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APP & DOCS - 04-00312 - Purrinton Plaza
CITY OF REXB URG BUILDING PERMIT APPLICATION 19 E MAIN, REXBURG, ID. 83440 208 - 359 -3020 X326 PARCEL NUMBER: PQ R R,X � \ n a43� SUBDIVISION: UNIT# 0400312 PU1 Plaza BLOCK# LOT# OWNER: �p C�p, CONTACT PHONE # PROPERTY ADDRESS: d LOC6-r N1.kt ya PiAlgioJ31 - O.sk F?LrArZA PHONE #: Home ( ) Work ( ) Cell ( ) OWNER MAILING ADDRESS: CITY: STATE: ZIP: APPLICANT (If other than owner) 6LJQA6C J©a k. �suG�l (If applicant if other than owner, a statement authorizing applicant to act as agent for owner must accompany this application.) ILING ADDRESS OF APPLICANT r��Y„ I _R I CITY: 712r=� STATE; SJ PHONE #: Home ( ) $� — qqs"� Work ( ) Cell( CONTRACTOR: PHONE: Home# Work# Cell# MAILING ADDRESS: I CITY How many houses are located on this property? Did you recently purchase this property? No Yes (If yes give owner's name) Is this a lot split? NO YES (Please bring copy of new legal description of property) PROPOSED USE: C ©( merx, ha., (i.e., Single Family Residence, Multi Family, Apartments, Remodel, Garage, Commercial, Addition, Etc.) APPLICANT'S SIGNATURE, CERTIFICATION AND AUTHORIZATION: Under penalty of perjury, I hereby certify that I have read this application and state that the information herein is correct and I swear that any information which may hereafter be given by me in hearings before the Planning and Zoning Commission or the City Council for the City of Rexburg shall be truthful and correct. I agree to comply with all City regulations and State laws relating to the subject matter of this application and hereby authorized representatives of the City to enter upon the above - mentioned property for inspections purposes. NOTE: The building official may revoke a permit on approval issued under the provisions of the 2000 International Code in cases of any false statement or misre act in the atio on the plans on which the permit or approval was based. Permit void if not started within ),8 d s. P erm voi rk stops r 180 ys. 8 X 1 DATE STATE ZIP WARNING — BUILDING PERMIT MUST BE POSTED ON CONSTRUCTION SITE! Plan fees are non - refundable and are paid in full at the time of application beginning January I, 2005. City of Rexburg's Acceptance of the plan review fee does not constitute plan approval * *Building Permit Fees are due at time of application ** * *Building Permits are void if you check does not clear ** NAB 1E f:e� (,t C "� - coo ' l �0 Ar' PROPERTY ADDRESS ty" g SUBDIVISION Pt (Zj fiat Pi- Dwelling Units: Parcel Acres: Front Footage (if applicable) Permit# SURFACE SQUARE FOOTAGE: (Shall include the exterior wall measurements of the building) First Floor Area 3 COCA Second floor /loft area _- Third floor /loft area Shed or Barn PLUMBING PLUMBERS NAME A 6 4d AOb P/- Gi [ t-� '1 t4 Lj-- ADDRESS J � f 6 0 / Od KI CITY STAT _ ZIP �3W PHONE ( ) 2oq-UyS� 3 FIXTURE COUNT CLOTHES WASHING MACHINE DISHWASHER FLOOR DRAIN GARBAGE DISPOSAL HOT TUB /SPA SINKS (Lavatories, kitchens, bar, mop) WATER METER COUNT HEAT (Circle all that app as Oil Coal Fireplace Electric FN, B UILDING ESTIMATE $ PL UMBING ESTIMATE $ STORM WATER LENGTH FRONT FOOTAGE SPRINKLERS TUB /SHOWERS TOILET/URINAL WATER HEATER WATER SOFTENER WATER METER SIZE 2 with 3 or STRUCTURES DESCRIPTION CO 6tA wt (' d RU/ t b wCr' USE BEDROOMS_ BEDROOMS_ UNITS NON CENSUS OCCUPANCY LOAD_ EXITS a 1At, SETBACKS FRONT CONSTRUCTION ROOF SANITATION METHOD HEAT 145 �Ec� c-1 p , 7 — FLOOD ZONE FENCE TYPE OCCUPANCY SIDE SIDE BACK Unfinished Basement area Finished basement area_ Garage area Carport/Deck (30" above grade)Area 2 CITY OF REXBURG APPLICATION FOR PLUMBING PERMIT ]5 /� OWNER Name � 30%A Address ZW3( r& Tel. Lot Blk. Add. PLUMBER A Name A dAWA'j �LUI�/1 GI & I IBC'" Address /60 Tel. NATURE OF INSTALLATION Use 0 . yno I k L-- Rough Plumbing �-- Septic Tank Fixtures Water Piping Complete Sewer DESCRIPTION OF WORK Bath Tubs Urinal Showers Sink Trap Laundry Trays Water Heater Wash Basin Other Toilet Slop Sinks Kitchen Sinks Floor Drain Drinking Fountains Lawn Sprinklers Water Softeners Dish Washing Mach. Clothes Washer FEES Plumbing Permit ................... • $ Sewer Inspection .................... $ Inspection of Pipe .................. • $ Inspection of Fixtures • • • . • . • ....... • • $ $ TOTAL $ Received: Date By— INSPECTOR'S RECORD N W f S INSP. NAME Rough Plumbing Sewer Other Finish Plumbing 0 N cd a DISCLAIMER: This map is intended for display purposes only and is not intended for anv legal representations. 0 0 N M N oA C4 cd r- a•. ti c;j f � r 1, i O U City of Rexburg; Building Department Rexburg, Idaho Gunderson Cook Construction Teton, Idaho 014 a I,;)- Re. Purrington Plaza plan review Rear exit door swings shall be as attached drawing: Wall and ceiling details will be provided with the Tenant improvement Drawings. Crash Bar hardware will be installed at tenant improvement_ Windows will be with a F transom that will operate to meet the 4% requirement. Miscellaneous as attached details p'���uv�E SEP 1 0 2004 CITY OF REXBURG pIIIIIIIIIIIII MIMI FW Z METAL. WALL CAP � /- METAL SIDWI MA 2x FRAMWs RA%4M UJ/ UEEP RXES 02 OL. . LP L_,___.-- ___.______.__- ...____..._- -- L ------------------------------ CD 66 Telephone: (208) 523 -6918 G & S Structural Engineers. 1600 John Adams Parkway Suite 200 Idaho Falls, ID 83401 E -mail: gs @dataway.net Fax: (208) 523 -6922 August 20, 2004 #04339 Mr. Alan Cook Aerotech Design P O Box 131 Teton, Idaho 83451 Re: Purrington Plaza Rexburg, Idaho Dear Mr. Cook, G &S Structural Engineers performed the lateral analysis, foundation design, and the 14 foot tall wood stud wall designs with headers for the above referenced structure. The lateral analysis, foundation, and wall stud designs are in accordance with the 2000 International Building Code (IBC). The analysis is based upon a 50 PSF ground snow load, 90 -MPH basic wind speed with 3 second gust exposure B, and seismic design category D. The foundation is designed for a 2000 PSF allowable soil bearing pressure per Table 1804.2 of the 2000 IBC. Reasonable professional effort has been made to comply with other codes and regulations in effect at the time of the design. At this time, G &S will not be performing any construction observation. This letter, one redlined drawing, G &S drawings S 1 and S2, and structural design calculations apply only to the items listed above and do not cover any other structural aspects of the building; nor mechanical, electrical or architectural features. The design is intended for the construction of the above referenced structure and may not be used for future construction utilizing the same set of construction documents regardless of owner or lack of change. Due to the limited involvement and lack of control over both the drawings and the construction, G &S Structural Engineers is limiting our liability to $25,000.00. If there are any questions or if I can be of further assistance please don't hesitate to call. S T y Sincerely, � o Eq� F�, � � 9 G' I/w bson N 864 j �'�tv� ,2� Robert J. Gus a O �� G M. -Tp,A Purrington Plaza Rexburg, Idaho STRUCTURAL DESIGN CALCULATIONS Client: Aerotech Design Teton, Idaho Designed by: Bob Gustafson Project # 04339 TABLE OF CONTENTS PAGE DESCRIPTION 1 -15 Structural Calculations END �S��ONAL EN�i p� �G\STER ' 864 tv nn - T G & S Structural Engineers 1600 John Adams Parkway Suite 200 Idaho Falls, ID 83401 Telephone: (208) 523 -6918 E -mail: gs @dataway.net Fax: (208) 523 -6922 Kexourg Date and Time: 8/1812004 7:54:13 AM MCE Ground Motion - Conterminous 48 States Zip Code - 83440 Central Latitude = 43.763462 Central Longitude = - 111.609017 Period MCE Sa (sec) ( %g) 0.2 060.6 MCE Value of Ss, Site Class B 1.0 019.3 MCE Value of S1, Site Class B Spectral Parameters for Site Class D 0.2 079.4 Sa = FaSs, Fa = 1.31 1.0 039.2 Sa = FvS 1, Fv = 2.03 Spectrum for Site Class D Period MCE Sa (sec) ( %g) 0.000 031.8 T = 0.0, Sa = 0.4FaSs 0.099 079.4 T = To, Sa = FaSs 0.200 079.4 T = 0.2, Sa = FaSs 0.494 079.4 T = Ts, Sa = FaSs 0.500 078.5 0.600 065.4 0.700 056.1 0.800 049.1 0.900 043.6 1.000 039.2 T = 1.0, Sa = FvS 1 1.100 035.7 1.200 032.7 1.300 030.2 1.400 028.0 1.500 026.2 1.600 024.5 1.700 023.1 1.800 021.8 1.900 020.7 2.000 019.6 Designer: Robert J Gustafson Date: 8118/2004 Project: Rexburg SEISMIC DESIGN: G & S Structural Engineers 1600 John Adams Parkway Idaho Falls, Idaho 83401 Type of Occupancy: (Table 1604.5 and Table 1607.1) retail /office Table 1616.3.1 Building Category or Seismic Use Group: (Table 1604.5 and 1616.2) Building Category = I Seismic Importance Factor: (Table 1604.5) l = 1.00 Soil Site Class: (1615.1.1) Site Class = D Response Modification Coeff. R: (Table 1617.6) R = 6 Building Location: (Latitude & Longitude, or Zip Code) D** D ** Approximate Fundamental Period, T a : h„ = Height (feet) above base to highest level of building. h„ = 18 C, = Building Period Coefficient (See 1617.4.2.1) C t = 0.02 Calculate Approximate Fundamental Period, T,: C *h„ T = 0.175 Maximum Considered Earthquake Response Accelerations: Short Periods, Ss: (CD rom) S s = 0.606 g 1 Second Period, S1: (CD rom) S, = 0.193 g Earthquake Response Accelerations Adjusted for Site Class Effects: Site Coefficients: F a : (Table 1615.1.2(1) or CD rom) F = 1.310 g F,: (Table 1615.1.2(2) or CD rom) F„ = 2.030 g SMs: = FaSs (Eq. 16 -16 or CD rom) SMs = 0.794 g S MI : = F„ S I (Eq. 16 -17 or CD rom) S M , = 0.392 g Design Spectral Response Acceleration Parameters: (1615.1.3) SDS = 2 /3S = (Eq. 16 -18) S = 0.529 g SDI z 2 /3S m1 _ (Eq. 16 -19) SDI = 0.261 g Nature of Occupancy Seismic Use Group Table 1616.3.1 Table 16 6.3. Largest SDC from Tables 1616.3.(1) &(2) SDC* to Use for Design SDS SDC* SDI SDC* retail1office I 0.529 D ** 0.261 D ** D** D ** * SDC is the "Seismic Design Category" S1 = 0.193 ** Seismic Use Groups I and II structures located on sites with mapped maximum considered earthquake spectral response acceleration at 1- second periodm S1, equal to or greater thatn 0.75g, shall be assigned to Seismic Design Category E, and Seismic Use Group III structures located on such sites shall be assigned to Seismic Design Category F. 1 Project __ Designed By Project No. rw� fw S C 12- -r ; -� ) IV,-) P5� 41.�-(1)) ( P,�) ' S_$-7, Date G &S Structural Engineers Sheet 3 OALL- �41[� 4T' �-W Sox I1 x 141 775�D �S fm ifl 1I x 1 4-1 i�' Siv 16s rw� fw S C 12- -r ; -� ) IV,-) P5� 41.�-(1)) ( P,�) ' S_$-7, Date G &S Structural Engineers Sheet 3 Project _ _ Project No. Date Designed By_ $,TL 24 It��- 5 -S m'I ' ?.G' It.2 Z� I 15, tv 33 'r G . 0 4,!r T 2� 3t? v G &S Structural Engineers Sheet 4— Project Project No. Date Designed By TSL L �-3�•t3� 41� � lht�, px�, �� 3a , c a , l tr ': 2+• 4- Oz C 4-6,) = V,d r r I f la Pv'a "tI G &S Structural Engineers Sheet 7 N 0 0 w M z n O z n r C r= v z O TABLE 2306.3.1 RECOMMENDED SHEAR (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL DIAPHRAGMS WITH r/ FRAMING OF DOUGLAS - FIR - LARCH, OR SOUTHERN PINE FOR WIND OR SEISMIC LOADING I trl (continued) A W En BLOCKED DIAPHRAGMS UNBLOCKED DIAPHRAGMS Fastener spacing (Inches) at diaphragm boundaries (all cases) at continuous panel edges parallel to load (Cases 3, 4), and at all panel edges (Cases 5 and 6) Fasteners spaced 6" max. At supported edges° 6 4 2'/ Z ` 2` COMMON MINIMUM MINIMUM MINIMUM Fastener spacing (Inches) at other panel edges (Cases 1, 2, 3 and 4) NAIL SIZE OR STAPLE' FASTENER PENETRATION NOMINAL PANEL NOMINAL WIDTH OF FRAMING Case 1 All other PANEL GRADE LENGTH AND GAGE IN FRAMING (Inches) THICKNESS (Inch) MEMBER (Inches) (No unblocked edges or continuous Joints parallel to load) configurations (Cases 2, 3, 4, 5 and 6) 6 6 4 3 6d` 11/4 2 185 250 375 420 165 125 5/16 3 210 280 420 475 185 140 11/ 1 2 155 .205 310 350 135 105 3 175 230 345 390 155 115 16 Gage Structural Grades 8d 13/8 3/ s 2 270 360 530 600 240 180 3 300 400 600 675 265 200 I '/2 1 2 175 235 350 400 155 115 3 200 265 395 450 175 130 16 Gage 10d 1 1 /2 2 320 425 640 730 285 215 15/32 3 360 480 720 820 320 240 11/ 2 175 235 350 400 155 120 3 200 265 395 450 175 130 Gage 6 g 6d` 11/4 2 170 225 335 380 150 110 Sheathing, single floor 5/16 3 190 250 380 430 170 125 1 1/ 1 2 140 185 275 315 125 90 3 155 205 310 350 140 105 and other 16 Gage grades covered in DOC PS I and PS 2 6d` 1' 14 3/8 2 185 250 375 420 165 125 3 210 280 420 475 185 140 8d `. 1 2 240 20 480 545 15 160 3 270 360 540 610 240 180 (continued) A W En TABLE 2306.4.1 ALLOWABLE SHEAR (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL SHEAR WALLS WITH FRAMING OF DOUGLAS - FIR - LARCH. OR SOUTHERN PINF FOR WIND OR SFISMIC I nADINQb. h,', I Z m Z D —I O Z D r W C r S z O n O v ITI PANEL GRADE MINIMUM NOMINAL PANEL THICKNESS (inch) MINIMUM FASTENER PENETRATION IN FRAMING (Inches) PANELS APPLIED DIRECT TO FRAMING PANELS APPLIED OVER %- OR %- GYPSUM SHEATHING - NAIL (common or galvanized box) or staple size" Fastener spacing at panel edges (Inches) NAIL (common or galvanized box) or staple size' Fastener spacing at panel edges (Inches) 6 4 3 2 6 4 3 2 5 /16 11 /4 6d 200 300 390 510 8d 200 300 390 510 1 1'/ 16 Gage 165 245 325 415 2 16 Gage 125 185 245 315 . ` 3 8 1 8d 230 360 460 610 10d 280 430 550' 730 1 1 16 Gage 155 N 235 315 400 2 16 Gage 155 235 310 400 Structural Sheathing �i 6 13/ ,, 8d; 255 395 505 670 IOd 280 430 550' 730 1 1 16 Gage 170 260 345 440 216 Gage 155 235 310 400 15/ 32 1 8d 280 430 550 730 l0d 280 430 550' 730 1 1 16 Gage 185 280 375 475 2 16 Gage 155 235 300 400 1 10d 340 510 665' 870 10d — — — — 5/16 Or I 14c 11 /4 6d 180 270 350 450 8d 1 180 270 350 450 1 1 16 Gage 145 220 295 375 2 16 Gage 110 165 220 285 3/8 111 6d 200 300 1 390 510 8d 200 300 390 510 IN 8d 220 320 410 530 10d 260 380 490' 640 I 1 /, 16 Gage 140 210 280 360 2 16 Gage 140 210 280 360 Sheathing $. 16 1 8d 240 350 450 585 10d 260 380 490' 640 1 1 16 Gage 155 230 310 395 216 Gage 140 210 280 360 plywood siding$ except Group 5 Species IS / 32 I 1 / a 8d 260 380 490 640 10d 260 380 490' 640 1' /2 10d 310 460 600' 770 — — — — — 1 11 /2 16 Gage 170 255 335 430 2 16 Gage 140 210 280 360 19/ 1 ' 10d 340 510 665' 870 — — — 1 1 16 Gage 185 280 375 475 — — — — — Nail Size (galvanized casin Nail Size (galvanized casing) 56 I'/ 6d 140 210 275 360 8d 140 210 275 360 31 1 8d 160 240 310 410 IOd 160 240 310' 410 For SI: I inch = 25.4 mm, I pound per foot = 14.5939 N /m. a. For framing of other species: (1) Find specific gravity for species of lumber in AF &PA National Design Specification. (2) For staples find shear value from table above for Structural I panels (regardless of actual grade) and multiply value by 0.82 for spe- cies with specific gravity of 0.42 or greater, or 0.65 for all other species. (3) For nai Is find shear value from table above for nail size for actual grade and multiply value by the following adjustment factor: Specific Gravity Adjustment Factor = [ 1 -(0.5 - SG) I, where SG = Specific Gravity of the framing lumber. This adjustment factor shall not be greater than 1. b. Panel edges backed with 2 -inch nominal or wider framing. Install panelseither horizontally or vertically. Space fasteners maximum 6 inches on centeralong intermediate framing members for' /,-inch and '/,,-inch panels installed on studs spaced 24 inches on center. For other conditions and panel thickness, space fasteners maximum 12 inches on center on intermediate supports. c. '/, -inch panel thickness or siding with a span rating of 16 inches on center is the minimum recommended where applied direct to framing as exterior siding. d. Shears are permitted to be increased to values shown for "/,,-inch sheathing with same nailing provided (a) studs are spaced a maximum of 16 inches on center, or (b) if panels are applied with long dimension across studs. e. Framing at adjoining panel edges shall be 3 inches nominal or wider, and nails shall be staggered where nails are spaced 2 inches on center. f. Framing at adjoining panel edges shall be 3 inches nominal or wider, and nails shall be staggered where both of the following conditions are met: (1) 10d nails having penetration into framing of more than I '/, inches and (2) nails are spaced 3 inches on center. g. Values apply to all- veneer plywood. Thickness at point of fastening on panel edges governs shear values. h. Where panels are applied on both facesofa wall and nail spacing is less than 6 inches o.c. on eitherside, pancljoints shall be offse(to fall on different framing members. Or framing shall be 3 inch nominal or thickerand nails on each side shall be staggered. - -� i. In Seismic Design Category D. Eor F, where shear design values exceed 490 pounds per lineal foot (LP FD) or 350 pounds per lineal foot (ASD) all fmming members receiving edge nailing from abutting panels shall not be less than a single 3 -inch nomi- nal member. Plywood joint and sill plate nailing shall be staggered in all cases. See Section 2305.3. 10 for sill plate size and anchomge requirements. j. Galvanized nails shall be hot dipped or tumbled. k. Staples shall have a minimum crown width of/,, inch. J 0 U C Q Holdowns are used to transfer tension loads between floors, to tie purlins to masonry or concrete, etc. Use HDAs and HDs for overturning requirements and other applications to transfer tension loads. All RDAs and the HD15 are self- jigging, ensuring code - required minimum 7 bolt diameter spacing from the end of the wood member to the center of the first bolt hole. HD6A, HD8A, HD1OA and HD14A's seat design allows greater installation adjustability. An overall width of 314' for the HD6A, HD8A and HD10A, and 3 1 /2' for the HD14A provides an easy fit in a standard 4x wall. HDA SPECIAL FEATURES: • Single piece non - welded design results in higher capacity. • Load Transfer Plate eliminates the need for a seat washer. • Fewer inspection problems. MATERIAL: See table on opposite page. LOADS: See table on opposite page. FINISH: HD2A, 5A, 6A, 8A, 1OA, HD14A— galvanized. May be ordered HDG; check with factory. HD15— Simpson gray paint. INSTALLATION: • Use all specified fasteners. See General Notes. • For an improved connection, use a steel nylon locking nut or a thread adhesive on the anchor bolt. • Bolt holes shall be a minimum of 132 to a maximum of 1,6 larger than the bolt diameter (per 2001 NDS, section 11.1.2). • Standard washers are required between the base plate and anchor nut (HD15 only), and on stud bolt nuts against the wood. The Load Transfer Plate is an integral part of the HDA Holdown and no washer is required. See page 17 for BP /LBP Bearing Plates. • See SSTB Anchor Bolts,.Simpson's Anchoring Systems and Additional Anchorage Designs for anchorage options. The design engineer may specify any alternate anchorage calculated to resist the tension load for a specific job. • Locate on wood member to maintain a minimum distance of seven bolt diameters, distance is automatically maintained when end of wood member is flush with the bottom of the holdown. • Stud bolts should be snugly tightened. • To tie double 2x members together, the designer must determine the fasteners required to bind members to act as one unit without splitting the wood. • For additional information, request T- HD -01. WASHERS CODES: See page 10 for Code Listing Key Chart. MUSTBE INSTALLED BETWEEN BOLT NUTS AND WOOD U.S. Patent No. 4,665,672 Canada Patent No. 1,253,481 HD10A (HD6A, HD8A and H014A similar) WASHER MUST BE INSTA HERE Pressure- treated barrier may be required . STAND OFF * PROVIDES MINIMUM END '0 DISTANCE FOR THROUGH BOLT 28 Typical H05A Holdown Installation with SSTB anchor bolt. Washers are not required at the base. Typical H015 Holdown Installation For holdowns, per ASTM test standards, anchor bolt nuts should be finger -tight plus 1 /3 to 1 /2 turn with a wrench, with consideration given to possible future wood shrinkage. Care should be taken to not over - torque the nut. 2x ocking ''s may required eck with ur local ilding de. * To achieve table loads, the minimum bolt end distance is seven bolt diameters. This distance is designed into holdowns. Bolt end distance may be increased, provided the anchor nut is not over - torqued, which could split the stud. 11 4 e HD5A (02A similar) Typical HD5A Tie between Floors HD8A Installed in Pairs (Side View) Project Designed By /t*D Td rAll)04 r Project No. Date (,J i t lap rp �-� 4-0 IV--V ITYO Z - r /¢ x !►�l8 — `&3A rLF� G &S Structural Engineers Sheet Wk u. cos «4-r (,J i t lap rp �-� 4-0 IV--V ITYO Z - r /¢ x !►�l8 — `&3A rLF� G &S Structural Engineers Sheet LIN I LUULAR '�NAN UHAH i JanL l 1, 2000 Beam /Span 2 2.5 3 3.5 4 5 6 7 8 9 10 12 (ft) 3 -2x4 1405 104Q 825: 685 585 305* 175* 110" 70* 50* - -- Fb'=1552 psi 2 - 2x6 1925 132Q 1000' 805 675 470 325 240 185 135* 95* 55* Fb' =1170 psi 3 - 2x6 2890 1980 1500`. 12101 1:015 760 560 415 285* 200* 145* 85* Fb'= 1345 psi 2 -2x8 348 2125 1535 1200 985 725 525 385 295 230 190 130 Fb'= 1080 psi (520) (380) (290) (185) (125) 3 -2x8 522 Q 3195 :;2305 98G0 1480 1090 850 665 510 400 325 195* Fb'=1242 psi 2 -2x10 7000 3665: `2405 1790 1425 1'015 785 570 440 345 280 195 Fb =990 psi (775) (430) (340) (275) (190) 3 -2x10 11500 5500;. 3615 2690 2;140 1520 1180 960 755 595 480 330 Fb'=1138 psi 2 -2x12 9400 6050 3800 2625 2010 1367 1040 770 590 465 380 260 Fb' =900 psi .: (760) (580) (455) (370) (255) 3 -2x12 16000 10300 5700 3945 3015 2050 1560 1250 1000 800 650 450 Fb' =1035 psi 1IV LV. 1. Based upon No.2 Douglas Fir and the 1997 UBC/1997 NDS. Fb =900 psi, Fv =95 psi, E= 1.6x10 psi. 2. Fb' =F. (C 1.15 (repetitive member factor is only applicable to 3 ply members per NDS 4.3.4). CF= varies w/ size of member (See Table 4A adjustment factors - NDS supplement page 25). 3. Allowable uniform live loads in pounds per lineal foot for continuously lateral braced lengths. Allowable uniform live loads for unbraced lengths if different are shown in ( ). 4. Loads shown for load duration factor = 1.0 for snow load divide by 1.15 for dead loads divide by 0.9. 5. Resultant load combinations must be equal to or less than the tabulated values for load duration factor = 1.0 only. 6. Deflection requirements: TL s e/360. 7. * indicates that deflection controls. 8. Shaded area indicates shear controls. .-, Job Truss Truss Type Qty Ply K 0497 Al FLAT 76 1 MT20 1971144 cTrVIV Lumber Increase 1.15 BC 0.76 Vert(TL) -1.44 11 >382 180 MT20H 148/108 ......... a....n , , — 1 —, ni . "I'Wy vo w:[1: 1 zuu4 rage 1 7 -9 -3 15-4 -9 23 -0 -0 30 -7 -7 38 -2 -13 46-0 -0 7 -9 -3 7 -7 -7 7 -7 -7 7 -7 -7 7 -7 -7 7 -9 -3 Scale = 1:76.9 500 = 4x8 = 6x8 = 20 II 8x6 = 4x8 = 500 = 1 2 3 4 5 a I 7 -9 -3 1 15-4 -9 23 -0 -0 30 -7 -7 38 -2 -13 46 -0 -0 7 -9 -3 7 -7 -7 7 -7 -7 7 -7 -7 7 -7 -7 7 -9 -3 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.94 Vert(LL) -0.99 11 >555 240 MT20 1971144 TCDL 8.0 Lumber Increase 1.15 BC 0.76 Vert(TL) -1.44 11 >382 180 MT20H 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.17 8 n/a n/a BCDL 8.0 Code IRC2000 /ANS195 (Simplified) Weight: 270 lb LUMBER BRACING TOP CHORD 2 X 6 DF 1800F 1.6E TOP CHORD Sheathed or 2 -5-4 oc pudins, except end verticals. BOT CHORD 2 X 6 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 SPF Stud /Std 'Except' W2 2 X 4 SPF 1650F 1.5E, W2 2 X 4 SPF 1650F 1.5E W2 2 X 4 SPF 1650F 1.5E, W2 2 X 4 SPF 1650F 1.5E W2 2 X 4 SPF 1650F 1.5E, W2 2 X 4 SPF 1650F 1.5E REACTIONS (lb /size) 14= 2331/0 -5 -8, 8= 2331/0.5 -8 Max Upliftl4=- 224(load case 5), 8=- 224(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -14 =- 2270/260, 1 -2 =- 4736/455, 2 -3 =- 75651726, 3-4 =- 8524/818, 4 -5 =- 8524/818, 5-6 =- 75651726, 6 -7 =- 4736/455, 7- 8=- 2270/260 BOT CHORD 13- 14 = -0 /0, 12-13=-455/4736,11-12=-72617565, 10 -11 =- 72617565, 9-10 =- 455/4736, 8 -9 =0/0 WEBS 2 -13 =- 1821/259, 3 -12 =- 1046/185, 4 -11 =- 659/149, 5 -10 =- 1046/185, 6-9=-1821/259,1-13=-491/5119, 2- 12=- 294/3061, 3-11 =- 99/1036, 5 -11 =- 99/1036, 6- 10=- 294/3061, 7- 9=- 491/5119 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =35.0 psf (roof snow); Exp C; Fully Exp.; L= 45 -0 -0 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 224 lb uplift at joint 14 and 224 lb uplift at joint 8. LOAD CASE(S) Standard 14 13 12 11 10 9 8 3x4 II 5x10 = 802 MT20H= 4x8 = 8x12 MT20H= 5x10 = 3x4 11 E�W NOTES: 1. Soil bearing pressure = 2000 PSF. No Soil Stress increase. 2. Soil surcharge = 220 PSF. 3. f'c = 2500 PSI. 4. fy = 60,000 PSI. ly FOOTING DESIGN CHART A MARK DEPTH WIDTH LENGTH TOP OF FTG ELEVATION REINFORCEMENT MAXIMUM WORKING LOADS WITHOUT STRESS INCREASE LONGITUDINAL TRANSVERSE F 10" 1 CONT. SEE PLAN 2 #4 CONT ---- 2.2 KLF* F 10" 1 CONT. SEE PLAN 2 #4 CONT - - -- 2.7 KLF* F 10" 2 CONT. SEE PLAN 3 #4 CONT ---- 3.3 KLF* F 10" 2' - 4" CONT. SEE PLAN 3 #4 CONT #4 a 16" O/C 3.8 KLF* F 10" 2 CONT. SEE PLAN 3 #4 CONT #4 a 16" O/C 4.4 KLF* F 10" 3 CONT. SEE PLAN 4 #4 CONT #4 a 16" O/C 4.9 KLF* F 10" 3 CONT. SEE PLAN 4 #4 CONT #4 a 14" 0/C 5.5 KLF* F 10" 3 CONT. SEE PLAN 5 #4 CONT #4 a 10" O/C 6.0 KLF* F 10" 4' - 0 " CONT. SEE PLAN 5 #4 CONT #4 a 8" 0/C 6.6 KLF* F 10" 4' - 4 " CONT. SEE PLAN 5 #4 CONT #5 a 10" 0/C 7.1 KLF* F 10" 4 CONT. SEE PLAN 4 #5 CONT #5 a 9" O/C 7.7 KLF* F 10" 5 CONT. SEE PLAN 4 #5 CONT #6 a 10" 0/C 8.2 KLF* F 10" 1' -4" 1' -4" SEE PLAN 2 #4 2 #4 2.9 K F 10" 1' - 8 " 1' -8" SEE PLAN 2 #4 2 #4 4.5 K F 10" 2' -0" 2' -0" SEE PLAN 3 #4 3 #4 6.6 K F 10" 1 2' - 4 " 2 SEE PLAN 3 #4 3 #4 9.0 K F 10" 2' 2' SEE PLAN 3 #4 3 #4 11.7 K F 10" 3' 3' -0" SEE PLAN 4 - #4 4 #4 14.8 K F 10" 3 3 SEE PLAN 4 #4 4 #4 18.3 K F 10" 3' -8" 3-8" SEE PLAN 5 #4 5 - #4 22.2 K F 10" 4' - 0 " 4' - 0" SEE PLAN 5 #4 5 #4 26.4 K F 12" 4' - 4 " 4' - 4" SEE PLAN 6 #4 6 #4 30.5 K F 12" 4' - 8 " 4' - 8" SEE PLAN 7 #4 7 #4 35.5 K F 12 5' 5' - 0" SEE PLAN 7 #4 7 #4 40.7 K F F F F NOTES: 1. Soil bearing pressure = 2000 PSF. No Soil Stress increase. 2. Soil surcharge = 220 PSF. 3. f'c = 2500 PSI. 4. fy = 60,000 PSI. ly Holdowns are used to transfer tension loads between floors, to tie purlins to masonry or concrete, etc. Use HDAs and HDs for overturning requirements and other applications to transfer tension loads. All HDAs and the H015 are self - jigging, ensuring code - required minimum 7 bolt diameter spacing from the end of the wood member to the center of the first bolt hole. HD6A, HDBA, HD10A and HD14A's seat design allows greater installation adjustability. An overall width of 31/1 for the HD6A, HDBA and HD10A, and 3 for the HD14A provides an easy fit in a standard 4x wall. HDA SPECIAL FEATURES: • Single piece non - welded design results in higher capacity. • Load Transfer Plate eliminates the need for a seat washer. • Fewer inspection problems. MATERIAL: See table on opposite page. LOADS: See table on opposite page. FINISH: HD2A, 5A, 6A, 8A, 10A, HD14A— galvanized. May be ordered HDG; check with factory. HD15— Simpson gray paint. INSTALLATION: • Use all specified fasteners. See General Notes. • For an improved connection, use a steel nylon locking nut or a thread adhesive on the anchor bolt. • Bolt holes shall be a minimum of 1 /32' to a maximum of 1 /16' larger than the bolt diameter (per 2001 NDS, section 11.1.2). • Standard washers are required between the base plate and anchor nut (HO15 only), and on stud bolt nuts against the wood. The Load Transfer Plate is an integral part of the HCFA Holdown and no washer is required. See page 17 for BP /LBP Bearing Plates. • See SSTB Anchor Bolts, Simpson's Anchoring Systems and Additional Anchorage Designs for anchorage options. The design engineer may specify any alternate anchorage calculated to resist the tension load for a specific job. • Locate on wood member to maintain a minimum distance of seven bolt diameters, distance is automatically maintained when end of wood member is flush with the bottom of the holdown. • Stud bolts should be snugly tightened. • To tie double 2x members together, the designer must determine the fasteners required to bind members to act as one unit without splitting the wood. • For additional information, request T- HD -01. CODES: See page 10 for Code Listing Key Chart. M sr� BE INSTALLED BETWEEN BOLT NUTS AND V,CM X a HD10A (06A, HDBA and HD14A similar) Typical HD5A Holdown Installation with SST8 anchor bolt. Washers are not required at the base. - 2x ocking Typical H05A Tie between Floors ''s may required. eck with ur local ilding de. * To achieve table loads, the minimum bolt end distance is seven bolt diameters. This distance is designed into holdowns. Bolt end distance may be increased, provided the anchor nut is not over - torqued, which could split the stud. 28 13 SIMPSON &'Nile SB �— H` HS tl Iz A ®PPP 0 w � For holdowns, per ASTM lest standards, anchor bolt nuts should be finger -tight plus 1 /3 to 1 /2 turn with a wrench, with consideration given to possible future wood shrinkage. Care should be taken to not over - torque the nut. HD5A (02A similar) U.S. Patent No. 4,665,672 Canada Patent No. 1,253,481 HD8A Installed in Pairs (Side View) �.. WASHER MUST BE NSTALLED t HERE ' . Pressure- treated _ barrier may be STAND OFF required. PROVIDES MINIMUM END 9 DISTANCE •. FOR THROUGH e . BOLT Typical HD15 Holdown Installation Typical HD5A Holdown Installation with SST8 anchor bolt. Washers are not required at the base. - 2x ocking Typical H05A Tie between Floors ''s may required. eck with ur local ilding de. * To achieve table loads, the minimum bolt end distance is seven bolt diameters. This distance is designed into holdowns. Bolt end distance may be increased, provided the anchor nut is not over - torqued, which could split the stud. 28 13 SIMPSON &'Nile SB �— H` HS tl Iz A ®PPP 0 w � For holdowns, per ASTM lest standards, anchor bolt nuts should be finger -tight plus 1 /3 to 1 /2 turn with a wrench, with consideration given to possible future wood shrinkage. Care should be taken to not over - torque the nut. HD5A (02A similar) U.S. Patent No. 4,665,672 Canada Patent No. 1,253,481 HD8A Installed in Pairs (Side View) SIMPSON Sbw*Tie 0 i.,1 1 ��'✓ Model No. Material Dimensions Fasteners Base Ga Body Ga HB' SB W H B SO �L Anchor Dia s Stud Machine Bolts Qty Dia HD2A 7 12 4 'X6 2 Yz 23; 8 2 X6 X 1 X6 % 2 % D5 3 10 Sy, 3 3y 91X,6 3 X6 Y 2 X6 3e 2 1 +h HD6A % 7 6X 3y 3y, 11X6 3 'X6 /I6 2 X6 2775 2 2760 HD8A X 7 6X 3y 3y, 14X6 3 'X6 X6 2 X6 % 3 2485 D10A X 7 6 X6 3 Y 3y, 18 X6 3 'X6 / 6 2 X6 % 4 ye HD14A 3, 3 7 4 3y 20%, 3% X 23( 1 4 1 HD15 X 3 7 4 3y 24y 4 X6 3X 2y 1y, 5 1 ace notes oeiow. a � iucw ndve ueen mcreaseo JJ io for earthquake or wind loading and are governed by the stud bolt calculations. No further increase allowed; reducf where other loads govern. 2. HD15 requires a minimum 48 (in a 3 y�" wide shearwall) or a 6x6 nominal post. To ensure the tension load carrying capacity of the critical net section meets the holdown capacity. 3. Use a minimum 46 nominal post for the HD14A. Minimum post size is required to ensure the tension load carrying capacity of the critical net section meets the holdown capacity. 4. HB is the required minimum distance from the end of the stud to the center of the first stud bolt hole. End distance may be increased as necessary for installation. A. Bolt slip can occur at holdown stud bolts. B. Increased bolt slip can occur if oversized holes are drilled through the stud for holdown stud bolts (oversized holes are when the hole diameter o is greater than the bolt diameter plus ' /,e' per 2001 NDS 11.1.2). C. When a holdown is installed on only one side of the stud, an eccentricity h exists during loading which can cause more movement in the shearwall 8 system. D. Unrestrained anchor bolt nuts can spin loose during cyclic loading; using steel nylon locking nuts or thread adhesive may prevent nut spin. E. Movement can occur when nuts are not tightened enough. Retightening ® bolts before covering wall may prevent this. F. Deflection can occur in the holdown under load caused by stresses due g to earthquake or high wind. G. Lateral displacement at the top of the wall rotates the stud around its base causing the holdown base plate to displace vertically. H. Wood shrinkage can occur due to drying of the sill plate, rim joist, and /or top plate; nuts may require retightening. I. Uplift forces on the bolts can cause localized wood crushing at bolt bearing locations. Using larger bearing plates may prevent this. J. Wood at the end of the studs (sill plates, rim joists, etc.) may crush under normal dead and live loading; additional compressive forces due to overturning during earthquake and high wind loads add to the deflection. 5. The designer must specify anchor bolt type, length and embedment. See SSTB Anchor Bolts (page 24) and Additional Anchor Designs (page 26). 6. See page 16 and 22 for anchor bolt retrofit. 7. Lag bolts will not develop the listed loads. 8. See page 11 for testing and other important information. 9. Deflection at Highest Allowable Design Load: The deflection of a holdown measured between the anchor bolt and the strap portion of the holdown when loaded to the highest allowable load listed in the catalog table. This movement is strictly due to the holdown deformation under a static load test conducted on a steel jig. ARING kTES DATION OWN OR t- 29 a 0 ti Q ® and (F do not apply to the PHD and HDO. Allowable Tension Loads (OF/SP) (133) Allowable Tension Loads (SPF /HF) (133) Holdown' Holdown' Length of Bait Length of Bolt Model Avg Deflection Deflection No. Ult r In Vertical Wood Member in Vertical Wood Member at Highest at Highest Code n . Allowable Allowable Ref. Design Design Load 2 .2 +/x ° g 3 +/p , 5 +/ . 1 +h 2 2 +� 3 3 /z ' 5 /z HD2A 12150 1555 2055 2565 2775 2775 2760 1320 1740 2165 2570 2565 2550 Load 0.058 Raised HD5A � 20767 1870 2485 3095 70 4010 3980 1585 2110 2625 3130 3645 3680 0.067 HD6A 27333 2275`2980 3685 05 :5105 5510 " 1870 2470 3065 3680 4280 5020 0.041 E0.1 HD8A 28667 3220 4350 5415 6465 `746 7910 2710 3655 4530 5480 6350 7330 0.111 40,105 0 28667 1 39455540 6935 8310 9540 9900 3275 4600 5745 7045 8160 9195 0.269 0.269 F'H l4A 38167 — — — — 11080 13380 — — — — 9495 12485 0.215 0.282 HD15 55333 — — — — — 15305 — — — — — 13810 0.082 0.082 a � iucw ndve ueen mcreaseo JJ io for earthquake or wind loading and are governed by the stud bolt calculations. No further increase allowed; reducf where other loads govern. 2. HD15 requires a minimum 48 (in a 3 y�" wide shearwall) or a 6x6 nominal post. To ensure the tension load carrying capacity of the critical net section meets the holdown capacity. 3. Use a minimum 46 nominal post for the HD14A. Minimum post size is required to ensure the tension load carrying capacity of the critical net section meets the holdown capacity. 4. HB is the required minimum distance from the end of the stud to the center of the first stud bolt hole. End distance may be increased as necessary for installation. A. Bolt slip can occur at holdown stud bolts. B. Increased bolt slip can occur if oversized holes are drilled through the stud for holdown stud bolts (oversized holes are when the hole diameter o is greater than the bolt diameter plus ' /,e' per 2001 NDS 11.1.2). C. When a holdown is installed on only one side of the stud, an eccentricity h exists during loading which can cause more movement in the shearwall 8 system. D. Unrestrained anchor bolt nuts can spin loose during cyclic loading; using steel nylon locking nuts or thread adhesive may prevent nut spin. E. Movement can occur when nuts are not tightened enough. Retightening ® bolts before covering wall may prevent this. F. Deflection can occur in the holdown under load caused by stresses due g to earthquake or high wind. G. Lateral displacement at the top of the wall rotates the stud around its base causing the holdown base plate to displace vertically. H. Wood shrinkage can occur due to drying of the sill plate, rim joist, and /or top plate; nuts may require retightening. I. Uplift forces on the bolts can cause localized wood crushing at bolt bearing locations. Using larger bearing plates may prevent this. J. Wood at the end of the studs (sill plates, rim joists, etc.) may crush under normal dead and live loading; additional compressive forces due to overturning during earthquake and high wind loads add to the deflection. 5. The designer must specify anchor bolt type, length and embedment. See SSTB Anchor Bolts (page 24) and Additional Anchor Designs (page 26). 6. See page 16 and 22 for anchor bolt retrofit. 7. Lag bolts will not develop the listed loads. 8. See page 11 for testing and other important information. 9. Deflection at Highest Allowable Design Load: The deflection of a holdown measured between the anchor bolt and the strap portion of the holdown when loaded to the highest allowable load listed in the catalog table. This movement is strictly due to the holdown deformation under a static load test conducted on a steel jig. ARING kTES DATION OWN OR t- 29 a 0 ti Q ® and (F do not apply to the PHD and HDO. IF1 i,'1��'j � I M� ++ The LCE4's universal design provides high capacity while eliminating the need for rights and lefts. For use with 4x or 6x lumber. LPC— Adjustable design allows greater connection versatility MATERIAL: LCE4 -20 ga; AC, ACE, LPC4 -18 ga; LPC6 -16 ga FINISH: Galvanized. Some products available in Z -MAX; see Corrosion - Resistance, page 5. INSTALLATION: • Use all specified fasteners. See General Notes. • Install all models in pairs. LPC -21/2" beams may be used if 10dx1 1 /2 nails are substituted for 10d commons. CODES: See page 10 for Code Listing Key Chart. 53/8 • Model No. Dimensions Total ers uplift Avg Ult Allowable Loads (133 & 160) Code Ref. W L Beam Post Uplift Lateral AC4 Min 3Y 6y 12 -16d 8 -16d 4467 1430 715 925 AC4 Max 3 6 14 -16d 14 -16d 10000 2500 1070 4,37, 87 AC4R Min 4 7 12 -16d 8 -16d 4467 1430 715 170 AC4R Max 4 7 14-16d 14 -16d 10000 2500 1070 ACE4 Min — 4y 8 -16d 6-16d 4215 1070 715 PC46 ACE4 (Max) — 4y 10 -16d 10-16d 6238 1785 1070 4, 37 87 LCE4 — 5 6 14 -16d 10 -16d 5518 1800 1425 160 AC6 Min 5y 8y 12 -16d 8 -16d 4467 1430 715 1000 AC6 Max 5y 8y 14 -16d 14 -16d 10000 2500 1070 4,37,87 AC6R Min 6 9 12 -16d 8 -16d 4467 1430 715 2075 AC6R Max 6 9 14 - 16 d _ 3 4-16 d Sy 10000 2500 1070 170 ACE6 Min — 6y 8 -16d 6 -16d 4537 1070 715 ACE6 Max — 6y 10.16d 10 -16d 6432 1785 1070 4 37 87 LPC4 6 3Yz 6 -10d 8 -10d 2333 760 325 7 LPC6 5 �f6 5y 8 -10d B -10d 2817 915 490 8,36 ,.v,uowame ioabs nave been increased 33% and 60 % 4-MIN nailing quantity and load values for earthquake or wind loading with no further increase — till all round holes; allowed; reduce where other loads govern. MAX nailing quantities and load values 2. Loads apply only when used in pairs. — fill round and triangle holes. 3. LPC lateral load is in the direction parallel to the beam. Z U ' 7 0 z y N O L 0 U S v S U A custom connection for post -beam combinations at medium design loads. MATERIAL: PC -12 gauge; PC -16 -16 gauge FINISH: Galvanized. Some products available in Z -MAX; see Corrosion - Resistance, page 5. INSTALLATION: • Use all specified fasteners; see General Notes. • If 9 /,e' pilot holes are bolted, no additional load is achieved. OPTIONS: • For end conditions, specify EPC post caps, providing dimensions are in accordance with table; see illustration. • Some PC and EPC models are available in rough sizes. • For heavy duty applications, see CC and CCQ series. CODES: See page 10 for Code Listing Key Chart. 5ye �- o. 1'3. T y j' /4 Typical LCE4 Installation (For 4x or 6x lumber) AC PC . �SurfaceA Surface B , .� _ • LL , Model No. Min PastUpl Uplift Size DIMENSIONS W1 W2 L, L2 L3 Fastaeach A UI g Allowable Loads PC/EPC Lateral PC EPC (133) (160) (133/160) (133/160) Code Ref. PC44 -16 4x4 3 %6 3 "56 2% 11 7 � 4 - 16d 3433 1000 1000 925 1000 PC44 4x4 3Y, 3% 2% 11 7%( 4 - 16d 6 - 16d 4 - 16d 4933 1470 1700 925 1070 PC46 -16 4.6 3% 5y 2% 13 9y 4 -16d 6 -16d 4 -16d 3433 1000 1000 925 1000 PC46 4x6 39<6 5y 2% 13 9y 4 -16d 6 -16d 4 -16d 4933 1470 1700 925 1070 PC48 -16 4x8 3X6 7y 2% 15 11 Y4 4 -16d 8 -16d 6 -16d 3433 1000 11000 1475 1285 PC48 4x8 35% 7y 2% 15 11y, 4 -16d 8 -16d 6 -16d 4933 1470 1700 2075 1610 PC64 -16 4x6 Sy 3,( 4 X. 11 7% 4 -16d 6 -16d 4 -16d 3433 1000 1000 925 1000 PC64 4x6 5y 3 f6 4,{ 11 7y 4 - 16d 6 4 - 16d 4933 1470 1700 925 1070 7' 90 PC66 -16 6x6 5y 5y 4 W6 13 9y. 4 -16d 6 -16d 6 -16d 3433 1000 1000 925 1285 PC66 6x6 5y 5y 4 5<6 13 9y. 4 -16d 6 -16d 6 -16d 4933 1470 17001 925 1 1610 P068 6x8 5y 7y 4 �6 15 11y 4 -16d 8 -16d 6 -16d 4933 1470 1700 2075 1610 PC84 4xB 7y 3% 69/ 11 7y 4 -16d 6 -16d 6 -16d 4933 1470 17001 925 1610 PC86 6x8 7y Sy 6 9G6 13 9y, 4 -16d 6 -16d 6 -16d 4933 1470 1700 925 1610 PC88 8x8 7y 7y 69 15 11y. 4 -16d 8 -16d 6 -16d 4933 1470 1700 2075 1610 .n,wrvdu,c wdas ndve ueen mcreaseu 3J7o ano bU% for earthquake or wind loading with no further increase allowed; reduce where other loads govern. 2. Lateral loads are in the direction parallel to the beam. 3. Allowable loads are for nails only. 4.Uplift loads do not apply to splice conditions. 5.Spliced conditions must be detailed by the specifier to transfer tension loads between spliced members by means other than the post cap. I I I 2 ,L. • . 2r`e I W LPC iV _ r. Typical EPC End Post Cap Installation d a N Ro y �b ti (f 41 Pilot Holes (Typ) — Typical ACE Installation Typical PC Post Cap Installation Name of Project: PlawCheckW the 2003 International uilding Code ?aWUA1 7o/l A , USE AND OCCO�ANCY' I. Classification as per Sections 302.1 & 303 thru 312 OC6 UP,4At C�/ 2. Identify if mixed occupancy exists. Yes or No__X_ If no then skip #3 below. 3. Incidental use areas see Table 302.1.1 Accessory Space (10% or under) ? Nonseparated Mixed Occupancy as per Section 302.3.1 Separated Mixed Occupancy as per Table 302.3.2 Identify on plans Fire Barrier Walls and/or Horizontal Assemblies including the rating - 4. If Assembly Occupancy exists, is it 750 sq. ft. or less as per Section 303.1 or less than 50 occupants as per Section 303.1.1 ? Covered Malls, see Section 402. Atriums see Section 404. Underground Buildings see Section 405. Motor Vehicle Occupancies, see Section 406. I -2 Occupancies see Section 407. I -3 Occupancies see Section 408. Motion Picture Projection Rooms see Section 409. Stages and Platforms see section 410. Special Amusement Buildings see Section 411. Aircraft Related Occupancies see Section 412. Combustible Storage see Section 413. Hazardous Materials see Section 414. H- Occupancies see Section 415. Application of Flammable Finishes see Section 416. Drying Rooms see Section 417. Organic Coatings see Section 418. HEIGHT AND AREA 1. Area, First Floor b 3 o Z , Second Floor /" /ia' , Third Floor N 0d 2. Area meets re uirements as per Table 503. (Basements need not be included as per Section 503.1.1) Yes7z No 3. Height meets requirements as per Table 503. Yes X No 4. Buildings on same Lot? Yes K No If no then skip #5 below. 5. Regulated as Separate or Regulated as one Building as per Section 503.1.3 -Z Height modified as per Section 504. Yes No_�(_ If yes , sprinklers are required. 7. Area modified as per Section 506. Yes No__)(Z_ If yes use the area provided below to calculate increase. Total Area Allowed after Increase 4 Area Shown on Plans A Zero Lot Line Buildings see Se tion 705. For Mezzanines see Section 505. Unlimited Area Buildings see Section 507./ or TYPES OF CONSTRUCTION AND FIRE RESISTANCE. 1. Identify the Type of Construction as per Section 602 VB 2. Check allowable material for Type I and II buildin s as per Section 603 3. Table 601 - Identify Building Element Ratings 4. Table 602 - Identify the Fire Resistance Ratings of Exterior Walls x 5. Check Openings in Exterior Walls for compliance with Table 704.8.(If sprinklered, see Section 704.8.1) ) / 6. Projections meet requirements of Section 704.2- 7. Check for window vertical exposure from roof below as per Section 704.10 - A1A 8. Check that Parapets are not required as per Section 704.11 x 9. Are Firewalls used or required? Yes No x If no, skip #10 below. 10. Check Firewalls for Structural Stability Fire Resistance Rating as per Table 705.4 - Made of Noncombustible Materials(except Type V) Horizontal Continui Vertical Continuity Connection to Exterior Walls as per Section 705.5.1 xtend to Horizontal Projecting Elements as per Section 705.5.2 Openin (no windows) as per Section 705.8 Check that Penetrations meet requirements of ction 712 Ducts and Air Transfer Openings in Firewall meet requirements of Section 70 .11. 11. Are Fire Barriers used or required? (as required by table 302.3.2) Yes No JC If no skip #12 below. 12. Check Fire Barriers for structu 1 t ility as per Section 706.4. Openings limited to 25% of wall. Maximum openi a �f 120 sq. ft. (unless sprinklered) Check that Penetrations meet the require en ection 712. Ducts and Air Transfer Openings meet the requirements of Section 712 and 716. 13. Are Shaft Enclosures used or required? Yes No YO If no then skip #14 below. 14. Shaft Enclosures meet the requirements of Section 70� 15. Are Fire Partitions used or required? Yes Nom If no then skip #16 below. 16. Check Fire Partitions for Structural Stability and Continuity as per Section 708.4- �UDwelling units that are sprinklered are allowed '/2 hr. separations versus 1 hr. Check that Penetrations meet the requirements of Section 712. Ducts and Air Transfer Openings meet the requirements of Section 712 and 716. 17. Fire Rated Ceiling Panels meet requirements as per Section 711.3.1. 18. All Penetratio sin Fire Resistive Walls and Horizontal Assemblies meet the requirements of Section 712. 19. Fire Resistive Joint Systems meet the requirements of Section 713.A1 20. Doors and Shutters in Fire Resistive Assemblies meet the requirements of Table 715.3. - " 21. Fire Doors are Self Closing. �� 22. Fire Windows or Glazing conform to Section 715.4 and able 715.4.A 23. Fire and Smoke Dampers conform with Section 716. 24. Fire Blocking and Draft Stopping is provided as per Section 717 X (Draft Stopping is not required at partition line in dwelling units with combined space of less than 3000 Sq. Ft and not required if in sprinklered building with sprinklered concealed spaces) V 25. Wall and Ceiling Finishes meet the requirements o�T,able 803.5 and Section 803. 26. Floor Finish meets requirements of Section 804. FIRE PROTECTION SYSTEM 1. Is a Fire Protection System required for this building in order to meet area, height etc. requirements? Yes No If no skip #2 below. 2. List the type of system that is required pLJV` 3. Other requirements requiring Fire Prote tion Systems (check if needed): Group A (As per Section 903.2. 1) Group E (As per Section 903.2.2) Group F -1 (As per Section 903.2.3) Group H (As per Section 903.2.4) Group I (As per Section 903.2.5) Group M (As per Section 903.2.6 Group R (As per Section 903.2.7 Group S -1 (As per Section 903.2.8) Group S -2 (As per Section 903.2.9) All Buildings except R -3 and U (As per Section 903.2.10 Ducts conveying Hazardous Exhausts (As per Section 903.2.12.1) Commercial Cooking Oper tions (As per Section 903.2.12.2) As per Table 903.2.13 4. If Sprinklers needed as identified in #3 list type of system required. /✓ // 5. If Sprinklers equ d by any of the above, Are Monitors and Alarms provided as per Section 903.4 ?,# 6. If an Alternative utomatic Fire Extinguishing System is identified, does I meet the requirements of Section 904? 7. Are Fire Alarms required as per Sections 907 or 908? Yes No 25:� if no then skip #8 below. 8. Do Alarms meet the requirements listed in Sections 907 or 908? 9. Is smoke control required ?(as per Sections 402, 404, 405 or 410) Yes No >� If yes, see Sections 909. 10. H Occupancies may require smoke and heat vents as per Sections 415.6 and 410. —&�-- MEANS OF EGRESS 1. Minimum height of 7'as per Section 1003.2. tk 2. Any protruding objects meet the requirements of Section 1003.3. 3. The occupant load shown on plans. 4. The occupant load as per calculated by Table 1004.1.2. 21 5. Occupant load posted in every assembly occupancy as per Section 1004.3. 6. Egress width is identified on plans. - X 7. Egress width meets requirements as calculated per Table 1005.1. X 8. Multiple means of egress sized so that the loss of any one means of egress shall not reduce the available egress capacity to less than 50% of total required. 9. Door encroachment does not reduce the required egress width to less than 50% required. �G 10. Means of egress is illuminated as per Section 1006. NV 11. Illumination emergency power is shown for means of egress as per Section 1006.3. 12. An enclosed exit stairway is shown. Yes No_)< _ if no, skip #13, #14 and #15 Pelow. 13. Enclosed stairway has an area of refuge(as per Section 1007.6) or is sprinklered. ' 14. Area of refuge has 2 -w jp�ommunications, instructions and is identified as per Sections 1007.6.3, 1007.6.4 and 1007.6.5. 15. Door clear widths are a minimum of 32 ". Except as allowed by exception of Section 1008.1.1. �O 16. Doors swing in the direction of travel where serving 50 or more persons or in a H occupancy. 0!2� 17. Specialty doors meet the requirements of 1008.1.3. 18. All egress doors have a landing on both sides as per Sections 1008.1.4 and 1008.1.5:_ 19. Thresholds are identified as a maximum of 1 /2" high, for swing doors and 3 /4" for sliding doors as per Section 1008.1.6. XO 20. Space between two doors is less than 48 "(except R2 &R3 non Type A units). �0 21. Locks and latches meet requirements of 1008.1.8. /C 22. Panic hardware is shown at required locations (Section 1008.1.9). 23. Does a stairway exist. Yes No_>�_ If no, skip #24 thru #28. 24. Stairway doors do not open over stairs. AJ/k 25. Stairways A minimum of 44" wide(Acept where occupant load is 50 or less or as per Section 1009.1 U tv / 26. Maximum riser is 7 inches and minimum tread is 11 inchesrandrails 27. A landing is provided at the top and bottom of each stairwa 28. Maximum vertical rise without a landing is 12'. 29. Handrails are identified that meet the requirements of Secti .11. 30. Handrails return to wall, etc. or are continuous to next stair 31. Elevation change of over 1/20 is designed as a ramp as per Section 1010 32. Exit signs are identified when over 2 doors are required for exiting._VQ7610 33. Exit signs are spaced no more than 100' apart or to the door.No?� 34.42" guardrails are shown whenever a walking surface is over 30" above grade. N1)1. 35. Any roof mechanical equipment within 10' from edge has a guardrail shown. 7 �" $ 36. Egress does not pass through intervening spaces unless the space is accessory to the area served and the intervening space is not hazardous. k 37. If multiple tenant spaces exist, egress from any one does not pass through another. x 38. Length of egress travel does not surpass requirements as per Section 1013.3. 39. Required egress aisle adjacent to tables shall comply with Section 1013.4.2. �C , /� 40. Spaces with one means of egress meet the following maximum occupancy loads:_ a. Occupancy A,B,E,F,M & U - 50 occ. b. Occupancy H -1, H -2, & H -3 - 3 occ. C. Occupancy H -4, H- 5.1 -1, 1 -3, I -4, & R- 10 occ. d. Occupancy S - 30 occ. 41. Where two or more exits are required, they are a minimum of 1 /2 the diagonal distance of the space served apart or where the space is served by an automatic sprinkler system, the distance is 1/3. 42. If boiler or furnace rooms over 500 sq. ft. with btus over 400,000, two exits are provided. *? JFD 01<C-A 43. Refrigeration machinery rooms and refrigerated rooms over 1000 sq. ft. have two exits. 44. Stage means of egress comply with Section 1014.6. 45. Exit Access travel distance meets requirements of Table 1015.1. 46. Exterior iv conies constructed in accordance with Section 10 15. 1 have 100' added to their travel e. distanc 47. Corridors are rated as per Table 1016.1._ 48. Corridor widths meet requirements of Section 1016.2._ja- 49. Corridor dead ends are less tan 20' or 50' for sprinklered occupancies B and F. 50. Corridor not used as plenum unless in a tenant space of less than 1000 sq. ft. A 51. The minimum number of exits for occupant load meets the following 1 -500 requires 2 exits 5 01 -1000 requires 3 exits More than 1000 requires 4 exits 52. Buildings with one exit meet the requirements of Section and Table 1018.2. 53. Interior stairwells required as a means of egress meet the requirements of Section 1019.- 54. Space under stairs is identified as 1 -hour rated 55. Exterior ramps or stairs are open on one side and ave a minimum of 35 sq. ft. of open space not less than 42" above any floor level. / 56. Exterior ramps and stairways are protected from the inside of building as per Section 1022.6. 57. Exterior balconies, stairways and ramps are over 10' from 101 lines and other buildings on the lot., U A_ 58. Egress courts meet the requirements of Section 1023.5 7 �nSl 59. Assembly occupancies meet the requirements of Section 1024. . // 60. Window egress or better is provided in every sleeping room and any habitable basement. /A ACCESSIBLITY 1. An accessible route connects all accessible buildings, accessible facilities, accessible elements, accessible spaces and the public right -of- way(except as excepted by Section 1104). k' 2. In addition to the required accessible entrances, 50% of all public entrances are accessible. 3. Accessible parking is provided as per Table 1106.1. 4. 10% of hospital out patient parking is accessible and 20% of rehab or physical therapy. 0- 5. Van spaces are provided.(one out of six and any portion) X 6. Accessible parking is provided on shortest route from accessible parking to the accessible building entrance. 7. Group I occupancies meet accessibility requirements as set forth in Section 1107.5. W-A 8. Group R -1 occupancies meet the requirements of Section 1107.6 and Table 1107.6.1.1- 9. Where 4 or more apartment units, one level town homes or condos are located in one structure, all units are designed s Type B units as per ICC /ANSI 117.1 unless on a upper level without elevator service.k 10. Where more than 20 apartment unit, one level town homes or condos are located in a project, 2% but not less than one are designed as Type A units as per ICC /ANSI 117.1. rV A 11. Wheelchair spaces (and companion seat as per Section 1108.2.5) are provided in Assembly Occupancies as per Table 1108.2.2.1. �i. 12. Assistive listening systems are provided in Assembly o cupancies where audible communications are integral to the use of the space. 13. Any Assembly occupancy performance area has an accessible route s per Section 1108.2.8.j 14. Any dining area in an Assembly Occupancy is fully accessible JA 15. Self service storage facilities shall provide accessible spaces as per Section 1108.3. 16. Toilet and bathing facilities are accessible(unless in a private office)as per ection 1109.2.- ,$A& 17. Unisex toilets and bathing rooms are supplied as per Section 1109.2 .1 N�/1- 18. Where sinks are provided, 5 %, but not less than 1 is accessible. 19. Where a kitchen or kitchenette is provided, it is accessible(unless in Type B dwelling) 20. Storage cabinets, lockers, etc. one of each type is accessible as per Section 1109.8._ INTERIOR ENVIROMENT AND ENERGY CONSERVATION 1. Attic ventilation exists that is 1/150 of the floor space or 1/300 with vapor barrier. N4 do 2. 50% of the attic ventilation is 3 ft. above eaves. N1/ 3. Crawl space ventilation complies with Section 1203.3.�o- 4. Natural ventilation (windows, doors, louvers etc.) is a minimum of 4% of floor space. 5. Interior spaces that do not have openings directly to outside meet requirements of Section 1203.4.1 6. Bathrooms containing bathtubs, showers or spas are mechanically vented. 7. Natural or Artificial light is provided that meets the requir ments of Section 1205. 8. Courts shall meet the requirements of Section 1206.3. 9. Dwellings party walls and floors meet the requirements of Section 1207 10. All habitable rooms shall be a minimum of 7' wide, and a minimum of 70 sq. ft. in area. 11. Dwelling units(except Section 1208.4 efficient units) have one habit&WIS room of 120 sq. ft. a 12. All ceilings are a minimum of 7'6" with no more than 1/3 at 7'0 ". 13. Attics and crawl spaces have access openings as per Section 1209. O - A&V 14. An energy review has been submitted that meets the requirements of the International Energy conservation code. EXTERIOR WALLS AND ROOFS 1. Exterior Wall Vapor retarder provided unless another approved means to avoid condensation and leakage has been provided. qA ,P 2. Water resistant barrier shown on sheathing as per Section 1402.2. kVZ 3. Masonry veneer is flashed at bottom and has weep holes. o�Qo 4. Masonry veneer shall be mechanically attached as per Section 1405.5. ILAO - 4 0 5. Stone Veneer is anchored as per Section 1405.6. x 6. Sidings shall be applied as per Section 1405. y° 7. Fire separation distance for combustible veneers(siding) meet that of Table 1406.2.1.2. 8. Balconies that protrude shall meet the requirement of Table 601 for floors 9. Metal Composite Materials(MCM) shall meet the requirements of Section 1407. 10. Roof coverings meet the requirements of Table 1505.1. 11. Double underlayment is provided in asphalt roofs with minimum slope of 2:12 up to and including a 4:12 slope 12. An ice dam membrane (one continuous sheet or two sheet cemented together) for all asphalt roofs is provided from the roof edge to 24" inside of the insi a of the exterior wall. x 13. Drip edge metal is provided along all roof edge. 14. Metal roofs meet the requirements of Section 150 .4. � 15. Built -up roofs meet the requirements of Section 1507.10. 16. Single Ply Plastic Roofing meet requirements of Section 1507.12 and 1507.13. �• ? 17. All other roofing types meet the requirements of Section 1507. x STRUCTURAL DESIGN AND SPECIAL INSPECTIONS 1. Structural Use Group (as per Table 1604.5) Z 2. Structural documents for light frame wood buildings as per chapter 23 include floor roof and live loads, g (�I erund snow load, basic wind speed, wind exposure, seismic design category and site class. 3. All plans except as described in #1 above shall include the following: a. Floor live load including any reductions b. Roof live load as per Section 1607.11. C. Roof Snow load, including the flat roof snow load, the snow exposure factor, the snow load importance factor and the thermal factor. k d. Wind design data, including basic wind speed, wind importance factor with building category, wind exposure, applicable internal pressure coefficient and the design wind pressure used for the design of components and cladding e. Earthquake design data including seismic importance factor, seismic use group, mapped spectral response accelerations, site class, spectral response coefficients, seismic design category, basic seismic - force - resisting systems, design base shear, seismic response coefficients, response modification factors and the analysis procedure used. 4. Flood zone is identified(if in flood zone see Section 1603.1.6) 5. Design of floor live loads in access of 50 lbs per sq. ft. also identify that signs must be posted 6. Structural design calculations meeting the requirements of chapter 16 have been provided. A 7. Architectural, mechanical and electrical components meet the seismic requirements of Section 1621. 'X 8. Where special fabrication (usually steel) is performed ff sight, the fabricator has provided a certificate of compliance as per Section 1704.2.2. 9. Special inspections are identified for welding. 10. Special inspections are identified for high strengt bolting. 11. Special i �p are identified for concrete construction except as excluded by Section 1704.4. 12. Special inspection are identified for masonry as per Section 1704.5. 13. Special inspections are identified for fills greater than 12" deep where a load is applied. 14. Special inspections are identified for all pier and pile foundations. 15. Special inspections are identified for sprayed on fire resistance appli ations. 16. Special inspections are identified for smoke control systems. 17. Quality assurance plan for seismic resistance is provided (exce t for design light frame as per chapter 2308 or reinforced masonry less than 25 feet high) 18. Special inspections are provided for seismic force resisting systems. 19. Structural observations as per Section 1709 are identified for structures in Seismic Use Groups II or III. SOILS AND FOUNDATIONS 1. Allowable soil foundation bearing pressure (as per Table 1804.2). Zo 00 PS r 2. Soil investigation meets the requirements of Section 1802.2.81 3. Grading is a minimum of 2% for concrete or asphalt surfaces or 5% for atural surfaces 1 C 4. Information provided as per Section 1803.5 for any structural fill 5. Footings (except for 1 story category 1 buildings no bigger than 400 sq. ft.) are 36" below grade for frost protection. X 6. Buildings on or adjacent to greater than 3/1 slopes meet requirements of Section 1805.3. 7. Top of foundation is a minimum of 12" above the adjacent street gutter (unless a drainage path is identified and approved by the building official). 8. Footings designed so that the allowable bearing capacity of the soil is not exceeded. \0 9. Foundation meets the requirements of Section 1805.5 (including tables 1805.5). X 10. Except for Group R and U occupancies of light framed construction of seismic design D and less than 3 stories in hieght, concrete is a minimum of 3000 p.s.i.. 11. Retaining walls are designed with a lateral sliding and overturning factor of safety of 1.5. Nl k 12. Foundation damage system or water - proofing (Section 1807.3) is provided where water table warrants. P l - 13. Damproofing shown under slabs as per Section 1807.2.1. X 14. Damproofing shown for foundation walls. 15. Minimum of 4" of gravel is shown under all slabs. 16. Foundation drain is installed (except in well- drained gravel areas) as per Section 1807.4.2 and 1807.4.3 17. Piles meet requirements of Section 1808, 1809, 1810 and 1811. W 18. Piers are a minimum of 2' wide and meet requirements of 1808.2.23. and 1812. CONCRETE and MASONRY 1. Construction documents show compressive strength of concrete, strength or grade of reinforcement and the size and location of reinforcement. ?� 2. Structures assigned to Seismic Design Category D contain a statement identifying if slab -on -grade is designed as a structural diaphragm. 3. Concrete exposed to freezing weather has air entrainment as per Table 1904.2.1 and meets the requirements of Section 1904.2.2 and Tables 1904.2.2(1) and 1904.2.2(2). )4 4. Masonry shear walls are provided in both directions so that their cumulative dimension in each JJ direction is a minimum of 0.4 times the long length of the building (as per Section 2109.2.1.2). P/A" 5. Floor and roof diaphragm width to lengthratios for masonry buildings meet Table 2109.2.1.3.(Empirical Design Only) 6. Masonry w4y lateral support is identified in engineering documents or empirically by Table 2109.4.1. {- 7. Masonry thickness of be g walls for one story is a minimum of 6" and 8" for two story buildings as per Section 2109.5.2 8. Masonry foundation walls meet all of the requirements of Section 2109.5.6.,2