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Plans • ,' r,‘" ,,,z, P� 4 STRUCTURAL NOTES: CLASSROOM 4 ; 4 � � 1 � �� ®� c� °� f',9 s� � � I . DESIGN INFORMATION $ LOADING: . O , O �P D` ' � ®® o c`"N y � ` . m 6 A. BUILDING CODE IBC, 2006 EDITION - l 00 .. r. . Z a N "' cl a \ v M • N 3 B. ROOF LIVE LOAD 30 PSF, SNOW I ®� ° 3 `� "' C. FLOOR LIVE LOAD 40 PSF OR I ,000# CONC. e... Q Z w i D. WIND CRITERION 85 MPH, EYE 5, 1= 1 .0 si \ .c) ? S E. SEISMIC CRITERION SDS= I .0, 1= I .0, CATEGORY, D- I O '1Rt F. ASSUMED SOIL BEARING 2,000 PSF (VERIFY W /LOCAL BUILDING OFFICIAL) ' 2. CONCRETE: ‘- A. DESIGN COMP.STRENGTH 2,500 PSI - o B. REINF. YIELD 60 KSI 3. MASONRY: -co 0 o 0 © �0 A. 8X 1 6X8 UNITS ASTM C -90, GRADE N B. SET UNITS W /CORES VERTICAL $ NO MORE THAN 3 HIGH, PER 1 ti. PLAN iMl 1 64 4. 4. WOOD: A. ALL WOOD MEMBERS OF THE FOUNDATION SYSTEM SHALL BE 4 O n SPF -STD OR BETTER. 0 P lig B. ALL WOOD IN CONTACT WITH SOIL SHALL BE PRESSURE 6 TREATED WITH CONNECTORS MEETING IBC -2006 5. SPECIALTY ITEMS: - 00 A. METAL PIERS TO BE CAPABLE OF SUPPORTING 4,200# B. SOIL ANCHORS SHALL BE AUGAR -TYPE SET AT 60° FROM 0 0 (/) ' Z o VERTICAL; AUGAR -TYPE SET VERTICAL W /STABILIZER PLATE; Q o c s i OR DRIVEN ANCHOR W/ STABILIZER PLATE, W/ A MIN. DESIGN /--1 /4 BUILDING LENGTH ---7 f - 1/4 BUILDING LENGTHS ��•r�+ 6' LOAD OF 3,I50#. INSTALL GROUND PORTION OF THE Q ,c 4 . ANCHOR PRIOR TO SETTING THE BUILDING. CONNECT 64' -0" ~' h m„ 0, ANCHOR TIES TO BUILDING ONLY AFTER BUILDING IS FULLY . E� 13 8 BLOCKED AND LEVELED. r-1 0 8 In C. INSTALL ALL SPECIALTY ITEMS PER THE MANUFACTURER'S f-+ U m a RECOMMENDATIONS. 3 5. VENTING: A PROVIDE UNDER FLOOR VENTILATION PER IBC CODE AND LOCAL REQUIREMENTS AT I NET SF OF VENTILATION PER 150 SF OF FLOOR AREA. B. IF A SUITABLE VAPOR RETARDER IS INSTALLED THE RATIO C/) o MAY BE INCREASED TO X500, IF ACCEPTABLE TO THE LOCAL Z = BUILDING OFFICIAL. Cy O Z (./1 [ -I 6. ACCESS: Z O Qa H 8 ' A. PROVIDE ACCESS TO THE UNDER FLOOR AREA PER THE B. PROVIDE & rl al Z 0 O CODE. OVIDE 1 MIN. CLEARANCE FROM SOIL TO UNDERSIDE OF FOUNDATION SCHEDULE DETAIL # 80 ANY UNTREATED WOOD MEMBER. gq 0 z 0 o C. PROVIDE 12" MIN. CLEARANCE UNDER FROM SOIL TO Q PERIMETER POST 6 - o.c. (MAX fr. \� z sto UNDERSIDE OF ALL BUILDING MEMBERS. 03 MIDSPAN SUPPORT 6 7' - o.c. (MAX.) Y �F ��' Z g et 3 7. SITE CONDITIONS: ® TIE - DOWN ANCHORS WITHIN 5' - 0" OF LOCATION SHOWN A a j ° A. FOUNDATION SUBGR TO BE UNDISTURBED NATIVE SOILS 05 MARRIAGE LINE SUPPORTS © 8' - (MAX.) PA 0 Q OR STRUCTURAL FILL, COMPACTED TO 95% OF THE © PERIMETER SHEAR PANEL ` See Letter to: Follow..............._ [ ] R-I m o , STANDARD PROCTOR DENSITY PER ASTM D- 698. 07 INTERIOR ROOF POST SUPPORT H o B. SLOPE FINISHED GRADE AWAY FROM THE BUILDING "' " °" E'' ® EXTERIOR ROOF POST SUPPORT .� cc, AT A MIN. GRADE OF 2 %, Permit :, • O U1 ° o E - th ' ° �� Q o REVISION By • . : Date: 0 �,. DA By: 026 , 4 OFFICE COPY F -1 SHEET : 1 OF 3 \YIS- 28X32— FDN.dwa — D8 r . ' 1 Peru n elT.R Csee D tTA ' t C. 2 d 41/4 • Po. T F :Z STRUCTURAL NOTES: CLASSROOM ( _Ty P) S� 7 '� � „ ` � h Q 7-e p °� t,-- I. 0 • DESIGN INFORMATION 4 LOADING: r e w _ w _ _ _ - - - .. ° ' a ) � � 8 � co 5 A. BUILDING CODE IBC, 200G EDITION '"j - Ea M -� ..i L.� - - i a z ri m PO B. ROOF LIVE LOAD 30 PSF, SNOW ©O �' Z W y - 0 q = C. FLOOR LIVE LOAD 40 PSF OR 1,000# CONC. `r=o o.c. M ro • SPA u � Pa T s �s> T Ar t. 3, SH F r d v' s Q D. WIND CRITERION 85 MPH, EXP D, 1= 1 .0 4.- (TYP) 1' ri � 5 / ,� \ p c a E. SEISMIC CRITERION SDS= I .0, 1= I .0, CATEGORY, D I Ilia Y �� 3 / , F. ASSUMED SOIL BEARING 2,000 PSF (VERIFY W /LOCAL BUILDING OFFICIAL) MARR►A6b L 2. CONCRETE: So PoszZS l. See&TAIL s a T{Z>Ams El:-- CS ce,ierAii_ 7, SaiceT F - 2 • ) A. s> �� A. DESIGN COMP.STRENGTH 2,500 P51 E F� VIII 8 "- -d ' o.c � ccr 7- GrRoe'R' I � ,) B. REINF, YILD 60 K51 i � MASONY: I -TAR. 3 `" A. 8X 1 6X8 UNITS ASTM C -90, GRADE N ° e " III I i , � sH Fa) g B. SET UNITS W /CORES VERTICAL 4 NO MORE THAN 3 HIGH, PER J � 'O 0,c....1„ L g ; , M 2: n2 PLAN ' C'►YP) , i NI iii 1 4. WOOD: ■J Ins _ © w Pit - R a 3 A. ALL WOOD MEMBERS OF THE FOUNDATION SYSTEM SHALL BE �' Y Y Y Y r W W (., _$s ' SPF -STD OR BETTER. JI B. ALL WOOD IN COTACT WITH SOIL SHALL BE PRESSURE 0 i !ih i TREATED WITH CONNECTORS MEETING ISC -2000 • 5. SPECIALTY ITEMS: "(_ _ _(�. _ _ 00 �� }- E1 A. METAL P I E R ST O BE CAPABLE OF SUPPORTING 4,200# L_J - - r - "� - - - - , 11 -- _LJ T _ -- �L� - - - - ^ - - - - • B. SOIL ANCHORS SHALL BE AUGAR -TYPE SET AT GO° FROM 0 -/ 4 -0 0.0. 0 {/1 z o VERTICAL; AUGAR -TYPE SET VERTICAL W /STABILIZER PLATE; C d OR DRIVEN ANCHOR WI STABILIZER PLATE, W/ A MIN. DESIGN / BUILDING LENGTH 1/4 BUILDING LENGTH 6 LOAD OF 3, 150 #. INSTALL GROUND PORTION OF THE C1( -p" TYP) Tit..-Doi.J */ T�- Co 042. '- O "TYP) d 2 g o g ANCHOR PRIOR TO SETTING THE BUILDING. CONNECT • 64 — 0 ,� 0 ' 2 V2 . ANCHOR TIES TO BUILDING ONLY AFTER BUILDING IS FULLY F , z - a o o BLOCKED. AND LEV a O .I' C. INSTALL ALL SPECIALTY ITEMS PER THE MANUFACTURER'S V a RECOMMENDATIONS. 5. VENTING: 9 A. PROVIDE UNDER FLOOR VENTILATION PER IBC CODE AND . LOCAL REQUIREMENTS AT I NET SF OF VENTILATION PER 150 SF OF FLOOR AREA. B. IF A SUITABLE VAPOR RETARDER IS INSTALLED THE RATIO Z z MAY BE INCREASED TO X5Oo, IF ACCEPTABLE TO THE LOCAL 0 BUILDING OFFICIAL. Z E , 0 a 6. ACCESS: 1-4 C, I= c A. PROVIDE ACCESS TO THE UNDER FLOOR AREA PER THE . .2 W CODE. FOUNDATION SCHEDULE & DETAIL Z B. PROVIDE 1 MIN. CLEARANCE FROM SOIL TO UNDERSIDE OF ►� '� Z o a q G C. PROVIDE 12" MIN. CLEARANCE UNDER FROM SOIL TO Q PERIMETER POST ®6' - o.c. (MAX �+ ��' UNDERSIDE OF ALL BUILDING MEMBERS. • ® MIDSPAN SUPPORT ® 7' -0" o.c. (MAX.) q A g ` 7. SITE CONDITIONS: ® TIE - DOWN ANCHORS WITHIN 5' -0" OF LOCATION SHOWN c=4 lig d D A. FOUNDATION SUBGRADE TO BE UNDISTURBED NATIVE SOILS ® MARRIAGE LINE SUPPORTS.0 8' - (MAX.) . r4 A 0 o OR STRUCTURAL FILL, COMPACTED TO 95% OF THE ® PERIMETER SHEAR PANEL p ► Z m STANDARD PROCTOR DENSITY PER. ASTM D -698. 07 INTERIOR ROOF POST SUPPORT o CO 5. SLOPE FINISHED GRADE AWAY FROM THE BUILDING ® EXTERIOR ROOF POST SUPPORT U] 0 FOUNDATION AT A MIN. GRADE Off-2 %. o N . 0 REVISION DA d1 /26/2008 F -1 '" SHEET : 1 OF 3 \WS- 28X32- FDN.dwq - DB � ' k \ o . � S� PRECAST CONCRETE 8EARING PAD RIM AND OFFSET RIM 41 4-.0 PROVIDE 24-DAY COMPRESSIVE STRENGTH PER BUILDING / 4` <v 7 ,. . } OF 2500 P5, MIXED AND PLACED IN MANUFACTURER a r�i m ACCORDANCE WITH THE INTERNATTCHAL BUILDING CODE n Z m X4 HPI2 POST o 3 N N 3 SET ON 2x MUDSLL w.. -0, p q c (2) 18 BARS EACH DIRECTION AND ATTACHED TO d v> BOTTOM BARS TO BE 1 1/4' CLEAR OF BOTTOM. 2X4 TOP PLATE VAN S 4 BARS SHALL AVM A65, GRADE 60 ()1 (a) Bd TOENAILS ( N LS OR 1/2'0 MACHINE BOLT WITH 3-INCH r11,12 ill ` EMBEDMENT IN PRECAST PAD I. d ;1011 4 � I .,. r X4 P.T. NUDSEL ANCHORED �� _ TD BEARING PAD W/ BOTH .Jr' 1' -4' 01.511 BEARING BOLTS i I • 2X4 TOP PLATE n I g NAILED TO BUILDING . ' ECAST BEARING PAD RIM W 16d 0 roc KITH FULL BEARING ON g +' 2 EXISTING GRADE > 0 • CAST BEARING PADS • 3•IMETER POSTS i ii4"_---- 16d COMMON 0 8' ac / FROM 2x TOP PLATE TO 4x8 HFI2 MIDST' 4x8 HPI2 MIDSPAN BUILDING RIM JOIST SUPPORT BEAM SUPPORT BEAM I I TONAIL TO FRAMING TONAIL TO FRAMING ABOVE W/ (2) Bd COMMON ABOVE W/ (2) 8d COMMON OCULAR BUILDING 0 4 8 ' as 048' o.c. �'1��� BY BUILDING MANUFACTURER TIE -DOWN EARTH ANCHOR �1 0 oo FACTORY INSTALLED IrfiarP % SELECTED IN ACCORDANCE WITH 3/8' MIN. SHEATHING S MANUFACTURERS CRITERIA W/ GALV. 12d NAZIS 0 4' O.C. Q ACKSTAND w/ 4000 lb TIE -DOWN STRAP 1 FOR THE OVEN SOILS CONDITION 2x4 HF#2 STUDS 0 24' o.c. AT ALL PLYWOOD PANEL EDGES, AND vo MINIMUM CAPACITY. x4 HFI2 POST , FOR A WORKING CAPACITY 012' o.c. AT ALL INTERMEDIATE STUDS. Q I SET ON AHALT SHINO E OF NOT LESS THAN 3150 POUNDS INSTALL PER MANUFACTURERS AND ATTACHED TO BEAM P.T. MUD ANCHOR TO PLYw00D CONTACT WITH EARTH � � I NSTRUCTIONS �� OR CONC. SHALL BE TREATED. � KITH EITHER A SIMPSON H25 PRECAST PAD BOLTS �� C m. �' OR 1 1/2' PLYMp00 GUSSETS • x' METER POST AND PAD EACH MUDSLL PIECE MALL • 6 8 24ir YI7HIN 4' OF TIE -DOWN ►- 5 4 en SIDE NAILED TO BEAN AND ENGAGE AT LEAST ONE I=ME POST w /(a) Bd EA ANCHOR BOLT �. F 0 $ �r�r�r�r�r�r ��r <r�r < r r` p ` �r r\ � r r \`ri\r r \`G\r r � q �r� rr\rr\r r\i\\ir\\ p`\i/\\rr AT PERIMETER POSTS ~ U 3 PRECAST BEARING PAD PRECAST BEARING PAD WITH FULL BEARING ON WITH FULL BEARING ON EXISTING GRADE O MIDSPAN SUPPORT'a EXISTING GRADE ALT: 2x12x2' -0' P.T. HF /2 PAD 3 OVER ALT: 2 - 0 P.T HHF#2PPD AD ® 11E -DOWNa O • EAR PANEL SECTION. • Z Cn NOTE: SPACE MACHINE BOLTS 0 T. 4x6 HFI2 BLOC( 2x4 HF THRUST BLOCKING x4 TOP PLATE O MARRIAGE UNE RIMS 5 1/2' o.c. AND CENTER ON POST W (2) 7/8'4 A307 BEARING AGAINST THRUST Z = ? PER BUILDING MARRIAGE UNE RIMS ?1 BLOCKS AND ORDER AS APPROPRIATE MACHINE BOLTS TO GIRDER POSTS AND BOLTED TO O Z ( MANUFACTURER PER BUILDING P.T. 6x8 T POST r BEAR AND CENTER ON PADS MUDSILL W/ 5) 3/4' to.., 0 MANUFACTURER / MARRIAGE UNE ABOVE BELOW. 0 8• o.c. W� 5 1/2• MIN. P.T. 2x4 HF r�r BOLT TO O TRANSFER END DISTANCES MUDSILL I -1 <4 F — 0 GIRDER WITH (4) 7/8 fi r' (100# EACH) ANCHORED A Q N A907 MACHINE BOLTS �� / TO EACH PAD A . BEAR AND CENTER ON • CKSTAND W/ 4000 lb PAD BELOW I!' FGXH ADI)ITI()WA� J 0 MINIMUM CAPACITY. x4 HFI2 POST 101 r ► / 0 Q 2 a III INSTALL PER MANUFACTURERS S �T SHINGLE '/ / UDSILL TO C(XdTINUOUS w d II INSTRUCTIONS ir D ATTACHED In BEAN H25 I/ � . - 7/ / _ � , FROM THRUST ON z o WITH Q1HER A SIMPSON TO THRUST BL OCK OR 1 1/2' PLYWOOD GUSSETS I 1 5 A ci 9DE T W NAI /(4) 8d LED TO EA SAM AND '' CAST BEARING PAD � PRECAST DOSTING FULL LBEEAERING ON w D SPACE 0 A-1111, I POST PRECAST BEARING PAD _s / E X ISTIN G GRADE BEARING ON _, ALT. 2x 2x2 =0' PT HF PADS A 0 0 - WITH FULL BEARING ON � EXISTING GRADE (2) C 7x9.8 X 6' -•' SPACE 0 18' o.c. Q••I �`'� 2 co PRECAST BEARING PAD ALT: 2x12x1' -0' P.T. HFI2 PAD TRANSFER AN GIRDER ALT. IF C7'S ARE FLUSH VERT. 4x4 HF#2 POST Q WITH FULL BEARING ON OVER 2x12x2' -0 P.T. HF#2 PAD W/ PADS. CONT. MAY USE 4x4 HF 2 THRUST ' r+ BUILDING ¢ \ EXISTING GRADE 2x12x7 -0' P.T. HFI2 PADS FROM VERT. POST TO COLUMN ABOVE. I ~ c 0 ALT: 2x12x2' -0 P.T. HFI2 PAD NOTE: AUGN W/ ROOF POST ABOVE (17,750ICAP.) IN UEU OF PRECAST CENTER OF ADJACENT PADS. NOTE: AUGN W/ ROOF POST ABOVE (10,660ICAP,) Cl) N O MARRIAGE LINE SUPPORTS - EXCEPT AT ROOF BEARING POINTS O ♦3 TER TRANSFER GIRDER O 3,1 I: "13: t. :OA: o _ • REVISION DA • 02 /2 6/2008 F -2 SHEET : 2 OF 3 \WS- 28X32- FON.dwg - DB Leo n .. \ .. 11'' 4 a 0 8 . a. z N ri ca y p Q a r Q' RIM AND OFFSET RI PER BUILDING S / `� 3 � , O ■ MANUFACTURER r,• 4 I I .1 1 , 0 4 e 1 i A 4 _ . I I X11 'I ,I ,/ ��I ,/I ,) ,/' 70 ,'I , / ,, . 9 g 6 1 TO ICI IPIO _/ 'I -/ 'I - PPER BEARING PAD w . ME $01 00 �� � �... ' WIDE GALVANIZED SCREENINF I. / TOENAIL UPPER RIM TO POST MESH FROM SKIRTING TO GRADE. / W/ (3) 8d COMMON ' / x P.T. RUNNER NAILED TO ' SECURE MESH TO SKIRTING WITH ' STAPLES AND TO GRADE OVER BEARING PAD /_ /_ MUDSILL W11H (8) 16d NAILS /_ W/ GALV. STAKES C6 Z Q a, S &STANDARD SKIRTING DETAIL 031.0CKED SKIRTING DETAIL _SCREENED SKIRTING DETAIL STEPPED MUDSILL SECTION Q g m �9 Fy` 1-± w m a O N H U < 0 3 16d COMMON 0 8' as / FROM 2x TOP PLATE TO BUILDING RIM JOST Z 2x4 HF;2 18' LONG PLATE NAILED TO (1) JOISTS W/ (2) 16d COON, EACH MM ODULAR BUILDING ��1 BY BUILDING MANUFACTURER Z O ■■:411 7 f KI r TO 2x4 TOP do BOT /` ATT ALL PLYWOOD PANEL EDGES AND - 4I � - (& YR-C 1 "� Y ..P.M.; 012' as AT ALL INTERMEDIATE STUDS Q Q 46' O.C. PLYWOOD IN CONTACT PATH EARTH o OR CONC. SHALL BE TREATED. Z P.T. MUOSILL, ANCHOR TO PAD ANCHOR MUD9LL PIECE AND �+I 2x4 HF�2 STUDS 0 24' ac. 1--+ O c ENGAGE MIN. ONE A. B. ^� 0 ��� ����������` � ` CAST BEARING PAD d GU G4 Q Z ` �� ` ��` ` > ` i���ii�\ii`� /i`�i� v AT PERIMETER POSTS A 0 � A 0 0 F R O ST RESISTANT SKIRTING DETAIL Q-1 ° c o w E, c N O REVISION DA 0 F -3 SHEET : 3 OF 3 \WS- 28X32- FDN.dwg - DB / 5' -0" / / 10" , k tv SINGLE, 15' - DOUBLE 2x6 SPF #2 JOIST @ 16" O.C. (TYP) W/ 6' MAX. SPAN -0 / FLOOR JOISTS W/ TAPER N — ` \ CUT \ oaP � t0 t1 S�. t �4 \ / I I r=–==iiJ N_ I 41 IP 0 L 4 6_ N I I I � � _ � �' Q W 1 2 o I I I L - -- >! 1 ° 5 � P � I I I – – – – � �� � N s, �3 � J I I I •'� p . - IL J.1 .-. .-, .J-L .- -. I.L. - .-41 - - _I.J.. ..--. .-. IJ-. - J.I ._. - .LL .--- o - - 11 - - RAMP � � A r SLOPE 1:12 POST CO (MAX 30' RUN W/0 LAND 6 ' " ji Qr 7 - V / A , -O w " — O t 1. �.1� ,h_ E N r�`. a N>a 7 (MAX) MpQ 2 °° — — DES GN LOAD GS: DESIGN N OTES: 3/16"x10" �11� � �VdS� ®� g ° ; . a ' tsi DIAMOND PI ATP, Ea ki ® LIVE LOAD 100 PSF DESIGNED TO IBC, 2006, STANDARDS WIDTH OR CONCRETE /ASPHALT B��"� , roz DEAD LOAD — 15 PSF LUMBER: TRANSITION, CONC. LOAD — 300# SPF—STD OR BETTER, UNLESS NOTED OTHERWISE ��� — — — — HAND RAIL — 150# (LATERAL) PRESSURE TREATED LUMBER c SOIL PRESURE — 2,000 PSF (ALLOW) FASTENERS: . (. Z o I l USE GALVANIZED FASTENERS THRUGHOUT 'SIMPSON' HANGER AND BRACKETS OR EQUIVALENT N USE GALVANIZED FASTENERS THRUGHOUT •s 2 Z $—i m v2 (MIN) i RAVP —_A \D \G PLA\ V -W ai [...4 ' Scale _ — —0" H ' ® , 7 (di a O 1109 . . (n 44- r. ck r0.-s ICJ l_ .-k e r 0-k U2-cu * t " _ L ©n-Q- V 1C CD 2 Li J W �' - -_— __ r *I o N • dI M Z k O Li 1 x:0 g ) 0 _ _ _ ,— – - - - - - - - – - - ----_,,-- - _ _ _ _ _ _ _ _ _ _ _. r v).ci N N Z W t 4cz 5g ��� \ III • W 0 a — — 11 -0 ^ A � i O c F+�1 m Y Y k Y F ° CONCRETE PIERS W/ i POST BASE ° 0 y ' a a , REVISION / �D I �A J 02 26/2008 • ...- "— R A V P— L A\ D\ G- L- �/ A T 0\ SET , a CAST TWO POSTS S R P 1 IN CuNCRETE 2 SHEET : 1 OF 2 Scale: 3/8" = 1' -0" \wS— STD.SRP1.dwg — DB T • 1 1/2" METAL OR WOOD 48" (MIN. RAMP) 2x6 TOP RAIL p ' HANDRAIL WITH FULL 60" (MIN. LANDING) °`� S o /_pw RETURN @ ENDS (OPTIONAL 2" ' Fp M 1 12" CLEAR CLEAR 1 1 2 F SLOPE OF RAMP IS / .yQ 2x4 INTERMEDIATE RAILS ° W a o m W ,. L ESS THAN 1:20) Q- Z w "� W HANDRAIL OCCURS & IP SELF SPACED (START LAYOUT W r' WHERE DASHED UP) Q BUILDING LINE OR POST \ FROM LANDING WORK UP ° ,1 1- = o '� 4" SPACE MAX. BETWEEN ` y „> c,C � i 4 A S R BY SITE 3/4" "TUFF TREAD" v CvP Si PLYWOOD W/ FACE GRAIN ` 4x4 POST 03,9 O a CONTINUOUS LEDGER @90' TO JOIST 1 (NON SLIP SURFACE) 2x8 TO 4' -0" SPAN 1x4 TRIM . 1 2x10 RO 6' -0" SPAN BOARD W/ 1/2" x 4" s • o �� 48LV C G BOLTS @ LUS JOIST HANGER ig ' �� I -RIM JOIST @ MAX 60" RAMP LNDG o o & ° m$ C " DIAGONAL 2x4 BRACING @ POST 2x8 TO 5-0" SPAN BETWEEN POSTS <0_ii° ;p4 I ,, -p l ^ WHERE BUILDING DOES NOT OCC 2x10 TO 6' 0" SPAN BETWEEN POSTS $ M r m 2x4 SUPPORT FROM PAD 2x4 SUPPORT W/ (2) 1 /2 "� x 7" GLAV. BOLTS m 3 I TO LEDGER WHERE BUILDING O RIM JOIST @ MAX 84" RAMP \LNDG q� FROM POST BASE OCCURS 2x10 TO 5-0" SPAN TO UNDER RIM, • I NAIL TO SIDE OF 2x12 TO 6' -0" SPAN 1.4 `� �� POST 5' \ RIM JOIST @ 96" LNDG / CONCRETE PADS 2x12 TO 5-0" SPAN Z • WHERE BLDG OCCURS 14" SQ. x 6" TALL (MIN.) CONCRETE PIERS ° W/ POST BASE Q . N S O- -00 OO C6,3 DECO \RAVP SECTION Q' N Scale: 3/8" = 1' -0" Scale: 1/2" = 1' -0" 0 m� a F =23 1x2 BACKING 1x8 WOOD RISER ( 6 - 4 W/ 1 1/2" WOOD SCREW 12" O.C. 3/4" "TUFF TREAD" PLYWOOD 3x12 STAIR STRINGER rn Z • . 2x12 TREAD ,.`'�! Z s METAL STAIR NOSING te Z N ,, WITH 1/2" RADIUS AND '-r I z P- O a AL NON -SLIP SURFACE 1 -L______/,- ������������ 1 1/2" /2" PROTR MAX. ��0 x Z W 0 ° m m HZ c 3 i . g E v hil fr..' i . - - - 0 SIMPSON TA10 t � STAIR ANGLE .. 11 1/4 „ 11 1/4 „ E„+ o cl rn E N ° O B TREAD DETAIL REVISION 1 , l. /L - Scale: 1” = 1' -0” SRP2 SHEET : 1 OF 2 \WS— SID.SRP1.dwg — D8 PREFABRICATED BUILDING - FOUNDATION DESIGN PRE- FABRICATED BUILDING DESIGN - FOUNDATION CALCULATIONS Client: WILLIAMS SCOTSMAN Building #: Stock Classroom Criteria: 30,40,85B,D- 1,1.5,2000 Date: 26- Feb -08 Client PO# - Fdn.Type: Perimeter Shearwall Project #: 0804 Task # 06.1 State(s): OR +• Table of Contents PRE - FABRICATED BUILDINGS - FOUNDATIONS WIDTH LENGTHS: 28 64 S • � � R EO PROFE C MG I N £F g ►� 144327 'E / /, _ .Ti/ 9 2 3, \ GC S (EXPIRES: DECEMBER 31, 20091 ■■1 1 of 4 PRINTED - 2/26/2008 PREFABRICATED BUILDING - FOUNDATION DESIGN 'PRE- FABRICATED BUILDING DESIGN - FOUNDATION CALCULATIONS Client: WILLIAMS SCOTSMAN Building #: Stock Classroom Building: 28x64,30,40,85B,D- 1,1.5,2000 Date: 26- Feb -08 Client PO# - Fdn.Type: Perimeter Shearwall Project #: 0804 Task # 06.1 State(s): WA I. DESIGN CRITERIA: Dead Load: • Roof, RDL = 10 psf Floor, FDL = 10 psf Wall, WDL = 8 psf Roof Live Load: Snow Load, RLL = 30 psf Load Duration Factor, Cd = 1.15 % Floor Load: Uniform Floor Load, FLL = 40 psf IBC Table 1607.1 Concentrated Live Load, p = 1000 lbs. IBC Table 1607.1 Wind Load: Basic Wind Speed, V = 85 mph ASCE 7 Figure 6 -1 Building Classification: Category II ASCE 7 Table 1 -1 Wind Importance Factor, Iw = 1.00 ASCE 7 Table 6 -1 "a" Edge Pressure Distance = 3.60 ft Roof Slope = 3 :12 = 14.04 Degrees Edge Wind Pressure, Wep = 14.1 psf ASCE 7 Figure 6.2 Interior Wind Pressure, Wp = 9.4 psf ASCE 7 Figure 6.2 Average Wind Pressure, Wp = 10.62 psf ASCE 7 Figure 6 -2 Exposure Category = B Exposure Factor, A = 1.00 ASCE 7 Section 6.5.6.1 Wind Topographic Factor, Kz = 1.00 ASCE 7 Section 6.5 Design Wind Pressure , Pw = Wp *A *lw *Kz = 10.6 psf IBC Section 1605.3.1 Seismic: Total Weight, Wtot = 25.20 psf Snow Load % Used in Seismic Design = 0% Seismic Category = D -1 IBC Table 1613.3(1) Mapped Spectral Accelerations, short periods, Ss = 1.50 IBC Figure 1615 Site Coefficient, Fa = 1.00 IBC Table 1615.1.2(1) Max. Spectral Response, SMS= Fa *Ss = 1.50 IBC Equation 16 -16 Design Spectral Response, Sos = 2 /3 *SMs = 1.00 IBC Equation 16 -18 Response Modification Coefficient, R = 6.50 IBC Table 1617.6 Shortest Total Length of Shearwall, lswt = 13.85 ft. Area, Ab = L *W = 1772.80 ft. ^2 • Max. Element - Story Shear Ratio, r = 10 /Iswt *.5 = 0.36 IBC Section 1617.2.2 Redundancy Factor, ps = 2- 20 /(r *Ab ^(1/2)) = 1.00 IBC Equation 16 -32 Total Shear, pst = ps *1.2 *Sos *Wtot /(R *1.4) = 3.32 psf IBC Equation 16-49 Dimensions: Unit Length, L = 64 ft. Module Width, MW = 13.85 ft. Width, W = # Units = [2 27.70 ft. Wall Height, Wht = 9.001 ft. Roof Height, Rht = 3 :12 Slope 3.46 ft. • Number of Floor Spans I 21 Clear Distance between supports, L2a = 83.10 inches 2 of 4 PRINTED - 2/26/2008 PREFABRICATED BUILDING - FOUNDATION DESIGN PRE - FABRICATED BUILDING DESIGN - FOUNDATION CALCULATIONS Client: WILLIAMS SCOTSMAN Building #: Stock Classroom Building: 28x64,30,40,85B,D- 1,1.5,2000 Date: 26- Feb -08 Client PO# - Fdn.Type: Perimeter Shearwall Project #: 0804 Task # 06.1 State(s): WA II. FOUNDATION DESIGN A. Foundation Components • Individual Bearing Pads General Supports Roof Col. Supports Width, wbp = 16 inches 24 inches Length, Ibp = 16 inches 24 inches Minimum Bearing Area, BA = 256 Sq. Inches IBC- T.18.4.2 Allowable Soil Bearing Pressure, [Class 4] Q = 2000 psf. By Others Allowable Load, Pbp = (BA)/144 *Q = 3556 pounds 8000 Anchors - Single or Double Helix 'Auger' Type OR Cross -Drive W /Stabil'X' Plate Allowable Anchor Capacity, Anchc = 3150 lbs. • B. Exterior Pads (Around Perimeter) MID -SPAN & MATELINE FLOOR SUPPORT 'ce Floor and Roof Loads: Exterior Pads Required, Epr = 1 pad Allowable Load, Pfla = 3556 lbs. Exterior Uniform Floor Load, ufll = ( RLL +RDL) *MW /2 +(FDL +FLL) *MW /4 +1,4 522 lb /ft. Max. Pad Spacing, Mps = Pfla /ufll = 6.81 ft. Use: (9) 16 -inch x 16 -inch pad © 6.81 -ft o.c. supporting exterior Rim Joists. C. Interior Pads (Floor Loads Only) MID -SPAN & MATELINE FLOOR SUPPORT Interior Pads Required, Ipr = 1 pad Allowable Load, Pfla = 3556 lbs. Interior Uniform Floor Load, ifll = (FLL +FDL) *MW /2 = 346 lb /ft. Max. Pad Spacing, Mps = Pfla /ifll = 10.27 ft. Use: (6) 16 -inch x 16 -inch pad @ 10.26 -ft o.c. supporting mid -line Floor Support Beam. D. Column Pads (Roof Loads Only) Dl. End Mateline Roof Beams Uniform Roof Load,mbrl = (RLL +RDL) *MW = 554 lb /ft. Effective Mateline Beam Span, Mps = 1 16.001 ft. Foundation Load = Mps *mbrl = 8864 lbs. 4.43 SF Brg. Use: (2) 24 -inch x 24 -inch pads supporting End Roof Support Column. OR (1) 24x24 Pad & (2) 16x16 Pads D2. Center Mateline Roof Beams Uniform Roof Load,mbrl = (RLL +RDL) *MW = 554 lb /ft. Effective Mateline Beam Span, Mps = I 32.001 ft. Foundation Load = Mps *mbrl = 17728 lbs. 8.86 SF Brg. Use: (3) 24 -inch x 24 -inch pads supporting End Roof Support Column. OR (5) 16x16 Pads 3 of 4 PRINTED- 2/26/2008 PREFABRICATED BUILDING - FOUNDATION DESIGN PRE- FABRICATED BUILDING DESIGN - FOUNDATION CALCULATIONS Client: WILLIAMS SCOTSMAN Building #: Stock Classroom Building: 28x64,30,40,85B,D- 1,1.5,2000 Date: 26- Feb -08 Client PO# - Fdn.Type: Perimeter Shearwall Project #: 0804 Task # 06.1 State(s): WA E. Lateral Design Perimeter Walls 1. Longitudinal Wall Anchors (Front OR Back Wall Loaded, Short Walls Resist Shear) FOS = 1.5 Unit Wind Load, UWL = (Wht +Rht) *Pw *L= 8472 lbs Governs Unit Seismic Load,USL = W*pst = 5894 lbs Angle of Anchor Strap, Asa, Radians 0.79 45 degrees Effective Soil Anchor Resistance, ESAR @ Asa° = 2217 lbs. Building Weight = 48661 lbs Building Weight Factor = 43% Foundation Friction Factor = 0.40 Gravity Resistance, GR = Building WT* Friction Factor = 8424 lbs. OTM = Lateral Load *whtl2 38124 Ft-lbs 7 RM = Building Wt *W /2 673952 Ft-lbs Factor of Safety = RM /OTM 18 No Uplift Anchors Required Use: (2) Anchors, Min. 2. Lateral Wall Anchors (End Wall Loaded, Long Walls Resist Shear) FOS = 1.5 Unit Wind Load, UWL = (Wht +Rht) *Pw = 3667 lbs.per LF Unit Seismic Lateral Load, USLL = L *pst = 5894 lbs.per LF Governs Angle of End Anchor Strap, Asea, Radians 0.79 45 degrees Effect. End Soil Anchor Resist.., ELSAR @ Asa° = 2217 lbs. Building Weight Factor = I 100 %1 Gravity Resistance, GR = Building WT * Friction Factor = 19464 lbs. OTM = Lateral Load *wht /2 26522 Ft-lbs RM = Building Wt *W /2 1557146 Ft-lbs Factor of Safety = RM /OTM 59 No Uplift Anchors Required Use: (0) Anchors, Min. 4 of 4 PRINTED - 2/26/2008