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9908-005 (RER) Structural CalcsALLOW PASSIVE PRESSURE = 0.0 PCF ALLOW SOIL FRICTION = 0.3 WIND LOADS: DESIGN WIND VELOCITY = 70.0 MPH qs =_ 12.6 PSF 54-625 Avenida Bermudas 1 0B Cs -15 Ft.< h< 20 Ft. La Quinta, California 92253 Cs -20 Ft.< h< 25 Ft. _ Cs -25 Ft.< h< 30 Ft. _ 760.564.0884 Phone 760.771.3606 Fax Email: wish@cwia.com Structural Engineering Consultant CLIENT Amens Construction Job No 9922 PROJECT 55-850 Pinehurst, PGA West, La Quinta SHEET I OF CALCULATION DESCRIPTION: Replace 10'-0" shearwall with (2) 4'-0" X 9'-0" sections DESIGN LOADS ROOF LOADS: FLOOR LOADS: TILE ROOFING = 12.0 PSF FLOOR FINISH = 1.5 PSF 1/2" SHEATHING = 1.5 PSF 3/4" SHEATHING = 2.3 PSF 2x RR @ 24" on center = 2.0 PSF 2X OR TRUSS FRAMING = 2.0 PSF 5/8" GYPSUM BD. CEILING = 2.8 PSF 5/8" GYPSUM BD. CEILING = 2.8 PSF INSULATION = 0.5 PSF PARTITION LOADS = 0.0 PSF MECH, ELEC & SPRINKLERS = 2.0 PSF MECH, ELEC & SPRINKLERS = 2.0 PSF SUB -TOTAL = 20.8 PSF MISCELLANEOUS = 1.4 PSF SLOPE CORRECTION 114 1.03 PSF MISCELLANEOUS = .1.2 PSF ROOF DEAD LOAD : = 23.0 PSF FLOOR DEAD LOAD = 12.0 PSF ROOF SNOW LOAD = 0.0 PSF FLOOR LIVE LOAD : = 40.0 PSF ROOF LIVE LOAD : = 20.0 PSF EXTERIOR WALL LOADS: INTERIOR WALL LOADS: 7/8" STUCCO = 12.5 PSF 1/2" GYPSUM BD. (B.S.) = 4.4 PSF 15/32" SHEATHING = 1.4 PSF 15/32" SHEATHING = 1.4 PSF 2X6@16" O/C = 1.5 PSF 2X6@16" O/C = 1.5 PSF R19 INSULATION = 0.5 PSF MISCELLANEOUS = 1.7 PSF 1/2" GYPSUM BD. = 2.2 PSF TOTAL INTERIOR WALL : = 9.0 PSF MISCELLANEOUS = 0.9 PSF TOTAL EXTERIOR WALL : = 19.0 PSF SOILS DATA: OQ�OFESS/0 SOILS REPORT BY: Qui eta REPORT DATE: y DENNI.B S. WISH BASIC BEARING PRESSURE W ao.C-041250 PADS & CONT. FNDT. = Qa = 1,500 PSF ALLOWABLE PRESSURE INCREASE FOR WIDTH = 20.0 % PER FT. GREATER THAN 1'-0" 1 EXPO�, a INCREASE FOR DEPTH = 20.0 % PER FT. GREATER THAN 1'-0" kd%vrC� MAX. SOIL PRESSURE - Qa = 4,500.0 PSF 4A_ ALLOW PASSIVE PRESSURE = 0.0 PCF ALLOW SOIL FRICTION = 0.3 WIND LOADS: DESIGN WIND VELOCITY = 70.0 MPH qs =_ 12.6 PSF C - h<15 Ft. = 1 0B Cs -15 Ft.< h< 20 Ft. Cs -20 Ft.< h< 25 Ft. _ Cs -25 Ft.< h< 30 Ft. _ SEISMIC LOADS: ZONE _ IMPORTANCE FACTOR = Rw = ZIC/Rw = 0.3"2.75"1/Rw = 6/1/99 IMPORTANCE FACTOR = EXPOSURE D 1.13 � V -- � 9 e.LA �s11 S��N+jFt.1.45 1.19e; C�:��hh<qq��Ft.��II11�55 1 23 ='y -1s)4 r?T�Vf�!�1 I 4 . ,{ .A, y 1.0 vi..�_., Li_ l iti6CT111'N 6 (PLYWOOD SHEAR WALL•:USED,TH,RflE•1GHOUT) 0.138 Wd.,c. �;.ti�, ALL APPLICABLE CODES DATE �� BY d� 1 C 1.06 1.13 1.19 1.23 B 0.62 0.67 0.72 0.76 54-625 Avenida Bermudas :' :'. •: ' k`:;,c r .. La Quinta, Calftmia 92253 �� `j � "' ^ `' •` • 760.564.0884 Phone 760.771.3606 Fax Structural Engineering Consultant Email: wish@cwia.com CLIENT Amens Construction Job No 9922 PROJECT 55-850 Pinehurst, PGA West, La Quinta SHEET 2 OF CALCULATION DESCRIPTION: Replace 10'-0" shearwall with (2) 4'-0" X 9'-0" sections Structural 8x beam - reaction Wd1+11(7.5' x Structural 8x 6.5) beam - typical each New Header reaction beam by design Wdl+11(7.5' x 6.5) typical each beam — . — _ — _ Existing 6/11/99 (Existing) 10'-0" wide shear wall. 3/8" thick structural I plywood w/ 6D at (4:12) on center. V= 300 Of * 10' 3,000 lbs 10ft. Oin. 3ft. 6in. "' """ 3ft. bin. . Oin. 2 Window to be infilled. typcial each side of shearwall ,:. 54-625 Avenida Bermudas A:..._ la Quints, California 92253 760.564.0884 Phone 760.771.3606 Fax Structural Engineering Consultant Email: wisn@cwia.com CLIENT Amens Construction Job No 9922 PROJECT 55-850 Pinehurst, PGA West, La Quinta SHEET 3 OF CALCULATION DESCRIPTION: Replace 10'-0" shearwall with (2) 4'-0" X 9'-0" sections Reaction from Exposed 8X beams Rdl := 23.psf L beam := l3 -ft T width 7.5•ft P dl : = Rdl • L beam T width P dl = 1.121.103 •1b 2 Design New Shearwall (see Enercalc Analysis) Use: 15/32" Structural I Plwd on one side of wall w/ 8d Common Nails at 3-inchs @ Edges and 12 -inches @ Field. T uplift := 3173.4•lb Simpson Epoxy Tie Adhesives. For 3,173 pound uplift use a Simpson PHD2 Predeflected holddown with a 5/8" diameterSAE1018 Threaded Rod Determine depth of embedment for 5/8" diameter rod in 2x6 wall at edge of slab foundation. Use calculation method prescribed in the Simpson SAS -98 Anchor Catalog for Epoxy Adhesive. Secure PHD2 to continuous double 2x6 studs w/ Simpson SDS self -drilling -1/4" diameter screws as recommended by manufacturer. 5.5. D edge := 2 • m D edge = 2.75 -in From Simpson SAS -98 Epoxy Catalog - find appropriate reduction factor for Critical edge distance Ecr:=0.54 Ccr:=9.5 From ETF - Fast Cure Epoxy Schedule - Bond Strength for 5/8" diameter @ 5" embedment is T allow :=6420•lb T actual := T allow'C cr Tactual = 3.21.103 •lb Check strength of steel from Catalog T steel := 5875 •lb Therefore Bond Strength Governs Embed 5/8" diameter SAE1018 (A307) threaded Rod into 3/4 -inch diameter•clean drilled hole x 5 -inches deep into concrete. Install anchor w/ Simpson ETF (Fast Cure Epoxy) under continuous deputy inspection as required by code. Install (2) 1/2 -inch, diameter x 4" long SAE1018 anchor bolts w/ Simpson 2-1/2" square x 3/16" plate washers. typical two walls. 6/11/99 3 r:} .:, i:• i `_ "25 Avenida Bermudas "` '• La Quinta, California 92253 760;564.0884 Phone 760.771.3606 Fax Structural Engineering Consultant Email: wish@cwia.com CLIENT Amens Construction Job No 9922 PROJECT 55-850 Pinehurst, PGA West, La Quinta SHEET 4 OF CALCULATION DESCRIPTION: Replace 10'-0" shearwall with (2)'4'-0" X 9'-0" sections Header above New 8'-0" sliding Glass' Doors (Note: wall is non -load between beams - see sketch) `"' wall=20•psf•8•ft `" wall- 160-plf L header :=10•ft 6/1/99 4 Use 6x8 DF #1 Header above new opening for sliding Glass Door. WOOdWOrkS®•Sizer. SOFTWARE FOR WOOD DESIGN Header0l WoodWorks® Sizer 97b June 1, 1999 17:57:04 COMPANY PROJECT DESIGN CHECK - NDS -1997 Beam DESIGN DATA: --------------------------------------------------------------------------- material: Timber -'soft lateral support: Top= Full Bottom= @Supports total length: 10.00 (ft] Load Combinations: ICBO-UBC --------------------------=--------------------------------------------------- ------------------------------------------------------------------------ INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) »Self -weight of,members'has NOT been included<< --------------------------------------------------------------------------- --------------------------------------------------------------------------- Load Type Distribution Magnitude Location Pattern Start End Start End Load --------------------------=------------------------------------------ 1 Dead Full UDL 160.00 No ------------------------=---------------------------=---------------------- --------------------------------------------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- I 10.0 ft I ------------------- -----� Dead-�---0.80 0.80 Live Total 0.80 0.80 B.Length 1.0 1.0 --------------------------------------------------------------------------- --------------------------------------------------------------------------- ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x8 This section PASSES the design code check. ########################################################################### ---------------------------------------------------------=----------------- --------------------------------------------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- Criterion Analysis Value Design Value Analysis/Design' -------------- --------------------------------------------------� Shear fv ®d = 25 Fv' = 76 fv/Fv' = 0.33 Bending(+) fb = 465 Fb' = 1080 fb/Fb' = 0.43 Live Defl'n negligible Total Defl'n 0.17 = L/687 0.67 = L/180 0.26 --------------------------------------------------------------------------- --------------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# --------------------------------------------------------------------------- --------------------------------------------------------------------------- Fb'+= 1200 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 1 Fv' = 85 0.90 1.00 1.00 (CH = 1.000) 1 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 1 --------------------------------------------------------------------------- --------------------------------------------------------------------------- ADDITIONAL DATA --------------------------------------------------------------------------- --------------------------------------------------------------------------- Bending(+): LC# 1 = D only, M = 2.00 kip -ft Shear LC# 1 = D only, V = 0.80, V®d =.0.70 kips Deflection: LC# 1 = D only Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W --wind I=impact C=construction) ----------------------------=---------------------------------------------- --------------------------------------------------------------------------- DESIGN NOTES: -----=--=------------------------------------------------------------------ --------------------------------------------------------------------------- 1. Please verify that the default deflection limits are appropriate' for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Bennis S. Wish PE Structural Engineering Consultant 54-625 Avenida Bermudas La Quinta, California 92253 (760) 564-0884 P�.: 5OW01 Title: Revised Shearwall Job # 9922 Dsgnr: Dennis Wish PE Date: 2:18PM, 4 JUN 99 Description : 55-850 Pinehurst PGA West - Palmer Gate Scope : Remove (E) 10' Wide shearwall and replace with two 3-5' wide panels. Plywood Shear Wall & Footing Description Worst Case 3'-6" X 9'-0" Shearwall General Information Page 1 # Plywood Layers 1 Wall Length 3.500 ft tna cost uimension 3.bu in Plywood Grade Structural I Wall Height 9.000 ft Seismic Factor 0.186 Nail Size 8d Wall Weight 15.000 psf Nominal Sill Thick. 2.00 Thickness 3/8" Ht / Length 2.571 Stud Spacing 16.00 in * 3.500 ft = 0.00 lbs Loads 1,500.00 lbs Vertical Loads... 0.00 lbs Point Load # 1 1,121.00 lbs at 1.75 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft 145.00 pcf Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load It 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 0.00 #/ft 3.500 ft = 0.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft * 3.500 ft = 0.00 lbs Strut Force Applied @ Top of Wall 1,500.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 2.000 ft Concrete Weight 145.00 pcf Wall Length 3.500 ft Rebar Cover 3.00 in Past Left Edge of Wall 4.500 ft fc 2,000.00 psi Footing Length 10.000 ft Fy 60,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 18.00 in Design OK Wall Summary... Using 3/8" Thick Structural I on 1 side/s, Nailing is 8d at 3 in @ Edges, 8d at 12 in @ Field Applied Shear = 453.7#/ft, Capacity = 550.000#/ft -> OK Wall Overturning = 13,895.5ft-#, Resisting Moment = 2,788.6ft-#, End Uplift = 3,173.39lbs Max. Soil Pressures: @ Left = 16,514.Opsf, @ Right = 2,077.6psf Footing Summary... Max. Footing Shear = 21.02psi, Allowable = 89.44psi -> OK Bending Reinforcement Req'd @ Left = 0.25in2, @ Right = 0.25in2 Minimum Overturning Stability Ratio = 1.035: 1 Les Than 1.5 - Warning ! Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD7 w/1.5" long bolts, Capacity = 3260 lbs HD7 w/1.5" long bolts, Capacity = 3260 lbs HB8A w/2.5" long bolts, Capacity = 3685 lbs HB8A w/2.5" long bolts, Capacity = 3685 lbs HD5A w/3" long bolts, Capacity = 3705 lbs HD5A w/3" long bolts, Capacity = 3705 lbs HD5 w/3" long bolts, Capacity = 3745 lbs HD5 w/3" long bolts, Capacity = 3745 lbs Dennis S. Wish PE Title: Revised Shearwall Job # 9922 Structural Engineering Consultant Dsgnr: Dennis Wish PE Date: 2:18PM, 4 JUN 99 Description: 554M Pinehurst 54-625 Avenida Bermudas PGA`West - Palmer Gate La Quinta, California 92253 scope : Remove (E) 1t7 Wide shearwall and replace (760) 564-0884 with two 3-6" wide panels. �: 506W1 Plywood Shear Wall & Footing Page 2 Description Worst Case T-6" X'9'-0" Shearwall Footing Analysis Soil Pressures... Ecc. of Resultant @ Footing Centerline Soil Pressure @ LEFT Side.of Footing Soil Pressure @ RIGHT: Side of Footing Moments... Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears... vu/. 85 @ V from Left Wall Edge vu/.85 @ V from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio Lateral Forces Acting in Direction To Left... To Right... 4.848 ft 3.791 ft 16,514.01 psf 0.00 psf 0.00 psf ' 2,077.59 psf 7,088.16 ft-# 11,123.95 ft-# 1,027.159 ft-# 456.75 ft-# 20.856 psi 0.373 psi 4.105. psi 21.019 psi 89.443, psi 89.443 psi 16,277.31 ft-# 16,277.31 ft-# 16, 850.63 ft-# 20, 834.38 ft-# 1.035 :1 1.280 :1 'SIMP.SON "St$oii Tie,: 14 Typical PHD Installation as a Hot down HANGER NOT SHOWN PHD5 (others similar) Patent Pending Top View Typical Concrete Wall PHD Offset Installation to' Identification on all screw . heads SDS'/4X3 Screw Patent Pending PREDEFLEC7ED DD@DOWNS The Predeflected Holdown (PHD) is a revolutionary development in holdown connections. This connector is predeflected during manufacturing, to virtually eliminate' deflection from material stretch. SPECIAL FEATURES: • Wood screws reduce slip due to overdrilled bolt holes. • The slot in the seat provides Smaller centerline reduces eccentricity in the stud. anchor bolt adjustment. • No stud bolts to,countersink` • Fits easily on a 4x stud. MATERIAL- 'See table FINISH: Galvanized INSTALLATION: • Use all specified fasteners. See General Notes. Place the PHD over the anchor bolt. • Install Simpson's code -recognized SDS1/4X3 wood screws, which are provided with the holdown. For, an improved connection, use a steel nylon locking nut or a thread adhesive on the anchor bolt. • See SSTB Anchor Bolts;for anchorage options. The design engineer may specify any alternate anchorage calculated to resist the tension load for a specific job. Anchorage length should take the bearing plate height of 1 va, into account, to -ensure adequate length of threads to engage the nut. • To tie double 2z members together, the designer must determine the fasteners required i6 bind members to act as one unit without splitting the wood. CODES: City of L.A.' RR. 25300; ICBG 5328. 1. Allowable loads have been increased 4. Loads are based on static tests on wood studs, to the holdown deformation under a 33% for earthquake or wind loading limited,by t1i0owest of.0.125' deflection, ultimate static load test conducted on a steel jig. with no further increase allowed; divideil by 3, or the wood screw value. 6. Installs best with a low speed 1/2* right reduce where otherloads govern. 5. Deflection at Highest Allowable DesignLoad: The angle drill with a 1'e• hex head driver. 2. The anchor embedment and configu- deflection of a holdown measured. between the 7. PHD installed raised off the sill plate ration must be specified. See the anchor bolt and the strap portion of the hoedown may have greater deflection values. SSTB Anchor Bolts. when loaded to the highest allowable load,listed 3. See pg 24 for anchor bolt retrofit. in the catalog table. This movement is strictly due C- The Simpson Strong -Drive" wood screw has a hex washer head for TO ORDER DISPLAY PACKS: easy driving with a socket wrench. The built-in reamer and type 17 tip cuts SD8X1.25 MSTR CTN— a hole to allow installation without predrilling. Predrilling may be necessary 24 packs of 100 screws. depending on the type and moisture content of wood. SDSY4x3 MSTR CTN— The Strong -Drive SDBX1.25:screw has a needle point for fast starts; a 12 packs of 50 screws. double thread shank'that reduces installation time and cost; a fit deep 351b Bulk Boxes—available Phillips drive to reduce stripping: and a wafer head with low profile finish. for 950 SDS'/4x3 screws. CODES: ICBO No 5268; City of L.A. RR 25281. i& Dimensions Spruce Prrte Fir Fasteners Metric Fasteners Allowable....Holdoim! Allowable Loads' Model No Description Equivalent Fmtsh' per Light Gauge 3 Gauge zii�No 3 Gauge:. of carton Loads Deflection`. Model Ga : .... (100) Gauge.. (100)... Anchor St son Avg 2 2x and : at Highest No 268 10 290 W H B CL 6.1 x 44.5 SDSyjX3 Uh .Greater Allowable SDS ;x2 x 2" Wood screw 6.1 x 50.8 ZINC 1300 303 10 327 261 10 Diameter Wood x 2r, Wood screw Vertical Desi .; 9n 303 10 327 261 10 SDS x3 x 3" Wood screw 6.1 x 76.2 ZINC 950. Screws .. 261 10 Wood Member Load PHD2 14 3 9)(e 2'A 1?A%10 SD8X1.25 #8 x 14" TappingScrew 12,520 3610 .033 PHDS: 14 3 11W6 2rg 13y % 14 15,670 4685 .047 21 1. Allowable loads have been increased 4. Loads are based on static tests on wood studs, to the holdown deformation under a 33% for earthquake or wind loading limited,by t1i0owest of.0.125' deflection, ultimate static load test conducted on a steel jig. with no further increase allowed; divideil by 3, or the wood screw value. 6. Installs best with a low speed 1/2* right reduce where otherloads govern. 5. Deflection at Highest Allowable DesignLoad: The angle drill with a 1'e• hex head driver. 2. The anchor embedment and configu- deflection of a holdown measured. between the 7. PHD installed raised off the sill plate ration must be specified. See the anchor bolt and the strap portion of the hoedown may have greater deflection values. SSTB Anchor Bolts. when loaded to the highest allowable load,listed 3. See pg 24 for anchor bolt retrofit. in the catalog table. This movement is strictly due C- The Simpson Strong -Drive" wood screw has a hex washer head for TO ORDER DISPLAY PACKS: easy driving with a socket wrench. The built-in reamer and type 17 tip cuts SD8X1.25 MSTR CTN— a hole to allow installation without predrilling. Predrilling may be necessary 24 packs of 100 screws. depending on the type and moisture content of wood. SDSY4x3 MSTR CTN— The Strong -Drive SDBX1.25:screw has a needle point for fast starts; a 12 packs of 50 screws. double thread shank'that reduces installation time and cost; a fit deep 351b Bulk Boxes—available Phillips drive to reduce stripping: and a wafer head with low profile finish. for 950 SDS'/4x3 screws. CODES: ICBO No 5268; City of L.A. RR 25281. i& Doug Fir LarchlSo Pine Spruce Prrte Fir Metric Fasteners Allowable Loads' Allowable Loads' Model No Description Equivalent Fmtsh' per Light Gauge 3 Gauge Light Gauge 3 Gauge:. (mm) carton ShearShear Shear Shear .... (100) Gauge.. (100)... (100).. Gauge (101)) SDS x1 x 1 y" Wood screw 6.1 x 38 ZINC 1500 268 10 290 231 10 251 SDS x1 x 13 Wood screw 6.1 x 44.5 ZINC 1400 303 10 327 261 10 284 SDS ;x2 x 2" Wood screw 6.1 x 50.8 ZINC 1300 303 10 327 261 10 284 SDS 4x2 x 2r, Wood screw 6.1x63.5 ZINC .1100 303 10 327 261 10 SDS x3 x 3" Wood screw 6.1 x 76.2 ZINC 950. 303 10 327 261 10 SDSy,x6 ii" x 6" Wood screw 6.1 x 152.4 ZINC_ 600 303 10 327 261 10 n— SD8X1.25 #8 x 14" TappingScrew 4.1 2 31.7 EG — 76 18 — 65 18 1. Allowable loads are based on the 1997 NDS. Adjustments are made for 4. Installs best with a low speed Vz right angle use with metal side plates, Fes = 45 ksi. Loads undei light gauge are for drill with a 1'e hex head driver. gauges listed through 22 gauge. Allowable loads for gauges not indicated S.For wooddo-wood applications, call Simpson for must be calculated according to the coder Contact factory for more details. load values and minimum required penetration. 2. Metric equivalents are listed by Diameter x Length. 6.SDSV4X3 are required for PHD's. Call Simpson for PHD 3 Zinc = Yellow zinc dichromate. values using SDS'/4X1'h" screws for 2x application. EEM NEw- p9 n..E, I _07 0 iX a E "I 6s b CNW available Spring 1999 H ndB9 ?c 4ic a �x 3.i P 9 Min 189"" v CNW allows fast visual check for CN/CNB correct all thread Typical CN rod Installation Rim Joist Installation ( v The BP%S is used when sill bolt holes are overdrilled BP Typical BPs Installed with a Holdown and SSTB Anchor Bolt L ti RFB 24 NUrs NEW All -thread rod is correctly installed when visible through CNW's "witness" holes! CNW's dimple provides a positive stop to allow even bolt threading top and bottom. CN's are tested and load -rated coupler nuts. They can be used for extending anchor bolts, for example, through floor framing.CN's meet and exceed the capacity of corresponding ASTM A307, A36, SAE1018 and Grade 2 bolts and threaded rod. 9 RE s6flB:. R3/$; ::.. cT:'.i<.' ''.,''v9:a;a•+f 3/ z:= �:8e'881e:9r'sBE:?6?;i ;iUJAt�;l�.;;:y;:;�:>:: � SHE N r?M US L w, 4nt;?u :1H.. .[t,LtIDI;livCd ....................... t EEE 3:<:. o.3/.✓ '':S:"'.y 66,,6,6,: ,.,,,,t,.,..—........... 6:6:::$::::::.?w::..,c.... W LBPS BP (LBP similar) Typical BP Installed with a Mudsill Anchor Bolt R Model Allowable Loads>;' Mm Stud Embedm Mm Compat[ble 940 CN%S 0.315 % W3/ Edge;::>s>;s:>s»>:;:::>:Products;::;'s `•'::>::»::>::>::>> Y44 2115 LBP _............:........... 2 2 ....... .......... ............. .................... RFB#4X5 5 34 3)6 13/4 1% ABA44444R; 44R 6R; CNW% 0.625 1% 5870 2 ABE44, RFB#4X6 6 yz 4y4 13/4 1/ FA6, 8: HFA6, 8; FAP; FJA; FSA RFB#4X7 1 7 1 yz 4y4 1 3y4 1 3y4 LTT20B, UFP10 RFB#4X10 10 3/4 4y4 3y4 Iy4 jZ" Dia. anchor bolts RFB#5X5 5., 2 13/< ABA46 66 46R 66R ABE46,66'. ..... .....334.... .': ..." . 46R 66R RF,B#5X8... . 8 . :. ... 5.....<<.: , 3fa.. 66:66 6666... . RFB#5X]6' 16,,:.g¢_. .. 12.. 5; ,: 13; HD2A SA'HTT22,PHD2,PHD5 RFB#6X70.5 10 % 6/ 5 3% LTT19; MTT28B 1. Maximum anchor load is 4040 lbs. 2. Embedment based on 2000 psi concrete. Model Rod` :H Mm Allowable Loads>;' CNX 0.25 % 940 CN%S 0.315 % 1470 CN3Y, 0.375 Y44 2115 LBP 04325 2 2 CNS. 0.625 1/ 5870 CNW% 0.625 1% 5870 2 2 : 8455 ;CNW: ::a)'75> X, s32::P8455>> 2 CN% 0.875 233/(6 11510 CNW r. 0.875 2yz 11510 CN7 1 2yz 15os0 CN1y 1 125 23/4 19025 :`: 3a INSTALLATION: • Each rod must be threaded halfway through the CN and CNW. • Each rod must meet at the center. Tighten the two rods against each other in the coupler nut. 1.Allowable loads based on 1986 AISI Sec E3.4 bolt allowable loads. 2. CN coupler nuts are tested to a mini- mum of 2.3 factor of safety on the allowable A3071oad. 3.CNB is for bulk pack. BEARINGBP/LBPf r�AI PLATES 1G7° •f The new BP3'eS uses SDS screws to provide lateral resistance when sill holes are overdrilled (screws are provided). The SDS shear capacity is 1160 lbs. Bearing Plates give greater bearing surface than standard cut washers, and help distribute the load at these critical connections. BP Bearing Plates are designed to meet City of Los Angeles requirements for sill plate anchors and holdown stud anchors. MATERIAL: See table FINISH: LBP—galvanized; BP—none :MoAel < ;fh tl `[L.. .. s . No ; :....:........:....:::......... > mess> i.. 1'. LBP y, y, 2 2 LBP y, 2 2 LBPS 5 _... 3 3 BP 2 2 Ya BP 9-2 X, 2 2 BPS 3 ga 4 2 S BP S 4 2yz 2 BPI. ?> `>5 ' z; ' ?:23/a£ <',::;2Y4 :`: 3a iflRi7 RETROFITLTS BO INSTALLATION: See General Notes. CODE: City of L.A. RR 25293 (BP). RFBs are pre-cut threaded rod, supplied with nut and washer. May be ordered in bulk. Offers a complete engineered anchoring system when used with the Epoxy -Tie. Inspection is easy; the bolt head is stamped with rod length and "No Equal" symbol for identification after installation. MATERIAL: A307, Grade A. FINISH: Zinc -plated INSTALLATION: • Request T -HD for installation information. - Gauge stamps on part for was IdentfHcation Typica Installa as a Floo Flooi (CMST requ minin 2-2x stt ""' ;VIP S.S.H... X08. ..... 'o' C Rhe° 2Yw CS16 Hole Pattern (all other CS straps similar) seg � ....� En Ba38:8U 6 Es:I1azo 3 'sx )� t n r u °K 3• • "I^• : GMSf14� i9CA11(iEa M. n tyz• l;.g Iaaur.e H .. �ar1l......c � a � v,•i��0 v."u.�'.i��°Q O:. iil.�'v'e°f.:�ss 'un"".•a ri CMST14 Hole Pattern (CMST12 similar) �l STRAPS CS are continuous utility straps which can be;cut to length on the job site. Packaged in a.lightweighi (about 40 pounds) cartons. The 12 gauge CMST12 is designed for use' in light panel framing. The 18 gauge strap is available in 100' or 200' rolls, -specify CS18S or CS18'respectively. CS1s available in retail packs of 25'; convenient for do-it-yourselfers or contractors who require smaller strap lengths, and packaged in portable 10" square cartons. FINISH:: Galvanized. Solme products available in Z -MAX; contact factory. INSTALLATION: • Use all specified:fasteners. See General Notes. Wood shrinkage after strap installation across horizontal wood members may cause strap to buckle outward. Refer.to the applicable code for minimum nail penetration and minimum wood edge and end distances. The table shows the maximum allowable loads and the nails required to obtain them. Fewer nails may be used; reduce the allowable load by the code lateral load for each, nail,subtracted from each end. CMST only—Use every other triangle Kole if the wood tends to split. Use round and triangle holes for comparable MST loads, providing wood does not tend to split. CODES: BOCA, ICBO, SBCCI NERA13; City of LA RR 25293 (CMST12 and CMST14). Model Total End Allowable Model SVap Fasteners "AllowLoads Narl No L L Ga Cut Len � (TotaQ (100) (133/160)= a cm � < :,6767.. 1900 1605 1900 ....' ....... 2:. 4-.',-' 13600 ........ ......:1910... 2290 ;i ...................... .0.9{ . 0. .. .> .....3770 ., 4520 45" clear span + 90" _. 100-16d 7230 9640 1);" CMST12 40' 105" 12 clear span + 210". 1.18-1Od 7230 9640 3y" 208 clears an + 416 118-.1 Od 7230 9640 T 34Gears . n+:68 f� 74 16d 5095 ..... /+.... CMST14 52)Y.:7g. 14 clear span+156 8810d . .. 5095 6295 3}4"; .. 155 .clears an + 310. 8t310d . 9 CS16 150' .15" clears an t30" 28-8d 1235 1650 CS16-R _ 25' .: 12" 16 clear S an'+ 24"• 22-10d 1235 1650 'CS18S 100 112" 18 .clears an+24 22�d ..,950.. .. ............ 27 CS18 CS18 R 200 25 10" 18 clear span +20' 18-10d 950 1270 CS20 250 10 cfear. sn + 20 18.8d Z50 1005 CS20 R :25 ,.....8.<....... 2D earspan.. 14.10d. ...750 .. ,1005.; 2X8" CS22,.< ' 300' 8" ` clears an + 16" 114-8d 620 825 CS22-R 25' 6X" 22 clear span + 13" 12-10d 620 825 1. Allowable loads 100% value is the maximum 2.133°.6 and 160% value may be used steel capacity and may not be increased•ror for earthquake or wind loading. other load durations unless otherwise indicated. A'®H SA CSNNECP®IS A high;vMue seismic tie.for horizontal ties across intervening members. FINISH: SA36—galvanized all others—Simpson-gray paint INSTALLATIOK • Use'all`specified fasteners. See General Notes. .May -not be suitable for floor diaphragms which protrude above beams CODES: BOCA, ICBG, SBCCI NER413; City of L.A. RR 25119. 1. Allowable loads have been increased 33% 3. Bolt and nail values may not be combined. snoaF wwaert and 60% for earthquake of wind, loading with 4. Only SA36 can be field -bent for other T"WESaddle Hanger n9 with 2 oflow ble i6adase allowed. ' intermediate beam widths. Typical SA no furthei;incre assume a�estrained member ' thickness with bolts in single shear. 58 U 2 Total Fasten ers Allowable Model SVap . Avg HonzorttaI Loads No Section Bolts Ult Nails Bow - Nails Dta (133 & 160) SA36 12 ga x 2X8 ,36 22-16d 4" :''j� :,6767.. 1900 1605 1900 ....' ....... 2:. 4-.',-' 13600 ........ ......:1910... 2290 ;i HSA41_ .,,3.ga.x_3.; 4t.. ,:—......4: ,3<. .1760 . 0. .. .> .....3770 ., 4520 HSA59 HSA68 3 ga x 314 68 — . ° A 0 1 8350 110020 1. Allowable loads have been increased 33% 3. Bolt and nail values may not be combined. snoaF wwaert and 60% for earthquake of wind, loading with 4. Only SA36 can be field -bent for other T"WESaddle Hanger n9 with 2 oflow ble i6adase allowed. ' intermediate beam widths. Typical SA no furthei;incre assume a�estrained member ' thickness with bolts in single shear. 58 U 2 FA" CVM ETF EPO" Loads for Threaded Rod Anchors in Concrete : ... . ... — ..... .—...MINN.. ..... ..... ... .. n ..N1 ..X .... 11 ...1-111, .. . I. OU I ..— ---N!HIM ......... O"M- - !-MME. - . a a . .—..........—. .............................a........ ....-m— ...........I............ •— ..............9 .— ................ UN.ixm...M.I.m. 1NX---i---Nfi---'ix..... .......ffJH.. N NXXN .....a...x-Wd%M---- ... HNM........ .............Hun "i BiWdS"Mmy ------- X X X. .........................XXX.............. A —UH ig!-0N ...... N.... ........... a..N. ..... .. Embed ..M .UI .. StudMBV ........ n , Wing------ .X..PMx . 93 NMMa mu......N. - :. -aa -. -.. baf i —aa . ..-.-.--.-------------- F(TOS - O0" " WW (f iI -----..,. M itAE4T40 M M -- I.-- - ----------- ......-. .- ........'...UUMI X..... ... . .. .-----------.- . OW NA]R"N N-- J R&M, i.x.HUM..-..H..................n.... .-.......N...N.... ......... .... n M , M :..:a"=,,,•.......... .... load . ... ...,LoadNN 13/4 3755 940 — 1730 3/8 1/2 21/2 61/8 51/4 2105 4535 3630 1085 2340 1870 2785 31/211132 . . .......... . . .. .. ........... . . ........... --a .... ........... M.—.. M..,,..63/e,... -Hafta-, I ...... ............... 1 .... N.-M.U. ........... .......O . .. HN 8..... ..... ..*. .. .... .D .. -ru r .., . ....... . ... ....1 Xx-r-an ....... . ...... ..... 3330 -a..M M-re-W74/2 f-x-i-----.- . .W.UM NUN N ...,.. O .0.8 .......X... ....0.. .. N --..b.n...-....N..... -. "I..l.-..-. ------i-m---m---y----m--m-m-- .—fl-m—,1N!agl" . -N i-. ...... X.r. -.. ..... ..N.=...m. ........ ............... ..XX.X. .. X 21/2 6593 1650 3560 5/8 3/4 31/2 83/4 71/2 5875 12660 10130 3025 6520 5220 - 4990, 41/4 25668 6420 5 i NaXXXXIMUNN 33r N UN.-TI.D.7,63"? Ix ....... ...... - M ........ 11-nann -X . ..... . ..... I X ........ XX.X..Xx..x . ........... ....... X.... XX ............. XX X .... . .. X ............... XXX X .. .. =.. . . ........... .... ....... . . iga*fflag ............ ...... .0 a, ... ......... V ON. .. . XX ........ . ... 1-1-11-2-H . . =NN .. NNNN -H.H.H.Ex- •... I. M -M. -H.- -- N! . .... . ............. ..... a..- —Hnni . . a —a ......... . ....... . ..... a. ..... -UN .. - . ..-a- RuNiONUMI-0 inn" a"M 7/8„= 2 . ... ..... .... .. 111 -00 Ah . . 1 82U0N-N 9 NE -1240051 KHN M"43WIM 9400 6385 aaa. i ..... ..... X ........ XXXXXXXX—XX MHUM"'i ........ H Mix HE I ...... ... XXXXX ..... . ? .6. Q' ............ ... ... .... X .... 'XXX'XX ............. .......... RXX NNN H ........ ............ — ..... X ..... ... . . XX- ... .... im . ... mmn ..... ..... X"X---..zxx--. .... H..M.- HHXXHXXX-HX .. - M. . ............... ... . . .. XX,,,<..,.<.a,,,., Ox ...... .. . ............. ............ ............. ---------------- ... -M W” AIRN ..... MOM I -------------- uxxx- H ... XX ..... nx- a 4 Un M"Nu -Hun. an . ... X ... -ii -M.X ...... -XXX .. ..... .. MH ....... . ..... . .. X XX a .... XX . ...... a. HI .... . . ... ............. XXX -XXX . n. ... . X-XXX-XXXXXXX ....... N .. X -X ...... . . . 37/8 12491 3120 - 6005 5 7/81 1 61/4 135/8 115/8 — 9210 11500 24785 16860 5925 12770 8685 - 10315 7 [ 52220 13055 3/4 1 U-1 AUNX ..... .... ..NI IX. i .....X UNNXXXKXXX .X . UU..... HN. UH..N...H.Mn..H.....H.-...0.H.0. X.X.. ;..CN x.i. .X....HX.X...U... N— N.....XX.XN... ...... aaaaaaaaa . X X....-XN.N...-.-....-I.— ...... P ..............a ..... n m ...L.X. N.....N-..O N._X.U.X....N—_.. "-.... --.X N".N.a. MM — .. .N —a. SOZ .NI.-L.N.X 22O- �...NX...N-... ..UA.-... ..M,"8 6. 5a E4U N.NNM - ....- I .N....O......n..... ...... ... ...-.... - -.-.-.-.-.-.-.-.-.-.-.- .... ...U.... . . -..X.............. . X..- ....--....-...-.....-.....-.....-...-N....- ..-...-—..-...-..-N..-..-.a...- . .... .... un N . .. .. ....,..... .. H.H....X.XX........... HHH! ..........XX....... ......P..6 ...a -..- See footnotes 1-5. Loads for ASTM A615 Grade 40 and 60 Rebar Dowels in Concrete . .. . . . ..... . . ...... . .... .....'...,y ... i -X .... ............... . Max "X .................... XXXXXXXXXXXXX., .............. X . ..... ..... nNat ...... ; a .. x ...... ...HHH. ..... . -Una-UX U-NNux uaunanan- ..... .......... . .......... .............. .... . ..... .... 'NON H -X ........ ....... ......... ..... ... "k 4110 ............. q �T s1fiffi M NO' a—fid: N wtdjiftlj� W—H N" Na:a. NUMMUM.. ....... ............................... . .... -Xa- X. X. . ON. ....PoRg - .M ff. =a ..a, .Loads 8ased;on SteeL.aa: a" ......... .... .. .. .... . . .... ... . &d§ ..... ..... .............. ;OWN. —;SIM... .a .... N H2 .................... . .. . ..... uA; WSW ... .... X ........ a EM HOKAv M ..... . . .... . ... Ex. M V ..... ......... U. ......... ...«<,.« ... . ..... M.M. M. H.- Y M-1. .5 ............ . . . .................. ............. X-..-..-X.-X-X-X-.X-X-.-.-X-.-.X...-.-..-.-.-X-.-.-X-X- ........... x M.M.NN 0.-1.1.1.." ... .... HNXNXN Te -Z.- 'rVE W - . ..... .. . ... H 5MXMmMUW MMMHMM� HMMM! TIZ '091 � �HRAWWHF.61=4mlo Ix - i. ................... .................... #4 41/ 7/2 6% 16480 4120 18�120 4580 4006 4800 4 ----- ---------------- ------------- ------- - - - ----------- -- ---------- --------- ^ i — gni$gM . 1 .1. , xx ... .. . ... U -NOM -M H. #6 7/a 63/4 12 101/a 38380 9595 40560 10125 9800 10560 M x an TMOH... M ..... .. . . ... 440%,Hp ON --HH T; , H; ;� -� -. -.,x,.,l -------------- x, --------------- --------------------------- ME: M707. #8 11/8 9 153/4 131/2 60600 15150 60606 15150 15800: 18960 MU. x x M' M num -x--- unn. N L a M. xxx.xx.xx MI . ....... ... 1515ox .............. #10 11/2 12 2 16 1 15150 1 69600 11400 .-25400, 30480 UN; NNN .. "'N a Na H W ;Jaflaffl&f>.. ..... ........... Hin .0 a— --N NN H 5 m MOH, 1"Na :..a Raw See footnotes 1-5. Concrete Foundation Sternwall 5/9 3/4 1 10 1 6 ' 1 1% 1 5 230001 5750 7/. 1 1 15 1 8 1 13/4 1 5 33600 1 8400 See footnotes Z and 5 only Footnotes: 1. Allowable load is the lesser Of the load based on bond strength (adjusted for edge, spacing and elevated temperature effects) or steel strength. Z. See Temperature Sensitivity Curve for appropriate reduction factor when concrete temperatures exceed 77° F. 3. Refer to page 19 for load ad�ustmern factors. 4. Allowable load based on bond strength may be interpolated for concrete compressive strengths between 2000 psi and 4000 psi. 5. The anchors cannot be used to resist pullout forces in overhead and wag installations, unless proper consideration is given to fire conditions. - Edge and end distances for threaded rod in concrete foundation sternwall comer installation 17 r r r C -4 r C 2X BLK'G AT ALL UNSUPPORTED EDGES (N) MSTA24 - STRAP (E) 6X8 HEADER TO RREMAIN (N) MSTA24 STRAP SIMPSON PHD2 AT EACH SIDE OF NEW 3'-6' WIDE SHEAR PANEL IIIII eIIIIII IIII IIIII IIIII (E) SUPPORT FOR GLB TO REMAIN VERIFY OR ADD NEW PLWOOD SHEATHING AT ALL AREA'S ABOVE OPENING. IIIH2K'c�j (N) BLK'G AT UNSUPPORTED PLYWOOD EDGES r— (E) —nuIIIIIIIIIIIIIIII .e--_Y . I—I I . --_IIIIIIIII IIIIIIIIIIII IIIII IIII (E) 6X8 DF #1 HEADER REMOVE WINDOW AND INFILL OPENING W/ 2X STUDS. (N) MSTA24 1-1/4" WIDE X 24 LNG STRAP ACROSS (E) SILL PLATE. SIMPSON PHD2 AT EACH SIDE OF NEW 3'-6" WIDE SHEAR PANEL A IIIIIII'IIIIIIIII • ° II ', rt ' , III e' • ° . q! IIS .° .. ea.. 91�" . nS BP5/85 PLATE INSTALLATION WASHER E 68dwAwSAE1016 m M 8xeed Rod bb 914.hM dmdw dendr0edhdex64stmdepIrft 5' INT❑ DNCRETE II:.. blddedow!Sinpm E T F (FedQwEpwWendbWw depIrropeatloneBIep10edbycoe Irtdd (2) 6R4nd1 dene>ar x 6' Wi 8AE1018 Ardor bob w/ Sbrn NEW 8'-0" WIDE x 9'-0" apses Pigs "whom "w4tata 5/8" DIA A.B. OPENING WHERE PREVIOUS W/ SIMPSON SHEAR PANEL OCCURS. BP5/8S PLATE WASHER prrESS/ps �fNIS �c,rn S. WISH .C•041250 fn m LLl L