 psi Normalweight fy = 40000 psi Uncoated Net Footing Weight PFTG = 0.36 k Soil Pressure: PASD = gaB2 — PFTG = One-way shear: 0 = 0.75 Vc = 2, fc Bd = 29.70 k Vu <_ 0Vc OVc = 22.28 k (B — Cz — 2 Vu=qu8 d \ _ 0Vc qu B(B_2Cz—d) qu = 7128 psi or Two-way shear: 0 = 0.75 [22.6.5.2(a)] vc = 4i1 fc' _ [22.6.5.2(b)] vc = (2 + R) a fc = [22.6.5.2(c)] vc = (2 + bo ) it JT _ 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 �t Isalmiad fvpdfng Cover: 3 in C2=5.50in . A = 1.00 Ie = 1.00 (B—Cl— 1 _ 0Vc Vu=quB d qu 2 B(B_2Cl—d) 7128 psi Pu = quBz = 64152 # 200 psi a 300 psi '6 = 1.00 a,, = 40 400 psi bo = 2(Cl+d)+2(Cz+d) 55 Vu <— 4Vc (pVc = (pvcbod = 68.06 k 0 VC V. = qu[B2 — (Cl + d)(Cz + COI qu = [Bz — (Cl + d)(Cz + d)] qu = 8854 psi Pu = quBz = Moment: 0 = 0.90 M. = ASfy(d — a/2) = 16.2 k-ft a=Asfyl(0.85f,B) = 0.31 in Mu < 0Mn n 0M = 14.6 k-ft — _z quB (B 2 Czl l 20Mn Mu 2 qu B((B — C2)/2)2 qu = 6013 psi or Development of Reinforcement: fy Id bt0Ks (3 40 ,i f� (C tr) db = 12 in db J Soil Bearing Pressure 1500 psi Max Load (lbs), Soil 13140 Max Load (lbs), One -Way Shear 40095 Max Load (lbs), Two -Way Shear 49805 Max Load (lbs), Moment 33825 Max Load (ASD) 13140 Max Load (Factored) 21024 79687 # quB (B — Cllz 2 )20Mn MU = 2 �qu= 6013 psf Pu =quBz B((B — Ci)/2)2 = 54121 # 12 in available OK 2000 psf 2500 psi 3000 psf 17640 22140 26640 40095 40095 40095 49805 49805 49805 33825 33825 33825 17640 22140 26640 28224 35424 42624 3500 psf 4000 psf 31140 35640 40095 40095 49805 49805 33825 33825 31140 33825 49824 54121 Date: 3 / 19 /2018 Page: M2.5 Bv-r]L ENGINEERING Project: Typical Footing Footing: 42" x 42" x 12" thick Footing B = 3.50 ft t= 12 in Reinforcement R = (4) #4 As, = 0.80 in d = 8.25 in Cover: 3 in Column C, = 5.50 in C2 = 5.50 in Materials f = 2500 psi Normalweight Al = 1.00 fy = 40000 psi Uncoated �.e = 1.00 Net Footing Weight PFTG = 0.49 k Soil Pressure: PASD = gaB2 — PFTG = 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 �t Isalmiad fvpdfng One-way shear: 0 = 0.75 Vc=2A1 fcBd= 34.65k V,t <_ 0Vc OVc = 25.99 k Vu=qB (B — CZ — 1 _ 0Vc u2 d qu B(B 2Cz—d\) Vu-9u8 �B — Cl 2 — 1 dJ� 9u _ 0Vc B(B_2C1—d) qu = 5606 psf or 5606 psf Pu = quBz = 68677 # Two-way shear: 0 = 0.75 [22.6.5.2(a)] vc = 4A1 fc = 200 psi a [22.6.5.2(b)] vc = (2 + 4) Al fc = 300 psi '6 = 1.00 R a,, = 40 [22.6.5.2(c)] vc = (2 + )Alfc = 400 psi bo = 2(Cl+d)+2(Cz+d) bo 55 Vu <_ 4Vc OVc = ovcbod = 68.06 k 0Vc Vu = quBz — (Cl + d)(Cz + d)] - qu = [Bz — (Cl + d)(Cz + d)] qu = 6223 psf Pu = quBz = 76233 # Moment: 0 = 0.90 114, = AS fy (d — a/2) = 21.5 k-ft a=Asfyl(0.85f�B) = 0.36 in Mu < OM. OM, = 19.4 k-ft (B — CZz quB l 2 ) 20M (B — Clz quB l 2 ) 20Mn _ Mu 2 qu B�(B — Cz)/2�z Mu _ 2 _ qu B((B — C1)/2)2 qu = 4785 psf or 4785 psf Pu = quBz = 58622 # Development of Reinforcement: 3 fy 0'020s _ Id _ 40A f� (cb +Kt,l db — 12 in 15 in available OK db J Soil Bearing Pressure 1500 psf 2000 psf 2500 psf 3000 psf 3500 psf 4000 psf Max Load (lbs), Soil 17885 24010 30135 36260 42385 48510 Max Load (lbs), One -Way Shear 42923 42923 42923 42923 42923 42923 Max Load (lbs), Two -Way Shear 47646 47646 47646 47646 47646 47646 Max Load (lbs), Moment 36639 36639 36639 36639 36639 36639 Max Load(ASD) 17885 24010 30135 36260 36639 36639 Max Load (Factored) 28616 38416 48216 58016 58622 58622 Date: 3 / 19 /2018 Page: M2.6 Bv-r]L ENGINEERING Project: Typical Footing Footing: 48" x 48" x 12" thick Footing B = 4.00 ft t= 12 in Reinforcement R = (5) #4 • As, = 1.00 in d = 8.25 in Cover: 3 in Column C, = 5.50 in CZ = 5.50 in Materials f = 2500 psi Normalweight Al = 1.00 fy = 40000 psi Uncoated �.e = 1.00 Net Footing Weight PFTG = 0.64 k Soil Pressure: PASD = gaB2 — PFTG = 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 �t Isalmiad fvpdfng One-way shear: C2 0 = 0.75 Vc = 2A1 f, Bd = 39.60 k Vu <_ 0Vc OVc = 29.70 k Vu=qB (B — CZ — u2 d 1 _ 0Vc qu B(B 2Cz—d\) �B — Cl Vu-9u8 2 — 1 _ 0Vc dJ� 9u B(B_)2C1—d\ qu = 4644 psi or 4644 psi Pu = quBz = 74298 # Two-way shear: 0 = 0.75 [22.6.5.2(a)] vc = 4A1 fc = 200 psi a [22.6.5.2(b)] vc = (2 + 4) Al fc = 300 psi '6 = 1.00 R a,, = 40 [22.6.5.2(c)] vc = (2 + )Alfc = 400 psi bo = 2(Cl+d)+2(C2+d) bo 55 Vu <_ 4Vc OVc = ovcbod = 68.06 k V. = quBz — (Cl + d)(Cz + d)] - qu = 0Vc [Bz — (Cl + d)(Cz + d)] qu = 4634 psi Pu = quBz = 74147 # Moment: 0 = 0.90 M„ = ASfy(d — a/2) = 26.8 k-ft a=Asfyl(0.85f,B) = 0.39 in Mu < OM. OM,, = 24.2 k-ft (B —Cz quB l 2 ) z 20M (B —Cl quB l 2 z ) 20Mn Mu= 2 �qu= 2((B C) -))2 Mu= 2 -qu= z — z / qu = 3853 psf or Development of Reinforcement: 3 fY td bt+KS a fc' c & db = 12 in db J1 Soil Bearing Pressure 1500 psi Max Load (lbs), Soil 23360 Max Load (lbs), One -Way Shear 46436 Max Load (lbs), Two -Way Shear 46342 Max Load (lbs), Moment 38525 Max Load (ASD) 23360 Max Load (Factored) 37376 3853 psf Pu =quBz B((B — 1)/) = 61640 # 18 in available OK 2000 psf 2500 psi 3000 psf 31360 39360 47360 46436 46436 46436 46342 46342 46342 38525 38525 38525 31360 38525 38525 50176 61640 61640 3500 psf 4000 psf 55360 63360 46436 46436 46342 46342 38525 38525 38525 38525 61640 61640 Date: 3 / 19 /2018 Page: M2.7 STL ENGINEERING ,s4za xeml.s..arkx.,nr� sm � m..aa.� mn seurz sar r•r� APO'L TOP BAR Y RN l—f-�RBV:;PE FREE-ORAIPUN6 MATMIAL tlU` Rv A5 READ W 6150TECMNICA: PN6'R R� .I Wall Height, H = 10.00 E Sail Depth @ Low End, d = 1 50ft Law End Length, Ba.= 2.50E High End Length, B,,= 1.50ft Footing Thickness, t, = 12 in Wall Thickness, tw = 8 in Slope of High Soil, 6 = 0 deg #4 & Smaller Steel Yield Strength, ry = 40 ksi #5 & Larger Steel Yield Strength, fy = 60 ksl Concrete Compressive Strength, %' = 25M psi Footing Dowels 06 Wall Vertical Steel .6 Wall Horizontal Steel rs Top Footing Steel .4 Longitudinal Footing Steel r4 7 Deflection Control, p %K' = 0.180 - . Cover at Footing Dowels, cam= 150 Cover at Wall, c„a, = 3 63 Cover al Top of Footing, c„p = 1.50 Cover at Bottom of Footing, c, = 3,00 b=12in d_.= 4 000 in r1,,,,..= 6 125 in dm,,, = 10,250 in =ncuor. Co ffl6er' @ BaSc, µ,= 0.35 Friction Coefficient @ Wall, µ,., = 0,00 Effective Friction Angle, 0 = 20 deg Weight of Soil, W. = 115 pd Weight of Concrete, W. = 150 pef Allowable Sail Bearing Pressure, q w = 2000 psf Active Lateral Earth Pressure, p.= 35 pef At -Rest Lateral Earth Pressure, p = 0 pd Passive Earth Pressure, p = 3W pd Constant Wall Pressure, P L = 0 psf Depth of Constant Wall Pressure, d t = 11.50 ft Uniform Surcharge, w = 0 pst Wall Anal Load, P. = 0.25 klf Wall Shear Load. V„= 0,00 klf Wall Moment Load, M„= 000 k-fVft 10 ft Retaining Wall Location Down from ~25�'p Ultimate -. . Minimum Pm^ Required P P—Vertical Maxmumr071t equired A. Bar Spacing 1/.H 258 00015 0.0003 0,0145#6 @ 1B in oc b4H 5 1767 0.0015 0,0022 0,0145#i6 @ 18 in oc 3/.H 7.5 5400 0 0015 0.0074 0-0145#5 @ 7 in oc H 10 120331 0.0015 0.0070 0,0145 0,67 #6 @ 8 in oc Mu=l Ut_+1 CH Vertical Reinforcement: Minimum p = 0-0012 for bars not larger than 95 and yield strength not less than 60 ksi Minimum p = 0 0015 for all other bars Maximum p = 0 75p, Pe= 0-85f.'/fyP, [87,000/(87,000+fy)] P, = 0.85 - 0 05 [(f, - 4000)/1000] z 0.65 P, = 0, 925 155E[.hided Horizontal Rcinrone ment- Minimum p = 0.0020 for bars not larger than #5 and yield strength not less than 60 ksi Minimum p = 0.0025 for all other bars Horizontal Bar Spacing p, = 0.0020 #5@18inoc, Footing Rernforcemenl Horizontal Bar Spacing sr Ncr v 1,.&-d V l p= 0 0033 service 04 @ 9 in oc service Cheek Ovettuming at Toe (ASD) ultimate Ma . (1 OH) = 9458 ft4AM ultimate Ma,a,y (07E)= 3630ftagft ultimate FS against overturning (H): FS against overturning (H + 0.7E): Seismic Pressure - 6 x H psf Seismic Pressure = 60 psf Check Sliding (ASD) F_L,, (1 OH) = 1750 #/ft Fvu,,,, (0 7E) = 420 #Rt FS against sliding (H): FS against sliding (H + 0.7E): Fourmi3d r Pressures £M. = 6311 ft4/Rt £V = 4312 #lit d = £MJ£V d= 146ft e=087ft I=8ft4 P. = V/A+ Ve(B/2pl P, = 1957 psf M, = 14769 ftarlft 1 7 OK 1,6 OK for Seismic w/ 413 increase (Friction) F..,,,y= 1509Wft (Passive) F,...,,,, = 33B 9* 1,5 OK 1.6 OK for Seismic w/ 4/3 increase Pb = V/A - Ve(BR)/I Pb = 0 psf BF -FL W � W ENGINEERING— rsWo,rcme.e�o.,,,¢PIySm] , We,iveL. WA 9e072 AOO'L TOP BAR Aw F s • R« � r �+eo,nx "+�-�re.aiNirb 1•SA�wJ.4� RY I AS ROOV BY 6EOTWHNIC-L ENOR RT "'IAA— COVER (CLEAR) FOOTINS C,OV R iCLZAW i M,N v I I a •y Wall Height, H = 9,00 ft Friction Coefficient @ Base, ph = 0,36 Is 5r k0u&d V ! Soil Depth C Low End, d = 1,50 ft Friction Coefficient @ Wall, y. = 0.00 Low End Length, B.= 225 It Effective Friction Angle, b = 20 deg High End Length, Bho = 125 ft Footing Thickness, tr= 12 in Weight of Soil, W. = 115 pet Wall Thickness, I.= 8 in Weight of Concrete, W, = 150 pd Slope of High Soil, e = 0 deg Allowable Soil Bearing Pressure, q,r = 2000 psf #4 & Smaller Steel Yield Strength, fy= 40 ksi #5 & larger Steel Yield Strength, fy = 60 ksi Concrete Compressive Strength, f,' = 2500 psi _ Footing Dowels e5 v Wall Vertical Steel e5 WWI Horizontal Steel as W Top Footing Steel 44 Longitudinal Footing Steel 04 W Deflection Control, p fyK' = 0,180 Cover at Footing Dowels, cm,,,,= 1,50 Cover at Wall, c,,,I, = 3,89 Cover at Top of Footing, ch. = 1,50 Cover at Bottom of Footing, cha= 3,00 b= 12 In d,,,,= 4,000 in d ,ar= 6 188 in cle .= 10250 in N io Active Lateral Earth Pressure, p, = 35 pcf At -Rest Lateral Earth Pressure, p = 0 pcf Passive Earth Pressure, p = 300 pd Constant Wall Pressure, p L = 0 psf Depth of Constant Wall Pressure, d L = 11.50 ft Uniform Surcharge, w = 0 psf Wall Axial Load, P„ = 0.25 W Wall Shear Load, Vw = 0.00 klf Wall Moment Load, M. = 0,00 k-ft/ft 9 ft Retainina Wall Location Down from N . CM /a\ "" ` Ultimate \ Minimum p— Required p I Maximum Pee Reclu reE fin2/Rl Vertical Bar Spacing %H 225 176 0.0012 ] 0,0002 0,0141 0.12 #5 @ 18 in oc 'AH 4,5 1262 0.0012 0.0016 0.0149 0,15 #5 @ 16 in oc %H 675 3898 0.0012 ijl 0,0052 0.0145 0,49 #5 @ 7 in oc H 9 8721 0,0012E 0,0048 0,0145 0.46 #5 @ 8 in oc Mu = 1.0E + i EH Vortical Relydorcarrsent: Minimum p = 0 0012 for bars not larger than #5 and yield strength not less than 60 ksi Minimum p = 0.0015 for all other bars Maximum p = 0, 75p, ph = 0,65fc'Ify p, (87,000/(87,000 + fy)) B, = 0 85 - 0.05 ((fc' - 4000)/10001 z 0.65 p, = 0.925 Horizontal Reinforcement: Minimum p = 0.0020 for bars not larger than #5 and yield strength not less than 60 ksi Minimum p = 0,0025 for all other bars Horizontal Bar Spacing p,,,h, = 0 0020 #5@1a in oc Footing Reinforcement: Horizontal Bar Spacing SF Not Intruded W p = 0 0024 service #4 a 12 In oc service Check Overturning at Toe (ASDJ ultimate M—,r (1-OH)=6379ft4#ft ultimate M.,.,, (0.7E) = 2700 fta#ft ultimate FS against overturning (H): FS against overturning (H + 0.7E). Seismic Pressure = 6 x H psf Smsmk Pressure - 54 psf Check Sliding (ASD) Fm,,,i,y (1 OH) = 1418 i#ft F.,,, v (0 7E) = 340 Nit FS against sliding (H): FS against sliding (H + 0 7E): Yes EM, = 4450 ft-*M EV = 3585 Wit d = SM,/SV d= 124111 e=084ft I=6ft4 P. = V/A + Ve(B2)A P. = 1903 psf M-... = 10829ft4#ft 17 OK 1.6 OK for Seismic wl 413 increase (Friction) F,—.,= 1255#/R (Passive) F,,,,,,N = 338 #fft 1,6 OK 1.7 OK for Seismic w/ 413 increase Ph = V/A - Ve(W)A Ph = 0 psf BTIL ENGINEERING �smxt ra.m,,.u.�.mmnsm a 9loadnw9� WA9B07E I 8 15 ADD- TOP 5AR J I I 4AININO MATERIAL 71"5CMMIC AL ETBR v •6' MIN - � I Wail, I Height H= 8.50ft Soil Depth @ Low End, d = 1.50 ft Low End Length, B. = 2,00 ft High End Length, B„ h 1.25 ft Footing Thickness, tr = 12 In Wall Thickness, t„ = 8 in Slope of High Sal, 0 = 0 deg 94 & Smaller Steel Yield Strength, fy= 40 ksi #5 & Larger Steel Yield Strength, f, = 60 kill Concrete Compressive Strength, fa = 25M psi _ Footing Dowels #s W Wall Vertical Steel #s _ !W Wall Horizontal Steel #5 W Tap Footing Steel .r W Longitudinal Footing Steel w W Deflection Control, p fA = 0,180 Cover at Footing Dowels, cao,.I= 150 Cover at Wall, cm,= 3,69 Cover at Top of Footing, cp = 150 Cover at Bottom of Footing, c,,, = 3.00 b=12in d_r= 4 000 in dm,,,r= 6,188 in dam= 10.250in K N O 8.5 ft Retaining Wall Location Down from w r=..w — Ultimate ` I141 Minimum P— Required P I Maximum P— Ftegl:irc7 A, (in'tM Vertical Bar Spacing %H 2125 0,00121 0,0002 0.0145 0„12 #5 19inoc 34H 4,25 1050 0,0012 0 0013 0.0145 0.13 #5 18 in oc %H 6.375 3263 0,00121 0,0043 0,0145 0.41 #5 � 9 In oc H 8.5 7319 0.0012 0.004C 0 0145 0,38 #5 @ 9 in oc m u=,- i c r Vertical Reinrorcem¢r:L Minimum p = 0.0012 for bars not larger than #5 and yield strength not less than 50 ksi Minimum p = 0 0015 for all other bars Maximum p = 0.75p, Pb = 0.8511,/f, 0, [87,000/(87,000 + f,)] N = 0.85 - 0-05 4000)/1000] z 0,65 P+ = 0,925 Friction Coefficient Q Base, p, = 0.35 t s 5F u,rlud.d �_� Horizontal Reinforcement: Friction Coegicient @ Wall, p„ = 0.00 Minimum p = 0,0020 for bars not larger than #5 and yield strength not less than 60 ksi Effective Friction Angle, Ii = 20 deg Minimum p = 0.0025 for all other bars Horizontal Bar Spacing Weight of Soil, W. = 116 pcf p,,;,, = 0.0020 Weight of Concrete, W,= 150 pcf #5 ® 18 in oc Allowable Soil Bearing Pressure, c,n= 2000 psf Active Lateral Earth Pressure, p,= 35 pcf Footing Reinforcement: At -Rest Lateral Earth Pressure, p = 0 pd _ Horizontal Bar Spacing Passive Earth Pressure, p = 300 pef 5F Nut u,dudd W p = 0 0020 Constant Wall Pressure, pL= 0 psf service 04 a 15In oc Depth of Constant Wall Pressure, d L= 11.50 ft Uniform Surcharge, w = 0 pef service Check 17vernarning at Toe (ASD) Wall Axial Load, P„= 025 Idf ultimate Mo,,,,,r (1.01-1) = 5479 ft-#lk M,,,k,,„ = 9389 fta#R Wall Shear Load, V„= 0-00 li f ultimate M_,. (0 7E) = 2301 ft49ft Wall Moment Load, M„= 0.00 k-frlft ultirtrate FS against overturning (H): 17 OK FS against overturning (H + 0.7E): 1,6 OK for Seismic w/ 4/3 increase Seismic Pressure = 6 x H psf Seismic Pressure = 51 psf Check SlOirg (ASD) Fo,,,,o (1.01-1) = 1264 it (Friction) F,e,,,,,q = 1179 A`llt F., (0.7E) = 303 f#ft (Passive) F._,,s = 338 AM FS against sliding (H): 1,7 OK FS against sliding (H + 0.7E): 1,8 OK for Seismic wl 4M increase Well; EM,= 3910ft-#tft IV = 3370#fit d = Ell d= 1.16ft e = 0.80 ft I=5ft4 P. = V/A + Ve(812)/1 P, = V/A - Ve(B/2Nl P. = 1912 psf Pb = 0 psf BTIL� ENGINEERING T rssm NS m..s�.na,mr�a s� s ay.aexvrahou A001- TOP l"W 0 RF P- f +'rov FRg-2RAlN1r6 MAIMAL AS REO'0 Ph' cFeOT5CHNIGAL. '-N61R -*NA— COYM (CLEAR! s 1 FOOTIN& COVER (c1--AW) r :. } � '4 ~5' MN l f —•s;� is 4 Wall Height, H = BAO R Sal Depth @ Low End, d = 1,50 It Low End Length, 13—= 2.00 ft High End Length, B„O = 125 It Footing Thickness, t, = 12 in Wall Thickness, t„ = B in 5147e dF High Sail, 0 = 0 deg 94 & Smaller Steel Yield Strength, fr = 40 ksi #5 & larger Steel Yield Strength, f.= 60 ksi Concrete Compressive Strength, f, = 2500 psi Footing Dowels rs 'r, Wall Vertical Steel .s .: Wall Horizontal Steel .s •; Top Footing Steel 04 v Longitudinal Footing Steel r4 +, Deflection Control, p f,/f,' = 0 180 Corer at Footing Dowels, c,,,,,1= 1.50 Cover at Wall, c„,= 3,69 Cover at Top of Footing, c., = 1.50 Cover at Bottom of Footing, ch,u= 3,00 b=12in d,,,r= 4,000 in tla—= 6 188 in tl�ft= 10.250in Friction Coefficient Base, Ph = 0-35 Friction Cdelficiert Wall, V.= 0.00 Effective Friction Angle, 0 = 20 deg Weight of Soil, W. = 115 pcf Weight of Concrete, W, = 150 pcf Allowable Soil Bearing Pressure, q,r = 2000 psi Active Lateral Earth Pressure, p, = 35 pcf At -Rest Lateral Earth Pressure, p = 0 pef Passive Earth Pressure, p = 300 pcF Constant Wall Pressure, pL= 0 psf Depth of Constant Wall Pressure, d L = 11 50 ft Uniform Surcharge, w = 0 psf Wall Axial Load, P. = 025 klf Wall Shear Load, V„= 0,00 kit Wall Moment Load, M. = 0,00 k-fUft 8 ft Retainina Wall Location Down from ~ = Ultimate ' = Minimum P—P Required Maxlmurn P— Rawred A, On`Htl I Vertical Bar SDacing XH 2 ill 0.0012 0.0001 0 0145 0.12 #5 @ 18 in oc %H 4 861 0.0012 00011 0,0145 0,12 #5 @ 18 in oc ''V,H 6 2700 0.0012 0,0035 0,0145 0,33 #5 @ 11 in oc H 8 6075 0.0012 0,0033 0.0145 0.31 fly Q 11 in oc mu = ] uC +'1.om Vertical Reinforcement: Minimum p = 0.0012 for bars not larger than #5 and yield strength not less than 60 k51 Minimum p = 0.0015 for all other bars Maximum p = 0.75ph Po = 0.65.7f, P, [e7,000/(87,000 + f,)] p, = 0,85 - 0.05 [& - 4000)/1000] z 0,65 P, = 0,925 15 SF Induded HonznMal RciMorecment: Minimum p = 0-0020 Tor bars not larger than #5 and yield strength not less than 60 ksi Minimum p = 0..0025 for all other bars Horizontal Bar Spacing Pmn = 0,0020 #5 @ 18 In oc Footing Reinforcement; Horizontal Bar Spacing SF Nm inducted W - p = 0.0016 service #4 @ 18 in oc service Check Overturning at Too (ASD) ultimate M.,.wv (1,OH) = 4667 NAM ultimate MaW. (0.7E) = 1944 ft4Uft ultimate FS against overturning (H): FS against overturning (H + 0.7E): Seismic Pressure = 6 x H psf Seismic Pressure= 48 psf Check Sriding (ASD) Fou" (1,01-1) = 1120 Wit F., (0.7E) = 269 f#ft FS against sliding (H): FS against sliding (H + 0.7E): Foundation Pressures £M, = 4164 ft-#Ift £V = 3195 #M d = £M,aV d= 1 30it e = 0.66 ft I=5ft4 P. = V/A + Ve(B2)A P. = 1635 psf M,,,r,,,a = 8830 ft-##t 1.9 OK 1-8 OK for Seismic w/ 4/3 increase (Friction) F, = 1118 #/rt (Passive) F, ,, , = 335 #/Ft 1,8 OK 1.9 OK for Seismic w/ 413 increase Ph = VIA - Ve(B2)/I Ph = 0 psf BTIL ENGINEERING WMi+�h WA59021 A.7' 7'L TOP SPA C1 W eY- R tFway.Oe FRS-DRAI w.tib MATt:R!AL Ft I A5 R52V l3Y 6EOTx.MkIGAL E°KO'R COVER (GLARJ Rt S R - I PoanNo COVER (GL1:AR) i-w MIN I Wall Height, H = 7.50 ft Soil Depth @ Low End, d = 1,50 It Low End Length, B.= 2.00 It Ffigh End Length, Bh11= 1.00 ft Footing Thickness, if= 12 in Wall Thickness, t„ = 8 in Slope of High Soil, 9 = 0 deg #4 & Smaller Steel Yield Strength, f, = 40 ksi #5 & Larger Steel Yield Strength, f, = 50 ksi Concrete Compressive Strength, f,' = 2500 psi _ Footing Dowels .s W Wall Vertical Steel .s _ Wall Horizontal Steel .5 _ Top Footing Steel .4 Longitudinal Footing Steel a4 IF Deflection Control, p ftlf�= 0180 Cover at Footing Dowels, cm„i= 1.50 Cover at Wall, c,,, = 3.69 Cover at Top of Footing, cbs = 150 Cover at Bottom of Footing, cb,r= 3 00 b=12 in d,,,= 4000 in dm„r= 6,188 in d�b,o = 10 250 in r r .Y Friction Coefficient @ Base, µb = 0-35 Friction Coefficient @ Wall, µ, = 0.00 Effective Friction Angle, 0 = 20 deg Weight of Soil, W. =115 pef Weight of Concrete, W, = 150 puf Allowable Soil Bearing Pressure, q„ = 2000 psi Active Lateral Earth Pressure, p, = 35 per At -Rest Lateral Earth Pressure, p = 0 pcf Passive Earth Pressure, p = 300 pd Constant Wall Pressure, p b = 0 psf Depth of Constant Wall Pressure, d b = 11 50 ft Uniform Surcharge, w = 0 psf Wall Axial Load, P. = 0,25 ktf Wall Shear Load, V. = 0 00 klf Wall Moment Load, M. = 0 00 k-ft f: 7.5 ft Retaining Wall Location Down from = Ultimate Minimum P— Required P Required A, tl Vertical Bar Spacing KH 1.875 84 0.0012 0,00012 TO.01450 #5 18 in oc %H 3,75 696 0,0012 0.00092 45 18 in oc Y H 5.625 2204 0.0012 0, 00287 #5 @ 13 in oc H 7 5 4978 0.0012 0.00265 #5 0 14 in oc Mu = 1,0E + 1,61-1 Vertleal RNnkirrament! Minimum p = 0.0012 for bars not larger than #5 and yield strength not less than 50 ksi Minimum p = 0.0015 for all other bars Maximum p = 0,75Pb Po = 0 85fe /ft P, [87,000/(87,000 + f,)] Pi = 0.85 - 0 05 [(f� - 400)I1000] z 0,65 P, = 0 925 155FI-i.de4 V! Horizontal Reinforcement: Minimum p = 0.0020 for bars not larger than #5 and yield strength not less than 60 ksi Minimum p = 0.0025 for all other bars Horizontal Bar Spacing Pme,= 0.0020 #5@18 in oc Footing Reinforcement: _ Horizontal Bar Spacing 5F Nai a,nud.d p = 0,0013 service #4 @ 18 in oc service Check Overturning at Toe (ASO) ultimate M,„ (1,01-1)=3938 ftaf/ft ultimate Ma,,,,, (07E) = 1626 ft4f/ft ultimate FS against overturning (H): FS against overturning (H + 0 7E): Seismic Pressure = 6 x H psf Seismic Pressure = 45 psf Check Sliding (ASD) F—,rg (1.0H)=984Wit F.,.,a (0.7E) = 236 Wit FS against sliding (H): FS against slid'etg (H + 0.7E): Foi ndatlon Preaswes EM, = 3242 ft4!/ft EV = 2771 #/ft d = EM.MV d=117ft e = 0,66 ft I=4ft4 P. = VIA + Ve(B/2)A Pa = 1576 psf li = 7180 ft4Nft 1A OK 1.7 OK for Seismic w/ 4/3 increase (Friction)F,,, v=970#/ft (Passive) F,,,w,,, = 338 Aft 1 8 OK 2.0 OK for Seismic w/ 4f3 increase Pb = V/A - Ve(B2)n Pb = 0 psf RTIL ENGINEERING Is za wz weoam.,utaonm.�.. s� a w�ae,vy wwsean ACV J- TOP 6Af2 ak 7 ft Retaining Wall Jiz= "' '"'""""' Minimum R Location Down from ultimate squired Maximum Regkuretl +°y Ry P— P P— (in�lft Vertical Bar Spacing � •Y �✓ 7e 9B-�wAi W tas MA'Eru z V H uN 1 75 62 00012 00001 0,0145 0,12 #5 18 in oc Rv � AS REOTJ BT 6EOTEGMNIGAL �NE.'R @ ff ri1�a. GOV@i (GLJ�RJ F H 3.5 552 0 0042 0 Ooo7 0,0145 0 12 #5 @ 18 in oc Rr 1 '/.H 5,25 1772 0-0012 00022 0,1)145 022 #5 @ 17 in oc H 7 4020 0 0012 0.0021 0,0145 020 #5 @ 18 in oc Mu= 1 0E+ 1.61H � .Z. VartlW RUfNOfC01Mrd: FOCrih& COVER (GL M^R) Minimum p = 0,0012 for bars not larger than 95 and yield strength not less than 60 ksi Minimum p= 0.0015 for all other bars s t- i' MIN I Maximum p = 0 75pb I p, = 0 85f�/f, 91 [87,000/(87,000 + f,)] 4-- k Pi = 0.85 - 0.05 [(f,' - 4000Y1000] z o ss ,yam 3' = 0,925 i S� f s / -yid - 4 Wall Height, H = 7,00 ft Friction Coefficient @ Base, Pb = 0,35 15 sr r„d"dLd Horizontal Reinforcement: Soil Depth @ Low End, d = 1,50 It Friction Coefficient @ Wall, µ, = 0 00 Minimum p = 0 0020 for bars not larger than #5 and yield strength not less than 60 ksi Low End Length, B,,,,,= 2.00 ft Effective Friction Angle, 0 = 20 deg Minimum p = 0,0025 for all other bars High End Length, 8,,,,= 0,75 ft Horizontal Bar Spacing Footing Thickness, tr = 12 in Weight of Soil, W. = 115 pcf pm,,, = 0 0020 Wall Thickness, t„ = 6 in Weight of Concrete, W. = 150 pcf #5 @ 18 in oc Slope of High Soil, 0 = 0 deg Allowable Soil Bearing Pressure, q,r = 2000 psf Active Lateral Earth Pressure, p, = 35 pcf Footing Reinforcement: #4 8 Smaller Steel Yield Strength, fr = 40 ksi At -Rest lateral Earth Pressure, p = 0 pcf Horizontal Bar Spacing #5 & Larger Steel Yield Strength, fr = 50 ksi Passive Earth Pressure, p = 3W pcf p = 0,0011 Concrete Compressive Strength, f, = 2500 psi Constant Wall Pressure, p L = 0 psf service 44 @ 18 in oc Footing Dowels .5 W Depth of Constant Wall Pressure, d: = 11 50 ft Wall Vertical Steel .5 W Uniform Surcharge, w = 0 psf service Check Overturning at Toe (ASD) Wall Horizontal Steel .5 W Wall Axial Load, Pw = 0 25 klf ultimate M, (1.011) = 3287 ft-Nft M,e,,,,,,q = 5737 ft4Pft Top Footing Steel w _ Wall Shear Load, V. = 0,00 klf ultimate Mom; (0.7E) = 1344 ft4t4ft Longitudinal Footing Steel •a V Wall Moment Load, M" = 0,00 k-ft/ft ultimate FS against overturning (H): 17 OK Deflection Control, p fytf,' = 0.180 FS against overtuming (H + 0,7E): 1-7 OK for Seismic wl 4/3 increase Cover at Footing Dowels, c,o,,,,= 1.50 Seismic Pressure = 6 x H psf Cover at Wall, c,,. , = 369 Seismic Pressure = 42 psf Check Sliding (ASD) Cover at Top of Footing, cI„ = 1.50 F_, (1.OH) = 658 Wit (Friction) F, _,, = 832 #/Pt Cover at Bottom of Footing, cb„=3-00 F_ (07E)=206" (Passive)F,amw=338#/ft FS against sliding (H): 1,6 OK b = 12 in FS against sliding (H + 0.7E): 2-0 OK for Seismic wl 4/3 increase cl 4,000 in da,,,,,,, = 5 188 in Foundation Pressures cl,,,,g = 10 250 in £M, = 2450 ft-#tft EV = 2378 #tft d- £M,/£V d=103ft e=068ft I=3ft4 P. = V/A + Ve(B/2)/I P, = VIA - Ve(Bl2)A P. = 1525 psf P, = 0 psf FTL EQ ENGINEERING— — 15q0 NL �oed,aw➢,-0w�9 Ash S•m 3 meoivd➢� WA 98Rr1 ! D'L TOP 9A1t Cl C "# Rk ! of PIS-DROUNINE MATERIAL Ry AS '01�'O 5T' 6EOT!5r-HNICAL EN6R �FiM1I` COYM (CLEAW R t L� I 14 FOCrd6 COVER (GLEAW I �• MIN I r Wall Height H = 5.00 ft Soil Depth C Low End, d = 1.50 it Low End Length, B,,,,= 1.50 it High End Length, B,,,,, = 0.75 ft Footing Thkimess, t, = 12 in Wall Thickness, t„ = 8 in Slope of High Soil, 9 = 0 deg #4 & Smaller Steel Yield Strength, f. = 40 ksi #5 & Larger Steel Yield Strength, fy= 60 ksi Concrete Compressive Strength, f,' = 2500 0 _ Footing Dowels w • Wall Vertical Steel M • Wall Horizontal Steel .5 •; Top Footing Steel 1I4 • Longitudinal Footing Steel H _,V__ Deflection Control, p 1,/f.' = 0,180 Cover at Footing Dowels, ce.,,.i= 1,50 Cover at Wall, c,,..= 3,75 Cover at Top of Footing, c., = 1.50 Cover at Bottom of Footing, c,,,,= 3 00 b=12in d.w,= 4000 in clam = 6,250 in cl—w = 10 250 in Friction Coefficient @ Base, P. = 0.35 Friction Coefficient (8 Wall, N = 0 00 Effective Friction Angle, 4 = 20 deg Weight of Soil, W . = 115 pcf Weight of Concrete, W . = 150 pcf Allowable Soil Bearing Pressure, q., = 2000 psf Active Lateral Earth Pressure, p. = 35 pcf At -Rest Lateral Earth Pressure, p = 0 pd Passive Earth Pressure, p = 300 pd Constant Wall Pressure, pL = 0 psf Depth of Constant Wall Pressure, d L = 11.50 ft Uniform Surcharge, w = 0 psi Wall Axial Load, P. = 0 25 klf Wall Shear Load, V. = 0.00 klf Wall Moment Load, M. = 0.00 k-ft/ft 6 ft Retaining Wall Location Down from W— — — V. Ultimate - m Minimum p— Required p Maximum P— RCou'retl A. I (in'/fti I Vertical Bar Spacing %H is 27 0.0015 0= 0'0252 014 N4 (a) 16 in cc 11AH 3 324 0,0015 0 0006 0 0252 0.14 #4 @ 16 in cc ''/4H 4.5 1080 00015 0 0020 0.0252 0.19 #4 @ 12 in cc H 6 2484 00015 00019 0.0252 018 #4 013 in cc VeRito R.rlmtonxmem; Minimum p = 0,0012 for bars not larger than #5 and yield strength not less than 60 ksi Minimum p = 0.0015 for all otter bars Maximum p = 075N p, = 0,85f. /f, p, [87,000/(87,000 + fr)] [i, = 0 85 - 0 05 [(f,' - 4000)/1000] 2 0.65 p1 = 0.925 15 SF Induded • koritontal Reinforcarnent: Minimum p = 0,0020 for bars not larger than #5 and yield strength not less than 60 ksi Minimum p = 0,0025 for all other bars Horizontal Bar Spacing p„o, = 0.0020 #5 @ 18 in cc Footing Reinforcement: _ Horizontal Bar Spacing SF N., Ind ded • p = 0.0007 service #4 @ 18 in cc service Check OverWming at Toe (ASD) ultimate M,,o (1.OH) = 2205 ft4dft ultimate M,,,, (0.7E) = 882 fta!!ft ultimate FS against overturning (H): FS against overturning (H + 0,7E): Seismic Pressure = 6 x H psi Seismic Pressure = 36 psf Check Sliding (ASD) F., (1.OH) = 630 Slit Fa...q (0 7E) = 151 Wit FS against sliding (H): FS against sliding (H + 0 7E): Fauncitrflarr pressLvas bM. = 1780 ft4AM EV = 2034 #/ft d = EM JZV d=0,87ft e=058ft 1=2ft4 P. = VIA + Ve(B/2pl P. = 1535 psf M,.." = 3W5 ft-#8 1.8 OK 1 7 OK for Seismic w/ 4/3 increase (Friction)F, r.=712#/ft (Passive) F,.,m,,,= 338 Slit 22 OK 2.4 OK for Seismic w/ 413 increase Pb = VIA - Ve(B2)A P, = 0 psf B T'L ENGINEERING 150012 W..du.I1,D—OP1—Suv 3 Weadi at,wigwn ADD'L TOP BAR I Rr0- PROADC FRW-DRAINnN6 MATERIAL RV A9 ROOV 0Y 6l5OnSCHNICAL Eldb'R at I I COY9i 111-APO FOiOTIN& COVER (C-EAR) -&' MIN Wall Height, H = 5.00 ft Friction Coefficient Base, Pn = 0.35 1. s 5P Ind,ded Soil Depth C Low End, d = 1.50 It Friction Coefficient Wall, w = 0,00 Low End Length, Bkw= 1.00 ft Effective Friction Angle, = 20 deg High End Length, B,.,= 0,75ft Footing Thickness, t, = 12 in Weight of Soil, W. = 115 pcf Wall Thickness, t„ = Bin Weight of Concrete, W, = 150 pcf Slope of High Soil, 8 = 0 deg Allowable Soil Bearing Pressure, clam = 2000 psi 04 & Smaller Steel Yield Strength, fa.= 40 ksi #5 8 Larger Steel Yield Strength, fP = 60 ksi Concrete Compressive Strength, % = 2500 psi Footing Dowels d4 Well Vertical Steel 44 _ Wall Horizontal Steel as • Top Footing Steel d+ _n Longitudinal Footing Steel ad Deflection Control, p fyff,' = 0 lag Cover at Footing Dowels, cd,,,,1= 150 Cover at Wall, c,,,1, = 375 Cover at Top of Footing, cbv= 1.50 Cover at Bottom of Footing, c.= 3 00 b=12in d,em= 4.000In dim,= 6,250 in d.,a.= 10 250 in K N 1 Cn Active Lateral Earth Pressure, p, = 35 pcf At -Rest Lateral Earth Pressure, p = 0 pcf Passive Earth Pressure, p = 300 pcf Constant Wall Pressure, p L = 0 psf Depth of Constant Wall Pressure, d L = 11 50 ft Uniform Surcharge, w = 0 psf Wall Axial Load, P. = 0 25 kit Wan Shear Load, Va, = 0.00 Idf Wall Moment Load, M. = 0,00 k-ft/ft 5 ft Retaining Wall Location Down from u- c rp, 'a'k Ultimate \ Minimum PP.,P Required Maximum P— Required A, (in2tft) Vertical Bar Spacing %.H 125 4 0.0015 0,0000 00252 0.14 94 @ 16 in cc 36H 2.5 165 0.0015 0.0003 0.0252 0,14 #4 16 in cc %.H 375 591 0.0015 00011 0.0252 014 #4 16 in cc H 5 1392 0,0015 0,0011 0.0252 014 #4 @ 16 in cc v.U=1UL+1-b" Vestital R6nf1Orccmcrt- Minimum p = 0.0012 for bars not larger than 05 and yield strength not less than 60 ksi Minimum it = 0 0015 for all other bars Maximum p = 0 75pn pp = O85f,'111y p, [87,000/(87.000 + f,)] p1= 095 - 0.05 40oou10001 >_ 0,65 01 = 0,925 Horizental Reiriforcemem: Minimum p = 0-0020 for bars not larger then #5 and yield strength not less than 60 ksi Minimum p = 0,0025 for all other bars Horizontal Bar Spacing Pmo= 0,0020 #5 @ 18incc Footing Reinforcement: Horizontal Bar Spacing 5F Not drc4ded p = O,0004 service 94 @ 18 in cc service Check Overtuming at Toe (ASDJ ultimata: M,„ m (1.OH) - 1385 ft4N11: ultimate M.,,,,,m (0.7E) = 540 ft4Hft ultimate FS against overturning (H): FS against overturning (H + 0.7E): Seismic Pressure = 6 x H psf Seismic Pressure = 30 psf Check Sliding (ASDJ F,,,,,,q (1.OH) = 438 #/It Fv,,,,a (0 7E) = 105 *it FS against sliding (H): FS against sliding (H + 0 7E): Foundabon Pressures £M, = 1184 tt4Mt £V = 1703 #/ft d = EM,/£V d=070ft e=051ft I=1ft4 Pa = V/A+ Ve(B2)/I Pa = 1603 psf M ®o = 2569 ft-#fft 19 OK 1,8 OK for Seismic w/ 413 increase (Friction) F,,,m,o = 596 #At (Passive) F_.,,m = 338 #/ft 28OK 3„0 OKfor Seismic w/ 413 increase Pb = V/A - Ve(B2ul Py = 0 psf